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Biblioteka Politechniki Kiakowskiej

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100000299887

With the Compliments of

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State Engineer and Surveyor.

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- BISUOTEKA 2

NNUAL REPORT

OF THE

State Engineer and Surveyor

OF THE

STATE OF NEW YORK

For the Fiscal Year Ended September 30, 1909

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TRANSMITTED TO THE LEGISLATURE JANUARY 24, 1910

ALBANY J. B. LYON COMPANY, PRINTERS 1910

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State of New York

No. 22.

IN ASSEMBLY

January 24, 1910.

ANNUAL REPORT

OF THE

STATE ENGINEER AND SURVEYOR

OF THE

STATE OF NEW YORK

Office of the State Engineer and Surveyor,

Albany, N. Y., January 24, 1910.

To the Honorable the Speaker of the Assembly:

Sir.— I have the honor to transmit herewith my annual report for the fiscal year ended September 30, 1909.

Very truly yours,

FRANK M. WILLIAMS,

State Engineer and Surveyor.

TABLE OF CONTENTS.

PAGE.

Report of the State Engineer and Surveyor.......................

Engineering expenses for the fiscal year ended September 30, 1909.. Table of contracts completed during the fiscal year ended September 30, 1909.................................................

Table of contracts pending February 17, 1909 (Improvement of Public

Highways) ...................................................

Table of contracts pending September 30, 1909....................

Report of the Division Engineer of the Eastern Division................

Report of the Division Engineer of the Middle Division................

Report of the Division Engineer of the Western Division..............

Report to the Senate by the State Engineer on the proposition to increase

the Cayuga and Seneca canal to Barge canal dimensions..............

Report of the Cayuga and Seneca canal survey, under chapter 433, Laws

of 1909 ........................................................

Report of Tests.....................................................

Report of the Land Bureau........................................

Report of the Bureau of Bridges....................................

Report of Tests of Concrete Arches — Models of the Medina Aqueduct.. 269 Report of Resurveying and Remonumenting the New York-Connecticut

Boundary Line.................................................

Report of an Inspection of an Accident to the Sault Ste. Marie

canal lock......................................................

A Memorial of the first boat to navigate the State canals from Seneca

lake to New York city..........................................

Report of the Cooperative Topographic Survey of New York state.... 307 Report on the Gaging of Streams for 1909

Index of illustrations.................

Index ................................

35

38

41

45

49

125

185

243

249

255

263

266

285

295

303

313

553

REPORT.

To the Honorable the Legislature of the State of New York:

I have the honor to present herewith my first annual report as State Engineer and Surveyor of Yew York.

The Constitution of the State, the Revised Statutes and the laws that are passed at the several sessions of the Legislature place upon the State Engineer and Surveyor certain duties in connection with some of the public works of the state and this report shows in detail how he has carried out these duties during the past year.

In general the duties of the State Engineer and Surveyor may be described as consisting of the engineering operations required in the making of surveys and preliminary investigations and in the designing of certain State public works and the supervising of their construction and maintenance. The most important of these works is the enlargement of the State canals, authorized by the people of the state in referenda submitted for their approval. Ever since the creation of this office, the building, repair and improvement of the canal system have been first among the duties of the State Engineer and Surveyor, except for a few recent years, when the improvement of State highways demanded an equal share of his attention.

For nearly eleven years the work of highway improvement was entrusted to this Department. To the careful study and earnest efforts of some of my predecessors is due the credit of developing this enterprise from its first stages to a high degree of efficiency and popularity throughout the state. Inasmuch as this work was under the supervision of this Department for four and a half months of the fiscal year covered by this report, an account of what was accomplished during that time will be included herein, although the work passed from my hands in the second month of my administration.

The State Engineer and Surveyor is a member of several constitutional and permanent statutory boards, which not only require his participation in their general work as boards, but also, by reason of the nature of his office, refer to him many subjects for his special investigation and report. These boards and their duties are as follows:

The Canal Board.— Controlling the construction and maintenance of canals.

The Board of Commissioners of the Land Office.— Controlling the sale and purchase of State lands, and the granting of lands under water.

The Board of State Canvassers.— Canvassing the returns of elections.

The Board of Equalization of Assessment.— Equalizing the assessment of State taxes among the several counties.

From time to time the Legislature creates commissions for some particular work of a somewhat temporary character and of these the State Engineer and Surveyor is sometimes a member. The Legislature of 1909 created a body of this nature — the Canal Terminal Commission — of which the State Engineer and Stirveyor is chairman.

In addition to the duties which devolve upon him by reason of his relation to the state waterways or of his membership of these various boards and commissions, the State Engineer and Surveyor is charged with many other tasks, among which may be enumerated the following: He is called upon to make maps for the use of the Attorney-General in the defense of suits before the Court of Claims; he is entrusted with the sale of lands at public auction, authorized by the Land Board; he is required to examine and pass upon bridge plans presented by electric or steam railways or others for use in crossing the canals; he is often directed by the Legislature to survey and monument boundary lines between counties of the state or between Hew York and adjacent states or Canada; he is authorized at stated intervals to report upon the condition of the state boundary line monuments; he is often requested to make surveys by the various State boards, commissions or departments not having engineering corps of their own; he is charged with directing the Geological Survey of the state in cooperation with the United States Government, including the topographic surveys and the gaging of flow of streams; he is often asked to furnish estimates and reports on proposed legislation, and to perform other allied duties for the Legislature.

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CANAL MAINTENANCE.

During the past year the maintenance of the present canal system has been continued under the provisions of the general and special acts of the Legislature, the design and construction of the various works specified by these acts having been carried on under the direction of the State Engineer. Under special acts two lift bridges have been constructed and plans have been made for two more.

As in the past, the specifications have been modified wherever necessary in order to keep abreast of the times and in accord with the latest and most improved methods employed by engineers in the design and construction of similar works. The preparation of these standard specifications has received continued attention.

The State canals are in excellent condition and the Superintendent of Public Works is deserving of great credit for the manner in which they have been maintained. The towing-paths in particular have been resurfaced in several localities, drainage has been provided for and they are in general in much better condition than they have been for some years. During the past year there have been very few breaks. They have been of a minor character and repairs have been prompt and efficient.

One of the recognized features of modern and improved construction is the constantly increasing use of Portland cement concrete as a substitute for the more expensive cut-stone masonry, which was formely used. Concrete is now generally specified for masonry structures and the requirements and the tests of Portland cement have been advanced and modified to accord with the great improvement made in recent years by American manufacturers, with the result that none but the best qualities of cement are used on State work. The best laboratories in this and other states have been visited, and their methods considered and adopted where it was thought desirable, so that the State now possesses one of the best laboratories in the country.

BARGE CANAL.

That the building of the Barge canal has made rapid strides during the past year, must be evident to all who have watched its progress. In this short time almost as much construction work has been accomplished as during the whole period up to a year ago, while the plans completed equal 80 per cent of the amount of similar work done in any previous two years, considering both mileage and size of estimates.

Status of Work.

At the end of 1909 there are 314.2 miles of canal under contract at prices aggregating $54,138,329. Additional plans for 67.7 miles are completed, while the plans for 9 miles more are over 75 per cent finished and the plans for the remaining 20.5 miles are well under way. With some 22 miles of additional lake navigation, not included in this enumeration, a total of about 433 miles is reached, which is the whole length of the Erie, Oswego and Champlain branches of the Barge canal system, exclusive of the Niagara river, which is being improved by the Federal Government, and the Hudson river below Waterford, which it is anticipated the Government will undertake. Thus it will be seen that 76 per cent of the total length is under contract, and it is expected that the whole of it will be let by April 1, 1910, with the exception of some minor structures and operating machinery which it would not be advisable to put in place at this time, on account of expense of maintenance.

Fifteen of the fifty-three new locks are now completed, with the exception of gates and operating machinery, and in some of the structures these are now being installed. By a year from ne;xt spring the eight movable dams in the Mohawk river will be in operation and will be used to aid in the dredging of the channel, by retaining water for the floating of dredging machinery. The large fixed dam across the Mohawk river near Crescent will be finished during next summer, as will also the concrete dam impounding the waters of the upper Mohawk at Delta in a reservoir having a flooded area of 2,800 acres.

Record of 1909.

With considerable satisfaction I can call your attention to the accomplishment of 1909. At its close the total value of all construction work equals $16,291,325. As the record to the end of 1908 was $8,701,323, it appears that nearly half of all the work done thus far has been performed during the past year. It should be noticed, also, that several contracts were let so late in the year

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Barge Canal.

11

that they have contributed but little to the record, complete plants not having yet been installed.

When compared by years, the excellence of this year’s record is manifest. At the end of 1905, $330,120 had been expended; by the close of 1906 the total was $1,042,926, while the sum had reached $3,257,461 and $8,701,323 at the ends of 1907 and 1908, respectively.

Of the 314 miles of canal under contract 120 miles, or 38 per cent, have been awarded during 1909. If the money value of these contracts is considered, the ratio is about the same. The total of contracts let during the year amounts to nearly nineteen million dollars, or more than one-tliird of the whole under contract.

Whole Canal Within Appropriation.

It is a pleasure to state that the work of construction is being dong within the original estimates. This is determined by comparing the contract prices with the estimate made in 1903, upon which the appropriation was based. With three-quarters of the work under contract, it seems assured that all the construction contemplated by the Barge Canal Act will be entirely completed within the original appropriation.

The 1903 estimate for construction on the portions of the canal now under contract amounted to $56,791,537, while the contract price for this work, as revised by alterations to date, is $54,138,-329. This is a saving of $2,653,208.

However, the Legislature should steadfastly resist any and all attempts to saddle upon the undertaking work of whatever character not included in the original law. To meet possible contingencies and claims for damages, which are still somewhat problematical, the whole appropriation should remain intact. While it would be folly or worse to meddle with this fund, it will be to the everlasting credit of the State to complete so vast an enterprise in a reasonable time and within the original appropriation.

Portions Under Contract.

The 314 miles of canal under contract cover the following stretches of work:

Erie canal.— Waterford to near Lyons; Irondequoit creek; Kings Bend to Genesee river; Rochester to Monroe-Orleans county

line; Eagle Harbor to Beal’s bridge; Medina to Lockport, and Lockport to Ellicott creek.

Champlain canal.— Waterford to Stillwater and Northumberland to Whitehall.

Oswego canal.— Phoenix; Fulton; Oswego.

Water-supply.— Delta reservoir.

It will therefore be noted that the Erie branch of the canal is all under contract in continuous sections between the Hudson river and the city of Lyons and that there are only a few sections not under contract between Lyons and the Niagara river. Also that the Champlain branch is all under contract with the exception of the fifteen miles lying between Stillwater and Northumberland. Plans and estimate of cost for this section have been prepared and approved by the Advisory Board of Consulting Engineers and will be advertised for bids during the month of January. Plans for the construction of the remaining great storage reservoir — that at Hinckley — have been approved by the Advisory Board and the Canal Board and this contract should be let early in February.

Hudson River, Troy to Waterford.

It is imperative that no time be lost in doing everything possible to hasten the procuring of a Government appropriation for canalizing the Hudson river between Troy and the Barge canal terminus at Waterford.

It will be recalled that agitation for this purpose has been going on for several years. First in 1905, just before the commencement of actual Barge canal construction, the Governor, in his annual message, urged upon the Legislature the necessity of pressing New York’s claims for larger Federal appropriations. Twice since that time my predecessors have formally appealed to Congress to have the Government extend its operations in the Hudson northward from Troy to meet the State’s canal enlargements. It seems now that Government officials are disposed to grant the desired aid, but, unless there is haste, it will come so late as to prevent the opening of the Barge canal upon its completion, or at least the completion of the Champlain branch of the canal.

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Bakge Canal.

13

For several years there has been spreading throughout the land a sentiment in favor of improving our waterways. This movement has already assumed large proportions, as evidenced by the well-attended and enthusiastic conventions of both national and state waterway associations, that have so focussed public attention upon the subject as to betoken speedy action toward the accomplishment of this end. Doubtless this general awakening will help Yew York to secure the aid we are seeking. In the past this State has received much less than its just proportion of Federal appropriations. If onr delegates to these national conventions are active and our members of Congress, our Legislature and our State officers are insistent, Yew York’s claims must be recognized and our object attained.

Early in 1909 the Superintendent of Public Works of this State was instrumental in securing a Federal appropriation for surveying the Hudson with a view to making plans and estimates for a suitable Barge canal outlet. About a month ago the Chairman of the House Bivers and Harbors Committee assui’ed a body of representatives from this state that he would do what lay in his power to induce the Government to undertake and complete work in the Hudson between Troy and Waterford in time for Barge canal traffic, but he also stated that the report of the recent survey had not been received and that no action could be taken at the present session of Congress unless it should be rendered within a short time.

It is imperative that everything be done to hasten this Government appropriation, for indications now point to the early completion of the Champlain canal. It is all under contract, except one section of fifteen miles, which will shortly be advertised; a considerable portion is already finished, and probably the whole of the Champlain branch will be ready for navigation in the spring of 1913. I recommend that the Legislature exert its influence to secure this appropriation and be insistent in its demands for speedy action.

Cayuga and Seneca Canal.

At the recent general election the people of the state voted to include the Cayuga and Seneca canal in the Barge canal system. The first official action, looking toward this end, was taken in 1905, when, in compliance with a legislative enactment of that year, the State Engineer made a survey and estimate of cost of a route to connect Cayuga lake with the main line of the Barge canal near Fox Ridge. If such connection were to be made, it seemed best at that time to change the alignment of a portion of the main canal and investigations were made for this purpose. Subsequently these studies led to this alteration of route by legislative enactment, although the possible future extension to Cayuga lake was but one of the determining factors.

The Legislature of 1909 made appropriation for a survey of this canal without waiting for the result of the referendum. During the summer and fall this survey has been in progress and a report of the work accomplished to the present time will be appended hereto. For the earlier starting of construction work it is fortunate that this survey has been made, since the data thus obtained will now be available to aid in making final plans and estimates.

Canal Terminal Commission.

After recommendations by the State Engineer and the Superintendent of Public Works for two years and also considerable agitation by canal advocates, the Legislature of 1909 created a canal terminal commission, consisting of the State Engineer, the Superintendent of Public Works, the Chairman of the Advisory Board of Consulting Engineers and the Special Examiner and Appraiser of Canal Lands. Their task was to inspect the canal harbors connected with the Barge canal, as well as harbors where canal freight is either shipped or delivered, and to report to the Legislature their findings, together with an estimate of the structures and land necessary for proper terminals, their cost of construction and maintenance and the revenues, if any, to be derived.

It is not my intent to forestall the report of this commission, but simply to state that its members appreciate the importance of proper terminals as a necessary part of the Barge canal project, if the full benefit of the enlarged channel is to be secured.

Inspection of Steel.

The inspection of the quality of steel, iron and other metals used on the canals must, with unimportant exceptions, be performed at the mills where the material is rolled or at the foundries

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where it is cast. The inspection of the shop workmanship, which includes punching, shearing, riveting, etc., and all machine work, must be performed, before shipment, at the shops where such work is done. Because the work of rolling, casting and fabricating is unavoidably done in scattered mills and shops, many of which are without the borders of the state, it is necessary to have such inspections performed by one of the many bureaus organized expressly for the purpose of making these inspections. S'uch companies perform inspection for many clients and are therefore able economically to station competent representatives in each of the mills or districts where work is in progress. It is well known in engineering circles that much of the so-called inspection done at low prices is perfunctory and of little value, and is necessarily so from economic reasons. The specifications for this class of work, as drawn by the State Engineer and approved by the Advisory Board of Consulting Engineers, provide for construction of a high standard of excellence and are free from unreasonable rer quirements that will unnecessarily increase the cost of the work. It is of the utmost importance for the safety of all canal structures that the work be executed throughout in full conformity with the spirit and intent of the specifications and to this end it is also important that the inspection be of more than the ordinary excellence, the cost of such inspection being necessarily increased. Special attention has therefore been given this subject by the State Engineer and a contract made with a responsible inspecting pany, covering all inspection at mills, foundries and shops during the term of the present administration. The work of this company receives constant attention on the part of the Bureau of Bridges and is proceeding satisfactorily.

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Barge Canal Bulletin.

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I have continued issuing the monthly Barge Canal Bulletin, which apparently fills a distinct need. It not only furnishes sary information to the engineers, the contractors and many others more or less directly connected with the canal’s construction, but it also serves very generally as a means of public information and education. The press of the state is becoming more interested in reprinting excerpts or publishing synopses of its reports. The

people of the state have authorized this undertaking and it seems but proper that they should be regularly told of its progress.

The Bulletin has rendered a very practical service in keeping contractors informed of the work to be let and of prices being tendered, thus helping to arouse more active competition, which, doubtless, has resulted in the saving of many dollars for the State.

A Feature of Lock Construction.

An accident last June at the lock on the Sault Ste. Marie canal, the Canadian canal between Lakes Huron and Superior, has emphasized the wisdom of a device that has been included in the plans for locks on the Barge canal.

The accident was caused by a boat outside the lock crashing into a lower gate, causing the dislodgment of this and its companion gate, followed by the carrying away of the two upper gates by the rushing water and the tearing out of a miter-sill and a part of a miter-sill wall. Two steamers were slightly injured and another so badly that it sank. The damage amounted to nearly $50,000.

In planning the Barge canal locks provision has been made for placing a buffer-beam at each end of every lock. This consists of a heavy structural steel beam, which is enclosed within a recess in the lock wall, when not in use, but which swings on a pivot at one end, while the other end may be thrown across the lock chamber and rest against a notch in the opposite wTall. The mere presence of this beam is a distinct advantage on the side of safety, in that a boat will have to stop some eighty feet from the gates in order to give room for swinging the buffer from across the channel, wdiile, without the beam, boats might proceed to within a few feet of the gates without being required to back up for their opening. On the other hand, in case of misunderstood signals, a boat cannot hit the gates until the buffer has been destroyed, by which time, if the boat is not stopped, its velocity will be so reduced that the chance of seriously injuring the gates will be very small. The breaking load of a buffer-beam, if the load is concentrated at the center, is 350,000 pounds.

A report by a member of this Department, of a personal inspection of the injured Canadian lock shortly after the accident and while repairs were in progress, will be appended hereto.

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Special Hydkaulic Investigation.

In connection with the work of the bureau of hydraulics one important investigation may be mentioned. At the opening of navigation in the season of 1909 a series of special observations was taken to determine the rate of filling of the long level of the Erie canal' between Lockport and Rochester. The Barge canal will occupy part of the same route as the Erie canal between these points, and in connection with the Barge canal the question of slope of water, rate of advance of a flood wave and rate at which the prism can be refilled after being emptied, are matters of some importance. Although these questions have been the subjects of investigation by canal officials at various times through a long period of years, yet no actual experiments had ever been made to determine the slope or rate of filling this unusually long canal level. The past season being the last in which this portion of the Erie canal would remain substantially unchanged, it was evident there would not be another opportunity for obtaining experimental data of this character until the Barge canal should be completed. Therefore a series of observations, which are fairly complete, was obtained during the period of refilling the canal in the spring of 1909.

Maintenance.

Such portions of the completed Barge canal or its structures as are identical in location with the existing canals will naturally be cared for by the Superintendent of Public Works in his general work of maintenance, but for maintaining finished sections on new locations no fund is now available. Instances of a few needed repairs have occurred on the completed channel near Eox Ridge, and others may occur at various places. These expenses cannot properly be considered as construction charges, and accordingly an appropriation should be made, in order that the work may not suffer for lack of a few repairs and so result in a larger expense in the future.

Charting of Canalized Rivers and Lakes.

A work that should receive the attention of the Legislature at this time is the proper charting of the rivers and lakes that are to be canalized in constructing the Barge canal. The United

States Government does similar work on the waters it improves and it will be found an absolute necessity under new conditions in this state also.

Tlie Barge canal law contains no authorization for charting, although much data collected in the course of construction will be available for such work, making the cost proportionately less. The Legislature, therefore, must make suitable provision for this purpose and also for the printing and sale of the completed charts. For advantageously carrying on the work of construction, at certain places canal traffic will have to be turned into the new river channels before the whole is completed. Accordingly this work of charting cannot longer be delayed without menace to successful navigation.

Water-Power Development.

Under the law the State is prohibited from disposing of any water-power created by Barge canal construction. While the intent of the law is good, there are times when it results in positive loss to the State. If it were possible to exchange new for old power development in places where existing power is destroyed and new power developed on the same site, or to offset damages by grants of power in some form, numerous transactions of advantage to the State might be effected. Also at two sites, Vischer’s Ferry and Crescent, there will soon be power possibilities from surplus waters amounting to six thousand horse-power at each place that will go to waste for several years, if none of the power can be disposed of until the whole canal is completed. The same condition will exist at several other points where smaller powers have been or will be developed.

Accordingly it seems wise that the Legislature should give the Canal Board, or other responsible body, discretionary powers in such matters, authorizing them to lease wTater-power on such terms, carefully safeguarding the navigation interests of the State, as may be prescribed by the Legislature. Possibly a lease for twenty-five years, with the privilege of renewal for fifteen years, would be equitable to both lessee and State.

Recommendations.

I desire to gather together and reiterate such recommendations as I have made relative to the Barge canal, and to add one other.

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I recommend that your honorable body cooperate in an earnest attempt to secure Government aid for canalizing the Hudson river below the canal terminus at Waterford and that an effort be made to secure such assistance quickly.

I also recommend an appropriation for maintaining such completed portions of the Barge canal as will not come under the supervision of the Superintendent of Public Works for making repairs till the whole canal is completed.

I further recommend that an appropriation be made now available to commence the work of charting the streams and lakes utilized for the Barge canal.

I repeat that it seems wise that the Canal Board, or other responsible body, be empowered to deal with matters pertaining to the lease or exchange of water-power development. This subject should receive your careful attention.

In building the Barge canal certain elevated areas, called spoil banks, are created by depositing the material from excavation. Where these occur near cities or villages it seems that a very desirable use can be made of them by allowing the municipalities to convert them into parks. In the vicinities of Amsterdam, Schenectady and other smaller towns there will be such areas, which, doubtless, would be of great value to the localities for park locations. These parcels of land should be granted to the adjoining municipalities for development as parks only, upon payment of the cost to the State of acquiring them, and the State should reserve simply the right to reenter for canal purposes. I commend this as a subject worthy of your consideration.

HIGHWAY IMPROVEMENT.

From the inception of systematic, State-aided highway improvement in 1898 to the beginning of 1909 this branch of public works was in charge of the State Engineer’s Department, but at the beginning of my administration it was turned over to the Highway Commission created by a legislative act of 1908. It was anticipated that the transfer could be made by the middle of January, but complications arose to delay the appointment of the last member of the Commission and it was necessary for me to maintain the organization and carry on the work till February 17, when the change was made. Handicapped by uncertainties and barrassed by inability to formulate policies and secure most efficient results, I was forced to be content with little beside routine duties, preserving the department in as good shape as possible for turning over to my successors in the work.

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For the purpose of making the records complete, reports of highway improvement between September 30, 1908, and February 17, 1909, will be found appended.

TESTING LABORATORY FOR STATE WORKS.

For many years the State Engineer’s Department has included a testing laboratory where are made tests of all hydraulic cements used for State work, not only for the numerous works which are under the direction of the State Engineer, but also for those supervised by the State Architect, in the many buildings which he constructs. The character and importance of the work being done on the Barge canal has also necessitated the testing of sand submitted for use in the large concrete structures. The testing of cement and stone for State highway improvement is still carried on in this laboratory, though at the expense of the Highway Department.

The methods of cement testing are in accord with the latest and best practice and insure the use of none but the best cements for State work. The high grade of requirements has been maintained during the year, thus keeping up with the improved methods and products of American manufacturers of Portland cement.

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Cement proposed for use in large quantities is now generally sampled at the cement mill and this has become a very important branch of the work of the laboratory.

The detailed account of the year’s work will be found in the appended report of the Resident Engineer in charge of the laboratory.

COURT OF CLAIMS SURVEYS.

For years it has been the practice for engineers of this Department to make surveys and present evidence on behalf of the State in cases that come before the Court of Claims in their hearing of claims for damages alleged to have been caused by State public works, especially the canals and their adjuncts. This evidence is usually a large factor in the case and has saved much money to the State in disproving unjust and excessive damages.

This Court is now almost exclusively engaged in disposing of Barge canal claims, and the preparation of expert evidence for these cases devolves upon the engineers of this Department. This includes the gathering of much data and the ability of these gineers to qualify as experts in their respective branches of the profession.

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Probably the most important questions involved in much of this litigation are those of a hydraulic character, and for a full understanding of these the records which the State Engineer’s Department has been accumulating for several years are of inestimable value.

The complete photographic record of lands or buildings appropriated, furnishes other valuable evidence before the Court. Since the beginning of construction on the Barge canal, the official photographers of this Department have had the making of these pictures as a part of their duties.

Accounts of the work thus done will be found in the appended reports of the Division Engineers.

In view of the constantly increasing amount of work required in making these surveys and preparing this evidence, I recommend that an appropriation of $5,000 be made for this purpose for the coming year.

LAND BUREAU.

This bureau of the State Engineer’s Department has charge of the sale of State land and of the custody and care of ancient records. The ancient records of this Department, as well as the modern ones, are of great value for reference, and it has been the policy through recent years to add to them whenever this can be done without cost to the State.

Through the insufficiency of former appropriations the maps showing lands under water have not been kept up to date. This should be done, so that it may be possible to ascertain at all times just what has been granted.

At present the State Engineer is generally obliged to accept as accurate the maps and reports of engineers in private practice, when application is made for the granting of lands, since no fund is at his disposal to verify these maps or make new ones.

Therefore, I recommend that an appropriation be made for both the keeping of these maps up to date and the making of surveys, when necessary.

In the last annual report of this Department your attention was called to a condition that has existed for some time and has caused much annoyance to some of my predecessors. The State Engineer is intrusted by the Commissioners of the Land Office with the public sale by auction of State lands, including those acquired for unpaid taxes. At these sales men have sometimes been in attendance, seemingly for the purpose of blackmail only, who have extorted money from the former owners by threatening to run up the bids, or have compelled them to pay much more than the unpaid taxes by carrying out their threats.

It was recommended in the last report that this objectionable practice might be stopped by amending the statute which defines the duties of the Commissioners of the Land Office (chapter 317, Laws of 1894), by extending the privilege of redemption up to the time of the public sale, or permitting the prior owner upon application to purchase the property at private sale for an amount which should cover the total expense to the State for such property, including unpaid taxes, interest and costs.

Although these occurrences have been absent during the past year, I desire to state that under the present law the State Engineer is powerless to prevent them, and the condition still exists as a menace to the equitable carrying out of the intent of the law. I would therefore renew the recommendation of last year, that chapter 317, Laws of 1894, be suitably amended.

BUREAU OF BRIDGES'.

In former annual reports the fact of the establishment by legislative act of a bureau of bridges and the reasons for such action, have been fully stated. Since the beginning of Barge canal work, this bureau has become a necessary part of that enterprise — in designing not only the bridges but also the lock-gates, lock-valves, needle-dams, movable dams and other steel construction.

The bridges over existing canals in the state often call for expert inspection and this is performed by the bureau of bridges upon request from the Superintendent of Public Works. If repairs are necessary, plans also are furnished by the bureau.

In addition, the bureau has the duty of examining plans submitted by electric and steam railway companies for new bridges over the canals, or for strengthening existing bridges.

The appended report of the Chief Bridge Designer will give in detail the work of the bureau for the year.

STATE BOUNDARY LINES.

The total length of the State boundary lines is 1,416 miles, comprised as follows: Canadian line, 431 miles; Vermont line, 171 miles; Massachusetts line, 50% miles; Connecticut line to Long Island sound, 81 miles; along the ocean around Long Island to the New Jersey shore, 246 miles; New Jersey line, 92% miles; Pennsylvania line, 344 miles to the beginning of the Canadian line in the middle of Lake Erie. These boundaries are fixed by accepted agreements and are marked by natural watercourses or by monuments.

When the state boundary lines were last examined by men assigned for the purpose by this Department, it appeared that nearly all of the monuments were in a satisfactory condition, except those along the Connecticut line. The New York-Connecti-cut division line, from Long Island sound to the southerly boundary of Massachusetts, a distance of about 80 miles, was in dispute for nearly 200 years, or until 1860. Then it was established by a commission, on which the State of New York was represented, and was marked by a hundred marble or iron monuments, but their condition has been unsatisfactory for many years. For some time efforts were made by New York officials to induce the Connecticut authorities to cooperate in remonumenting this line, but without success till two years ago. Then the work of resurveying and remonumenting this line was begun, but the appropriation was insufficient and it was not completed the first year. In response to my request for $10,000 at the last legislative session, only $6,000 was granted, and the work is still unfinished. If one appropriation is large enough to cover the whole cost, such surveys can be made more cheaply than by attempting to do the work in sections. The sum of $6,000 is needed to complete this undertaking.

By chapter 678 of the laws of 1892, the State Engineer and Surveyor is directed to make an examination every three years of all of the monuments marking the boundary lines of the state, and if any monuments are found injured, missing, or displaced, he is authorized — acting in conjunction with the duly recognized authorities of the adjoining State—to replace such monuments. With the exception of the Vermont boundary, none of these lines have been examined within the specified three years, and for most of the lines the inspection is long overdue. Accordingly I recommend an appropriation of $3,000 for this work, in addition to the amount just mentioned for the completion of the Connecticut boundary.

CO-OPERATIVE SURVEY OF STATE.

Survey of New York State in Cooperation with the United States Geological

Survey.

Topographic Survey.

During the last decade and a half New York State and the Federal Government have been cooperating in a very important work of surveying and mapping, which is probably but slightly known or appreciated by the general public.

For several years this Department urged the passage of an act to provide for the cooperation of the State of Few York with the United States Government for the purpose of securing an accurate topographic survey and map of the State of Kew York. This recommendation was finally adopted and the work was authorized by law in 1893. The agreement between the United States Geological Survey—the department having the matter in charge for the Federal Government — and the State Engineer’s Department, acting on behalf of Yew York State, is that each shall pay one-half of the expense of the surveys and that the Federal Government shall pay all of the expense of engraving plates and printing the maps therefrom. The State’s share of the cost has been provided by annual appropriations by the Legislature, the United States Government contributing an amount equal to the appropriation made by the State.

The importance of this work may be seen when it is stated that probably the cost to the State for these surveys has already been equaled by the amount the maps have been the means of saving. And in this saving, State departments have been the chief beneficiaries. In the work of canal enlargement and reservoir construction, in the improvement of State highways, in the operations of forest reservation, in the investigation for a State system of water-supply, water-storage and power development and in the work of sanitation, the several State Departments make constant use of these maps. They are of great value also to the people of the State in the building of railroads, trolley lines, municipal water-supplies and sanitation and projects for power development.

It is the common practice for engineers planning works of improvement to make their preliminary studies and locations on these maps. Thus all unfeasible schemes and routes are discovered and the necessity for numerous surveys obviated and their cost saved. If more detail is required than the maps afford, only the most, favorable locations need be surveyed.

Dor the purpose of mapping, the state has been divided into 260 quadrangles, each shown on one sheet. The sheets are about 20 inches by 16% inches in size, and in this state the maps are generally drawn to a scale of about one inch to the mile. The topographic features include cities, villages and individual houses in country districts, roads, trails, railroads, street railroads, tunnels, bridges, ferries, fords, dams, locks, boundary lines, mines, quarries, light-ships, light-houses, life-saving stations, streams, falls, lakes and ponds, canals, aqueducts, marshes, levees, cliffs, sand dunes and contour lines and figures which give the elevations of all territory referred to sea-level. Some of the later maps show also the wooded portions. As no other map of the state has ever been published with so large a scale nor in such detail, and as the total cost of the work is only about $13 per square mile, it will be seen that the State is securing a most valuable acquisition at less than half its actual and extremely lowT cost, the expense to the State thus far having really been less than $6 per square mile. The price of the finished maps to individuals is merely nominal — five cents apiece in lots of less than a hundred and three cents each in quantities of one hundred or more. Many people have availed themselves of the opportunity and have purchased these sheets to use simply as reference maps.

In 1905 the State Legislature failed to appropriate the customary sum of $30,000 for the cooperative survey and during the year the Federal Government transferred a portion of its available funds to work in other states. Upon the resumption of appropriations by the State in 1906, it was found that only about $10,000 remained available as the share of the United States to continue the work.

The survey in this state is nearing completion. It is estimated that it can be finished in three years, if New York will appropriate $25,000 annually for these years and if the United States Government will meet these appropriations with a like amount. One of our Federal Senators has given assurance that he will urge our claims, if the State will make this appropriation. I therefore recommend that the Legislature appropriate $25,000 at the coming session, in order that the National Government may be induced to furnish a similar sum and hasten the work in this state. Large demands for these surveys are being made upon the Government by other states and still larger demands will be made in the future. It seems unwise for the Legislature longer to defer adequate provision for so important a work. Rather it should return to its former policy, that the State may reap the full benefit of completed surveys before the demands of other localities become still greater on the United States Government and operations here are yet further delayed.

IIydrog raphic S urvey.

Since 1900 there has existed a cooperative agreement between New York State and the United States Government to engage in making measurements of the volume of streams and the flow of water therein, each bearing one-half of the expense. With the exception of 1905 this work has been carried on jointly. In 1905 the State failed to make the usual appropriation and the United States Government assumed the whole expense, but discontinued several of the gaging stations which had been maintained chiefly for the benefit of the State. In that year no report of the gagings was made to this Department, but through the courtesy of the Director of the United States Geological Survey certain portions of the Government report were reprinted, so as

to preserve the continuity of the State reports on stream gaging. In 1906 a Bureau of Hydraulics was organized in connection with the Barge canal office. It had been the original intention to cover the entire state, including all important streams, by gagings made on the cooperative basis. The necessity for extensive and detailed studies on certain streams along the line of the Barge canal made it desirable that a portion of the work formerly conducted on the cooperative basis should be taken over by this Department, the cooperative fund being insufficient to carry on this work to the full extent necessary. Accordingly in 1906 all the gaging stations formerly maintained on the cooperative basis in the Hudson, Mohawk, Oneida, Seneca and Oswego river basins were transferred to the Barge canal office and subsequently have been maintained by this office. This leaves the entire cooperative fund available for work on outlying streams. There are at present about 25 cooperative gaging stations maintained. Most of these stations were established early in the cooperative work, so that the records are already of sufficient duration to be of much value and their value is increasing as their length increases.

A drought of unusual severity has prevailed over the entire state during the summer and fall seasons of 1908 and 1909. This condition has enabled low-water flows to be determined with greater certainty than heretofore. The records of gaging of streams over the entire state are of value in connection with the work on the Barge canal. Gagings made away from the immediate line of the canal often afford available data by comparison with other records. In addition, experience has shown that this data is of public use in a wide variety of ways. Attention is being called to the possibility of extension of the navigable waterways of the state. Data regarding the yield of the streams is fundamental to such studies and provision should be made for the continuation of all of the stream gaging work during the coming year.

FURTHER RECOMMENDATIONS.

In addition to the matters to which, under their respective headings, I have already called your attention, as needing legislative action, I desire to bring to the notice of your honorable body seven important subjects that deserve suitable legislation.

The first concerns the streams of New York state, which, because of actual usage from early times or by legislative act, or both, have become navigable public highways.

It is doubtful if there is any general realization of the number and extent of these streams over which the State is sovereign and retains control for navigation purposes. The development of this extensive system has been gradual and has been carried on in piece-meal fashion.

The navigable streams of the Hudson river basin includes not only the Hudson river itself, but a number of its important tributaries, as, for example, the Schroon river, the Mohawk and the Wallkill. In the Delaware river basin, the east and west branches of the Delaware river and the Beaverkill are public highways; in the Susquehanna river basin, the Susquehanna, Chenango, Chemung, Canisteo and Tioga rivers and smaller streams; in the Genesee river basin, the Genesee river, Black creek, Oatka creek and Canaseraga creek. So also in the Allegheny river basin the principal streams are public highways, as is also the case of the Black river, the Oswegatchie river, portions of the Grasse, Rac-quette, St. Regis and Salmon rivers, the Saranac river, Lake Champlain and Wood creek. So also is the entire system of Central or Finger lakes, with their outlets and most of their tributaries. Numerous other rivers and streams in the State, which I need not name, will also be found to be included in this list, making a grand total of 1,800 miles.

In many instances more or less public money has been expended at one time or another to improve navigation, but as a rule, except on streams forming part of the present canal system, there is no State official or department having general or official charge of these numerous waterways. It would seem appropriate at this time to take steps looking both toward a better understanding of the navigable waterways of the state and also toward the inspection, protection and better utilization of these waterways, which are the properties of the State.

Under present conditions there is a strong tendency toward the usurpation of the streams of the state for private purposes, including power development, water-supplies and the like. These objects, while eminently worthy, should never be permitted to interfere with the preeminent right of the State for purposes of navigation. Without doubt the State has frequently been compelled to pay for rights previously purchased or never having legally passed from its possession, for the term “ vested rights ” has become one to juggle with by claimants for damages and the State has suffered through a lack of accurate information concerning the rightful possession of its waterways.

Therefore, I recommend, in order that intelligent progress may be made in the development of additional waterways and before other rights are usurped or existing usurpations are strengthened through lapse of time, that proper legislative provision be made for instituting a broad investigation of the whole subject, which should include:

(1)    A compilation of the history of all important navigable streams.

(2)    A general engineering reconnaissance, to determine the characteristics of the streams and the steps, if any, which may best be taken, looking toward their development, together with a study of the probable utility of greater navigation facilities.

Perhaps of second importance is the crying need for fire-proof depositories for the valuable maps and records now on file and constantly accumulating in the several offices of the State Engineer’s Department. ETone of these offices are in fire-proof buildings nor has any of them a fire-proof vault. The records are not insured, nor can they be, since money cannot replace them nor compensate for their loss. They are of inestimable value and much depends upon their preservation. As evidence before the courts, especially in defending suits in the Court of Claims, as records of state lands, as references for settling both public and adjacent private property line disputes, as data for fixing state and county boundary lines and state property lines and as accounts of the millions of dollars’ worth of work done upon public improvements, these papers imperatively demand proper care, before some catastrophe renders their replacement impossible and causes a loss to the State many times the cost of proper housing.

Accordingly I recommend an appropriation for building fireproof vaults or erecting a fire-proof building, if necessary. The offices of the State Engineer and of the Division Engineers of the

Eastern and Middle Divisions are in State buildings. Probably fire-proof vaults would answer the demands in these offices. The Western Division Engineer is quartered in a rented office. He needs the erection of a suitable fire-proof building or the remodeling of the weigh-lock building in Rochester, so as to accommodate both the Division Engineer and the Assistant Superintendent of Public Works, who now occupies it.

The next item is also very important. Before any portion of the existing canals is superseded by a new location of the enlarged channel, the “ blue line ” should be surveyed and monumented. The State owns much valuable property enclosed within these lines. Also the deeds of many adjacent properties base their descriptions on the blue line as a starting point. Should the canal lines and structures be obliterated, it would be almost impossible to retrace the blue line upon the ground from the data given on canal maps, and not only would an endless amount of trouble ensue, but, without doubt, the State would thus lose valuable rights and possessions. I, therefore, recommend an appropriation for this purpose.

I think that statutory provision should be made directing the State Engineer to make all necessary surveys for State departments and commissions which have no engineering corps of their own. Occasionally such surveys have been made by this Department upon the request of certain commissions, but no law governs these cases. During the past year four surveys of this character have been made, two for the Lunacy Commission and one each for the Prison Commission and the Saratoga Reservation Commission.

From the nature of his duties it seems both natural and proper that the State Engineer should make these surveys. In fact such work constitutes one of the reasons for the existence of his office. Moreover, he can generally make them more economically and more speedily than can engineers in private practice, who would be compelled to form an organization for this special purpose, while the State Engineer’s force is already well organized. It may be noted that one of the surveys made for the Lunacy Commission during the past year — that, at Ward’s Island—cost only $1,163, while the bids by private engineers for doing the same work ranged from $1,100 to $20,000, and averaged $5,895.

In line with this same subject I have another recommendation to make, namely, that a fund of at least $5,000 should be placed in the hands of the Comptroller, which might be drawn upon temporarily to carry on these surveys — to be refunded later by the department or commission for which the survey is made. It sometimes happens that the survey must be made before the fund to pay for it is available, either because a commission is created under a provision to raise money by bond sale or for some other reason, and to attempt to do the work under such conditions, results only in delays and inconvenience to all concerned.

At Little Falls there exist two historical relics of no mean value -—a canal lock and nearby stone bridge — built by the Western Inland Lock Navigation Company, which was chartered by the State in 1792 to open navigation westerly across the State and whose works were the forerunners of the State canal, which nearly a half century later joined the great inland lakes and the ocean and brought growth and prosperity to our State and the possibility of development to the interior commonwealths.

The chartering of this company marked the beginning of a very important epoch in our nation’s history and that any of its structural works should still exist after this lapse of time and during such universal changes is both remarkable and fortunate. The Legislature of 1883 performed a most patriotic duty when by act (chapter 448) it declared that these relics of the early internal improvements of the State should be preserved and dedicated to public use, naming the State Engineer and Surveyor and the Commissioners of Public Grounds in Little Falls as their custodians. It is a duty to ourselves as well as to posterity that- such as remain of the fast disappearing relics of our early history should be kept for the education of the present and future generations.

The lock walls are gradually falling down, hut the destruction may he checked, if proper precautions are taken. As no fund is available, I recommend the appropriation of $1,000 for this purpose.

The other recommendation is in regard to a subject which affects all State departments. I think that the Civil Service Law should be amended so as to provide that the Civil Service Commission or some judicial tribunal should hear the cases of veterans and exempt

firemen, against whom charges of inefficiency or misconduct are brought. It is very embarrassing and manifestly unfair to both parties to place the head of a department in the position of being at the same time accuser and judge.

CONCLUSION.

To assist me in supervising the work of this .Department (which has been in my charge during the calendar year 1909, but not the whole of the fiscal year covered by this report), I have had Mr. Harry W. DeGraff as Deputy State Engineer and Mr. William B. Landreth as Special Deputy State Engineer, to the former having been assigned an oversight of work other than Barge canal construction, while the latter has supervised Barge canal work. Since assuming office, I have made several changes in the organization of the force and in the duties of various members, which have resulted in great benefit to the whole work of the Department.

The appended tables will show the engineering expenses during the fiscal year and all contracts that have been or are in force. The appended reports of the Division Engineers and of the heads of various bureaus will show in detail the work and expenses of the Department, as well as give a record of some of the data obtained.

For carrying on the great undertakings entrusted to me, I must have a large corps of assistants and upon their efficiency and faithfulness I must largely depend for the successful administration of my office. In closing this report I wish to express to them my appreciation and thanks for the manner in which they have done their work. I desire also to acknowledge with gratitude the courteous assistance of the various State officials, the members of the Legislature and others with whom I have been associated in performing my duties.

Respectfully submitted,

FRANK M. WILLIAMS, State Engineer and Surveyor.

Engineering Expenses for the Fiscal Year Ended September 30, 1909

Table of Contracts Completed During the Fiscal Year Ended September 30, 1909

Table of Contracts Pending February 17, 1909 (Improvement of Public Highways)

Table of Contracts Pending September 30, 1909

Engineering Expenses for Fiscal Year Ended September 30, 1909.

Ordinary Repairs to Canals.

Act.

WORK.

Chap.

Year.

Division.

Amount.

Total.

Erie canal.............

Champlain canal........

Erie canal..............

Cayuga and Seneca canal Black River canal.......

Erie canal..............

465

if.:,

465

465

465

465

1908

1908

1908

1908

1908

1908

Eastern. .. Eastern...

Middle.... Middle.... Middle....

Western.. .

$8,012 38 3,987 62

$8,414 76 420 61 164 63

$12,000 00

$8,408 36

9,000 00 8,408 36

Total

$29,408 36

Construction of Barge Canal.

Act.

WORK.

Chap.

Year.

Division.

Amount.

Total.

147

Barge canal, head office account.

Erie

, 143 172 1 195 I 147 I 143 1 172 1 195

147

Champlain

143

, 172 [ 195

19031 1905 ! 1907 | 1909 ) 1903 ' 1905 1907 1909 1903 1905 1907 i 1909 J

Eastern. . .

Eastern. . .

Eastern. . .

$286,624 58

178,638 25

96,303 03

Barge canal, Erie. . .

Oswego

Barge canal, Erie . , .

Total..........

147

147

147

1903

1903

1903

Middle....

Middle....

Western.. . $186,398 08

$116,846 39 41,821 43

$561,565 S6

158,667 82 186,398 08

$906,631 76

[35]

WORK.

Improvement of Public Highways.

(From October 1, 1908, to February 17, 1909.)

Act.

Chap.

Year.

Division.

Amount.

Total.

Highway improvement

115

[ 115

Maintenance and repairs

•16s

686

170

229

1898

1898)

1906

1906

1907

1908

Eastern...

Eastern...

.1164,015 70

27,974 80

Highway improvement. Maintenance and repairs

115

115

0S0

Highway improvement

115

1898 18981 1906 J

1898

Middle.... Middle....

Western.. .

170,797 32 23,535 88

139,731 63

1191,990 50

94,333 20 39,731 63

Total

1346,055 33

‘‘ Money System,” repair of highways ....................

[700

om;

577

19051

1906    1

1907    j

Eastern. . .

120,517 64

120,517 64

Sp 'cial Worlc.

Act.

WORK.

Chap.

Year.

Division.

Amount.

Total.

Mill street bridge, Cazenovia. . . Ovid street bridge, Seneca Falls. North Salina street bridge, Syracuse.......................

Seneca street bridge, Utica.....

Durhamville aqueduct.........

281

273

668

454

672

1908

1908

1906

1909

1908

Middle. Middle.

Middle. Middle. Middle.

1609 00 299 97

132 18 812 34 135 51

Allen street bridge, Rochester.. Lyell avenue bridge, Rochester

291

287

1908

1908

Western

Western

13,946 60 4,080 22

11,980 09

8,026 82

Total

110,006 82

Bureau of Bridges.

Act.

WORK.

Chap.

Year.

Division.

Amount.

Total.

om;

Bureau of bridges

578

, 466 [ 433

1906

1907

1908    ,

1909    J

Eastern. ..

11,320 33

Total

11,320 33

WORK.

Examination of monuments and maps......................

Court of Claims surveys.......

Mohawk street bridge, Waterford.......................

Cayuga and Seneca canal......

Topographic survey...........

Hydrographic survey

Cayuga and Seneca canal......

Court of Claims surveys.......

Court of Claims surveys.......

Georgia street bridge, Buffalo... Dresden boat landing and pier. . Lighthouse, Keuka lake outlet. .

Total

Special Surveys.

Act.

Chap. Year.

Division.

Amount.

Total.

tOtOrf^CN rf*-    05 rf*. 05 ^ Oi 05 hP* 4^- 05 M

aaoxCi 05 co ojqcowojooco?⁵    -qooccosooto

OGibOOO 05 CO CO 05 05 OO 05 05 W V*    00 05 W 05 050

1904]

1908    \ Eastern' ••

1909    J 1906'

1907

Eastern. . .

$6,671 39

1,372 28

1908

1909 1906

1908

1909 1906

1908

1909

Eastern. . . Eastern. . .

Eastern. . .

Eastern. . .

1909 Middle 1908 Middle....

1907 1909

1908 1908

Western.. . Western.. . Western.. . Western.. .

670 38 3,902 11

11,212 59

1,874 61

$2,264 53 2,598 91

$25,703 36

$346 74 413 70 10 89 4 57

4,863 44

775 90

$31,342 70

Summary of Engineering Expenses for Fiscal Year Ended September 30, 1909.

DIVISION.

Ordinary repairs to canals.

Construction of Barge canal.

Improvement of public highways.

Money

system.

Special

work.

Bureau

of

bridges.

Special

surveys.

Total.

Eastern. Middle.. Western.

$12,000 00 $561,565 86 9,000 00 158,667 82 8,408 36 186,398 08

$191,990 50 94,333 20 39,731 63

$20,517 64

$1,980 00 8,026 82

$1,320 33

$25,703 36 4,863 44 775 90

$813,097 69 268,844 46 243,340 79

Totals. .

$29,408 36 $906,631 76 $326,055 33

$20,517 64 $10,006 82

$1,320 33

$31,342 70

$1,325,282 94

Table of Contracts Completed During the Fiscal Year Ended September 30, 1909.

Final

payment.

Contract

price.

Appropria

tion.

Act.

Year.

Chap.

Division.

Character of work.

Date of contract.

CONTRACTOR.

$68,434 73

$65,686 00I

00 ooo‘sz$*!

1906

668

;Middle. .. .

11,444 60

11,893 00

15,000 00

1906

1907

1908

675

400

394

Middle....

4,011 20 31,336 64

Final

payment.

$22,316 90

4,041 50 30,970 40

6,000 00

55,000 00|

1908

1908

281

287

Middle.... Western...

Constructing a lift bridge over the Oswego canal at North Salina street, Syracuse................

Constructing a protection wall on the west side of Skaneateles lake outlet......................

Constructing a plate girder bridge over the outlet of Cazenovia lake at Mill street, Cazenovia, Madison county................................

Lyell avenue bridge, Rochester.................

Jan. 15, 1907

July 8, 1908

Dec. 20, 1908

Dec. 16, 1908;

Contract price, as fleeted by alterations.

.1

$22,449 00

Engineer’s

preliminary

estimate.

$22,604 00

John M. Shultz.......

John Young and Patrick J. Cawley......

Montour Steel Co

W. J. Burns Co

* $31,250 appropriated by the city of Syracuse and $12,500 by Syracuse Rapid Transit Railway

Construction of Barge Canal.

Chapter 147, Laws of 1903, and amendatory laws.

Division.

Eastern. . .

Character of work.

Date of contract.

CONTRACTOR.

Contract No. 34, Erie canal— Highway bridge at Saratoga avenue, Waterford..................................

Aug. 8, 1906

M. Fitzgerald

Contracts Completed During the Year.

39

Final

payment.

Contract

price.

O 05 10 rH 00 CO 04 CO 10 TfH 10 04    04 rH O 05 h- CO 05 CO ^ t'- »C iO 00 04 O rH 05 iO • 05 CO

004rHGO<—<rf*C0t>-00C0t>05t>-I>0404l>t>O04OC0G0C0OCs4'H    rt<    05 h- O 05 04    •    05 t}H

OiOOOOOOO>COOOOOOOOOOOOiOO>OOOiOiO ooooot^ooo OHOOO>COC0 04OOC0O‘OOC0OOOH04iOiOOO^04 oooot^^ooo

C0C0^0C0OOrt<iOC0C004iOrHt^O04 00OOl>rHOt^l^C004^ i<SONC000040 G0l>T^l^OG0Ot^0405C004rHC0OOC0Oi0G005C0rt<05C0C0i0    05 00N^OOc0 050

Ot^L0rHQ0G0C0^^OrHl0rHTtHl005G0C00404rHC0O05C0C0G0 05 I- CO rt^ C CO CO C

»005|>i005i0OC0^0t^C004C0t^rt<04C0t^G0i0Oi004»0C0rHC0 rHc0»CC0C0C0O504t^ rH rtH    rH CO 04 04 04 CO rH rH 04 CO CO CO 04 CO GO CO 04 CO CO CO CO 04    04 ^ CO 00

Division.

Eastern. Eastern. Middle. . Middle. . Middle. . Middle. . Middle. . Middle. . Middle.. Middle.. Middle. . Middle. . Middle. . Middle. . Middle.. Middle. . Middle. . Middle. .

Middle

Middle

Middle

Middle

Middle

Middle

Middle

Middle

Middle

Middle

Middle

Middle

Middle

Middle

Middle

Middle

Middle

Improvement of Public Highways.

Chapter 115, Laws of 1898, and amendatory laws, (Completed between October 1, 1908, and February 17, 1909.)

Character of work.

Date of contract.

§ ;5 : :§

§

a : :® : Y : :8 8

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tilis :i :iti°4 ;t 4|lssl6Soiifi^l: ;a:: :l”lil:l8|ss|i ::?xmii88g ; jMiasi

S=zis&4i^s6!=i^⁰i2l*:i»l=-sis! g§3|siIss^.gi-oSl|||s11^5”§"i:;|igs^l°-

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§l iIii!l!liSi”iii:i»s $f!fc?ii illIi!!fIII¹!!sfi^ififll!iiSiitfilili |

If! I? i ^ 1S1 |il!ls!115|f Ilff 11 st mill! |

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oooooooooooooooooooooooooooo oooooooo .S3

05 05 05 05 05 Q5 C5 G5 G5 05 05 05 05 05 05 05 05 05 05 05 05 05 05 05 05 05 05 05    05 05 05 05 05 05 05 05 ptj

rH rH rH rH rH tH tH rH rH rH rH rH t—H rH rH rH iH rH rH H r—t rH rH rH rH rH rH tH rH rH rH rH rH rH rH rH ^_

© lO rH CN 1C rjT(N dodo© © 00 CO <N oTTjTo'<N <nCOgo”o'05”o'©o' © © 05”05”05”o 10 00 05 CO rH H(MC^C^COC1COH(Mhhhhh 04    04 04 04 CO "H hhhhOIHHH

ss county. .

• •a-a

:|| :.......

c₂ :o-ot ;■ : :| ; :‘a :|

4qS^5s :ss§* '•§

CONTRACTOR.

Mansfield & Burton................

James E. Martin...................

John Weber & Sons, Inc............

Celestin C. Burns...................

Casey & Murray...................

Chambers & Grady.................

County of Broome..................

Stewart-Kerbaugh-Shanley Company. Stewart-Kerbaugh-Shanley Company. Stewart-Kerbaugh-Shanley Company.

County of Tompkins................

Stewart-Kerbaugh-Shanley Company.

County of Tompkins................

William I. Tyler...................

John H. Gordon...................

County of Broome..................

Weber & Sons, Inc............

Mott & Kemper....................

Scofield Company & M. F. Dollard. . .

County of Broome..................

Casey & Murray...................

William J. Semper.................

Stewart-Kerbaugh-Shanley Company.

J. Charles Dayton..................

M. F. Dollard......................

Joseph McCormick.................

County of Tompkins................

John Young.......................

John

Daniel V. Brown...................

John Weber & Sons, Inc............

Casey & Murray...................

Casey & Murray...................

Brown & Lowe....................

Scofield Co. and Fred. T. Ley & Co...

Jeremiah T. Finch..................

Chambers & Grady.................

* Exclusive of special agreements.

Table of Contracts Completed During the Fiscal Year Ended September 30, 1909— (Concluded).

Improvement of Public Highways—- (Concluded).

Final

payment.

Contract

price.

Division.

Character of work.

Date of contract.

CONTRACTOR.

Oi0i0C0CDTH-HC0’^rHC00iC0T^?0C0'M(Mc0CDCDcD»0 NCCOCOH iO CO CO rO *0 (N CO 05OOO<NC000c0i0C0t^C0O©*0C005C5iOC5Tt<05C5 t> 05 O O l> 05 GO .-i 05 CO 05 © CO

05 1C GO 05 eo CO CO t> GO lO CD 05 CO 00 rH 05 lO 05 05 05 b- CO ^t-icOOCO 05000000510-^ CO CO 05 t-1 rt< Tt^ (M CO O 05 05 VO 05 o CO r^-Tt^ O 05 lO (M 05 rH cO 05 CO CO 1> r+t 05 rH 05 o

co 05 rH lo    co^coogOt—<051^-

(N^l000C005t^C00000C0rH05lOOrHOT-HC000rH00l>

W(N(NONcONCOOO^Nf005MNXC005COO»OiO    ‘O 05 O iO    rH cO t*h 05 GO 05 © 05

CO CO *C 05 05 iO i> 05 05 iO l> iO H t> CO t'- 05 rH rH CO CO CO    ^hhhcO    CO 05 i-h CO CO    05

m    hh

OiOOiOOOOOO^iO o'o 00010»00»00100 OlOiOlOO 0510GOIOOOOCO lOOlCONCOOHOOCOOO^OOOOOiCOCOiOOCOGO 05 lO CO CO    r-K 05 O CO Tt< 1> lO Tt<

GCt^Tt^i-H05C0r-(OO‘0C0T^L0»0r^v0T^t0 05i0O»0C0 CON-^IOO CO CO t> O 051C 05 iO Q005COr-icOG0050r^I>r^i0 05 0505c000^050GO^    05    05 05 rH COONCOCOr^rHCO

05 rH CO 1C r}H iO Tt o rf rH 05 05 05 rH 05 o 00 Tf CO O 10 tJH lOOl—iTfO 05 1C 05 CO 00 GO CO rH

05C005rHG0r^t^05C0O-^I>i00505C005-^I^-^O'^-^ »0 CO GO O CO »C CD rt^ 05 05 05 05 GO CO CO lO 05 GO lO r> t-H rH tJ< 1C b- Tfi iO CO CO t> 05 1-1 rH CO CO t*H    CO 05 »H CO CO rH ^

Stewart-Kerbaugh-Shanley Company. Sept. 20, 1907 Norwich-South New Berlin (section 1) road, No. 596, Chenango

Newport Construction Company......Oct. 22, 1907 Norwich-Kings Settlement road, ijo. 597, Chenango county.....Middle

Stewart-Kerbaugh-Shanley Company. Dec. 14, 1907 Norwich-Preston road, No 598, Chenango -county ............ Middle

ISSSS3=gSS3SS=gS5SS? 8SS3S5S: ISK: 18:5SJ    : |$|

Stewart-Kerbaugh-Shanley Company. Dec. 18, 1907 Granby road, No. 653, Oswego county.. . .... ■ • • • • ■ • ••••;■• • rj}?!}® Stewart—Kerbaugh-Shanley Company. Feb. 11, 1908 Chittenango-Oneida (section 2) road, No. <26, Madison county.. Middle.

Frederick A. Brotsch..............July    11, 1906 Chili (section 1) road, No. 254,    Monroe county................Western

Frederick A. Brotsch...............July    11, 1906 Chili (section 2) road, No. 255,    Monroe county................Western

Monroe Roads Company............Sept. 17, 1907 Clover street (section 1) road, No. 294, Monroe county.........Western

Bennett & Ryan...................Mar. 9, 1908 Wellsburg road, No. 355, Chemung county....... Western

Casev & Murray.................Dec. 2, 1907 Horseheads-Corning road, No. 358, Chemung county...........Mestern

Gantz-Wilson Construction Company.    July    18, 1906 Clinton street (section 1) road,    No. 371, Erie county...........Western

Gantz-Wilson Construction Company.    July    18, 1906 Clinton street (section 2) road,    No. 372, Erie county...........Mestern

ThoSS“lon °Tf::::: ■ Sll«?: 'S St£S2!£&5^£l8SffiU

Jeremiah T. Finch..................Sept. 19, 1907 Latta road, No. 399, Monroe County......... Western

Greece Construction Company.......Dec. 4, 1907 Buffalo (section 3) road, No. 402, Monroe county..............

Rockefeller Brothers ...........Nov. 26, 1907 Churchville-Riga road, No. 403, Monroe county...............Western

A J Rockwood    .........Nov. 26, 1907 Clover street (section 2) road, No. 474, Monroe county..... ...Western

Henry P Burgard Company    Jan. 20, 1908 West Bloomfield-Honeoye Falls road, No. 485, Ontario county. . Western.

Mosrier & Summers P _ ! ! ! ! ! !! ! Sept, 1?! 1907 North Collins-Lawton road, No. 524, Erie county..............Western.

Stewart-Kerbaugh-Shanley Company. Sept. 20, 1907 Lawton-Gowanda road, No. 525, Erie county.. . ... . . .... ••••.• western. Stewart-Kerbaugh-Shanley Company. Sept. 20, 1907 Alden-Town line, Clinton street-Manlla road, No. 529, Erie

county..................................................western,

Stewart-Kerbaugh-Shanley Company. Sept. 20, 1907 Base Line-Grand Island (section 1) road, No. 530, Erie county... Western. Stewart-Kerbaugh-Shanley Company. Dec. 18, 1907 Base Line-Grand Island (section 2) road, No. 531, Erie county... Western. Stewart-Kerbaugh-Shanley Company. Dec. 18, 1907 Base Line-Grand Island (section 3) road, No. 532, Erie county... \Vestern

Henry P. Burgard Company.........May 7, 1908 Skinnersville-New Home Bridge road, No. 584, Erie county.....Western

Gantz-Wilson Construction Company. Sept. 24, 1907 Olean-Allegany (sections 1 and 2) road, No. 601, Cattaraugus

Dec. 18, 1907 Manchester-Ciifton Springs road, No. 607, Ontario County... .

Dec. 18, 1907 Phelps-Clifton Springs road, No. 608, Ontario county........

Sept. 20, 1907 Lewiston-Dickersonville road, No. 617, Niagara county......

Dec. 18, 1907 North Tonawanda-Sanborn road, No. 643, Niagara county.....

Feb. 5, 1908 Falconer-Kennedy road, No. 698, Chautauqua county. .......

Jan. 30, 1908 Portville-Olean (section 2) road, No. 731, Cattaraugus County. .

Jan. 30, 1908 Big Flats-Gibson road, No. 742, Steuben county..............

Western. Western . . Western .. (Western Western Western Western Western

Gantz-Wilson Construction Company. Gantz—Wilson Construction Company. Stewart-Kerbaugh-Shanley Company. Stewart-Kerbaugh-Shanley Company.

E. M. Love & Son..................

Star Construction Company.........

Bradley & Nolan...................

Payments to February 17, 1909.

$15,970 51 21,374 97 23,026 35

1,373 31

21,229 83 24,969 96

18,890 10

♦Contract price, plus special agreements.

$25,814 20 54,834 25 38,610 70

15,722 60

25,278 25^

187,635 00

55,400 65 30,410 00 37,984 50,

114,610 65

61,734 75

38,839 001 14,244 75

I

49,895 05 49,773 15¹

I

41,679 90

Table of Contracts Pending February 17, 1909. Improvement of Public Highways.

Chapter 115, Laws of 1898; chapter 468, Laws of 1908, and amendatory laws.

Engineer’s

preliminary

estimate.

Division.

Character of work.

Date of contract.

CONTRACTOR.

$33,900 00 59,600 00 41,900 00

Eastern

Eastern

Eastern

18,100 00

29,350 00

225,000 00

32,750 00 18,400 001 45,700 001

126,410 00

56,200 00^

44,600 00' 16,450 00!

51,100 00

60,150 00

49,850 00

Eastern

Eastern

Eastern

Eastern

Eastern

Eastern

Eastern

Eastern

Eastern

Eastern

Eastern

Eastern

'Eastern

Lake Pleasant-Speculator road, No. 277, Hamilton

county......................................

Sprakers-Rural Grove road, No. 304, Montgomery

county......................................

Canajoharie-Sprout Brook road, No. 345, Montgomery county....................................

Nov. 12, 1908 Sprakers-Rural Grove (section 2) road, No. 346,

Montgomery county..........................

Nov. 12, 1908 Canajoharie-Sharon Springs (section 2) road, No.

347, Montgomery county......................

Dec. 2, 1907 West Point-Cornwall road, No. 411, Orange county. Nov. 17, 1908 Port Jervis-Sullivan county line (section 1) road, No.

412, Orange county...........................

Hyland Mills-Monroe road, No. 413, Orange county. . Saratoga-Gansevoort road, No. 442, Saratoga county

Old Forge-McKeever road, No. 462, Herkimer county Manheim-Center Salisbury road, No. 463, Herkimer

county.....................................

Salisbury Center-Stratford road, No. 464, Herkimer

county......................................

Nov. 12, 1908 Troy-Speigeltown road, No. 504, Rensselaer county. Nov. 12, 1906 Schodack Center-Nassau road, No. 536, Rensselaer

county......................................

Mayfield-Northville (section 2) road, No. 541, Fulton

, county......................................

Nov. 17, 1908jJohnstown-Broadalbin (section 2) road, No. 543, Ful-

* Contract price for all roads on Middle Division does not include special agreements.

July 12, 1906 Sept. 20, 1907 Dec. 18, 1907

Nov. 17, 1908 Sept. 19, 1907

Dec. 2, 1907 Dec. 3, 1908

Nov.12,1908

Jan. 30, 1908

Robert Schafer.

Shanley-Morrissey, Inc........

Shanley-Morrissey, Inc........

Central & Eastern Construction

Co

Joseph Walker...............

Elmore & Hamilton Construction Co....................

DeGraff & Hogeboom.........

DeGraff & Hogeboom.........

Morris Kantrowitz............

Spuyten Duyvil Construction

Co........................

Bellew & Merritt......

Rockefeller Bros.......

Thomas H. Karr.......

Rockefeller Bros.......

Shanley-Morrissey, Inc

S. B. Van Wagenen....

to

Payments to February 17 1909.

Table of Contracts Pending February 17, 1909 — (Continued). Improvement of Public Highways—(Continued).

Chapter 115, Laws of 1898; chapter 468, Laws of 1906, and amendatory laws.

*Contract price, plus special agreements.

! Engineer’s Division, j preliminary estimate.

. Character of work.

Date of contract.

CONTRACTOR.

$63,500 00!    $63,189    80^............

55,650 00    64,137    67    $44,141 98

24,575 00;    20,323    50 ............

45,200 00    36,840 75 ............

40.500    00    27,696 90 ............

77.500    00    56,473 65 ............

32,100 00    29,323 00 ............

24.900    00    19,330 75 ............

46.800    00j 32,851 75 ............

68,400 00    56,317    40 ............

27.500    00    22,107    75!............

75.800    00    71,067    88    43,322    64

52.800    00,    46,657    86    15,912    64

43.900    00!    42,815    39    20,677    46

46.800    00|    28,474    70

16,848 72

31,139 44

4,100 45

42,859 44

25,930 50

12,511 40

7,911 31

8,074 53 30,306 14 17,834 41 25,370 20

7,232 08 1,495 03

12.34S 76

23,202 81 13,847 84

49,719 00

11,702 97

43,229 00 35,541 50

42,338 80

31,609 40

53,900 00 52,100 00

52,600 00

46,000 00

Eastern.« Eastern. .

Eastern

Eastern

Eastern

Eastern

Eastern

Eastern

Eastern

Eastern

Eastern

Eastern

Eastern

Eastern

I Eastern

Eastern. . Eastern. .

Eastern. .

Eastern. .

Nov. 12, 1908 Willets-East Williston-Westbury Pond road, No.

|    547, Nassau county...........................

Sept. 20, 1907 Carmel-Kent road, No. 570, Putnam county........

|Nov. 13, 1908;Spring Ave., Troy-Poestenkill road, No. 571, Rensselaer county.................................

Nov. 13, 1908 Towners Corners-County line road, No. 585, Putnam

| county......................................

Nov. 13, 1908:Troy-Schenectady (section 3) road, No. 604, Albany

| county......................................

Nov. 13, lOOS^icopee-Beekman road, No. 627, Dutchess county. Nov. 13, 1908!Pawling-Dover Town Line road, No. 612, Dutchess

county......................................

Nov. 13, 1908 Troy-Schenectady (section 4) road, No. 630, Albany

county......................................

Nov. 13, 1908 Indian Fields-Dormansville road, No. 646, Albany

county......................................

Nov. 13, 1908 Hudson-Hollowville road, No. 650, Columbia county Nov. 13, 1908 Champlain-Perrys Mills road, No. 652, Clinton

county......................................

Nov. 27, 1907 Milford Center-Milford road, No. 674, Otsego county.

Nov. 27, 1907!Otego-Oneonta road, No. 675, Otsego county......

Feb. 4, 1908iEdmonston-West Burlington-Kelsey Corners road,

j No. 677, Otsego county........................

Nov. 13, 1908 Monsey-Egypt Corners road, No. 690, Rockland county......................................

Malone-Ft. Covington (section 2) road, No. 702,

Franklin county..............................

Sidney-Unadilla road, No. 708, Otsego county.....

Greenville-Coxsackie (section 2) road, No. 719,

Greene county...............................

Whitehall-Ft. Ann Town Line road, No. 723, Washington county................................

Jan. 23, 1908

Nov. 21, 1908 Feb. 11, 1908

Nov. 14, 1908

Long Island Contracting & Supply Co.....................

Shanley-Morrissey, Inc........

Thomas H. Karr..............

Harvey B. Sproul.............

John Harrigan...............

h*-

John E. Consalus.............

Jos. Walker..................

Malloy & Davis..............

Jos. Walker..................

Jos. Walker..................

W. B. Spellman..............

J. K. Palmer.................

J. K. Palmer.................

Delaware Construction Co.....

John E. Consalus.............

Spuyten Duyvil Construction

John Harrigan. . John E. Consalus

Putnam & Hare

8 S3 S 8 8 g g'gS S S s ? 8 828S5 £888'Sl_8 §

Icn

t~o

MCC

lOCO

28,104

85,361

44.69S

27,297

26,882

31,430

64,226

87,376

49,903

36,825

35,467

14,716

9,350

8,750

45,743

18,000

26,661

26,475

39,419

18,787

21,561

28,937

35,655

17,633

59,660

20,019

37.500    00

60,200 00

77.100    00

71.400    00 68,600 00

44.600    00

42.300    00

43.400    00

82,800 00 125,300 00

71,900 00

50,700 00

38,200 00

15.600    00

10.550    00

9,500 00

50.500    00

20.400    00

30.750    00

27.300    00

40,350 00

21.550    00

24.300    00

33.100    00

44.400    00

17.800    00

61.800    00

21.750    00

Eastern. .

Eastern

Eastern

Eastern

Eastern

Eastern

Eastern

Eastern

Eastern

Eastern

Eastern

Eastern

Middle

Middle

Middle

Middle

Middle

Middle

Middle

Middle

Middle. .

|Middle.. Middle. . Middle..

Middle.. Middle. . Middle. . Middle. .

Middle.. .

Nov. 14, 1908,North Creek-County Line road, No. 736, Warren

county......................................

May 18, 1908jTaylor—Sehroon Lake village road, No. 745, Essex

county......................................

Delhi—Bloomville road, No. 747, Delaware county.... Aiden Lair-Newcomb (section 2) road, No. 756

Essex county......................

Ossining-Kitchawan road, No. 768, Westchester

county......................................

Amawalk-Woods Bridge road, No. 769, Westchester

county........................

Goldens Bridge-Turk Hill road, No. 770, Westchester

county................

Richfield Springs-Schuyler Otsego county..........

South Schenectady-Moriaville road, No. 788, Schenectady county.........................

Huntington-Amityville road, No. 794, Suffolk county Jeffersonville-Kenoza Lake-Fosterdale road, No.

795, Sullivan county..........................

Greenville-Coxsackie (section 1) road, No. 796

Greene county...............................’¹

Redwood-Alexandria Bay (section 2) road, No. 236,

Jefferson county................

Coleman Hill (section 1) road, No. 245, Onondaga

county...............................

West Lake (section 2) road, No. 292, Onondaga

county................................

East Lake (section 2) road, No. 293, Onondaga

county............................

Reservation road, Fayette, No. 320, Seneca county. Collamer road, No. 348, Onondaga county McGrawville road, No. 378, Cortland county State road-Scott, No. 381, Cortland county Watertown-Theresa (section 3) road, No. 423 Jefferson county......................

Phoenix-Pennellville road, No. 450, Oswego county Minetta-Fulton road, No. 451, Oswego county Cicero-South Bay road, No. 452, Onondaga county Catskill turnpike (section 3) road, No. 483, Tompkins

county...........................

Belle Isle road, No. 488, Onondaga county.........

Massena-Waddington (sections 1, 2, 3 and 4) road

No. 521, St. Lawrence county...........

Cortland-Dryden (section 2) road, No. 535, Cortiand

, county......................................

* Contract price for all roads on Middle Division does not include spe ial agreements.

Dec. 5, 1908 May 18, 1908

Nov. 20, 1908

Shanley-Morrissey, Inc........

P. F. Herlihy................

John F. Creeden..............

Santonini Construction Co.....

Decicco Contracting Co........

Lake road, No. 784,

Nov.20,1908

Nov. 20, 1908

Nov. 14, 1908

Nov. 14, 1908

Nov. 14, 1908 Nov. 20, 1908

Nov. 14, 1908

Sept. 20, 1907

Sept. 20, 1907

July 10, 1906

July 10, 1906 Sept. 18, 1907 July 9, 1906 July 10,1906 Sept. 20, 1907 Sept. 20, 1907

Sept. 20, 1907 Jan. 14, 1908 July 9, 1906 Aug. 30, 1906

Oct. 18, 190 Sept. 20, 1907

Sept. 20, 1907

Decicco Contracting Co........

Decicco Contracting Co........

Malloy & Davis..............

Malloy & Davis..............

Henry J. Mullen..............

Bellew & Merritt.............

Thomas O’Hearn.............

Stewart-Kerbaugh-Shanley Co.

Stewart-Kerbaugh-Shanley Co.

C. H. Quereau Co., Inc........

C. H. Quereau Co., Inc........

Henry C. Schroeder...........

Wm. J. Dwyer...............

John Weber & Sons, Inc.......

Stewart-Kerbaugh-Shanley Co. Stewart-Kerbaugh-Shanley Co.

Stewart-Kerbaugh-Shanley Co. Stewart-Kerbaugh-Shanley Co.

Wm. J. Dwyer..............

County of Tompkins..........

Stewart-Kerbaugh-Shanley Co. Stewart-Kerbaugh-Shanley Co.

Stewart-Kerbaugh-Shanley Co.

Payments to February 17, 1909.

$2,875 84 29,592 09

18,758 97 32,419 24 34,631 64

46,921 83

42,195 11

45,181 77

Table of Contracts Pending February 17, 1909 —(Concluded). Improvement of Public Highways— (Concluded).

Chapter 115, Laws of 1898; chapter 468, Laws of 1906, and amendatory laws.

*Contract price, plus special agreements.

Engineer’s

preliminary

estimate.

Division.

Character of work.

Date of contract.

CONTRACTOR.

$37,185 38 49,660 42

43,327 45 60,169 90 54,662 15

55,752 65

64,472 50

67,115 65

$41,400 00 60,350 00

45,650 00

62.400    00 59,000 00

59.400    00 75,550 00 80,100 00

Middle... Middle. . .

Middle. . . I Middle. . . [Middle. ..

Middle...

Middle...

'Middle...

Rome-Northwestern (section 2) road, No. 562,

Oneida county...............................

Rome-Taberg road, No. 563, Oneida county........

Homer-Tully (section 2) road, No. 595, Cortland

county......................................

Smyrna-Otselic road, No. 599, Chenango county....

Auburn-Owasco road, No. 614, Cayuga county.....

Cato-Meridian-Baldwinsville road, No. 684, Cayuga

county......................................

Ogdensburg-Canton (section 1) road, No. 732, St.

Lawrence county...........................

Ogdensburg-Canton (section 2) road, No. 733, St. Lawrence county.............................

Jan. 29, 1908

Mar. 4, 1908 Dec. 4, 1907

Feb. 4,1908 Sept. 20, 1907 Dec. 18, 1907

April 23, 1908

April 23, 1908

Brown & Lowe...............

Hyde, Hyde & Edy...........

Chambers & Grady...........

Delaware Construction Co.....

Stewart-Kerbaugh-Shanley Co. Stewart-Kerbaugh-Shanley Co.

Ryan & Yale................

Ryan & Yale................

* Contract price for all roads o i Middle Division does n ,t include special agree rents.

Payments to September 30, 1909.

$425,847 74 660,893 32 619,401 82 99,080 00 587,304 00

649,692 00

1,231,348 00

841,528 00

4,842 00 48,744 00 356,942 42

355,453 00

72 00

Contract price, as affected by alterations.

$580,423 57 946,105 76 657,273 09 101,929 95 1,515,626 42

1,354,864 00 23,674 00

2,964,988 80

1,463,161 15

69,076 95 842,613 28 812,286 70

Table of Contracts Pending September 30, 1909. Construction of Barge Canal.

Chapter 147, Laws of 1903, and amendatory laws.

Engineer’s

preliminary

estimate.

Division.

Character of work.

Date of Contract.

CONTRACTOR.

$619,846 00 Eastern. . 11,022,640 00

Eastern. .

760,576 00 ■ 102,122 70 ,518,382 00

Eastern. . I ( Eastern.! ] Middle.. [ \ , Western! j Eastern. . 11

Contract No. 1, Champlain canal—Hudson river, Northumberland to Fort Miller and Crocker’s Reef

to Fort Edward..............................

Contract No. 2, Erie canal — Through Waterford to

Contract No. 11..............................

Contract No. 3, Champlain canal — Fort Miller to Crocker’s Reef...............................

Empire Engineering Corporation April 18, 1905

April 3, 1905 April 4, 1905|

Ferguson Contracting Co Sundstrom & Stratton. .

1,671,385 00 29,775 00

Eastern. . Eastern. Middle..

2,875,570 00

1,380,760 00

70,719 00 883,926 00 836,221 00

785,980 00 854,594 00 499,000 00 490,592 00 848,540 00^ 933,194 00 570,600 00 585,720 00

Eastern

Eastern

Eastern

Eastern

Eastern

Eastern

Eastern

Eastern

! Aug. 10, 1906 Contract No. 7, Erie and Champlain — Bridges on Contracts Nos. 2, 3, 4, 5 and 6................

May 22, 1906 Contract No. 8, Erie canal — Dams and locks at

1 Scotia, Rotterdam and Cranesville..............

Fort Orange Construction Co.. . May 21, 1906 Contract No. 11, Erie canal — From Contract No. 2

to Mohawk river............................

[Nov. 7, 1908 Contract No. 13, Erie canal — Bridges on Contracts Nos. 18 and 12.......................

Sept. 10, 1907 Contract No. 14, Erie canal — Mohawk river, Crescent to Rexford Flats aqueduct; dams at Crescent and Mindenville; dams and locks at Vischer’s Ferry, Canajoharie, Yosts and Fort Plain.........

Aug. 9, 1906 Contract No. 15, Champlain canal — Whitehall to

Comstock....................................

Contract No. 16, Erie and Champlain canals —

Bridges on Contracts Nos. 11, 25 and 27..........

Contract No. 17, Erie canal — Dams and locks] 1 at Amsterdam and Tribes Hill................ /

Dec. 28, 1906 Contract No. 18, Erie canal — Mindenville to Castle creek

Aug. 20, 1909 Contract No. 20-A, Erie canal — Little Falls to

Castle creek..................................

Contract No. 20-B, Erie canal — Mohawk river, Mindenville to Canajoharie.....................

Aug. 19, 1909]Contract No. 20-C, Erie canal — Mohawk river, Canajoharie to Yosts..........................

Dec. 20, 1906

Dec. 29, 1906 Mar. 3, 1908

Aug. 2, 1909

Groton Bridge Co

Pittsburg-Eastern Co

Penn Bridge Co

Acme Engineering & Contracting Co.....................!

Atlantic, Gulf & Pacific Co.....

United Construction Co........

The Scofield Co...............

tAlexander Muidock..........

O’Brien & Hoolihan Contracting

Co

Houston Barnard.............

S. Pearson & Son, Inc.........

American Pipe & Construction Co.

t Contract relet.

Contract p„vmpnt, to .ttdby September

UltlmloK ......

Table of Contracts Pending September 30, 1909 —(Concluded). Construction of Barge Canid—(Concluded).

( hapter 147, Laws of 1903, and amendatory laws.

Engineer’s

preliminary

estimate.

Division.

Character of work.

Date of contract.

CONTRACTOR.

Eastern. . $2,260,000 00 $2,681,040 40 ............

Eastern. . 1,849,831 00 1,698,388 60 $801,766 00 60,225 00    40,057 00    19,332 00

Eastern.. 998,92000 723,26861 355,67002

Eastern

27,369 00

812,350 00    683,713 66

2,650,500 00 2,591,666 50

Eastern

■Eastern

813,800 00    829,305    78    256,096    27

59,820 00    46,797    00j............

1,175,623 001,018,323 00    294,696 00

812,560 00j 729,567    76    579,858    29

421,252 50I 375,871    57    113,23800

1,149,988 00 1,111,964    57    322,804    00

3,082,560 0013,514,819    16    778,351    51

752,760 00    699,069    45    189,229    95

1,312,814 00! 1,163,625    00    16,011    00

Middle... 425,124 Ooj 469,88105    307,68300

Middle. . ,!l ,367,583 00 1,212,833    00    140,328    00

Middle... 200,500 001    166,735    00    1,413    00

Eastern

Eastern

Eastern

M;d( le.

Middle

Middle

Middle

Middle

Middle

Aug. 18, 19091Contract No. 20-D, Erie canal — Mohawk river,

Yosts to Rexford Flats........................

19, 19061Contract No. 25, Champlain canal — Comstock to

I April 6, 19081 Contract No. 26, Champlain canal — Hudson river near Fort Edward............................

Nov. 23, 1906 Contract No. 27, Champlain canal — Dunhams Basin to Fort Edward..............................

April 3, 1909 Contract No. 29, Erie canal — Sterling creek to Her-kimer-Oneida county line.....................

Nov.

181,449 00 766,057 54 296,082 00 284,208 05

14,199 28 122,274 00 81,369 00 106,650 00 475,576 87 73,152 00 199,755 00 157,828 50

1,014,525 00[    905,347    00

1,381,662 50 1,026,549 80

724,014 00    760,752    38

1,038,245 00    891,401    16

2,166,600 00 1,887,036 00 20,131 25    16,869    90

2,516,743 00 2,166,298 00

383,190 00    281,330    00

1,434,148 00 1,273,071 35

1,267,301 00 1,402,076 28

1,000,219 00 1,047,994 00

1,207,930 00 1,288,830 12

751,039 00    750,685    50

Middle...

Western..

Western..

Western..

Western.. Western..

Western..

Western..

Western..

Western..

Western..

Western..

Western..

American Pipe & Construction

Co

Oct. 19,''19081 Contract No. 55, Erie canal — Delta reservoir.......

May 3, 1905 Contract No. 6, Erie canal — Buffalo road, southeast

of Rochester, to near South Greece..............

Contract No. 9, Erie canal — Eagle Harbor to Beal’s

bridge.................................... • ■ ■

Nov. 26, 1906 Contract No. 19, Erie canal — Sulphur Springs guard

lock to Ellicott creek..........................

Aug. 18, 1909 Contract No. 23, Erie canal— Kings Bend to Gen-

GS66 river....................................

Jan. 11, 1909 Contract No. 38, Erie canal — Wapning’s bridge .... Nov. 27, 1908 Contract No. 40, Erie canal — Locks at Lockport to

Sulphur Springs guard-lock....................

Dec. 5, 1908 Contract No. 41, Erie canal — Irondequoit creek

crossing.....................................

Nov. 30, 1908 Contract No. 47, Erie canal — Town of Galen to

Lyons.......................................

Contract No. 60, Erie canal — Near South Greece to

i near Adams Basin bridge......................

Oct. 13, 1908 Contract No. 61, Erie canal— Near Adams Basin to

Monroe Orleans county line....................

Contract No. 64, Erie canal — Near Prospect street

bridge, Medina, to near Gasport bridge...........

Contract No. 66, Erie canal — Near Gasport bridge to near locks at Lockport......................

Contract No. 30, Erie canal — Mohawk river, Little

, Falls to Sterling creek.........................

Sept. 2, 1908iContract No. 31, Erie canal—-Through Little Falls;

Rocky Rift dam..............................

April 19,1909 Contract No. 32, Champlain canal—Lock-gates,

I etc., on Contracts Nos. 3, 25 and 27..............

Nov. 23, 1908 Contract No. 68, Champlain canal — Locks at Me-

I chanicville, Stillwater and Northumberland......

Empire Engineering Corporation April 18, 1905 Contract No. 4, Erie canal—T.ie mibs east of

Oneida lake..................................

Empire Engineering Corporation April 18, 1905 Contract No. 5, Erie canal — Mosquito Point to Fox

! Ridge.......................................

June 7, 1906 Contract No. 10, Oswego canal — Through Fulton. . jSept. 23, 1907|Gontraet No. 12, Erie canal — Oneida lake to Mosquito Point..................................

Contract No. 35, Oswego canal — Through Oswego... Contract No. 42, Erie canal — Utica to Oriskany. . . Contract No. 45, Erie canal — Through Baldwinsville;

.    Caughdenoy dam.............................

Kinser Construction Company..[Nov. 23, 1908 Contract No. 46, Erie canal — Fox Ridge to Galen

town line....................................

Aug. 16, 1909 Contract No. 53, Oswego canal — Through Phoenix

July 16, 1909

Sept. 16, 1907 July 9, 1909 May 6, 1908

Mar. 18, 1908

Aug. 7, 1908

Aug. 6, 1908 Sept. 22, 1908

Atlantic, Gulf & Pacific Co... .

Lake Erie Dredging Co........

Kinser Construction Co........

Maryland Dredging & Contracting Co.....................

Acme Engineering & Contracting Co.....................

Casey & Murray..............

Penn Bridge Co......

Shanley-Morrissey, Inc

McDermott Contracting Co.....

Stewart-Kerbaugh-Shanley Co.

Gilmoure-Horton-Allen Co. . . .

Shanley-Morrissey, Inc........

Scott Bros...................

Scott Bros,

Arthur McMullen.............

F. A. Maselli.................

Thos. Crimmins Contracting Co.

Great Lakes Construction Co... .

Millard & Lupton Co..........

Henry Tosh & Son............

United Eng. and Cont. Co......

Butler Bros, and Hoff Co......

Crowell-Sherman-Stalter Co. ..

Empire Engineering Corporation

Cleveland Sons Co............

Empire Engineering Corporation

Empire Engineering Corporation

REPORT

Erie Canal, Residency USTo. 4.

“ Contract No. 3.

Summary.

Total done during the year = 23.1 per cent of esti

Mill Street Bridge, Cazenovia.

“ In May, 1909, two steam-shovels with the necessa

Engineers in charge, E. M. Secrist and T. J. Smith

Lighthouse, Keuka Lake Outlet.

5ection B-B of Fig.3

Uoil Frank M. Williams, Slate Engineer and Surveyo

Note.— Gage heights affected by backwater from ice

Erie Canal at Rochester, 1ST. Y.

Oswego River above Curved Dam, Oswego, 1ST. Y.

Oswego River above Battle Island Dam.

Oswego River above Dam at Phoenix. N. Y.

Limestone Creek at Manlius, X. V.

Seneca River above Dam at Baldwins vie le, j\t.Y.

Seneca River above Seneca Falls, R. Y.

SKAYEATELES LAKE.

Mohawk River at Rexford Fi.ats, X. Y.

Mohawk River at Fort Plain, FT. Y.

West Canada Creek at Poland, 1ST. Y.

Mohawk River at Utica, Y. Y.

Jan. Feb. Mar. April. May. j June. July. Aug. Sept. Oct. Nov. Dec.

Hudson River at West Virginia Pulp and Paper Co.’s Mill, Mechanicville, H. Y.

Hudson River above Dam at Fort Miller, U. Y.

Monthly Discharge of East Branch, Delaware River,

Description of Susquehanna River.

Tests of concrete arches:

N*

REPORT

OF TI1E

DIVISION ENGINEER

OF TIIE

EASTERN DIVISION

For the Fiscal Year Ended September 30, 1909

EASTERN DIVISION

State of New York,

Department of State Engineer and Surveyor, Eastern Division.

Albany, October 1, 1909.

Hon. Frank M. Wiliams, State Engineer and Surveyor:

Sir.— I have the honor to submit herewith my annual report as Division Engineer of the Eastern Division of your Department for the fiscal year ended September 30, 1909.

The chief work of this Division has consisted in performing the necessary engineering work in connection with the present canal system and making surveys, plans and supervising construction of the new Barge canal; also for four and a half months of the fiscal year the making surveys, plans and the supervising improvement of highways under chapter 115, Laws of 1898, was in charge of this Department.

For canal purposes the Eastern Division comprises that part of the canal system of the State extending from the Hudson river at Albany to the east line of Oneida county, and from the junction of the Erie and Champlain canals to the south end of Lake Champlain.

For highway improvement purposes there were included in the Eastern Division the counties of Albany, Clinton, Columbia, Delaware, Dutchess, Essex, Franklin, Fulton, Greene, Hamilton, Herkimer, Montgomery, Nassau, Orange, Otsego, Putnam, Rensselaer, Rockland, Saratoga, Schenectady, Schoharie, Suffolk, Sullivan, Ulster, Warren, Washington and Westchester, with a total highway mileage of 31,538 miles.

Cooperation has been extended and assistance given to the De-nartment of Public Works in making surveys, plans and estimates whenever it has been requested. Surveys have been made and testimony given on behalf of the State in the Court of Claims in suits brought against the State for damage resulting from leaks and breaks in the canal.

BARGE CANAL.

(Chapter 147, Laws of 1903.)

For the purpose of Barge canal work the Eastern Division has been divided into the following residencies :

Erie canal, Residency No. 1. From the Congress street bridge crossing the Hudson river at Troy to the west end of the lower Mohawk aqueduct at Crescent, including that portion of the Hudson river which is common to the main line of the canal and of the Champlain canal.

Erie canal, Residency No. 2. From the west end of the lower Mohawk aqueduct at Crescent, to the head of old lock No. 27, situated about three-fourths of a mile west of Cranesville, Montgomery county.

Erie canal, Residency No. 3. From the head of old lock No. 27 to the head of old lock No. 34 at Mindenville, Montgomery county.

Erie canal, Residency No. 4. From the head of lock No. 34 to the easterly line of Oneida county, which is also the east line of the city of Utica.

Champlain canal, Residency No. 1. From the junction of the Barge canal and Champlain canal, in the Hudson river east of Waterford, to the foot of old lock No. 10, near Northumberland dam, Washington county.

Champlain canal, Residency No. 2. From the foot of lock No. 10, near Northumberland dam, Washington county, to the highway crossing the present Champlain canal at Dunhams Basin, Washington county, including the Glens Falls feeder, dam and pond above.

Champlain canal, Residency No. 3. From the highway crossing the present Champlain canal at Dunhams Basin, Washington county, to Lake Champlain.

In supervising the work of construction it has not been practicable in all cases to limit the territory of a Resident Engineer strictly to the confines of the residencies, as here described, since some of the contracts include work in more than one residency. The reports of the several Resident Engineers, covering descriptions of the work under their charge and accounts of what has been done during the fiscal year, will be found in the following pages. These reports are chiefly concerned with construction work, the making

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Barge Canal, Contract No. 2.

Three of the present Champlain canal locks are shown at the right.

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View of lock No. 2 at Waterford.

IN,

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of plans and estimates for t lie whole canal being done largely under the Special Deputy State Engineer at the head office, which, though located within this division, has to do with canal work throughout the state.

Erie Canal, Residency No. 1.

Assistant Engineer II. O. Schermerhorn reports:

“ This residency embraces that section of the Erie canal extending from the Congress Street bridge at Troy to the lower Mohawk aqueduct at Crescent. The work located on this section on which construction operations have continued during the whole or part of this year is known as contracts No. 2 and ISTo. 11. The office work of the residency has consisted of making and checking estimates on construction work, preparation of reports, regular office correspondence, etc.

“ Contract No. 2. Construction work continued on this contract during only the months of October and November. The plant was closed down on N ovember 30 and work was not again resumed, owing to the contractor failing to agree to a change in plans. When ordered to continue operations, the contractor refused and subsequently further work was suspended on the contract by an order of the Canal Board, jiassed May 13, 1909, in accordance with the provisions of the Barge Canal Law. Surveys were then made and the amount of work remaining to be done to complete the contract determined. This uncompleted portion of the work was accordingly put under a new contract, known as contract No. 2-E, bids for which are to be opened on October 5.

“ During the fiscal year the following excavation was done : That necessary for the completion of the north wall of lock No. 2 and a small amount at the lower approach walls of lock No. 3. No embankment was placed.

“ Concreting was continued up to the time the plant was closed down, the Hains mixer being used. Concrete in lock No. 2 was completed, except for the floor, and the foundation for about 30 feet of the north lower approach wall to lock No. 3 was placed. The uncompleted portions of the Saratoga avenue bridge abutments were also completed. The approaches to Saratoga Ave. bridge were completed under an extra work order, dated September 30, 1908.

“ The only items of work completed up to and including altera-

tion No. 6 are shown in the following table. The amount and percentage of work done during the fiscal year, together with the total amount and percentage of work done to date, is also given below.

ITEMS OF WORK.

Preliminary

estimate.

Work done during year.

Total work done to date.

Per cent of work { done during year.

Per cent of work done to date.

Clearing....................

Foundation piles, 25 ft. long.....

S :cond-class concrete..........

Third-class concrete............

Portland cement sidewalk.......

First-class masonry coping......

Cast iron pipe and specials......

Iron castings..................

Steel castings..................

Structural steel.........................

White oak miter-sills...............ft. B. M.[

Thirty-inch sluice-gate, including operating

stand..................................

Iron castings, machined.................lbs.

Additional bailing and draining, Lock No. 2.. Additional bailing and draining, Lock No. 3. . Additional lumber and labor, concrete forms..

Additional materials, finishing concrete......

Fender fastenings...........

R moving concrete...........

Dressing surface.............

Cast iron quoin-plates........

Lump sum 1,200 584,809 50,000 110,410 2.130

5%

555

No.

’l00

.. .cu. yds. .. .cu. yds.

.....sq. ft.

.. .cu. yds.

95,664

500

11,759

lbs.

lbs.

lbs.

lbs.

...each . .cu. ft. . .sq. ft.

lbs.

3,500

15,000

232,900

15,000

106,348

6,000

Lump sum 58,000 Lump sum Lump sum Lump sum Lump sum

..Ml

30,000

508

15,749

2,056

6,702

8,262

95%

135

425,991

23,600

58,420

1,485

82,498

414

508

6.9

14,273

209,362

12,659

55,157

2,840

100%

63,570

vs

95yp

93%

81%

206

20,872

95

Finished

Finished

7:;

47

12

80

Finished

Finished

Finished

Finished

25

■■

15

11

27

Finished

Finished

Finished

90

Finished

47

Finished

Finished

vs

81

43

i5

r.4

69

' Contract No. 11.

Construction work continued on this contract up to December 0, at which time the entire plant was shut down and operations were not resumed until about the middle of

April. 1909. Excavation, embankment and concrete are the principal items on which work has been done during the year.

“ Excavation. The amount of material excavated during the year has been relatively small on account of the difficulty of placing it in the necessary embankment about the several structures. The prism below lock No. 4 is now complete, except for a small amount of trimming up and cleaning on the bottom. Lock ISTo. 4 is completed, except for about 600 cu. yds. in the unfinished portions of the lock floor. About 50 per cent of the excavation for the concrete docking piers between locks Nos. 4 and 5 has also been completed. From the beginning of the fiscal year until the plant shut down in December the steam-shovel Vulcan continued work in the big cut above lock No. 6, removing about 8,300 cu. yds. There still remain to be excavated about 90,000' cu. yds. in this cut.

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Barge Canal, Contract No. 11.

\ iew of lock No. 5,— fourth (going west) of a flight of five locks on the land line between the Hudson and Mohawk rivers.

Core-walls, marking confines of pool, are seen at upper end of lock.

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When operations started in the spring, this shovel was removed to the site of lock No. 6. Up to the end of the year about 80,000 en. yds. were excavated, representing about 61 per cent of the total amount for this structure.

“ Embankment. The material excavated from the site of lock No. 4 and in the prism below the lock was placed in first and second-class embankment behind the north wall of lock No. 4 and along the core-walls at the head of the lock. The material taken from the excavation for lock No. C was placed in embankment around the walls of lock No. 5 and along the core-walls at the head of lock No. 5 and a small amount on the north side of lock No. 6.

‘ Concrete. The work of building the lower approach walls to lock No. 4 is progressing slowly. The south approach wall is complete, except for two short sections where the by-pass enters the canal. The north approach wall is less than one-half completed. Practically all the concrete in lock No. 4 was placed during the year. The lock is now complete, except for about 1,000 cu. yds. in the floor. The north and south core-walls above lock No. 4 were completed with the exception of two sections left open for construction purposes. The line of concrete docking piers, 32 in number, on the north side of the prism between locks Nos. 4 and 5, were completed.

“ Rock Channeling. Progress in channeling the rock in the big cut above lock No. 6 has been remarkably slow. During the year only 8,900 sq. ft. have been completed, representing less than 10¹ per cent of the total amount in the contract. The amount done to date is but 46 per cent of the whole. The channeler worked two shifts daily from April until August and from August on, one shift. Considerable time has been spent making repairs to the machine.

-    “ The only items of work completed are foundation piles, dress

ing concrete and removing concrete.

“ The following table gives a summary of work done during the fiscal year and the total complete to date:

ITEMS OF WORK.

Prelimi-►.nary j estimate.

Work

done

during

year.

Total work done to date.

Per cent of work done during year.

Per cent of work done to date.

Charing.....................

Grabbing...................

E icavation.................

Sheeting and bracing.........

Rock channeling.............

Embankment, first-class......

Embankment, second-class...

L ning.....................

White oak lumber...........

Foundation piles, 15 ft. long... Foundation piles, 20 ft. long...

C n’rete..................

Ste 1 castings..............

Iron castings, plain.........

Iron castings, machined.....

Structural steel............

Metal reinforcement........

Ca3t iron quoin-plates......

Removing concrete.........

Dressing concrete..........

Lump sum , ..cu. yds.    15,000

. .cu. yds.    799,100

. .ft. B. M.    200,000

... .sq. ft.    96,000

. .cu. yds.    116,300

cu. yds.    275,000

6,290 9,600

.. .cu. yds. . .ft. B. M.

No.

No.

cu. yds

.....cu

sq

90%

lbs.

lbs.

v,

261

160,850

20,000

378,100

90,100

115,200

428,600

46,000

216

I""

118,746

21,990

8,874

26,628

55,346

"R421

8,094

514,326

223,958

44,386

62,123

118,932

2,245

4,241

ggiicSE

h- ins co bo

75

258

14.8

90

.'■I

64.4

111 .9

40.2

43.2

35.7

44.1

38,815

6,312

96,901

28,030

7,413

15,708

453

82,459

12,622

194,963

56,014

17,245

1,659

31,587

24.1

::i

25.6

•VI o

6.4

.01

34.1

188

■I

Finished

Finished

51.2

63.1

’.I •

60.1

14.9

.4

68.6

Finished

Finished

The work of making and mapping surveys for lands to be appropriated on Residency No. 2, on account of the construction of dams Nos. 2 and 3, at Crescent and Yischer's Ferry, respectively, has been handled from this office. A report of this work follows.

“ The work of these surveys consists of staking out and locating the low-water flow line, the maximum navigable Hood line and the maximum flood line, locating the intersecting jiroperty lines, buildings and other topography, together with the preparations of the regular maps and descriptions of all lands to be appropriated. During the year the following territory has been covered:

u On the north shore from three-fourths mile east of aqueduct No. 2 to aqueduct No. 2.

“ On the south shore surveys were completed from aqueduct No. 2 to the State dam, also surveys were completed for the land appropriations made necessary by the relocation of the Troy-Schenectady branch of the N. Y. C. & H. R. R. from a point 1.4 miles west of lock No. 7 easterly to Niskavuna Station. Additional surveys were made in the vicinity of Crescent, south shore, to relocate the flow lines, as they had not previously been located by a chain survey. Additional surveys were also made in this locality, owing to a decision of the Department to appropriate to the maximum navigable flood line instead of to the maximum flood line. Additional

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Bakge Canal, Contract No. 11.

\ iew showing docking piers being built between locks Nos. 4 and 5, near Waterford.

surveys have also been made on the north shore in the vicinity of Dunsbach Ferry to check up old circuits found in error. The following summary shows the surveys made during the year to complete the above: Few circuits, 11.45 miles; property lines, 3.31 miles; red and blue line along present Erie canal, 2.41 miles; picking up old circuits and base line, 3 miles; checking over old circuits, 6.35 miles; the 217-foot how line staked out and located, 0.7 mile; the 194-foot flow line staked out and located, 1.5 miles; the 191-foot flow line staked out and located, 2.25 miles; the 188f4-foot flow line staked out and located, 1.09 miles.

“ The territory from the west end of contract Bo. 11 to Fords Ferry has been mapped in pencil on mounted sheets, but not checked. This work was discontinued May 18, and the available force transferred to surveys of contract Bo. 2-E, and only four days has been spent on same since that date.

“Appropriation maps have been completed and sent to Albany for the property owned by J. II. Cross at Rexford Flats and the Aqueduct. Appropriation maps have been completed and sent to Albany, together noth forms 49 and 50, for the land necessary for the relocation of the railroad from a point 1.4 miles west of lock Bo. 7 to a point 0.5 mile east of Vi seller’s Ferry road, a total of 11 parcels. Maps were traced and descriptions written for land to be abandoned to the railroad company from a point 1.25 miles west of lock Bo. 7 easterly to the rock cut near lock Bo. 7. On the north shore in the vicinity of Crescent appropriation maps have been partially completed, from the west end of contract Bo. 11 to a point 1.3 miles west of the village of Crescent, a total of 29 parcels. On the south shore in the vicinity of Crescent all appropriation maps from the abutting property at the south end of dam Bo. 2 to a point one mile west of Crescent have been completed and sent to Albany, together with forms 49 and 50, a total of 8 parcels. Additional computations have been completed for continuing the appropriation maps.”

Erie Canal, Residency Bo. 2.

Resident Engineer E. J. Pickwick reports:

“This residency extends from the lower Mohawk aqueduct at Crescent to the head of old lock Bo. 27 at Cranesville, a distance of 27 miles.

“ The work of appropriating lands for contract USTo. 14 has tinned under the direction of C. A. Poole, Resident Engineer for Residency No. 1. A part of the dredging in this residency is included under contract 20-1) and is under the direction of Resident Engineer E. A. Lamb.

con-

“ The past year has been occupied largely in a vigorous prosecution of the work on the following structures; Dam 2 and highways and dam 3, lock -No. 7, all under sections 1 and 2 of contract No. 14. Also movable dams Nos. 4, 5 and 6 and locks Nos. 8, 0 and 10, under contract No. 8, together with data and reports for appropriated lands and claims, gage readings of the lower Mohawk river, and inspection and re-shipment of 36,000 barrels of cement used on State work outside of this residency.

“ Contract No. 14, Sections 1 and 2. At dam No. 2, Crescent, concreting in the west half of dam “A” continued till December 24, 1908. In May, 1909, a coffer was built to enclose the east half of dam “A” and the river diverted through the openings left in the concrete of the west half. Abutments “ B ” and “ C ” and headgates are completed; darns “A” and “ B ” about 80 per cent built, and dam ‘ C ” 30 per cent built. Thirty-six thousand cubic yards of earth and rock have been excavated and 31,000 cu. yds. of concrete and 25 tons of metal placed in these structures. The plant used consists of a 250-horse-power compressor, electrically driven, MeMyler traveler, derrick boat, traveling derrick, four guy derricks, Thew steam shovel, drills, pumps 2-vd. Hains concrete mixer and trains. The quarry and crusher at this site has been operated throughout the year for crushed and embedded stone.

“At the 'Crescent highways the grading and surfacing are nearly completed; about 15,000 cu. yds. were excavated and 14,500 cu. yds. of embankment made, most of this work being done by a 35-ton revolving Thew steam-shovel, Watson wagons and rollers.

“At dam No. 3, lock No. 7, Vischer’s Ferry, the alternate sections of dam “ D ” were completed and the river wall of lock 7 built to elevation 204.0 by December 24, 1908. The upper and lower approach walls and the river walls of the lock are completed; the land wall of lock is about 75 per cent done and prism exca-

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Barge Canal, Contract No. 11.

View showing concrete slabs being built on piers between locks Nos. 4 and 5. The docking, or guide wall, will separate the

channel from the remainder of the pool between these locks.

vation at lower approaches 25 per cent made. About 15,000 yds. of excavation and 4,000 cu. yds. of embankment have been made and 40,000 eu. yds. of concrete and 67 tons of metal placed in dam “ D ” and in lock 7 and approaches, besides 800 piles for lower approach walls and 216,700 feet of timber in cribs for upper approaches. The plant used consists of two 250-horse-power compressors, steam driven, two Lidgerwood cables, 1,000 feet long, 4 traveling derricks, 2 clam-shell derricks, 2-yd. Bains concrete mixer and trains, drills, pumps, etc., and repair shops.

cu.

“ On contract No. 14, sections 1 and 2, the average daily force has been 350 men and 10 teams, working eight-hour shift; the maximum daily force on October 23, 1908, was 470 men and 17 teams, working eight-hour shift.

“ The following table gives the summary of work done during the year and the total completed to date:

ITEMS OF WORK.

Prelimi

nary

estimate.

Work

done

during

year.

Total work done to date.

Per cent of work done during year.

Per cent of work done to date

Clearing......

Grubbing.....

All excavation

eu. yds. cu. yds.

Sheeting and bracing............M. ft. B. M.

Metal in lock-gates....

Metal in needle-dams..

Metal in head-gates....

Metal in reinforcement.

Steel castings.........

Iron castings, plain....

Iron castings, machined

Fender fastenings.....

Sluice-gate, 36 x 24 ft..

No!

No.

No.

lbs.

to

lbs.

lbs.

II.-

lbs.

lbs.

lbs.

WOmh-Bw to

iiiSiaii*sSSSi"S'8s§i-

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to

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46.3

186,719

0.5

29,458

10,646

777

216.7

2.827

'787

14

12,769

81,207

49.8

181

29.778

’330

1,583

39,570

6,279

3,840

89,986

36,414

1,014

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90.8

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55

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Note.—This table covers work on that part of contract No. 14 which is situated within the limits of Residency No. 2, namely, sections 1 and 2.

“ Contract No. 8. At dam Xo. 4, lock Xo. .8, Scotia, the Fidelity Construction Co. began excavating the site of the lock in October, 1908, and built a coffer about the north span of the dam during the following month. After removing 15,000‘ cu. yds. by steam-shovel and trains from the lock site and 6,000 cu. yds. bv orange-peel derrick and small cars from the dam, operations were suspended about January 1, 1909, and have not been renewed. The Pittsburg Eastern Co. is building a derrick boat and making preparations to begin work on the upper guide-wall of lock.

“ At dam Xo. 5, lock Xo. 9, Rotterdam, the work of excavation and concreting in the lock was continued till December 24, 1908, and resumed again early in March, 1909. Good progress has been made here this year in spite of the difficulties arising from the quaky material under the foundation. The following items show this year’s volumes: Excavation, 30,000 cu. yds.; embankment, 12,000 cu. yds.; 1-245-5 gravel concrete, 19,000 cu. yds.; riprap, 1,100 cu. yds,; foundation piles, 7,800, and metal, 90 tons. The lock and guide-walls, together with the north span of the movable dam, are practically completed and some work has been done at the south abutment. The plant used consists of a Xo. 60 Marion steam-shovel, excavating from local pit the gravel washed for concrete, stone crusher and washing and screening plant, two traveling derricks, three stiff-leg derricks, one guy derrick, Tfidgerwood cableway, 850 feet long, steam pile-driver, lJ/2~yd. Hains concrete mixer, two 16-ton Vulcan engines, cars, tracks, pumps, etc.

‘At dam Xo. 6, lock Xo. 10, Cranesville, work on the lower end of lock and at the movable dam has been in progress for the year, except for the, winter period, and when moving to new coffers. The lock and guide-walls and the south and middle spans of the dam, including both river piers, are about completed. The north abutment and shore protection were built under a subcontract and finished early in 1909. The amount of work done is shown in the following items: Excavation, 22,200 cu. yds.; embankment, 11,200 cu. yds.; 1—2¹A—5 concrete, 9,500 cu. yds,; foundation piles, 1,300; riprap. 3,600 cu. yds., and metal, 113 tons. The plant used was, 3 stiff-leg derricks, 1 guy derrick, derrick boat, washing and screening plant, 114-yd. llains mixer and trains,

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View from Crescent village, showing the Mohawk at the breaking up of the ice. The present canal is seen, with its aqueduct across the river.

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drills, pumps, etc.; also small crusher and mixer at north shore.

“ On contract Eo. 8, the average force for the construction season was 249 men and 12 teams, working eight-hour shift; the maximum force, during the week ended October 23, 1908, was 352 men and 18 teams, working eight-hour shift.

“ The following table gives the summary of work done during the year and the total completed to date:

Per cent Per cent

ITEMS OF WORK.

Preliminary ; Work done Total work of work    of work

estimate.    | during year, done to date, done dur-    done to

ing year. date.

Clearing.......................lump sum

Excavation......................cu. yds.

Sheeting and bracing............ft. B. M.

... .cu. yds. ... ft. B. M.

367

Embankment...............

White oak sawed lumber......

Foundation piles, 16 ft. long...

Foundation piles, 18 ft. long...

Foundation piles, 20 ft. long...

Foundation piles, 25 ft. long...

Foundation piles, 30 ft. long................

Wooden sheet-piling.............ft. B. M.

Second-class crushed stone concrete.cu. yds.

cu. yds. cu. yds. .sq. yds. cu. yds.

No.

No.

No.

No.

No.

Third-class concrete........

Ballast (crushed stone)......

Second-class stone paving...

First-class riprap...........

Second-class riprap.........

Third-class riprap..........

Fourth-class riprap.........

Iron castings..............

Structural steel............

Metal reinforcement........

Shoes and anchorages.......

Upper lock-gates...........

Swing beams for needle-dams

Needles...................

Supports for valve-seats.....

Lock-valves...............

Second-class gravel concrete.

Grouted filling..........

Gravel ballast...........

Removing concrete.......

Upper lock-gates........

Lower lock-gates........

Emergency piling..................lin. ft.

yds

cu. j___

cu. yds. cu. yds.

lbs!

IU

lbs.

......each

......each

......each

......each

......each

......each

.. .cu. yds. .. .cu. yds. .. .cu. yds. .....cu. ft.

each

each

i§i§s§§ii§gifi§£g

73,239

22

152

10,005

33,000

3,743,629

493,895

100

t.034

186

12

12

*19,000

4,200

1.000

’360

88,650

58

21

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220,367

39,500

33,527

2,280

in 11

23.7

32.6

CO Oi

O CO    OO

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.56

605

1.87

1.60

32,343

'672

1.822

135

8.319

’262

236,400

4,812

'751

2.715

’817

559

214

23

034

2'32

186

45,219

2,774

’655

360

1.94

1.65

46,449

211

15.8

3.s

0.7

18

2.4 2

46.4

17.3

20.4

21.4

22

14.9

:n

1.5

31.2

22.

9.5

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25

8.2

23.6

2. 2 .5

20 5

22 2

27.4

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* Second-class gravel concrete estimated as 75,000 cu. yds.; second-class crashed stone concrete estimated as 17,000 cu. yds.

fThis amount of work done before type of gate was changed by alterations.

year.

teams, working eight-hour shift; their maximum forces equal 822

“ The work of this residency amounted to $94-2,000 for the fiscal The contractors’ average force equals 599 men and 22

men and 35 teams, working eight-hour shift. The engineering forces are: One Kosident Engineer, 4 Assistant Engineers, 25 Assistants and 0 Inspectors.”

Resident Engineer E. A. Lamb reports:

“ This residency includes dredging contracts Eos. 20-B, 20-C and 20-D, extending from lock 16, near Mindenville, to deep water just below the aqueduct at Rexford Flats. The total length of the three contracts is 54.2 miles.

“ These contracts, 20-B, 20-C and 20-D, together with 20-A, have in different forms been unsuccessfully submitted to bidders several times since October, 1907. The bids upon which the contracts were awarded were opened July 13, 1909. Contract Eo. 20-B was awarded to S. Pearson & Son, Inc., of Long Island City,

E. Y., the contract being executed August 2, 1909. Contracts 20—C and 20-D were awarded to the American Pipe and Construction Co. of Philadelphia, Pa., the contracts being executed August 18, 1909.

“ On August 2, 1909, I was assigned to work in charge of contracts Eos. 20-B, 20-C and 20-D, and was instructed to establish an office in the old Guy Park House, Amsterdam, E. Y. A field party, consisting of 1 Assistant Engineer, 1 Rodman, 1 Chainman, 1 Axeman, and 1 Laborer, was sent out about September 1, 1909. The field work has consisted of placing hubs on the base line, corresponding to the stations on the center line of the proposed canal, setting ranges, cross-sectioning some piers near the St. Johnsville bridge and measuring large boulders in the river between Mindenville and Fort Plain.

“ Contract No. 20—B. During the months of August and September the contractors erected a plant near Fort Plain railroad station for doing some, at least, of the excavation of rock in the prism ‘ in the dry.’ They have also broken, by blasting, the large boulders in the river between Mindenville and Fort Plain, and did about 135 cu. yds. of excavation, consisting of removing stone in old bridge piers near St. Johnsville to Hough creek, to be used for riprap and paving in the stream entrance.

u On September 30, 1909, no work had been done on either contract Eo. 20-0 or contract Eo. 20-D.”

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Barge Canal, Contract No. 14.

View of western portion of dam at Vischer’s Ferry. Alternate sections completed.

Erie Canal, Residency No. 3.

Resident Engineer E. P. Williams reports:

“ The limits of the residency are old lock 27 near Cranesville, at the east end, and old lock 34 near Mindenville, at the west end, covering a length of 84.4 miles along the Mohawk river. This report is of preliminary work executed on this residency and also on contract No. 17 and that portion of contract No. 14 lying within these limits.

“ Surveys. The surveys for 32 parcels of appropriated lands on the dredging contracts were made during the year. This work has been done by parties on construction work, as time permitted. The engineering work necessary for construction work at the five different locks and dams on the residency lias been done as far as the work of the contractors has required, and measurements taken each month for estimates. Gage readings have been taken each Friday at Amsterdam, at St. Johnsville and, until a regular gage-reader was established in the spring, at Canajoharie.

“ Office work. The appropriation maps for 52 parcels of land on the dredging contracts of the residency have been revised, completed and checked. Completed tracings for 8 parcels at stream entrances, contract ISTo. 20—B, completed tracings for 12 parcels at stream entrances, contract No. 20—C, and completed tracings for 8 parcels at stream entrances, contract jSTo. 20—D, were sent to the head office at Albany. The searches for 70 parcels of appropriated lands have been well advanced toward completion and the assessed values obtained. During the winter months the engineering force has been employed in preparing estimates of construction work done during the season of 1008 in final estimate form. Reports on about half a dozen Court of Claim cases have been prepared.

“ On February 1, by direction of the State Engineer and Surveyor. I was placed in charge of the construction work on contract No. 14, Residency No. 3, to succeed Mr. S. M. Savage, who accepted the position of Engineer-Secretary with the Advisory Board of Consulting Engineers.

“ During the past summer, contracts Nos. 20-B, 20-C and 20-D, comprising the dredging work in the Mohawk river across this residency have been let. Mr. E. A. Lamb, Resident Engineer, has been placed in charge of this dredging work and will report relative to the same.

“ Contract No. 17. On this work, which includes the construction of dam 7, lock 11, at Amsterdam and dam 8, lock 12, at Tribes Hill, the contractor, Alexander Murdoch, has advanced the work steadily and completed the following:

“At dam 7, lock 11, Amsterdam: The concrete of lock and guide-walls commenced in 1008 has been practically completed. The bank protection and south span of dam, which were in progress of construction last year, were completed during the fall of

1908. The north span of the dam has been completed during the past season. The principal items left to be done at this site are the construction of the middle span of dam and the erection of the steel. The engineering work lias been in charge of Mr. M.

E. James, Assistant Engineer, and party, at Amsterdam.

“At dam 8, lock 12, Tribes Hill: The south span of dam and pier, which were in progress of construction at the close of last year’s report, have been practically completed. The construction of the lock has been rapidly advanced during the present year. The engineering work has been in charge of Mr. A. E. Steere, Assistant Engineer, and party, with an office at Tribes Hill.

“ General remarks, contract 17: The contractors have employed extension coffer-dams, a dozen pumps, two steam-shovels, several derricks of different types, pile drivers, dinkeys, cars, a cable-way and two different crushing and mixing plants, several steam drills, etc., in progressing this work. Half the contract work has been completed to date. The average daily force employed by the contractors at both sites at the height of the season numbered about 300 men.

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Barge Canal, Contract No. 8.

View of lock No. 6, at Cranesville, nearing completion. A pier for a movable dam of bridge type is shown upon the right wall.

Also buffer-beams are seen across the ends of the lock.

■

“ The following table shows the items of work done, the percentage completed to date, etc,:

ITEMS OF WORK.

Preliminary estimate as affected by alterations.

Done during year by Alex. Murdoch.

Total work done to date.

Per cent    Per cent

of work    of work

done dur-    done to

ing year. date.

Clearing..................

Sawed lumber, white oak... .ft. B. M. Foundation piles, 15 ft. long. 1’oundation piles, 16 ft. long. Foundation piles, 20 ft. long

Steel sheet-piling.............sq. ft.

Wooden sheet-piling........ft. B. M.

cu. yds. cu. yds. cu. yds. cu. yds. cu. yds. cu. yds. cu. yds. cu. yds.

Lump sum. 185.330

80%

No.

No.

No.

150

100,000

33,000

51,320

0

56,000

15,244

127,731

73,849

17,988

100

80

225

156

3,000

1,100

'.47

700

1,248

'288

279

1,248

495

931

to Cu 4*- to 4^- C7I to OOtlOMOOOiClO*^

i,u

66.0

73.8

.-,4

69.7

41.6

90.5

M i.

68 A

Second-class concrete. Third-class concrete. .

Wash-wall...........

Ballast..............

Hand-laid riprap.....

First-class riprap.....

Second-class riprap... Fourth-class riprap...

Iron castings........

Structural steel......

Metal reinforcement. . Cast iron shoes, dam 7 Cast iron shoes, dam 8 Valve-seat supports..

Upper lock-gates.....

Lower lock-gates.....

Needle-dams.........

li.

lbs.

lbs.

No.

No.

No.

No.

No.

No.

75,000

49,977

1,794

7,000

1,021

4,200

4.300

5.300 4,310

25,000

2,617,000

182,247

20,227

25,006

719

.'hi

2,439

2,576

1,967

1,962

11,135

36,180

97,307

38

24

16

58,418

37,464

1,037

3,594

2,787

3,505

3,046

17,951

36,909

147,317

21

16

4 21.8% of 1 gate. 21.8% of 1 gate. 4    21% of 1 gate. 21% of 1 gate.

4    32.1% of one. 45.1% of one.

© to bo bi to 4^ ca ca b to bo

Finished

77.9

74.9

57.8

62

85.5

66.1

7o 7

71.8

1.4

80.8

63.2

50

75

5.5

11.3

Contract No. 14, Section 8: On this work, which includes the construction of dam 9 and lock 13 at Yosts, the construction of dam 10 and lock 14 at Canajoharie, the construction of dam 11 and lock 15 at Fort Plain, and the construction of a retaining dam at. Mindenville, the contractors, Acme Engineering and Contracting Co., have advanced the work rapidly during the year as follows:

“At dam 9, lock 13, Yosts: The land wall and upper guide-wall of the lock, which were in progress of construction at the close of last year’s report, were practically completed in the fall of 1908. During the present season the lower guide-wall has been constructed, the upper part of the floor of the lock and the river wall commenced, and the excavation for the south span of dam about completed. The subcontractors have employed a hydraulic dredge for excavating and pumping, also three large traveling derricks, an extensive washing and mixing plant, cars, pumps and sundry smaller plant in progressing the work. The engineering work has been in charge of Mr. E. D. Hendricks, Assistant Engineer, and party, at field office on the site.

“At dam 10, lock 14. Canajoharie: The stripping at lock site was commenced in the fall of 1908. During the present season, the excavation at lock and guide-walls has been well advanced and the concrete for the lower guide-wall completed, the land wall nearly completed. The excavation work has been difficult on account of the soft nature of the material. The concrete for the apron of the north span of dam has been completed and the riprap for the same has been commenced. The contractors have employed a steam-shovel, dinkeys and cars, three large traveling derricks, a concrete mixing plant, pumps, etc., in progressing the work. The engineering work has been in charge of Mr. Lewis Bartlett, Assistant Engineer, and party, with office at Canajoharie.

“At dam 11, lock 15, Fort Plain: The work on the north span of dam in progress at the close of last year’s report has been advanced and practically completed. The remainder of concrete in the river wall of lock has been laid and the lower guide-wTall constructed. The south span of dam has been about completed and the pier commenced. The balance of the work remaining to be done is finishing up small portions of work nearing completion and the steel work, except the lock-gates and needle-beams, which have been set. The contractors have employed a cableway, dinkeys, cars, two large traveling derricks, pumps and sundry small plant in progressing the work. The engineering work has been in charge of Mr. Lewis Bartlett, Assistant Engineer, and party, with an office at Fort Plain.

“At Mindenville retaining dam: The work at the Mindenville retaining dam, which was commenced during 1908, has been advanced and is practically completed, under the direction of Assistant Engineer Heuschwander.

“ General remarks, contract 14, section 3: The average daily force on the four jobs on contract 11, at the height of the season’s work, was about 450 men. The river and weather conditions have been favorable for river work during the past season.

“ General residency remarks: The residency office has been continued in the old Guy Park . House at Amsterdam, appropriated by the State for construction purposes.

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Barge Caxal, Contract No. 17.

View near Amsterdam, showing lock No. 11, and piers and abutment of dam No. 7, a movable dam of bridge type.

“ The following table shows the amount of work done, etc., on that portion of contract Ho. 14 within Residency Ho. 3:

Preliminary

Per cent Per cent

ITEMS OF WORK.

estimate, Work done Total work of work    of work

including during year, done to date, done dur- done to alterations.    ing year. date.

Foundation piles, 10 ft. long Foundation piles, 14 ft. long Foundation piles, 16 ft. long Foundation piles, 20 ft long.

Wooden sheet-piling...............ft. B. M.

Second-class concrete.....

Third-class concrete......

Second-class stone paving.,

Third class stone paving...

Ballast..................

First-class riprap.........

Second-class riprap.......

Third-class riprap........

Fourth-class riprap.......

Structural steel...........

Metal in lock-gates.......

Metal in needle-dams.....

Metal reinforcement......

Iron castings, plain.......

Iron castings, machined...

Cast iron shoes for uprights

No.'

No.

No.

No.

cu. yds. cu. yds. cu. yds. cu. yds. cu. yds. cu. yds. cu. yds. cu. yds. cu. yds

lbs.

lbs

lbs.

lbs.

lbs.

lbs.

lbs.

. „    05 l-i‘ 05 OO tO

tot—* I—‘Cn Cn CO CO cn Cn V o«ooooo1^m m

883S8gg3E38S

146,225

43,122

14,214

3,972

7,047

I7'i

10

17

115,270

75.199 1,280 3,577

2,263 2,847 7,460 942 8,607 2,526,966 566,400 246,000 198,769 34,900

22.200 86,000

38,496

29.618

’333

12"

|m

42

5-2

15.

1,370

87

2,153

15,418

138,219

55,050

38,889

11,815

11,342

37,708

40%

217,599

46,734

14,660

27,615

49,094

6,155

1,181

52

11

11

13

:.T

10

721

38,496

35,379

472

120

12

: "I

1,530

2,200

19,223

138,219

55,050

43,035

11,815

11,342

37,708

s7

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25

33

39

26

17

is

25

0.6

21

22

19

2. i

44

40

51

56

22

21

76

'7

84

37

18

20

25

0.7

21

22

51

51

44.

Erie Canal, Residency USTo. 4.

Resident Engineer Philip H. Dater reports:

“ Residency Ho. 4 of the Erie canal extends from a point 2,400 feet east of loch Ho. 34 of the present canal at Mindenville, Montgomery county, to the west line of Herkimer county at the easterly boundary of the city of Utica. The total length of the Barge canal within the limits of the residency is 27.8 miles. For purposes of construction the work is divided into the following contracts, all of which are let:

“ Contract Ho. 18, land line from % mile east of Mindenville to Indian Castle. Length, 3.63 miles. Contract price, $850,460.

“ Contract Ho. 20-A, land line and dredging from Indian Castle to Little Falls. Length, 4.5 miles. Contract price, $490,592.50.

“Contract Ho. 31, land line through Little Falls. Length, 1.01 miles. Contract price, $829,770.43.

“ Contract 1STo. 30, land lines and dredging from Little Ealls to Sterling creek. Length, 14.62 miles. Contract price, $2,591,666.50.

“ Contract Eo. 29, land line from Sterling creek to the Oneida-Herkimer county line. Length, 4.0 miles. Contract price, $683,713.66.

“ Contract Eo. 13. The superstructures for two bridges on contract Eo. 18 are included in this contract.

“ These contracts include all the main work to he done on this residency. The following remains to he put under contract: On contract Eo. 18, temporary locks near East Canada creek and a bridge near Rocky Rift dam; on contract Eo. 31, the removal of existing locks and the building of one lift and one fixed bridge; on contract Eos. 18, 29, 30 and 31, machinery for operating locks.

“ The following statement shows the progress made on construction work and on plans for the various contracts on this residency.

" Contract No. 18. This contract begins at the eastern end of the residency and provides for the construction of lock Eo. 16 at Mindenville, a retaining dam and substructure for a guard-gate at Indian Castle, substructures for two highway bridges, 3.63 miles of standard land line, a temporary canal around lock Eo. 16 and various incidental structures. The contract was let on December 28, 1906, to the O’Brien & Iloolihan Contracting Co. of Syracuse, E. Y. Work was begun on January 31, 1907. During the year ended September 30, 1909, the following work has been done :

“ The masonry for lock Eo. 16, including the guide-walls and the power house, has been completed. Embankment and stone protection around the lock have been practically completed. Materials for the lock-gates and needle-beams have been delivered, but not erected. The substructures for the two highway bridges and for the guard-gate have been nearly completed. The retaining dam at Castle Creek is finished.

“ Excavation by dredge and building embankment has been in progress between Sta. 4020 and the guard-gate, also between Sta. 3919 and Sta. 3951. The dredge work was done under subcontract by the Central Dredging Co. of Cleveland, O. Eo portion of the prism is entirely completed.

¹ Old bridges Eos. 124 and 126 have been moved to a temporary location during the construction of new bridges and old bridges Eos. 127, 128 and 129 have been removed.

“ Under alteration Eo. 5 a change of center line has been made between 'Sta. 3973 and Sta. 4028. The new location is 90 feet north of the old. Under the new plans the tow-path bank along the north side of the existing canal is not removed, thus allowing the excavation to be made without disturbing navigation in the old canal. A portion of the western end of this new location has been excavated this season.

“Alteration Eo. 6 provides for the use of gravel in place of broken stone in concrete.

“ The progress of the contract work has been slow, but the results are satisfactory. A large amount of steam-shovel excavation along the line of the existing canal is contemplated as soon as navigation closes. The structures on this contract are nearly completed, practically all the remaining work being prism construction. The work is 44.7 per cent completed.

“ This contract was in charge of Mr. Geo. T. Oakley, Assistant Engineer, up to June, 1909, and since June, Mr. E. E. Kendall, Assistant Engineer, has been in charge.

“ The following summary shows the amount of work put under contract and the amount done up to September 30, 1909, including alterations in force and extra work orders:

Preliminary    Per cent Per cent

ITEMS OF WORK.

estimate,    Work done    Total work    of work I    of work

including all during year, done to date, done dur-    done to

alterations.    ing year. date.

Clearing.....................

Grubbing....................

All excavation...............

Embankment................

Lining......................

Sawed lumber...............

Lumber in miter-sills..........

Sheeting and bracing..........

Foundation piles, 13 ft. long... Foundation piles, 20 ft. long...

Second-class concrete.........

Reinforced concrete..........

Grouted filling...............

First-class masonry coping....

Wash-wall...................

Cobblestone paving...........

Ballast......................

Third-class riprap............

Fourth-class riprap...........

Structural steel..............

Metal reinforcement..........

.. .lumpsum.

......cu. yds.

......cu. yds.

......cu. yds.

......cu. yds.

.. M. ft. B. M. .. M. ft. B. M. . M. ft. B. M.

M'HI

24,100

944,070

516,920

2,140

2,713

107,000

15,141

10,532

373,048

158,519

cu.

cu.

cu.

.cu.

cu.

cu.

cu.

.cu.

1.7

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No.

No.

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12"

1 10

23,918

Is'¹

■I

30,470

Ml

loo

I Ml

2,605

22,640

55,594

320

’320

11.3

22.8

108

76

101

3,074

22,384

316

90

•-■I.".

1,810

18,513

’378

II

oo

Mo

coocooooSw^omooSmhk

Ca Ca

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^fS-ssftooSggss

Cn pppi Oi    Or Cn Oi

14,432

29,837

ss«

CA Ca

cn as to co

OOCOH-000000 Ca Ca

Preliminary    Per cent Per cent

ITEMS OF WORK.

estimate,    Work done    Total work of work    of work

including all during year, done to date, done dur-    done to

alterations.    ing year. date.

lbs.

Cast iron pipe, laid..............

Steel castings...................

Iron castings, plain..............

Iron castings, machined..........

Wooden fencing................

Upper lock-gates................

Lower lock-gates................

Upper needle-dam...............

Lower needle-dam...............

Lock-valves....................

Removal of bridge superstructure.

Maintaining traffic................lump    sum

Deduct for buildings removed......lump    sum

Deduct for sheeting and bracing previously

used...........................ft. B. M.

Second-class concrete in place of grouted filling Second-class gravel concrete.

Extra Work.

Laying pipe to drain water from cellars. ..

lbs

lbs.

10

lin.ft

343,000 4,000 14,830    1,125

9,000 3,448

261

14

0.01

0.07

0.06

No.

No.

11

cu. yds.

0.36

3.5

II

II

ooooooSSS

6.5

.095

8.5

$800

$3,000

10,343

894

1,135

26.5

8,000

$32

1,000

2,172

$1,144

383883 pg-S

cn |T    ^ Cn

Contract No. 13. This contract includes in part the superstructures for two highway bridges on contract No. 18. The contract was let on November 7, 1908, to the Penn Bridge Co. of Beaver Palls, Pa. The steel work has been fabricated in the shops, but none of it has been erected.

This contract begins at the west end of contract No. 18 and extends to the east end of contract No. 31 at

“ Contract No. 20-A.

Little Falls. The work includes 0.7 mile of land line at the eastern end and 3.8 miles of dredging in the Mohawk river between Pocky Bift dam and Little Palls. The contract was let on August 20, 1909, to Houston Barnard, of Rochester, N. Y. Work has not been begun.

“ Contract No. 31. This contract provides for the construction of lock No. 17, a guard-gate, bridge, retaining walls and one mile of land line through the city of Little Palls and for the building of a movable crest on the Rocky Rift dam and the superstructure of the Indian Castle guard-gate. This contract was let on September 2, 1908, to Casey & Murray, of Rochester, N. Y. Work was begun on September 12, 1908.

¹¹ The south wall of lock No. 17 and a timber tow-path around it were built during the winter, thus avoiding the use of a cofferdam in the bed of the old canal. During the summer excavation for the north wall and lock chamber has been carried nearly to completion, the north wall being ready for concrete. Most of the excavation from the lock was dumped in the large spoil bank in the river near Sta. 4305.

“ Excavation of rock for prism has been made from Sta. 4307 to Sta. 4313, the stone being crushed for concrete use. The retaining wall on the north side of the canal from Sta. 4301 to Sta. 4305 has been built and work begun on the wall running westward from Sta. 4308.

“ During the winter of 1908 the high cliff on the south side of the canal from Sta. 4317 to Sta. 4322 was excavated and the wall along the north side opposite to it was nearly completed. This work was done by the P. B. McCaghey Co. of Little Ealls under subcontract.

“ The western end of the contract from old lock Ho. 38 to Hansen Ave. bridge has been sublet to Lathrop, Shea & Henwood, of Buffalo, E. Y. Their work has consisted of building the retaining wall along the north side of the old feeder from Bellinger St. to Hansen Ave., some excavation of prism, building Hansen Ave. bridge and approaches, raising the river bridge leading to Hansen island and drilling rock preparatory to winter excavation with steam-shovel.

“ Under an extra work order dated May 5, 1909, fenders have been placed on the timber tow-path around lock Ho. 17.

“ The following alterations have been put in force: Ho. 1, changing the size of broken stone; Ho. 2, modifications of power house at lock Ho. 17.

“ Progress on this contract has been rapid and the work good. The percentage of work done to date is 34.3, which is 7 per cent ahead of the elapsed time.

“ The engineering work on this contract has been in charge of Mr. Frederick W. Harris, Assistant Engineer.

“ The following summary shows the amount of work put under contract and the amount done up to September 30, 1909, including alterations in force and extra work orders:

Preliminary    Per cent Per cent

ITEMS OF WORK.

estimate,    Work done Total work of work    of work

including all during year, done to date, done dur-    done to

alterations.    ing year. date.

Sawed lumber..................M. ft. B. M.

Lumber in miter-sills and gates.M. ft. B. M.

Lumber in needles..............M. ft. B. M.

......lin. ft.

... .cu. yds.

... .cu. yds.

... .cu. yds.

.. .cu. yds.    12,400

........lbs.    155,485

........lbs.    100,940

........lbs.    26,800

........lbs.    13,000

........lbs.    138,000

........lbs.    430,000

........lbs.    80,000

........lbs.    60,000

........lbs.    680,000

$1,000 600

$1,800 $1,000 $1,000 $3,500

$100

v,M

89,899

89,899

-■•.(I

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1,000

43,000

15,800

3,320

30

740

76

4.5

1,542

’328

136

53.9

1,542

’328

136

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Round timber...........

Second-class concrete.....

Reinforced concrete.......

First-class masonry coping

Dry retaining wall........

Third-class stone paving..

Cobblestone paving......

First-class riprap........

Fourth-class riprap......

Structural steel..........

Metal reinforcement......

Iron castings, plain......

Iron castings, machined...

Metal in upper lock-gates.

Metal in lower lock-gates.

Metal in buffer-beams.....

Metal in lock-valves......

Metal in guard-gates......

Wooden fence...........

W. I. pipe railing.........

Lattice railing...........

Filling seams............

Repointing old masonry. .

Storehouses..............

Coffer-dams, pumping, etc

Drilling bolt holes in rock.............lin. ft.

Raising bridge superstructures..............

Maintaining traffic.........................

Maintaining navigation....................

Deduct for buildings removed...............

Deduct for bridge superstructures removed. . .

5,300

57,160

2,598

2,598

387

168

180

230

IM

$800

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29,956

10,679

6,324

3,687

2,641

546

206

330

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114

114

1,395

1,395

poSot0OO(MOt0*O®®00OOMi^OM©c0OOH00OOOOOO^S O oi i—k On Ot    Oi Cn

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$1,800

$3,500

$25

$1,800

$3,500

$25

Ex'ra Work. Bracing timber towpath......

$451

$451

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Contract No. 30. This contract extends westward from contract dSTo. 31 and includes 3.7 miles of river line to Jacksonburg, 4.1 miles of land line to Herkimer, 4.5 miles of river line to Frankfort and 3 miles of land line to the eastern end of contract Ho. 29 at a point V-2 mile east of Sterling creek. The contract includes lock Ho. 18 at Jacksonburg, a guard-gate and a movable dam at Herkimer, a retaining dam at Frankfort, five bridges and incidental work. The contract was let on July 16, 1909, to the Acme Engineering and Contracting Co. of Schenectady, H. Y.

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Barge Canal, Contract No. 68.

View of low dam under construction, near Stillwater; built to divert the river into its main channel during navigable stages,

thus preventing rapids in the Barge canal channel.

“ Ho contract work has been done, but a large number of the appropriation surveys have been completed. Mr. Geo. I. Oakley, Assistant Engineer, is in charge of the engineering on this contract, with an office at Herkimer, H. Y.

“ Contract No. 29. This contract begins at the western end of contract Ho. 30 and includes 4 miles of land line, the western end being,at the eastern boundary of the city of Utica at the Oneida-Herkimer county line, which is also the western limit of the residency. The contract includes lock Ho. 19 at Sterling creek, two spillways, a dam, two large culverts and two bridges. The contract was let on April 3, 1909, to the Maryland Dredging & Contracting Co. of Baltimore, Md.

“ Work was begun in June. The prism has been excavated from the western end of the contract for about % of a mile. The substructure of the West Schuyler bridge has been completed and some work done on minor structures. The entire right-of-way line has been monumented. The contract is 4.5 per cent completed.

“ The engineering on this contract is in charge of Mr. Maurice IV. Williams, Assistant Engineer. The office is at Frankfort.

“ The following summary shows the amount of work put under contract and the amount done up to September 30, 1909.

ITEMS OF WORK.

Prelimi-

Prelimi- nary esti- Work done Total work of work mate, in- during done to done eluding all year. date. during alterations.    year.

nary

estimate.

Per cent Per cent of work done

to

date.

Clearing..............

Grubbing.............

Excavation...........

Sheeting and bracing... Round timber bracing..

Embankment.........

Lining...............

Sawed lumber. ..............

Lumber in miter-sills and gates

Foundation piles.........

Wooden sheet-piling......

Steel sheet-piling.........

Second-class concrete......

Reinforced concrete.......

First-class masonry coping.

Wash-wall...............

First-class stone paving... Third-class stone paving..

First-class riprap.........

Second-class riprap.......

Third-clas3 riprap......I..

Fourth-class riprap........

9-in. vitrified pipe, laid.... 30-in. vitrified pipe, laid. . .

Structural steel...........

Metal reinforcement.......

Iron castings, plain.......

. .lump sum ... .cu. yds. ... .cu. yds. .M. ft. B. M.

......lin. ft.

.....cu. yds.

.....cu. yds.

.M. ft. B. M.

. .M. ft. B. M.

.......lin. ft.

..M. ft. B. M.

.......sq. ft.

.....cu. yds.

.....cu. yds.

.....cu. yds.

... cu. yds.

.....sq. yds.

.....sq. yds.

.....cu. yds.

.....cu. yds.

.....cu. yds.

.....c i. yds.

......lin. ft.

......lin. ft.

lbs.

lbs.

lbs.

32,000

1,181,000

60

1,000

309,000

2,370

85,140

1,000

32,500

43

175

32,000

2,030

900

•Jin

1,530

I

5,900

'■mi

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75

233,000

90,400

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101,985 101,985

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8.5

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1,280 1,280

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ITEMS OF WORK.

Prelimi

nary

estimate.

Preliminary estimate, including all alterations.

Per cent

Work done Total work of work during year.

done to date.

done

during

year.

Per cent of work done

to

date.

lbs.

Iron castings, machined

Meta! in lock-gates.....

Metal in buffer-beams..

Metal in lock-valves....

Wooden pavement.....

Wooden fence..........

Maintaining traffic.....

Storehouse..........

Office building.........

Coffer-dams, pumping, bailing and drain-lump sum

lbs.

lbs.

lbs.

. .sq. yds. .. .lin. ft. lump sum lump sum lump sum

8,,500 250,000 78,000 35,000

2,800

$1,000

8,500

250,000

78,000

35,000

5 Hi

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2,800 $1.000 $800

oooooooo

$188

$7,500

$7,500

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“ In addition to the above contract work the following miscellaneous work has been done. Appropriation surveys on contract Ho. 29 have been completed and are well under way on contract Ho. 30. Additional appropriation surveys have been made on contracts Hos. 18 and 31. A small amount of center line has been relocated, topography taken and drive rod soundings made. Weekly gage readings along the Mohawk river have been taken throughout the year.

“ The following tabular statement shows the condition of the preliminary work on this residency. There should be very little increase in any of these items, as the work on this residency is now all under contract:

Tabular Statement of Preliminary Work.

ITEMS.

Reported 1 % f’

s<*yo-¹ svK,

tyus. 19Q9_

Total to

date.

Transit line........................................

Levels (including cross-sections)......................

Borings (wash-drill, drive-rod and earth auger).........

Borings (Calyx drill and test pits)....................

Topography.......................................

White paper plans (1 inch = 100 feet).................

Cross-sections......................................

Contract tracing...................................

Estimates, preliminary..............................

Estimates, contract.............'....................

Appropriation surveys..............................

Appropriation plans................................

lue line surveys...................................

.........miles

.........miles

........lin. ft.    27,220

........lin. ft.

......sq. miles

.........miles

.........miles

.........miles

.........miles

.........miles

.........miles

.........miles

.........miles

177

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45

28

28

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Champlain Canal, Residency INTo. 1.

Resident Engineer Erank N. Sanders reports:

“ This residency extends from the State dam at Troy to the change bridge just above old lock No. 10, near the Northumberland dam, Washington county, a length of about 27 miles.

“ The work done has consisted of preliminary work for the purpose of comparative estimates, preparation of contract drawings and supervision of construction. During the year a subdivision of contracts Nos. G9 and 70 was made, in order to expedite their being placed under construction. The present numbers of contracts in this residency are as follows: Contract No. G8, for the construction of locks Nos. 3, 4 and 5 ; contract No. G9, for the construction of lock No. 2 ; contract No. 70, for dredging the Hudson river between Waterford and lock No. 1; contract No. 71, for dredging the Hudson river between lock No. 1 and lock No. 2 and for the construction of lock No. 1 and dam No. 1; contract No. 72, for dredging the Hudson river between lock No. 2 and lock No. 4; contract No. 73, for dredging the Hudson river between lock No. 4 and lock No. 5 and also the construction work north of lock No. 5 between contracts Nos. 1 and 68; and contract No. 74, for the dredging of the canal channel between the Hudson river and lock No. 2 at Waterford.

“ During the early part of the year a comparative estimate was made to determine whether lock No. 3 could be constructed more advantageously by shifting it to the east and passing through a land cut instead of cutting the dam of the West Virginia Pulp and Paper Company, as the plans for contract No. G8 provided. All the necessary sections, quantities and computations were made, the result being in favor of the old line. Another comparative estimate was made to see if it would be advisable to construct lock No. 2 in a land cut between the highway and the plant of the Hudson River Electric Power Company, instead of through the island immediately east of the power house, as was originally planned. All the necessary field work was done, including borings, river soundings, cross-sections, etc. This was followed by the office work to determine the comparative cost. It was found that if this land line should be used the grade between lock JSTo. 1 and lock Ho. 2 would have to be lowered 2.5 feet to prevent the back water from the proposed dam 1STo. 1 submerging the wheel-pits of the power company. It was finally decided to construct the lock in the location first proposed, the lower grade being excavated 1.7 feet deeper than originally planned, the computations showing that with this grade and the spoil banks removed from the river, the water conditions at the power plant would remain unchanged.

“ In the preparation of plans for new contracts considerable work has been done. Water slopes have been computed for the maximum navigable stage and for flood elevations the entire length of canal in this residency, and between lock Ho. 1 and lock Ho. 2 water slopes have been computed for a number of discharges, using several different elevations of crest for dam Ho. 1.

“ Spoil banks generally have been removed from the river channel and areas provided on land for the disposition of the same, the excavation quantities being refigured with a factor of expansion of 0.9 for rock, instead of 0.5 formerly used, as the material excavated under contract Ho. 68 showed that the shale rock in the banks occupied more space than was supposed would be the case.

“ Plans 'prepared.— The tracings and computations for Contracts Hos. 70, 71 and 72 were finished and sent to the Barge Canal Office in Albany during September, 1909. The work done on these contracts included making a number of new tracings and for Contract Ho. 71 all previous work was revised to conform with the new grade of 17.5 instead of 19.2. Work on the plans for Contract Ho. 73 is progressing rapidly and they will be sent to Albany shortly. On Contract Ho. 73 considerable new work has been added near Horthnmberland, north of Lock Ho. 5.

“ Field work.— Appropriation surveys and maps were made in January of all lands appropriated under contract Ho. 68.

“ Contract No. 68 was let Hovember 17, 1908, to Shanley-Mor-rissey, Inc., Hew York city. It calls for the construction in the

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View of west wall of lock No. 5, Champlain canal, at Northumberland.

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Hudson river of lock Ho. 3 at Mechanicville, lock Ho. 4 at Stillwater and lock Ho. 5 at Horthumberland, together with panying land lines and all appertaining construction, with a length of about 1.4 miles. The contract price is $1,018,323 and it is to be completed April 15, 1912. At the present writing, September 30, 1909, the contract is 32.15 per cent completed, being 8.4 per cent ahead of the schedule.

accom-

“At lock Ho. 5 the contractor began operations in January by excavating with a steam-shovel in the upper prism. As the season advanced this work was discontinued to permit the trolley tracks to be relocated and excavation for the lock and approach walls started. Concreting began the first week in June and progressed rapidly all summer. At the end of September the entire west lock wall had been completed and about half of the upper and lower guide-walls, also about 340 feet of core-wall east, of the lock site.

“At lock Ho. 4 the steam-shovel started work in the upper prism March 1 and has worked continually, so that at the end of September the entire upper prism has been excavated and most of the material from the lock site removed. Well drills were used. Concrete was first placed in the dam between Bulson and Parry’s islands on August 18, the dam being completed September 24.

“At lock Ho. 3 during the month of June the contractor placed flash boards on the dam and also cribs for his lower coffer-dam. Excavation for the west chamber wall began July 20, and the first concrete was laid October 1.

“A. C. Richards, R. D. Hayes and L. T. Howard, Assistant Engineers, have been in charge of locks Hos. 3, 4 and 5, respectively.

“ The following is a summary of the work done under this contract:

Per cent of work done to date.

Per cent

ITEMS OF WORK.

Preliminary Work done Total work of work estimate. during year, done to date, done during year.

Clearing..............

Grubbing.............

Excavation...........

Sheeting and bracing... Round timber bracing..

Channeling...........

Embankment, wet.....

Embankment, dry.....

.lump sum .. .cu. yds. .. .cu. yds. . .ft. B. M. .... lin. ft. ... .sq. ft. ..    .cu.    yds.

..    .cu.    yds.

Lining..........................cu.    yds.

Sawed lumber (yellow pine or Douglas fir)

..........................M. ft. B. M.

Sawed lumber in needles.......M. ft. B. M.

White oak lumber in miter-sills and gates .M. ft. B. M.

......lin. ft.

yds. cu. yds. cu. yds. cu. yds. sq. yds. yds.

Foundation piies.........

Second-class concrete.....

Reinforced concrete......

First-class masonry coping

Wash wall...............

Third-class stone paving..

Fourth-class riprap.......

Structural steel..........

Metal reinforcement......

Iron castings, plain.......

Iron castings, machined...

Metal in lock-gate Metal in buffer-beams Metal in lock-valves.

Wooden pavement, 4-in. thick.... .sq. yds.

Wooden fence.....................lin. ft.

Drilling bolt holes in rock...........lin. ft.

Raising bridge superstructure... .lump sum

Maintaining highway traffic......lump sum

Three storehouses...................each

Two office buildings.................each

Coffer-dams, pumping, bailing and draining ............................lump sum

cu.

.cu.

lbs.

lbs.

lbs.

lbs.

lbs.

lbs.

lbs.

$100

$100

$100

4,800

550,000

50,000

1,000

170,000

30,000

43,000

2,774

394,895

12.470

’669

7,413

26,453

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14

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3,0()0

68,000

1,500

2,000

11,871

til 1

5. ns.1

’875

l:'i

2,025

770,000

240,000

100.000

’360

1,150

1,300

$2,000

$2,000

$800

$250

$25,000

$3,187

2,774

394,895

12.470

’669

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26,453

11,871

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Ctiampeatn Canai,, Residency No. 2.

Resident Engineer E. V. R. Payne reports:

“ Contract No. 1.

“ For excavating tlie river channel from Northumberland to Port Miller and from Crocker’s Reef to Fort Edward; the construction of the Crocker’s Reef dam and the approaches to the head and foot of ‘the land line ’ and other incidental work. Length, 7.075 miles. Contractor, Empire Engineering Corporation. Engineer in charge for the State, Harry Shoemaker, Assistant Engineer.

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Barge Canal, Contract No. 1.

View at the southern end of the contract. The Lobnitz rock-breaker is seen at work.

Hoxlhumberland Towpa-Hi 8ndge

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“ Excavation. The dipper-dredge Pontiac was out of commission from Sept. 30, 1908, to Oct. 5, 1908, undergoing repairs. It resumed work in land line at Crocker’s Beef, dredging along the foot of the slopes until November 1, when it was taken out of the river and shipped to the Western Division via Champlain and Erie canals. From Sept. 30 to Dec. 1, 1908, the dipper-dredge Peconic dredged at various points from Fort Miller to Northumberland, when it was taken to winter quarters in lower approach to lock No. 6 at Fort Miller. It resumed work on April 10, 1909, and on April 16 high water necessitated, the shutting down of dredge until the 19th. Tt again started and worked until May 20, at which time it was stopped on account of lack of broken rock to excavate. It was the plan to utilize the rock to fill the cribs being constructed at Fort Miller, the rock being an indurated sandstone very difficult to break with the Lobnitz machine. The dredge continued and is working at the end of the fiscal year. The total amount of excavation for the year, by the dredges, was 25,924 cubic yards. This comparatively small amount was due to the fact that a large percentage of the excavation was broken rock.

“ The wash-wall notch in the land line at Crocker’s Beef was excavated by a revolving crane mounted on a scow, operating an orange peel bucket, and partly by hand.

“ Some 2,548 cubic yards were excavated from borrow pits at Crocker’s to form embankment along the land line.

“A rock ledge along the west side of the land line was too high to break with the Lobnitz machine, and a small force of men worked with steam-drills at this point from Nov. 26, 1908, to February 19, 1909, when the drills were moved to the rock ledge at the south end of the lower approach walls to lock No. 6 at Fort Miller, and the work was continued there until March 19, 1909, loosening this ledge which the rock-breaker could not reach.

deposited along the east shore of the

was

“All surplus material excavated north of Crocker’s was deposited in the spoil area back of Billings island. Between Fort Miller and Sta. 44 + 00 spoil river and below Sta. 44 + 00 spoil was placed in the deep hole

south of the Northumberland bridge, shown on the plan as a spoil area.

“ The Lobnitz roclc-breaker operated from Sept. 30 to Dec. 10, 1908, on the various ledges between Eort Miller and Northumberland, and was then put in winter quarters in lower approach to lock No. 0. It resumed work March 24, 1909, and continued at intervals during the year on this south section of the contract. From April 14 to April 24 the high water in the river caused a shut-down of the breaker, and at numerous times during the year the plant was shut down on account of broken hammers, points and sockets for the points. It is estimated that 40,000 cubic yards of rock were broken by this machine during the season.

“ Embankment. 4,000 cubic yards of embankment were placed along either side of the land line at Crocker’s Reef, completing about 95 per cent of the embankment on this contract.

Timber Cribs. Nine round timber cribs for the lower approach to lock No. 6 were started April 1, 1909, the bottoms of which were framed on shore and towed into position along the east side of the prism in line with the east approach wall. The round timber work is practically completed and 79 per cent of the square timber face for the cribs has also been placed. They will be finished during the present season, which will complete the item of stone filling on this contract.

" IVash-wall. 88 per cent of the wash-wall on this contract is in place. No coping has been laid and the balance of the wash-wall cannot he placed until the bulkhead between contracts Nos. 1 and 3 at Crocker’s is removed. This represents about 225 lin. ft. of wash-wall to be placed on the slopes at the south end of the land line.

“ Breakwater Pier. The concrete pier at entrance to the land line at Crocker’s is completed and no settlement has been detected recently.

“First-class Riprap. 150 cubic yards of first-class riprap was placed around the north end of the concrete breakwater pier under the original contract.

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Barge Canal, Contract No. 1.

View showing the alignment of the canal channel in the Hudson in the vicinity of Billing’s island.

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J

“ Second-class Riprap. Under an extra work order second-class

riprap was placed around the north end of the concrete breakwater pier at the entrance to the Crocker’s land line and along the shore of the river at the south end of the pier to protect the hank. Work was started about January 1, 1909, and completed February 19,

About 2,400 cubic yards of stone were used.

“ The following is a summary of the items on contract ISTo. 1 as they stand on September 30, 1909, as modified by all alterations to date:

1909.

ITEMS OF WORK.

Prelimi

nary

estimate.

Quantities as modified by alterations, 1, 2, 3, 5, 6.

Work done during year.

Total work done to date.

Per cent    Per cent

of work    of work

done done during yeur.

to

date.

lump sum .. .cu. yds. . .cu. yds. . .cu. yds. . .ft. B. M. ... .lin. ft.

Clearing............

Grubbing............

All excavation........

Forming embankment Yellow pine timber...

Round timber.......

Iron and steel fastenin First-class concrete. . .

Second-class concrete.

Third-class concrete..

(Extra work order dated Nov. 24, 1908.)

cu. yds.

(Extra work order dated Oct. 3, 1908.)

Excavation........

Second-class concrete

Iron pipe..........

Stone paving.......

Second-class riprap

45%

lbs.

cu. yds. cu. yds. cu. yds.

cu. yds. cu. yds. ... tons sq. yds.

2,400 913, ,500 26,000 90,000 70,7.50 3,500 1,000 4,110 300 7,750 6,250

28,722

4,683

42,443

26,486

2,360

687,317

24,657

66,617

65,343

::ns

828

22'i

2,000

1,719

3,364

3,449

331

5,906

7,442

149

241

2,423

2,423

10 9

2.5

^ to 05 o Ci O* O* CO

I)

45

3.8

18

92

49.9

38.4

100

100

100

I'll I

100

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8888

§888

“ Contract No. 3.

“ For tlie excavation of the canal and the protection of its hanks from Sta. 147 + 75, below lock FTo. G at Fort Miller, to Sta. 262 + 00, above the guard-gate at Crocker’s Reef; the construction of lock No. G and its approaches, the guard-gate and its approaches, the bridge abutments and foundations at Sta. 151 + 60, Sta. 173 + 18, ’Sta. 213+4G and Sta. 247 + 50; the removal and reerection of the present bridge at East street; the change in location of the old Champlain canal and all other incidental work. Contractors, Sundstrom & Stratton. Engineer in charge for the State, C. A. Curtis, Assistant Engineer.

“ Excavation. This contract covers about 2.16 miles of canal in land line, connecting the FTorthumberland-Fort Miller pool with

the Crocker’s-Eort Edward pool, and is located on the east side of the Hudson river between Fort Miller and Crocker’s Reef. Excavation for the canal prism was begun in April, 1905, and excepting a small amount of excavation made by teams and graders, the work was done by steam-shovels and side dump cars. During the past season teams and slip scrapers, with wagons loaded by hand, and a small travelling stiff-leg derrick were used. The material so excavated was spoiled east of the Barge canal, except a small amount of trimming, which was spoiled along the back slope of the west embankment.

“ The walls of lock Ho. 6 and its approaches were backfilled with embankment taken from borrow-pits, one being located on the cast side of the old Champlain canal opposite the lock, the other on the west side of the Barge canal north of Ridge road bridge. From this borrow-pit a ditch was dug, connecting it with the two swamps on the Payne farms, in order to provide drainage for them to the river opposite Ridge road.

“All excavation and embankment were practically completed at this time, except trimming slopes and leveling spoil banks, which is under way. Work closed down for the year on December 31, 1908.

“ Wash-wall. Placing wash-wall and excavating the bottom of canal prism and trimming slopes, has taken the entire force from May 2, 1909, to date. The stone for the wash-wall was quarried at Elat Rock, north of Fort Ann, and delivered in boats to the unloading plant at Payne’s bridge. Here the cars were loaded by derricks and the stone delivered to the wash-wall notch by tracks along the top of the embankment on both sides of the canal. The wash-wall is about 90 per cent complete.

“ Riprap. About 25 per cent of the first-class riprap has been placed for the protection of the west embankment above the Crocker’s Reef dam.

“ Completed Worle. During the year the following items of work have been done:

Balance of slides have been excavated to the prism lines.

Bottom excavation completed to grade.

Slopes trimmed closely to line.

i*

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Barge Canal, Contract No. 3.

View from the highway bridge at the foot of lock No. 6, at Fort Miller, showing the entrance from the Hudson to the Fort

Miller-Crocker’s Beef land line.

Wash-wall notch practically completed.

Embankment. Embankments at lock !STo. 6 chamber and approach wall completed from borrow-pits. Prism embankments completed from excavation for wash-wall notch.

Concrete. The Port Miller culvert extension, connecting the southeast approach wall with the Fort Miller culvert under the old Champlain canal, is completed; vertical wall along temporary canal at lock !No. 13, completed; all work completed, except surfacing the lock walls and its approaches. “Summary. The amount paid by the State on account of contract ISTo. 3 is as follows:

Original contract and alterations, including the 10

$627,310 00 36,043 70 3,713 67 32 00 2,866 08 10,975 68 160 00

per cent retained by State........

Work order of October 10, 1906......

Work order of October 8, 1907......

Work order of October 21, 1907......

Work order of July 21,1908......

Work order of July 21, 1908......

Work order of Sept. 21, 1908......

Total

$681,101 13

“ The following is a summary of the items on contract No. 3 as they stand on September 30, 1909, as modified by all alterations to date:

ITEMS OF WORK.

Quantities

Prelimi- as modified Work done Total work of work during done to date.

nary

estimate.

by alterations 1 to 7.

year.

Per cent Per cent of work done done during year.

i'.

date.

Yellow pine timber and plank.. .ft. B. M. White oak timber in miter-si 11s. .ft. B. M.

Hemlock timber and plank.....ft. B. M.

Foundation piles, 15 ft. long.

Foundation piles, 20 ft. long..

Foundation piles, 25 ft. long........No.

Second-class concrete Third-class concrete First-cla

No.

No.

cu. yds. cu. yds. cu. yds.

ss masonry

Wash-wall including coping.....cu. yds.

First-class riprap..............cu. yds.

Iron castings...........

Steel castings..........

Structural steel.........

Wooden fencing........

lbs.

lbs.

lbs.

.......lin. ft.

Removing and resetting old bridge superstructure ...........

Sidewalk.............

Iron castings, machined All excavation outside original lines

...........................cu. yds.

All additional forms, etc., for concrete

..........................lump sum

All additional forms for recesses for operating machinery and cap stans lump sum

lump sum .. .lin. ft.

lbs.

tO 05 Xj 05

CO H- C5 05 CO Cn

CO Cn tO CO OCCOGC OCOHCDH

t— cn 1—4 CO O

4.50

0    24,000

18,000    18,000

tO    MOi

to    CO

CgV¹    CO    05 O

OOOOmOOWCOhOO

342.5

20,426

'231

5,366

0

1,045

328

477

100

801

6.7

96+

12.4

95—

8.1

91+

44

51.2

Mi

81.5

88+

7.

83.4

100

100

I'll

33,944

• ■77

20,604

231

129,015

1,477

28,951

3,309

419

25,152

*21,027

$5,820

$393.07

1+

99+

I""

4+

3.6

11+

78+

22.6

92+

83.7

75+

14 4

94.3

29.5

44.2

68.8

100

93+

104.8

116.8

100

100

* More than a 15 per cent increase allowed by resolution of Canal Board, December 5,1908.

“ Contract No. 3-A .

“ For the removal of certain dwellings, barns, stables, shops, outhouses and other structures, their foundations and other accesories, the cleaning out of all vaults and cesspools and disposal of their contents, building foundations, for moving house to parcel No. 148, for excavating cellar and for moving schoolhouse on parcel No, 141, on the site of contract No. 3, Contractors, Sundstrom & Stratton. Engineer in charge for the State, C. A. Curtis, Assistant Engineer.

“ This contract has been completed with the exception of removing a part of the small icehouse which stands on the right of way appropriated from Sarah Thorpe. No change has been made in this contract during the fiscal year.

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Bakge Canal, Contract No. 3.

Lock No. 6, Champlain canal, at Fort Miller, about completed.

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“ Contract No. 7.

u For furnishing and erecting in place steel highway bridge superstructures as follows: On contract No. 3, Champlain canal, section 2, bridge at Fort Miller, Sta. 151 + 84.54; bridge at Ridge road, Sta. 173 + 18; Payne’s bridge, Sta. 213 + 10. Contractor, Groton Bridge Company. Engineer in charge for the State, C. A. Curtis, Assistant Engineer.

“ The work on this contract was given its final inspection in June, 1909, and was declared satisfactory with the exception of the painting of the bridges. A force of men was sent on by the company and the defective work was repaired. After this the final estimate of that portion of the contract done on contract No. 3 was rendered, the account standing as follows:

$45,080 59 126 00

317,480 lbs. structural steel, per lb., $.04%........

84 lin. ft. railings, per lin ft., $1.50..........

10,408 ft. B. M. yellow pine or Douglas fir sawed

408 36 12 20 14 00

lumber, per M. ft. B. M., $45..........

G.l cu. yds. setting stone cop’g, per cu. yd., $2. .

7 cu. yds. lining, per cu. yd., $2............

Alteration No. 1 (approved by Canal Board, August 28, 1907).

718 07

17,303 ft. B. M. yellow pine or Douglas fir sawed lumber, per M. ft. B. M., $41.50........

Total

$16,419 22

“ Contract No. 16.

“ For furnishing and erecting in place steel highway bridge superstructures as follows: On contract No. 27, Champlain canal, section 2, Dunhams Basin bridge, Sta, 1048 + 70; East St. bridge, Sta. 1178 + 00; Argyle St. bridge, Sta. 1218 + 85; bridge below lock No. 7. Contractor, The United Construction Co. Engineer in charge for the State, S. W. Belding, Assistant Engineer.

“ During the year the contractor has erected the bridge over the Barge canal at Dunhams Basin, on contract No. 27, and has completed it according to the specifications for the various items as shown in the table attached.

u The following is a summary of the items on contract No. 16, as they stand on September 30, 1900, as modified by alteration No. 1:

ITEMS OF WORK.

Preliminary

estimate.

Work done during year.

Total work done to date.

Per cent ; of work i done during year.

Per cent of work done to date.

lbs

Structural steel Sawed lumber, yellow pine or Douglas fir

Sidewalk railings...

Setting stone coping Lining............

524,000

111,687

111,687

21.3

21.3

.M. ft. B. M.

......lin. ft.

yds. cu. yds

cu.

45

406

8.2

9.267

9.267

2.1

2.1

24.8

24.8

25

“ Contract No. 26.

“ For dredging a channel in the Hudson river between the south end of contract No. 27, Sta. 1245, at Fort Edward, and the north end of contract No. 1, Sta. 1286 + 33. Length 0.76 mile. Contractor, Lake Erie Bridging Co. Engineer in charge for the State, Harry Shoemaker, Assistant Engineer.

“ Excavation. The dipper-dreclge was employed in excavating the prism from October 1, 1908, to December 10, 1908, when it was laid up at the foot of Bradley’s island for the winter, together with the scows and tug. Later in the winter the entire fleet underwent repairs and was again put in commission April 27, 1909.

“ The excavated material has been placed in bottom-dump scows, which are hauled within the spoil area back of the timber crib on the west side of the river, then the material was rehandled by the dredge and a centrifugal pump. The pump was unable to handle the material on account of the large amount of sawmill edgings and debris during the season of 1909, and was abandoned. The construction of a traveling derrick, operating a Hayward clam, began May 7, 1909, and this commenced work July 10, since which time the scows are dumped in the spoil area and the material is rehandled by this clam, forming a spoil bank up to the prescribed elevation shown on the plans.

“ On account of the changing of lock No. 7 from the site of contract No. 27 to the upper end of contract No. 26, an alteration was put in force June 5, 1909, which decreased the quantity of excavation 56,800 cubic yards.

Jii

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Barge Canal, Contract No. 3.

View showing a portion of the completed canal prism, with a new bridge spanning the channel.

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“ During the winter of 1908-1909 a considerable amount of material silted on the site of this contract at the south end of the island.

“ The following is a summary of the items on contract No. 26, as they stand on September 30, 1909, as modified by all alterations to date:

ITEMS OF WORK.

Preliminary

estimate.

Quantities as modified by alteration.

Total work done to date.

Per cent of work done during year.

Per cent of work done to date.

Clearing......

All excavation

lump sum . .cu. yds.

$25 00 172,000

$25 00 115,200

40%

4(1

61,800

53.

“ Contract No. 27.

“For excavating the canal and protecting its sides, constructing locks No. 7, No. 8 and junction lock, necessary spillways, power plants and appertaining structures, a concrete arch bridge, bridge substructures and approaches, retaining walls, highways and other incidental details, between Sta. 1046 + 16, the south end of contract No. 25, at Dunhams Basin road, and the Hudson river at Fort Edward, Sta. 1245. Length of contract, 3.76 miles. Contractor, Kinser Construction Co. Engineer in charge for the State,

S. W. Belding, Assistant Engineer.

“ This report really covers the period between September 30, 1908, and January 1, 1909, for the reason that since the latter date practically no work has been done. This suspension of operations was caused by a disagreement between the State and the contractor over damages, etc., as a result of the slide of December 15, 1908, at the site of lock No. 7. Work has not been resumed as yet and the contractor has removed a large portion of his plant, leaving only his concrete-mixing plant, two dinky locomotives, with original track, hve derricks (without hoisters), two hoisting engines, fifteen concrete buckets, and a few dump cars, small tools, etc.

h'

“ Grubbing. The grubbing done was made by the electric Page bucket excavators, as they moved forward for the excavation, and varied considerably in depth. Only nine inches have been allowed for the estimates.

" Excavation. The rough excavation for the prism is completed between the north end, at Sta. 1046 + 16, and Sta. 1137 + 00; also between Stations 1148 + 00 and 1223 + 00, excepting only a narrow strip for the highway crossing at East street.

“ The excavation for the main walls of lock No. 8 and that for the northwest, northeast and southeast approach walls is also complete, as is that for the bridge abutments at Dunhams Basin and both the bridges at East street.

“At the original site for lock No. 7 the excavation was practically completed when the slide of December 15, 1908, occurred, and considerable material had been removed from the lower pool. Upon the refusal of the contractor to take steps to maintain navigation in time for the opening of the present Champlain canal — May 15, 1909 — at the site of the slide, which cut off the canal and tow-path, the Department of Public Works took the work in hand and built an earthen dike with puddle face for a tow-path from 200 feet below the Argyle street bridge to the Hudson Valley trolley bridge over the canal, thus forming a pool over the site of Barge canal lock No. 7. This arrangement to handle boats has operated successfully the past season.

“ The cut for the new Bond creek channel is finished and so is the excavation for the junction lock and its northeast approach wall.

“ The excavation remaining unfinished includes a short section at each end of lock No. 8, with that for the power plant; the rock in the lower pool, lock 8; the uncompleted prism between Stations 1223 + 00 and 1245 + 00, with the connection of the junction lock; that for the abutments at Argyle street, Baldwin avenue and the bridge at Sta. 1240 + 00; the wash-wall notch and the excavation for the dive culverts and ditches.

“ Sheeting and bracing. The only sheeting and bracing used thus far was at the north end and southwest corner of the junction lock.

“Embankment. No embankment has been built as yet along the canal prism, but the following items have been done:

“ Embankment around main walls and northeast approach wall, junction lock.

“ Bridge approaches at Dunhams Basin, about 9/10 completed, those at East street about 4/5 finished, and the approaches to the new bridges between Argyle St. and Baldwin Ave. about V2 completed.

c<

Sawed lumberyellow pine. The fenders on north approach walls at junction lock are complete.

“ White oak. The miter-sills are set in lock No. 8 and the junction lock, as are also the mud sill, tumble gate sill and wall timbers at junction lock.

“ Foundation piles. Round piles are driven under main and north splay walls—junction lock; also under bridge abutments — Dunhams Basin and both bridges at East street; under northeast splay wall, lock 8, and under northwest approach wall from north end south to Sta. 1137 + 05. Considerable difficulty was found in obtaining the required bearing for part of the last-named lot of piles; and also in holding them to their position when driving others nearby. This trouble had not yet been overcome at the time the work closed down in December, 1908.

“Sheet-piling. Sheet-piling has been driven under the entire length of the main walls of the junction lock and between the piers at the northwest corner of lock No. 8.

“ Wrought iron pipe railing. Pipe railing is in place along both stairways at the south end of lock No. 8.

“ Second-class concrete. The junction lock with its north splay walls and the northeast approach wall is complete, as are also the bridge abutments at Dunhams Basin. The northwest approach wall at lock No. 8 is complete for a length of about 220 feet, with 300 feet more at various elevations and incomplete; the main walls, floor, northeast splay wall, the isolated snubbing posts at north end of east side and about 00 feet of the southeast splay wall of lock No. 8 are complete, but the top surfacing at some points is not satisfactory and will have to be repaired.

“ The footings for piers and back posts of the main bridge at East street are in place, and the east abutment of the Bond creek bridge at that location is nearly complete. About two feet in depth of the footing course for the west abutment at Bond creek is laid.

“Reinforced concrete. The only reinforced concrete in place is that in the standard abutments at Dunhams Basin bridge.

“ Metal reinforcement. This includes the metal required in the junction lock and the main walls of lock bfo. 8, and is complete.

“ Masonry bridge coping. About two cubic yards for the Dunhams Basin bridge was finished.

“ Structural steel. As the gates are not yet placed in the junction lock the structural steel called for is about one-third in place, and that at lock ISTo. 8 is practically complete as far as the walls are built.

“ Iron castings, plain and machined. All iron castings called for in the walls of the junction lock, lock S, and the splay and approach walls, as already built, are in place, but the iron for both gates at the junction lock and that for operating the tumble-gate has not been delivered.

“ The machined iron in the valve seats at lock EA. 8 is in

place.

“Removing old bridge superstructures. One of the old bridges on East street has been removed.

“ Maintaining traffic. Traffic has been maintained at Dunhams Basin. East street, Broadway, Fort Edward, and at intervals in a very unsatisfactory manner at Baldwin avenue, due to flimsy construction of temporary bridge abutments.

“ Cast iron quoin-plates. Quoin-plates are all in place at lock No. 8.

“ Maintaining traffic at Bond creelc crossing. Traffic has been maintained at the East street crossing.

: 41

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Barge Canal, Contract No. 27.

Bird’s-eye view of lock nearing completion; lock No. 8, Champlain canal, near Fort, Edward.

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“ The following is a summary of the items on contract No. 27, as they stand on September 30, 1909, as modified by alterations 1 to 7:

Per cent Per cent

ITEMS OF WORK.

Preliminary    Work done Total work of work    of work

estimate.    during year, done to date, done dur-    done to

ing year.

date.

lump sum . .cu. yds. . .cu. yds.

Clearing......

Grubbing.....

All excavation

Sheeting and bracing..........M. ft. B. M.

Forming embankment

Gravel lining........

Sawed lumber, yellow pine or Douglas fir

Sawed lumber, hemlock.....

Yellow pine in lock-gate ..

White oak............

Round timber.............

Foundation piles, 12 ft. long Foundation piles, 15 ft. long Foundation piles, 16 ft. long Foundation piles, 20 ft. long Foundation piles, 24 ft. long

Sheet-piling...............

Wrought iron pipe railing...

Second-class concrete......

Reinforced concrete.......

Metal reinforcement.......

Masonry bridge coping.....

Wash-wall................

Second-class stone paving. .

Third-class riprap.....

Fourth-class riprap....

Wooden fencing.......

Structural steel.......

Iron castings...........

Iron castings, machined

Sluice-gates, complete, with hoists, etc... No.

Lowering Argyle St. bridge superstructure

............................lump sum

Removing old bridge superstructures.......

13,973

1,345,193

cu. yds. cu. yds.

195,423

4,837

4,362

294,292

26,485

12,036

908,151

36,514

3.671

. M. ft. B. M. . M. ft. B. M. . M. ft. B. M. ......lin. ft.

No!

No.

No.

No.

No.

.M. ft. B. M.

......lin. ft.

.....cu. yds.

_____cu. yds.

........lbs.

.....cu. yds.

.....cu. yds.

.....sq. yds.

.....cu. yds.

........cu. yds.

.........lin. ft.

lbs.

lbs.

lbs.

lump sum lump sum lump sum

Maintaining traffic...

Deduct for buildings.

Cast iron quoin-plates

Cast iron pipe.......

Wooden pavement.........

Lattice railing.............

15-in. vitrified pipe........................

Maintaining traffic, Bond creek... .lump sum

lb-

lbs.

......sq. yds.

........lin. ft.

.lin. ft.

Extra or unspecified icorlc orders. 24-ft. foundation piles, junction lock. :pairing break, junction lock.force -ft. foundation piles, junction 1 ock

.No.

MONWON

1,277

0

1,296

143.232

33,417 1,189 72,067 17

24.546

’768

132

6,100

213,775

73,310

7,650

8,700

216,394

i :.2

35

<>

0.568

I)

2.966

2.966

324

324

35

1.834

5,930

82

9,910

10,827

9,622

ii

II

7,909

||

77.614

35

18,772

12,523

04

15,032

37,195

6,520

C2

oooooo

Re

21

No.

20-ft. foundation piles, northwest approach

wall, lock 8........................No

Driving and holding down piles under pari of northwest approach wall, lock No. £

................No. and force account.

Building earth dam across old canal, Fori Edward..................force accounl

kO    •    05    CQ

O    '    CO    -ti

L-    •    kO

17

77.4

21 2

86.1

21.8

67.5

6.9

13.5

95.1

25.3

2.7

1.2

62.5

17.7

13.7

5.1

13.1

■I

25

15

90.9

25

100

100

18.6

2.5

95.1

25.3

7.3

I—¹ Ok O) ^<J05lN5 0k

4^ C tO Oi 4^

5" 7

85.2

25

15

104

25

100

100

100

100

Unfinished

100

' Contract No. 32.

“For constructing the lock-gates, needle-beams, needles and lock-valves on contracts !Nos. 3, 25 and 27. Contractor, Penn Bridge Company., Engineer in charge for the State, C. A. Curtis, Assistant Engineer.

“ A small force arrived the latter part of August and began assembling the plant for erecting the gates and needle-beams at lock No. 6, on contract No. 3. Timber for needles was received and the lower needles were shaped and treated with the preservative.”

Champlain Canal, Residency No. 3.

Assistant Engineer 19. E. LaDu reports:

“ This residency extends from the highway crossing at Dunhams Basin, Washington county, to Lake Champlain, at Whitehall, Washington county, a distance of 19.8 miles.

“ Contract No. 15. For excavating the canal and protecting its sides, constructing lock No. 11, dam No. 4, lock No. 1.2, dam No. 5, and appertaining structures, a spillway, a highway, two masonry culverts, five bridges with their piers and abutments, and other incidental details, between Lake Champlain at Whitehall, Washington county, Sta. 0-73, and Sta. 356, on Wood creek, about 0.6 mile north of Comstock post-office, Washington county. This contract was awarded to the Atlantic, Gulf & Pacific Company on August 9, 1906. Its length is 6.8 miles, extending from Lake Champlain at Whitehall to a point about 0.6 mile north of Comstock.

“At Whitehall the construction of the east (river) wall of lock 12, including the timber crib at the north end, progressed until the latter part of January, when work was closed down for the winter. During April and May the remainder of this wall was completed. No construction work has been done on lock 12 during the summer months.

“ Just south of Saunders street bridge, Whitehall, about 79 per cent of the southeast approach wall of lock 12 has been constructed. This is all that can feasibly be done on this wall at present.

“ During the fall of 1908 the dyking machines and hydraulic dredge Champlain worked northward through the village of Whitehall to a point near the Saunders street bridge, completing all the available excavation, after which the dyking machines were re-

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View of lock No. 11 at Comstock, showing upper gates and buffer-beam in place.

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moved to contract No. 25 and tlie dredge Champlain to Comstock for winter repairs. In April the dredge began operation near lock No. 11 and worked northward to the guard-lock, cleaning up the canal bottom and flattening the slope on the west side. The dredge has also excavated for the upper and lower approaches to lock No. 11, and on the completion of the above work was transferred to contract No. 25.

“ During the summer a floating excavator has been constructed near the guard-lock. This machine, working northward, began operations in September, trimming the prism slopes on the east side to conform to the lines for wash-wall.

“At lock No. 11 the construction of the lock walls and approaches and the erection and hanging of the needle-beams continued until January, when all work, except the building of a dipper-dredge, was suspended for the winter. Since the opening of work in the spring the concrete work for the lock proper has been almost completed; both the upper and lower gates have been erected and swung into position; the southwest approach wall is entirely finished, and the northwest and southeast approach walls have been, respectively, 32 per cent and 27 per cent completed.

“All construction work has progressed satisfactorily throughout the year.

“ The Delaware and Hudson Railroad Company has constructed the bridge abutments for the Rutland Branch crossing over the Barge canal at Whitehall. Both of these abutments have been completed, and the company is now driving piles for the false work.

“ The following is a summary for the year ended September 30, 1909:

Preliminary

estimate,

including

alterations.

ITEMS OF WORK.

Per cent Per cent Work done Total work of work of work during year, done to date, done dur- done to ing year. date.

Clearing.....

Grubbing. ...

All excavation

Sheeting and bracing...............ft. B. M.

Embankment......................cu. yds.

4-inch vitrified pipe..................lin. ft.

Iron castings, plain.....................lbs.    166,000

Iron castings, machined.................lbs.    50,000

Structural steel........................lbs.    1,102 960

Metal reinforcement....................lbs.    127,480

Upper lock-gates.................lump sum    $11,100

Lower gates, lock No. 11..........lump sum    $8,500

Needle-dams, lock No. 11..........lump sum    $5,200

Needle-dams, upper end, lock No. 12 .lump sum    $2,400

Needle-dams, lower end, lock No. 12. lump sum    $3,100

______ _j......................lumpsum $7,200

...acres    12.36

cu. yds.    12,000

yds.    2,915,110

50,000 167,860 40,000 95,000

cu.

443

s.M;

8,492

100,740

56,481

12.36

7.957

383,648    2,272,277

6,299    17,375

2,128 20,061 19,208

1.958 567

5,004 87,412 36,634

932

20,061

19,208

1,958

1,988

12,483

15,498

22,634

11,886

14,610

5.535

$5,550

$8,500

$3,068

567

$310

Lock-valves

$5,400

123,453

42,661

26,195

15,673

$5,550

$8,500

$3,068

$310

$5,400

SIS: £8g*.-!i2KS*358S!fcggo55ooo

Gross estimate,

$1,463,161    $238,580    $928,920

' Contract No. 25. For excavating the canal and protecting its sides, constructing lock No. 9 and necessary spillways, power plants and appertaining structures, bridge superstructures and approaches, retaining walls, highways and other incidental details, between Sta. 356, about 0.6 mile north of Comstock post-office, Washington county, and Sta. 1041 + 54, which is also Sta. 1046 + 16 at Dunhams Basin road, Washington county. The length of this contract is 13 miles. This contract was awarded to the Atlantic, Gulf & Pacific Company on November 19, 1906.

“ The dredge Fort Edward worked until December, 1908, excavating to within four feet of grade up to lock No. 9, just south of Smiths Basin. It also excavated about 1,000 feet north of Fort Ann. It began again in April and excavated about one mile north of Fort Ann and bottomed out to grade all but about one-half mile between Bray ton’s crossing and Smiths Basin. This dredge has been idle since July.

“ The dredge Champlain started excavating in April at about 500 feet from the north end of the contract and excavated south to Dewey’s bridge. This dredge has been idle since August.

“ Excavation was made by hand for the Comstock retaining wall and culvert. Excavation was made by the towers and McMyler, and dykes erected from the north end of the contract to Elat Bock and from lock No. 9 to within one-half mile of the south end of the contract. Also part of by-pass was excavated. Bock excavation was also made for lock No. 9 and the upper approach wall.

“ The rock cuts at Wooden Lock were nearly completed and about one-fifth of the rock at Flat Bock was removed.

“A number of ditches near lock No. 9 were completed. Embankment was placed from Fort Ann about one mile north and also back of Wood creek spillway, East creek spillway, and the siphon spillway.

“ The highway about one mile north of Fort Ann, 2,200 feet long, was completed.

“ Piles were under about one-half the southwest approach wall to lock No. 9, under the siphon spillway and under the Comstock retaining wall.

“ Sheet-piles were driven in revetment from George Henry’s road to within one mile of lock No. 9.

“ The retaining wall and culvert at Comstock were constructed. The siphon spillway, the Wood creek spillway and East creek spillway were competed and lock No. 9 about five-eighths completed.

“ Biprap on East creek spillway, Wood creek spillway, siphon spillway and by-pass was all laid.

“ The following is a summary for the year ended September 30, 1909:

Per cent of work done to date.

Per cent

ITEMS OF WORK.

Preliminary Work done Total work of work estimate. during year, done to date, done during year.

Clearing.....................

Grubbing....................

All excavation...............

Embankment................

Lining......................

Sawed lumber, hemlock.......

Piling......................

Sheet-piling..................

Concrete, all classes...........

Riprap......................

Paving, second-class..........

Ballast......................

Iron castings, plain...........

Iron castings, machined.......

Metal reinforcement..........

Structural steel..............

Gross estimate................

........acres

.....cu. yds.

.....cu. yds.

.....cu. yds.

.....cu. yds.

.....ft. B. M.

No.

.....ft. B. M.

.cu. yds. yds. yds. cu. yds.

.cu.

.sq.

lbs.

§frr

$1,686,345

24.19    65.69

4,824    9,435

1,663,647    3,404,930

9,623 1,499 2,570

340,886 13,721 1,455

37

13

100

1,616

1,499

2,570

Tv

332,072

13,254

1,420

r.

57

15,145

8,240

10,317

30

11

37

27

45

id

11

95

*46

js

47

40

r.

17

15,145 8,240 13,649 5,738

*482,670 $890,240

5,738

•V.

■Vv

41

12

10

29

41

16

HI

53

* Due to extra work order.

IMPROVEMENT OF PUBLIC HIGHWAYS.

Although the work of highway improvement is not now in charge of this Department, it was not turned over to the newly-created Deiiartment of Highways till February 17, 1909, or four and a half months after the beginning of the fiscal year covered by this report. To complete the record of this form of public improvement while in charge of the State Engineer, an account of what wTas accomplished on the Eastern Division during this period of four and one-half months will be found in tabular form appended to my report.

APPENDED TABLES.

There will be found also a statement showing the engineering expenses and tables giving all contracts in force during the year, separated into two groups, those completed and those still pending. Respectfully submitted,

GEORGE D. WILLIAMS,

Division Engineer

The Following Statements Show the Names, Rank and Compensation of Engineers Employed in the Eastern Division of tiie Department of the State Engineer and Surveyor, Together with Incidental Expenses, for the Fiscal Year Ended September 30, 1909.

Ordinary Repairs to Canals — Erie Canal.

Chapter 465, Laws of 1908.

NAME.

Rank.

Rate of compensation.

Services.

Travel.

Total.

L. B. Harrison........

George D. Williams.... Noble E. Whitford....

Charles Stark.........

Loretta C. Cantwell. . .

Hattie A. Dell........

B. L. Fredendall......

Geo. L. Schillner......

H. J. Richardson......

W. P. Deevey.........

Division engineer............

Division engineer............

Resident engineer............

Financial clerk..............

Stenographer...............

Stenographer...............

Stenographer................

Engineering draftsman.......

Rodman....................

Laborer....................

$3,600 per year 3,600 per year 2,700 per year 5 00 per day 50 per month 83 33 per month 150 per month 5 00 per day 4 00 per day 2 00 per day

$900 00 2,400 00 225 00 135 00 25 81 166 66 150 00 1,035 00 60 00 62 00

$900 00 2,400 00 225 00 135 00 25 81 166 66 150 00 1,035 00 60 00 62 00

Stationery and printing..

Fuel and light..........

Postage................

Telephone and telegraph Miscellaneous...........

Incidental Expenses.

$5,159 47

$5,159 47

$567 52 202 80 140 00 682 92 1,259 67

2,852 91

Total

$8,012 38

Ordinary Repairs to Canals — Champlain Canal.

Chapter 465, Laws of 1908.

NAME.

Rank.

Rate of compensation.

Services. Travel.

Total.

George D. VV illiams.... Division engineer. Noble E. Whitford. . .. Resident engineer Charles B. Dunham, Jr. Clerk B. L. Fredendall Hattie A. Dell. .

Loretta C. Cantwell.... Stenographer........

George L. Schillner.... Engineering draftsman H. J. Richardson

Stenographer

Stenographer

Rodman....

$3,600 per year 2,700 per year 100 per month 150 per month 83 33 per month 50 per month 5 00 per day 4 00 per day

88888888

88888888

Stationery and printing.

Fuel and light..........

Postage................

Telephone and telegraph Miscellaneous...........

Incidental Expenses.

$2,266 98

$2,266 98

$125 42 478 GO 100 70 329 08 686 84

1,720 64

Total

$3,987 62

Construction of Barge Canal — Head Office Account

Chapter 147, Laws of 1903, and amendatory laws.

NAME.

Rank.

Rate of compensation.

Services.

Travel.

Total.

W. R. Hill...........

W. B. Landreth.......

H. D. Alexander......

George F. Chism......

Robert E. Horton.....

S. M. Savage.........

Noble E. Whitford....

O. F. Bellows.........

R. S. Greenman.......

C. H. Hoyt...........

E. A. Lamb..........

C. H. MacCulloch.....

H. P. Willis..........

YV. R. Davis..........

John G. Peck.........

John Bartholomew R. C. Bastress........

E.    A. Brainard........

G.    M. Braune.........

J. C. Green...........

C. N. Haggart........

A H. Higley.........

Harold Levy.........

H.    D. Miller..........

H. J. Scheurermann. ..

A. G. Hayden........

Emil Bie.............

H. E. Brainerd.......

G. M. Purver.........

C. H. Wood..........

J. C. Podmore........

J. H. B. Altdoerffer....

G.    H. Bugenhagen.....

J. P. Considine........

H.    E. Helfand........

F.    A. Hermans........

A. E. Hill............

F.    YV. Leonhard.......

E. L. Pierce..........

E. G. Semon.........

G.    E. Maynard.......

Martin..........

W. P. Falkenstein.....

R.    M. Wheeler........

J. M. Angus..........

Leo Freitag..........

A. C. Miller.........

E.    E. Briggs..........

S.    T. Vosburgh.......

F.    M. Beer..........

J. F. Blaise...........

W. H. Hale.........

C. E. Quimby........

F. E. Winter........

F. B.

C.    C. Egbert..........

Geo. F. Stickney......

E. F. Van Hoesen.....

D.    A. Watt...........

R. R. Stuart.........

J. T. Durham.........

H. E. Breed..........

Parkes D. Wendell....

J. M. Smelzer.........

Chas. B. Dunham, Jr. .

John T. Gorman......

J. C. Guffin...........

Geo. W. Ruso........

G.    T. Waterman......

J. E. F. Minnock......

B. L. Fredendall......

H.    YV. Cowlbeck......

Nelle Clark...........

Cleora Van Vleck.....

Special deputy state engineer.... Special deputy state engineer....

Resident engineer..............

Resident engineer..............

Resident engineer..............

Resident engineer..............

Resident engineer..............

Resident engineer..............

Resident engineer..............

Resident engineer..............

Resident engineer..............

Resident engineer..............

Resident engineer..............

Chief bridge designer............

Assistant chief bridge designer.... Bridge designer..,

Bridge designer.. .

Bridge designer...

Bridge designer...

Bridge designer..

Bridge designer...

Bridge designer. .

Bridge designer. .

Bridge designer. .

Bridge designer. .

Bridge designer. .

Bridge designer. .

Bridge designer...

Bridge designer. .

Bridge designer. .

Bridge designer. .

Bridge designer. .

Bridge designer. .

Bridge designer. .

Bridge designer. .

Bridge designer. .

Bridge designer. .

Bridge designer. .

Bridge designer. .

Bridge designer. .

Bridge draftsman.

Bridge draftsman.

Bridge draftsman.

Bridge draftsman.

Bridge draftsman.

Bridge draftsman.

Bridge draftsman.

Junior bridge draftsman.........

Junior bridge draftsman.........

Junior bridge draftsman.........

Junior bridge draftsman.........

Junior bridge draftsman.........

Junior bridge draftsman.........

Provisional junior bridge draftsman ........................

Expert on electrical design.......

Lock designer..................

Expert on R. R. crossings.......

Expert designer................

Engineer water-supply..........

Confidential assistant...........

Financial clerk and auditor......

Estimate clerk.................

Index clerk....................

Clerk.........................

Clerk.........................

Clerk..........................

Clerk.........................

Clerk.........................

Clerk.........................

Stenographer..................

Stenographer..................

Stenographer..................

Stenographer..................

$1,250 00 4,874 94 3,000 00 1,169 35

2.500    64 1,800 00 1,800 00 1,200 00 2,400 00

735 48 1,078 57 1,290 32 289 17 3,395 76 2,951 35 792 48 1,712 36 2,100 00 2,010 38 2,100 00 1,855 56 2,083 06 2,042 60 1,862 90 2,100 00 1,339 32

1.500    00 1.155 36

847 26 1,600 00 1,562 61 808 61 820 83 771 23 1,201 61 1,500 00 106 67 875 00 1,072 58 1,047 20 1,175 15 725 00 1,001 00 498 67 1,070 00 1,047 20 269 88 1,193 55 960 00 312 50 112 26 38 71 173 71

$5,000 per year 5,000 per year 3,000

2,700 per year 2,700

2,700 per year 2,700

2,400 per year 2,400

2,400 per year 2,400 per year 2,400

2,400 per year 3,900 per year 3,000 per year 175 per month 175 per month 175 per month 175 per month 175 per month 175 per month 175 per month . 175 per month 175 per month 175 per month 160 per month 150 per month 150 per month 150 per month 150 per month 140 per month 125 per month 125 per month 125 per month 125 per month 125 per month 125 per month 125 per month 125 per month 125 per month 125 per month 125 per month 110 per month 110 per month 100 per month 100 per month 100 per month 100 per month 90 per month 75 per month 75 per month 75 per month 75 per month

75 per month 20 00 per day 375 per month 375 per month 375 per month 225 per month 4,000 per year 2,800 per year 175 per month 125 per month 100 per month 100 per month 100 per month 100 per month 80 per month 75 per month 150 per month 125 per month 100 per month    1,200 00

100 per month    1,099 98

per year

per year

per year

per year

per year

80 20

17    91 702 41

18    06

4 20

21 22

15 OS

8 80

9 15

2 52

26 96

$1,737 60 5,217 37 3,389 80 1,469 90 4,665 15 1,852 84 1,840 72 1,229 67 4,578 39 735 48 1,078 57 1,290 32 369 37 3,413 67 3,653 76 810 54 1,712 36 2,100 00 2,010 38 2,100 00 1,859 76 2,104 28 2,042 60 1,862 90 2,115 03 1,339 32 1,500 00 1,164 16 847 26 1,600 00 1,571 76 808 61 820 83 771 23 1,201 61 1,500 00 166 67 875 00 1,072 58 1,049 73 1,202 11 725 00 1,CC1 00 498 67 1,070 00 1,047 20 269 88 1,193 55 960 00 312 50 112 26 38 71 173 71

14 52 1,746 21 4,400 00 3,084 68 4,400 00 1,350 00 1,569 88 2,099 97 175 00 1,125 00 664 52 1,150 00 1,200 00 1,200 00 720 00 735 00 300 00 375 00

41

161 83 164 89 580 04 131 79 43 35 382 52 23 91

14 52 1,787 98 4,561 83 3,249 57 4,980 04

1.481    79 1,613 23

2.482    49 198 91

1,125 00 664 52 1,150 00 1,200 00 1,200 Oo 720 00 735 Oo 300 00 375 00 1,200 0„ 1,099 9q

Construction of Barge Canal— Head Office Account— (Cont’d).

NAME.

Rank.

Rate of compensation.

Services. Travel.

Total.

Mabel Wienholz.......Stenographer

H. L. Davis..........Stenographer

Hattie A. Dell........Stenographer

Adele Hallenbeck.....Stenographer

S.    C. MacNeill........Stenographer

L.    J. Mulhauser.......Stenographer

M.    G. Harrington.....Stenographer

Grace Haswell........Stenographer

J. J. Tobin........... Stenographer..........

B.    T. Kelly...........Stenographer..........

Kathryn M. Pitts.....Stenographer..........

Martinie Devlin.......Temporary stenographer

Mary E. Heeran......Temporary stenographer

C.    D. Burrus.........Engineering draftsman..

E. G. Blessing........Engineering draftsman..

E. A. Bonney.........Engineering draftsman..

J. M. Friedland.......Engineering draftsman..

J. A. O’Donnell.......Engineering draftsman..

Wm. J. Picard........Engineering draftsman..

Rupert Sturtevant.... Engineering draftsman L. B. Westfall........Engineering draftsman

T.    S. Bailey..........Engineering draftsman

G. Gale Dixon........Engineering draftsman

J. H. McCormick, Jr... Engineering draftsman E. E. Brandow.......Engineering draftsman

E.    C. Hackett........Engineering draftsman

L. Lee Hadley........Engineering draftsman.

G. D. Meer...........Engineering draftsman.

A. P. Mussi...........Engineering draftsman.

J. N. Stevens.........Engineering draftsman.

J. L. Southworth......Engineering draftsman.

A. W. Thayer.........Engineering draftsman.

J. J. Cosgrave........Architectural draftsman

R. R. Shearer.........Architectural draftsman

F.    E. Blake..........Mechanical engineer....

W. S. Klos...........Mechanical draftsman..

C. P. Wiweke.........Mechanical draftsman..

J. A. Jensen..........Mechanical draftsman..

Theron Ainsworth.....Tracer...............

Bernard Gazier.......Tracer...............

G.    L. Knott..........Tracer...............

Maximilian Komow. . . Tracer

Tracer Tracer Tracer Tracer Tracer

C. G. Lamphere...

J. A. Pritchard. . .

J. H. Forth......

C. T. Kniskern, Jr P. R. Murray....

Edward Anderberg.... Assistant engineer

F. C Ashley..........Assistant    engineer

F. A. Biggi...........Assistant    engineer

Clark Brown..........Assistant    engineer

S. F. Carlisle.........Assistant    engineer

A.    G. Chapman.......Assistant engineer

C.    R. Chase..........Assistant    engineer

J. S. Clancy..........Assistant engineer

W. S. Coulter.........Assistant engineer

DeWitt H. Daley.....Assistant engineer

E.    J. Doyle...........Assistant    engineer

F.    M. Eames.........Assistant    engineer

G.    E. Gibson.........Assistant    engineer

H.    W. Hale..........Assistant engineer

R. L. Holt...........Assistant engineer

Charles Kiehm........Assistant engineer

H. C. Kline...........Assistant    engineer

D.    R. Lee............Assistant    engineer

B.    J. Lowenstein......Assistant engineer

J. H. McElroy........Assistant    engineer

A.    S. Mirick..........Assistant    engineer

C.    W. Morris, Jr......Assistant engineer

J. P. Newton.........Assistant engineer

P. W. O’Grady.......Assistant engineer

E.    C. Olcott..........Assistant    engineer

R. E. Phillips.........Assistant    engineer

E. G. Raynor.........Assistant    engineer

B.    W. Rosekrans......Assistant engineer.

$100 per month 83 33 per month 83 r 3 per month 76 per month 75 per month 75 per month 60 per month 60 per month 60 per month 50 per month 50 per month 75 per month 75 per month 6 00 per day 5 00 per day 5 00 per day 5 00 per day 5 00 per day 5 00 per day 5 00 per day

5    00 per day 4 5., per day 4 50 per day 4 50 per day 4 00 per day 4 00 per day 4 00 per day 4 00 per day 4 00 per day 4 00 per day 4 00 per day 4 00 per day

125 per month

125 per month

175 per month 90 per month 90 per month 75 per month 75 per month 75 per month 75 per month 75 per month 75 per month 75 per month 60 per month 60 per month 60 per month

6    00 per day 6 00 per day 6 00 per day 6 00 per day 6 00 per day 6 00 per day 6 00 per day 6 00 per day 6 00 per day 6 00 per day 6 00 per day 6 00 per day 6 00 per day 6 00 per day 6 00 per day 6 00 per day 6 00 per day 6 00 per day 6 00 per day 6 00 per day 6 00 per day 6 00 per day 6 00 per day 6 00 per day 6 00 per day 6 00 per day 6 00 per day 6 00 per day

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$16 33

6 58

10 66

1 95

2 00

2 70

i|gigili§S¥lS£|gSs'giiSliiiSSIsiBsas.igsggE8Sl

199 77 69 23

7 46

7 54

51 07

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17; i 32

14 40

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NAME.

Rank.

Rate of compensation.

Services. Travel.

Total.

A. D. Sanderson......

H. O. Schermerhorn... W. H. Slingerland, Jr..

A.    E. Steere..........

G.    G. Underhill.......

J. H. Sturdevant......

E.    W. Sylvester.......

T. R. Tetley, Jr.......

H.    A. Weeks.........

W. G. Wildes.........

Joseph H. Young.....

R. G. Finch..........

H. A. Gehring........

F.    S. Crowell.........

B.    I. Hall............

L. W. Irish...........

F.    C. Koerner.........

G.    W. Stickney.......

H.    T. Arnold.........

A. T. Clark...........

J. F. Greathead.......

T. A. Hendrickson....

George G. Sweet......

T. L. Watkins........

D.    W. Overocker......

L.    S. Rickard.........

J. B. Whipple........

C.    M. Colony.........

A. R. Patchke........

Frank Roberts........

M.    E. Cottrell.........

R. E. Demming.......

G.    B. Kelley..........

D.    H. Hill............

J. J. Schworm........

J. C. Adams..........

M. H. Boigeol........

H.    V. Button.........

W. H. Dodd..........

H. F. Eagan..........

M.    I. Franklin........

Jacob Gallo witz.......

Joseph T. Murphy.....

E.    C. Niles...........

N.    B. Robbins........

E.    V. Allendorph......

M. S. Bierce..........

Charles M. Leet.......

J. M. Taylor..........

E.    F. Weeks..........

D. F. Allen...........

William Atkinson.....

Clarence Barker.......

A. M. Barton.........

F.    C. Batt............

J. H. Boyland........

J. J. Brown..........

J. H. Byrnes.........

J. M. Connolly........

G.    E. Cumner.........

George Cunningham...

J. E. Dempsey........

R. J. Dobbins........

Stephen Feenan.......

Alexander Greenwald..

James Haley.........

W. A. Hanrahan......

Harry Hertz..........

Edgar Hull...........

George E. Koonman... Simeon Lodewick.....

Macdonald......

M. A. McMahon.......

L. E. Moore..........

Carroll A. Parry......

J. M.

Assistant engineer Assistant engineer Assistant engineer Assistant engineer. .. Assistant engineer. .. Assistant engineer. .. Assistant engineer. .. Assistant engineer. . . Assistant engineer. . . Assistant engineer. .. Assistant engineer. .. Assistant engineer. .. Assistant engineer. .. Assistant engineer. .. Assistant engineer. .. Assistant engineer. .. Assistant engineer. .. Assistant engineer. ..

Leveler.............

Leveler.............

Leveler.............

Leveler.............

Leveler.............

Leveler.............

Leveler.............

Leveler.............

Leveler.............

Rodman............

Rodman............

Rodman............

Rodman............

Rodman............

Rodman............

Rodman............

Rodman............

Chainman..........

Chainman..........

Chainman..........

Chainman..........

Chainman..........

Chainman..........

Chainman..........

Chainman..........

Chainman..........

Chainman..........

Inspector of masonry Inspector of masonry Inspector of masonry Inspector of masonry Inspector of masonry

Laborer............

Laborer............

Laborer............

Laborer............

Laborer............

Laborer............

Laborer............

Laborer............

Laborer............

Laborer............

Laborer............

Laborer............

Laborer............

Laborer............

Laborer............

Laborer............

Laborer............

Laborer............

Laborer............

Laborer............

Laborer............

Laborer............

Laborer............

Laborer............

Laborer............

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$177 43 13 87 11 19

10 15 13 49

5 69

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1 68

4 33

36 46

102 61 56 73

1 48

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Construction of Barge Canal — Head Office Account— (ConcVd).

NAME.

Rank.

Rate of compensation.

Services.

Travel.

Total.

H. S. Parsons.........

James L. Quinn.......

Thomas Rattoone.....

C.    H. Richardson......

H. J. Soules..........

Julius Stern..........

Michael Tierney.......

H. J. Whitman.......

F. M. Hill............

E. M. Chamberlain

E. H. Wetsel.........

John J. McManus.....

Ammie Bailey........

M. E. Baker..........

LeRoy Bamer........

K. M. Boutelle Thomas J. S. Bi

J. G. Bushnell....

O.    B. Fitzgerald...

Robert A. Gross. . . Byron Houghtaling R. J. Maloy......

D.    B. Mattice.....

Julius Mishkin....

Nelson Mory......

J. J. Mi

George K. Shuler J. T. Smith.....

P.    D. Unger....

Sibella Carroll. .

s E. Bowen :rns......

irnane

Laborer.....................

Laborer.....................

Laborer.....................

Laborer.....................

Laborer.....................

Laborer.....................

Laborer.....................

Laborer.....................

Title maker..................

Night watchman.............

Foreman of public works......

Foreman of borings...........

Axeman and office assistant.... Axeman and office assistant.... Axeman and office assistant.

Axeman and office assistant.....

Axeman and office assistant.....

Axeman and office assistant.....

Axeman and office assistant.....

Axeman and office assistant.....

Axeman and office assistant.....

Axeman and office assistant.....

Axeman and office assistant.....

Axeman and office assistant.....

Axeman and office assistant.....

Axeman and office assistant.....

Axeman and office assistant Axeman and office assistant

Axeman and office assistant Axeman and office assistant Charwoman..............

$2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 100 per month 80 per month 5 00 per day 4 50 per day 2 00 per day 2 (X) per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 1 25 p-r day

$216 00 176 00 510 0C 44 00 78 00 194 00 714 00 136 00 1,200 00 960 00 1,535 00 153 00 116 00 636 00 620 00 620 00 730 00 ( 28 00 480 00 684 00 51 00 120 00 468 00 468 00 168 00 10 00 646 001 34 001 42 001 92 CO 69 00

§888888888888888888888888888888

fN lO    »-H CO C<1 05 v“H

6C*    -

Instruments, tools and appliances.

Office rent.....................

Fuel and light..................

Stationery and printing..........

Postage........................

Telephone and telegraph.........

Miscellaneous...................

Incidental Expenses.

$213,618 19 $9,436 25

$253,054 44

$700 24 4,048 45 251 10 10,974 60 816 43 1,983 94 14,795 38

33,570 14

Construction of Barge Canal — Erie Canal.

Chapter 147, Laws of 1903, and amendatory laws.

NAME.

Rank.

Rate of compensation.

Services.

Travel, , Total.

Geo. D. Williams.....

J. A. O’Connor.......

E. J. Pickwick.......

P. H. Dater.........

E.    A. Lamb.........

C. H. MacC illoch.....

C. Arthur Poole......

S. M. Savage.........

F.    P. Williams.......

R.    D. Parso Parkes D.

B. L. Fredendall......

Harriet L. Davis......

Bertha E. Kirchner

J. A. Murray..........

S.    A. Smith...........

ons.........

Wendell. . . .

Division engineer.....

First resident engineer Resident engineer Resident engineer Resident engineer Resident engineer Resident engi Resident engineer Resident engineer Financial clerk.. Estimate clerk. . . Stenographer. . . . Stenographer. . . . Stenographer.. . . Stenographer. . . . Stenographer....

I,' • r

$3,000 per year 2,700 per year 2,700 2,700 per year 2,400 per year

2.400    per year

2.400

2.400    per year 2,700

5 00 per day 175 per month 150 per month 88 33 per month 60 00 per month 60 00 per month 60 00 per month

per year

per year

per year

$C03 57 2,f50 0C 2,425 00 400 0C 1.109 68 2,400 00 800 00 2,425 00 785 00 825 00 200 CO 83 3? 660 00

34 45

CO <M HIM CO

N 1,0

44 52

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Construction of Barge Canal — Erie Canal

( Continued).

NAME.

Rank.

Rate of compensation

Services.

Travel.

Total.

L. L. Watkins.

L.H. Hurd....

E. H. Bourne..

T. S. Bailey. . .

Ford W. Harris

R.    H. Warrin..

C.    S. Allen.....

A.    G. Austin...

Lewis Bartlett.

E. J. Becker..........

J. C. Bell.............

D.    E. Bellows.........

Fred. W. Harris.......

E.    D. Hendricks.......

Edwin Hilborn........

L.    S. Hulburd.........

M.    E. James..........

E. E. Kendall.........

D.    R. Lee............

O.    F. Lewis...........

J. B. Maguire.........

I.    S. Matlaw..........

C. L. McClelland......

Geo. I. Oakley........

P.    W. O’Grady........

B.    W. Rosekrans......

H. 0. Schermerhorn. . . A. E. Steere..........

G.    G. Underhill.......

W. J. Weigmann......

M. J. Williams........

C.    A. Holmquist.......

E.    P. Neuschwander...

H.    R. Robbins........

E. M. Babcock........

C. R. DeGraff.........

M.    W. Grimes.........

Jacob Friedland.......

Oscar Hasbrouck......

C. L. Hayward........

T. A. Hendrickson.....

Grant Huntley........

C. G. Ranney.........

J.    L. Sawyer..........

S.    R. Tighe...........

C. E. Weed...........

W. E. Weller.........

J. D. Williams........

S. R. Bellows.........

R. M. Bennett........

Otto Brown..........

C.    F. DeClercq........

I.    A. Farquhar........

Eustace Hulsapple....

G.    C. Ingersoll........

D.    W. Overocker......

J.    S. Bixby...........

C. S. Dietz...........

J. A. Glominski.......

W. C. Rich...........

H.    J. Richardson......

H. S. Silvester........

R. B. Smith..........

Geo. Van Nostrand.... W. W. Brown.........

N.    E. Cottrell.........

R. E. Demming.......

R. E. Drake..........

Ely Gamse...........

E.    W. Goff...........

R. W. Heerlein........

G. H. Jones...........

A. D. Kline...........

P. F. Matteson........

Wm. N. Niles.........

Stenographer........

Clerk...............

Engineering draftsman Engineering draftsman Engineering draftsman Engineering draftsman

Tracer..............

Assistant engineer.... Assistant engineer.... Assistant engineer.... Assistant engineer.... Assistant engineer.... Assistant engineer.... Assistant engineer.... Assistant engineer.... Assistant engineer.... Assistant engineer.... Assistant engineer.... Assistant engineer.... Assistant engineer.... Assistant engineer.... Assistant engineer.... Assistant engineer.... Assistant engineer.... Assistant engineer.... Assistant engineer. ... Assistant engineer.... Assistant engineer.... Assistant engineer.... Assistant engineer.... Assistant engineer.... Assistant engineer.... Assistant engineer.... Assistant engineer....

Leveler..............

Leveler..............

Leveler..............

Leveler..............

Leveler..............

Leveler..............

Leveler..............

Leveler..............

Leveler..............

Leveler..............

Leveler..............

Leveler..............

Leveler..............

Leveler..............

Leveler..............

Leveler..............

Leveler..............

Leveler..............

Leveler..............

Leveler..............

Leveler..............

Leveler..............

Rodman.............

Rodman.............

Rodman.............

Rodman.............

Rodman.............

Rodman.............

Rodman.............

Rodman.............

Rodman.............

Rodman.............

Rodman.............

Rodman.............

Rodman.............

Rodman.............

Rodman.............

Rodman.............

Rodman.............

Rodman.............

Rodman.............

$60 00 per month 112 50 per month

5    00 per day 4 50 per day 4 00 per day

4    00 per day 75 00 per month

6    00 per day 6 00 per day 6 00 per day 6 00 per day 6 00 per day 6 00 per day 6 00 per day 6 00 per day 6 00 per day 6 00 per day 6 00 per day 6 00 per day 6 00 per day 6 00 per day 6 00 per day 6 00 per day 6 00 per day 6 00 per day 6 00 per day 6 00 per day 6 00 per day 6 00 per day 6 00 per day 6 00 per day

5    00 per day 5 00 per day 5 00 per day 5 00 per day 5 00 per day 5 00 per day 5 00 per day 5 00 per day 5 00 per day 5 00 per day 5 00 per day 5 00 per day 5 00 per day 5 00 per day 5 00 per day 5 00 per day 5 00 per day 4 50 per day 4 50 per day 4 50 per day 4 50 per day 4 50 per day 4 50 per day 4 50 per day 4 50 per day 4 00 per day 4 00 per day 4 00 per day 4 00 per day 4 00 per day 4 00 per day 4 00 per day 4 00 per day 3 50 per day 3 50 per day 3 50 per day 3 50 per day 3 50 per day 3 50 per day 3 50 per day 3 50 per day 3 50 per day 3 50 per day 3 50 per day

$590 00 975 CO 1,070 00 621 CO 1,394 CO 1,272 00 653 23 1,875 00 2 022 CO 1,992 00 1,913 00 1,986 00 2,016 00 1,992 00 1,884 00 1,296 00 2,082 00 1,358 00 192 00

1.979    00 1,860 CO 2,064 00

1.980    00 1,890 00

366 00 36 00 36 00 1,932 00 54 00 2,033 00 1,476 00 305 00

1.650    00 380 00

1,520 50 1.391 50 1,528 50 600 00 1,360 00 1,534 50 515 00

1.651    50 1,565 00

670 00 1,570 00 1,556 50' 1,537 00 1,542 50 1,579 50 382 50 510 00 1,303 50 1,026 00 1,467 00 535 50 832 50 1,244 00 1,212 00 1,144 50 1,224 00 612 00 335 50 1,240 50 1,174 50 371 00 143 .50 87 50 507 50 374 50 1,214 50

532 31

447 63 53 23

36 09

1 93

463 41 188 01

83 71 35 60

1 20

67 30

37 69 53 26

185 30

35 00 315 00 480 00 45 50 119 00

$590 00 975 00 1,070 00 621 00 1,394 00 1,272 00 653 23 1,924 83

2.214    06 1,999 20 2,457 97 2,554 88 2,068 30 2,369 00 2,417 02 1,300 00 2,096 61 1,617 11

196 42 2,014 33 1,860 00 2,596 31 1,980 00 2,337 63 425 20 36 00 36 00 1,968 09 55 98 2,495 41 1,664 01 305 00 1,733 74 415 60 1,520 50 1,391 50 1,528 50 600 00 1,361 20 1,534 50 515 00 1,718 80 1,565 00 670 00 1,570 00 1,594 19 1,587 26 1,542 50 1,579 50 382 50 510 00 1.363 50 1,025 00 1,467 00 535 50 832 50 1,244 00 1,212 00 1,144 50 1,224 00 797 30 335 00 1,240 50 1,174 50 371 00 143 50 87 50 507 50 374 50

1.214    50 35 00

315 00 480 00 45 50 119 00

Construction of Barge Canal — Erie Canal—(Continued).

NAME.

Rank.

Rate of compensation.

Services.

Travel.

Total.

J. J. Schworm........

Nial Sherwood........

H. J. Stevens.........

C. H. Adams..........

C.    E. Anderson........

F. C. Armstrong.......

H. F. Eagan..........

F.E. Gillen...........

W. M. Griffith.........

Raymond Jerrell......

T. Loonie............

A. R. Mulligan........

H. P. O’Bryan........

D.    T. Simpson........

F. B. Stoddard........

F.    L. Teall...........

J. R. Tighe...........

C. A. Wilbur..........

M. W. Wohlgemuth....

H. C. Young..........

J. A. Young. .........

G.    L. Barrus..........

H.    V. Button.........

J. L. Doyle...........

Jacob Gadlowitz......

Arthur 0 Hollenbeck..

A. A. Laughlin........

John Lyons..........

F. H. Macy...........

L. Y. Meneely........

A. D. Merrill..........

W. W. Moyer.........

E.    S. Overbaugh......

Wm. Robinson........

C. B. Tebo............

H. J. Waldvogel.......

F.    B. Watson.........

L. H. Wright.........

A. M. Wait...........

E. V. Allendorph......

W. W. Barclay........

L. C. Dedrick.........

T. F. Fagan..........

E.    L. Keeler..........

Thos. R. McCann.....

Jas. Sim.............

W. H. H. Klinkhart... Charles M. Leet.......

S.    Y. Mac Gregor.....

T.    M. Oliver.........

J. M. Taylor.........

J. A. Cahalin........

H. B. Finan.........

J. E. Foote..........

G.    M. Harrer........

H.    E. Hillier.........

0. T. Humphrey.....

H. L. Kennedy......

Wm. P. Lynch.......

T. J. Mangin.........

F.    J. Tilton..........

R. E. Bierce.........

A. W. Gillis.........

J. E. Magowan.......

W. H. Breen.........

Hugh Henderson.....

M. V. McCoy........

Jas. Clark...........

John Clark..........

J. H. Dolan.........

E. A. Faille..........

J. J. Farrell.........

W. L Gillette........

J. L. Ha burger......

T. P. Humbler.......

Rodman................

Rodman................

Rodman................

Chainman..............

Chainman..............

Chainman..............

Chainman..............

Chainman..............

Chainman..............

Chainman..............

Chainman..............

Chainman..............

Chainman..............

Chainman.............

Chainman..............

Chainman..............

Chainman..............

Chainman..............

Chainman..............

Chainman..............

Chainman..............

Chainman..............

Chainman..............

Chainman..............

Chainman.............

Chainman.............

Chainman.............

Chainman.............

Chainman.............

Chainman.............

Chainman.............

Chainman.............

Chainman.............

Chainman.............

Chainman.............

Chainman.............

Chainman.............

Chainman.............

Inspector of public works Inspector of masonry. . . Inspector of masonry. . . Inspector of masonry. . . Inspector of masonry. . . Inspector of masonry. . . Inspector of masonry. . . Inspector of masonry. . . Inspector of masonry. . . Inspector of masonry. . . Inspector of masonry. . .

. Inspector of masonry. . .

•    Inspector of masonry. . .

. Inspector of masonry. . . ■ Inspector of masonry. . .

•    Inspector of masonry. . . . Inspector of masonry. . . . Inspector of masonry. .

. Inspector of masonry. .

. Inspector of masonry. .

. Inspector of masonry. . . . Inspector of masonry. . . . Inspector of masonry. . . . Inspector of masonry. .

. Inspector of masonry. .

•    Inspector of masonry. .

. Inspector of masonry. .

. Inspector of masonry. .

. Foreman of borings....

. Boatman.............

. Boatman.............

. Boatman.............

•    Boatman.............

. Boatman.............

. Boatman.............

. Boatman.............

. Boatman.............

$3 50 per day 3 50 per day 3 50 per day 3 00 per day 3 00 per day 3 00 per day 3 00 per day 3 00 per day 3 00 per day 3 00 per day 3 00 per day 3 00 per day 3 00 per day 3 00 per day 3 00 per day 3 00 per day 3 00 per day 3 00 per day 3 00 per day 3 00 per day

3    00 per day 2 50 per day 2 50 per day 2 50 per day 2 50 per day 2 50 per day 2 50 per day 2 50 per day 2 50 per day 2 50 per day 2 50 per day 2 50 per day 2 50 per day 2 50 per day 2 50 per day 2 50 per day 2 50 per day 2 50 per day 5 00 per day 5 00 per day 5 00 per day 5 00 per day 5 00 per day 5 00 per day 5 00 per day 5 00 per day

4    50 per day 4 50 per day 4 50 per day 4 50 per day 4 50 per day 4 00 per day 4 00 per day 4 00 per day 4 00 per day 4 00 per day 4 00 per day 4 00 per day 4 00 per day 4 00 per day 4 00 per day 3 50 per day 3 50 per day

3    50 per day

4    50 per day 4 00 per day 3 50 per day 3 00 per day 3 00 per day 3 00 per day 3 00 per day 3 00 per day 3 00 per day 3 00 per day 3 00 per day

$728 00 357 00 385 00 684 00 900 00 933 00 168 00 1,011 00 594 50 798 00 872 00 834 00 159 00 243 00 990 00 928 00 880 00 663 50 522 00 537 00 912 00 37 50 357 50 837 50 267 ,50 237 50 429 00 412 50 247 50 372 50 90 00 245 00

$728 00 357 00 385 00 684 00 900 00 933 00 168 00 1,011 00 594 ,50 798 00 872 00 834 00 159 00 243 00 990 00 928 00 880 00 663 50 522 00 537 00 912 00 37 50 357 50 837 50 267 50 237 50 429 00 412 50 247 50 372 50 90 00 245 00

5 Oil

65 00 . 852 50 . 393 00 . 160 00 . 92 50 . 810 00 . 680 00 . 490 00 . 395 00 . 1,699 00 . 1,348 00 . 445 00 994 00 1,449 00 .

27 00 1,406 50 . 1,485 00 .

516 00 . 1,412 00 . 1,370 00 . 340 00 . 384 00 . 400 00 . 368 00 . 1,372 00 . 1,236 00 . 204 00 . 104 00 . 45 50 . 220 50 836 001 . 445 50 . 202 50i. 486 50 117 00 . 174 00 . 654 00 . 291 00 . 291 00 315 0C 207 00 108 00

$5 58

1 51

3 85

65 00 852 50 393 00 160 00 92 50 810 00 680 00 490 00 395 00 1,699 00 1,348 00 445 00 999 58 1,449 00 27 00 1,406 50 1,485 00 516 00 1,412 00 1,376 00 340 00 384 00 400 00 368 00 1,372 00 1,236 00 204 00 104 00 45 50 222 01 836 00 445 50 202 50 490 35 117 00 174 00 654 00 291 00 291 00 315 00 207 00 108 00

NAMF.

Rank.

Rate of compensation.

Services.

Travel.

Total.

Jas. Lair......

M. E. Mullaney

C.    S. Sterling..

M. J. Waters. .

G. W. Waters..

Wm. Wilson...

F. S. Belotti.. .

F.    A. Boltwood Thos. Brennan.

J. W. Carney. .

P. E. Collette..

J. E. Collins...

Thos. Collins W. B. Colyer. . .

Wm. P. Deevey.

R. A. Donaldson

Dougherty.

Wm. Fader.....

J. C. Fennell....

Jas. P. Fox.....

W. G. Ga

T. H. Glavin.........

Michael Goldschmidt...

Howard Graham......

Owen Hagerty........

J. C. Hayes...........

A. O. Hollenbeck......

Herman Horwald.....

T. A. Keane ...........

John La very..........

John Loughlin........

Edgar Lynd..........

Henry Mac Farlane....

T. F. Madden.........

Michael Mahoney......

M. McConnell.........

L.    W. McHenry.......

David Morris.........

M.    E. Mullaney.......

Leonard Paige........

G.    R. Rankin.........

Florence Riordan.....

F.    W. Russell.........

Samuel Schwartz......

Andrew Seaman......

G.    C. Secord..........

Jas. Sherry, Jr........

Jas. Shaughnessy......

Melvin Van Slyke.....

D.    J. Vaughn.........

M. F. Wemple........

Robert Wemple.......

Wm. Wolf............

C.    B. Zimmer.........

A. J. Banker.........

Alexander Bayly......

E.    L. Bennett........

E. A. Blakeslee.......

E. J. Bradley.........

Bushnell........

E. J. Daly............

W. A. Dawson........

L. F. Hichman........

E.    B. Hollenbeck......

Archibald Hughes.....

J. P. Hughes.........

F.    O. Johnson........

H.    W. Loftus.........

Wm. Mangan.........

Julies Mishkin.......

D.    I. O’Leary........

E.    S. Palmer.........

R. E. Palmer.........

Wm. Robinson........

F.    H. Thomas........

J. C.

J. G.

Boatman.................

Boatman.................

Boatman.................

Boatman.................

Boatman.................

Boatman.................

Laborer..................

Laborer..................

Laborer..................

Laborer..................

Laborer..................

Laborer..................

Laborer..................

Laborer..................

Laborer..................

Laborer..................

Laborer..................

Laborer..................

Laborer..................

Laborer..................

Laborer..................

Laborer..................

Laborer..................

Laborer..................

Laborer..................

Laborer..................

Laborer..................

Laborer..................

Laborer..................

Laborer..................

Laborer..................

Laborer..................

Laborer..................

Laborer..................

Laborer..................

Laborer..................

Laborer..................

Laborer..................

Laborer..................

Laborer..................

Laborer..................

Laborer..................

Laborer..................

Laborer..................

Laborer..................

Laborer..................

Laborer..................

Laborer..................

Laborer..................

Laborer..................

Laborer..................

Laborer..................

Laborer..................

Laborer..................

Axeman and office assistant. Axeman and office assistant. Axeman and office assistant. Axeman and office assistant. Axeman and office assistant. Axeman and office assistant. Axeman and office assistant. Axeman and office assistant. Axeman and office assistant. Axeman and office assistant. Axeman and office assistant. Axeman and office assistant. Axeman and office assistant. Axeman and office assistant. Axeman and office assistant. Axeman and office assistant. Axeman and office assistant. Axeman and office assistant. Axeman and office assistant. Axeman and office assistant. Axeman and office assistant.

$3 00 per day 3 00 per day 3 00 per day 3 00 per day 3 00 per day 3 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per da y 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day ' 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day

88g8gggggggggggggggggggggggggggggggggggg8;R;s;gggggggggggggggggggggggggggggggg

$333 00 286 CO 270 CO 180 00 192 00 75 00

8 00

642 00 166 00 158 OO 286 00 116 00 220 00 81 00 138 00 396 00 126 00 218 00 108 00 100 00 218 00 186 00 132 00 186 00 116 00 196 00 78 CO

s cn

459 00 664 00 174 CO 296 00 204 CO 162 00 132 CO 380 CO 18 00 132 00 310 00 276 20 370 CO

8 CO

$1 35

132 00 258 CO 124 CO 40 00 134 CO 126 00 10 00 54 00 120 00 54 00 360 00 22 00 482 00 308 00 52 00 206 00 138 00 116 CO 140 CO 376 00 170 00 501 35 216 00 582 00 ICO 00

432 00 16? 00 282 00 100 00 392 00 296 00 162 00

Construction of Barge Canal — Erie Canal—(Concluded).

NAME.

Rank.

Rate of compensation.

Services. Travel.

Total.

L. E. Thompson......

F.    T. Sheldon.........

W. J. Van Hoesen.....

H. J. Weir...........

C. W. Young.........

G.    J. Abel............

Godfrey Aman........

C. V. Barrett.........

Wm. Butler..........

A. D. Coshun.........

R. A. Donaldson......

Henry Edick, Jr......

Harrison Fitch........

G.    W. Flansburg......

J. D. Hambrecht......

Herbert Hockle.......

E. L. Hoffman........

J. V. Mackey.........

R. S. Marshall........

Frank McArthur......

E. J. Nelson..........

P. C. Picard..........

Michael Powers.......

J. Reepmeyer, Jr......

A. M. Spencer........

John Stark...........

J. J. Vrooman........

Wm. C. Vrooman.....

Minnie E. Wheeler

C. J. Wood...........

W. E. Young.........

Robert Wilson........

John Fernald.........

H.    M. Hoag..........

Lloyd Kast...........

J. J. Gilbert..........

Axeman and office assistant Axeman and office assistant Axeman and office assistant Axeman and office assistant

Gage reader..............

Gage reader..............

Gage reader.............

Gage reader..............

Gage reader..............

Gage reader..............

Gage reader..............

Gage reader..............

Gage reader..............

Gage reader..............

Gage reader..............

Gage reader..............

Gage reader..............

Gage reader..............

Gage reader..............

Gage reader...............

Gage reader..............

Gage reader..............

Gage reader..............

Gage reader..............

Gage reader..............

Gage reader..............

Gage reader..............

Gage reader..............

Gage reader..............

Gage reader..............

Gage reader..............

Gage reader..............

Gage reader..............

Gage reader..............

Gage reader..............

Gage reader..............

$2 00 per day 2 00 per day 2 00 per day 2 00 per day 14 00 per month 7 00 per month 7 00 per month 5 00 per month 7 00 per month 7 00 per month 7 00 per month 7 00 per month 7 00 per month 7 00 per month 7 00 per month 7 00 per month 7 00 per month 7 00 per month 7 00 per month 7 00 per month 7 00 per month 7 00 per month

5    00 per month 7 00 per month 7 00 per month 7 00 per month 7 00 per month 7 00 per month 7 00 per month 7 00 per month 7 00 per month

6    00 per month 5 00 per month 5 00 per month 5 00 per month 3 00 per month!

$344 00 .....

140 00 .....

102 00 .....

428 00 .....

140 00 .....

52 50 .....

84 00 .....

60 00 .....

56 00 .....

3 39

3 50

84 00 76 84 17 84 58 71 25 29 56 00 56 00 52 00 63 00 42 00 56 00 25 00 84 00 56 00 56 00 14 00 42 00 84 00 25 29 56 00 72 00 60 00 40 00 60 00 36 00

888§i8*88oBo88B8o§oio2®“coo8Soo8§Bo8

CO »—H 1-H ^ T—i

CO CO

Instruments, tools and appliances

Office rent.....................

Fuel and light..................

Stationery and printing..........

Postage........................

Telephone and telegraph.........

Miscellaneous...................

Incidental Expenses.

$159,611 89 $7,460 64 $167,072 53

Total

11,565 72 $178,638 25

Construction of Barge Canal — Champlain Canal.

Chapter 147, Laws of 1903, and amendatory laws.

NAME.

Rank.

Rate of compensation.

Services.

Travel.

Total.

Geo. D. Williams. John A. O’Connor. James Burden Fred C. Davis.....

E.    V. R. Payne. ..

F.    N. Sanders.....

E. G. Semon......

R. I). Parsons Charles Stark.....

Division engineer.....

First resident engineer Resident engineer.... Resident engineer.... Resident engineer. . . .

Resident engineer.....

Bridge designer.......

Financial clerk.......

Financial clerk.......

$3,600 per year 2,700 per year 2,400 per year 2,400 per year 2,400 2,700 per year 125 00 per month 5 00 per day 5 00 per day

per year

$821 13 2,400 00 670 96 2,400 00 2,025 00 187 50 390 00 125 00

$728 69 69 41 89 59 251 01 233 73 266 26

......

$728 69 890 54 2,489 59 921 97 2,633 73 2,291 26 194 13 390 00 125 00

NAME.

Rank.

Rate of compensation.

Services. Travel.

Total.

Parkes D. Wendell....

Georgina Pflaum......

Jas. E. Phinney, Jr....

Anne T. Russell.......

L. H. Hurd...........

Chas. B. Dunham, Jr...

F. B. Holmes.........

W. L. Caler...........

J. A. Galvin..........

D. E. Damon.........

J. B. Egbert..........

J. E. Hall............

R.    W. Scott..........

I.    L. Stalker..........

Leon W. Fuller.......

S.    W. Belding.........

H. W. Benedict.......

C.    A. Curtis..........

R. D. Hayes..........

L.    T. Howard.........

D.    B. LaDu..........

David R. Lee.........

A.    C. Richards........

Harry Shoemaker.....

W. B. Watson........

B.    I. Hall............

LeGrand Sterling......

W. C. Benedict.......

Jas. K. Brown........

Jas. B. Foote.........

R. G. Gibson.........

J.    C. Gotwals.........

T.    A. Hendrickson.....

W. T. Hunt..........

John McBride........

Raymond Sickles......

A.    W. Smith..........

M.    J. Bartley.........

E.    H. Hussey.........

L. S.'Rickard.........

R. N. Barrett.........

H. L. Clark...........

C.    M. Colony.........

F.    J. Doerhoeffer......

J. S. Greenough.......

B.    T. Kenyon.........

L.    A. Meron..........

A. R. Morse..........

H. J. Richardson......

E.    W. Wendell........

W. C. Bratton........

J. B. Doughty........

J. B. Rothberg........

A. E. Roche..........

J. J. Schworm........

Jas. M. Wilson........

M.    W. Wohlgemuth. . .

A.    E. Wood..........

B.    H. Boorn..........

H. A. Born...........

W. M. Bronk.........

Jacob Gadlowitz......

A. M. Wait...........

Luke Van Valkenburg..

R. W. Fivey..........

Hugh Henderson......

W. W. Barclay........

L. W. Donnelly.......

F.    B. Kraft...........

C.    M. Leet............

F. G. Tilton..........

John J. McManus.....

Estimate clerk.........

Stenographer..........

Stenographer..........

Temporary stenographer

Clerk..................

Clerk..................

Engineering draftsman.. Engineering draftsman.. Engineering draftsman.. Engineering draftsman.. Engineering draftsman.. Engineering draftsman..

Tracer...............

Tracer.................

Tracer...............

Assistant engineer.....

Assistant engineer.....

Assistant engineer.....

Assistant engineer......

Assistant engineer......

Assistant engin Assistant engineer Assistant engineer Assistant engineer Assistant engineer Assistant engineer Assistant engineer

Leveler..........

Leveler..........

Leveler..........

Leveler..........

Leveler..........

Leveler..........

Leveler..........

Leveler..........

Leveler..........

Leveler..........

Leveler..........

Leveler..........

Leveler..........

Rodman.........

Rodm

Rodman................

Rodman................

Rodman................

Rodman................

Rodman................

Rodman................

Rodman................

Rodman................

Rodman................

Rodman................

Rodman................

Rodman...............

Rodman...............

Chainman.............

Chainman.............

Chainman.............

Chainman.............

Chainman.............

Chainman.............

Chainman.............

Inspector of public works Inspector of public works Inspector of public works Inspector of public works Inspector of masonry. . . Inspector of masonry. . . Inspector of masonry. . . Inspector of masonry. . . Inspector of masonry. . . Foreman of borings.....

117500 per month 75 00 per month 75 00 per month

2    00 per day 112 50 per month 100 00 per month

5    00 per day 4 50 per day 4 50 per day 4 00 per day 4 00 per day

4    00 per day 75 00 per month 75 00 per month 50 00 per month

6    00 per day 6 00 per day 6 00 per day

per day 6 00 per day 6 00 per day 6 00 per day 6 00 per day 6 00 per day 6 00 per day

5    00 per day 5 00 per day 5 00 per day 5 00 per day 5 00 per day 5 00 per day 5 00 per day 5 00 per day 5 00 per day 5 00 per day 5 00 per day 5 00 per day 4 50 per day 4 50 per day 4 50 per day 4 00 per day 4 00 per day 4 00 per day 4 00 per day 4 00 per day 4 00 per day 4 00 per day 4 00 per day 4 00 per day

4    00 per day

3    50 per day 3 50 per day 3 50 per day 3 50 per day 3 50 per day 3 00 per day 3 00 per day

3    00 per day 2 50 per day 2 50 per day 2 50 per day

2    50 per day

5    00 per day

4    50 per day

3    50 per day

3    50 per day

5    00 per day 5 00 per day

4    00 per day 4 00 per day 4 00 per day

837

1,600 1,032 1,485 1,264 228 1,298

900

OO CO H-*

■"gSgeggS:

40

342

1.319

'697

1.314

1,112

1,345

376

1,252

524

1,178

'952

752

325

24

24

132

275

210

729

142

132

161

88888888888 § go 88888888888

88888388888888888888

1,420 00 1,288 00 804 00| 1,156 OOi 40 50

TO

$9 46

17 28

3 05

3 80

174 88

5 03

3 10

4 63

= 88o888S88oSS888go-:Sg8SocoSo88o8oo8888o8S8g8S“88®w88E51SoooSS8o888o;88oSoB8ol

Construction of Barge Canal — Champlain Canal— (Continued).

NAME.

Rank.

Rate of compensation.

Services.

Travel.

Total.

H. J. Stoneburg. Chas. R Judson M. V. McCoy. . . Wm. K. Smith.. Jas. Sweeney... Clarence Banker Geo. C. Barton.,

A.    N. Bennett. . Fred Borden....

Jas. Buck......

Lewis Case.....

F. F. Clark.....

Wm. Collins.... W. B. Collyer...

J. H. Coniff.....

J. L. Curtin

S.    H. Donaldson

Jas. Dudley.....

F. P. Duffy.....

Elmer Filkins... R. B. Fisher....

B.    Flansburg...

T.    E. Gaynor... T. H. Glavin.... Daniel Goodwin. Howard Graham

Fred Jones.....

J. Jones........

V. Jones.......

T. A. Keane.... J. P. Kivlen

A. S. Knight E. Larkin......

I Foreman of borings ■Foreman of borings

Foreman of borings

Boatman.........

Boatman.........

Laborer..........

Laborer..........

Laborer..........

Laborer..........

Laborer..........

Laborer..........

Laborer..........

Laborer..........

Laborer..........

Laborer..........

Laborer..........

Laborer..........

Laborer..........

Laborer..........

Laborer..........

Laborer..........

Laborer..........

Laborer..........

Laborer..........

Laborer..........

(Laborer..........

[Laborer..........

[Laborer..........

Laborer..........

Laborer..........

Laborer..........

Laborer [Laborer

Henry Mac Farlane.. . (Laborer

L. W. McHenry.......[Laborer

N. H. McHerd........Laborer

C. V. McMasters......Laborer

John Muir............Laborer

Bernard Murphy......Laborer

Robert Newman......Laborer

Leonard Page.........Laborer

C. H. Richardson......Laborer

N. D. Richardson .. . I Laborer Laborer Lanorer

John Rock......

Leonard Ryan... Edward Shanahan

D. Sipperly......

Frank Sprague... J. Tooze........

Edward Wendell......

W. H. Clapp..........

F. B. Hall............

E.    B. Hollenbeck......

Byron Houghtaling....

Wm. Maloney........

M. D. Mory...........

J. J. Raup............

Thos. Ryan, Jr........

J. T. Smith...........

F.    H. Thomas........

L. C. Brazier.........

E. H. Bowker.........

S. L. Cluett...........

W. J. Curtis..........

J. H. Donnelly........

W. E. Downing.......

W. B. Dunstan.......

A. B. Fisher..........

H. C. Funstan. Geo. Hammond T. E. Hickey.. W. D. La Bar..

Laborer..................

Laborer..................

Laborer..................

Laborer..................

Laborer..................

Axeman and office assistant Axeman and office assistant. Axeman and office assistant Axeman and office assistant Axeman and office assistant Axeman and office assistant Axeman and office assistant Axeman and office assistant Axeman and office assistant Axeman and office assistant

Gage reader...............

Gage reader...............

Gage reader...............

Gage reader...............

Gage reader..............

Gage reader...............

Gage reader...............

Gage reader...............

Gage reader...............

Gage reader...............

Gage reader...............

Gage reader...............

$4 00 per day 3 50 per day 3 50 per day 3 00 per day 3 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 CO per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 12 00 per month 7 00 per month 7 00 per month 7 00 per month 7 00 per month 7 00 per month 7 00 per month 7 00 per month 7 00 per month 7 00 per month 7 00 per month 7 00 per month

8888888888888888888888888888888888888888888888888888888888888888888888^8

$4 20

388888S8883838S38333888388388888888S8888S88888o888888888888888383S8883-2§

NAME.

Rank.

Rate of compensation.

Services. Travel.

Total.

R.    S. Metcalf

S.    H. Pearson Thos. B. Sanders

B. F. Thebo.....

H. C. Tinker.....

F. E. Chapman. . Vincent Hughes. Howard May Lola Wortz......

Gage reader Gage reader Gage reader. Gage reader Gage reader. Gage reader Gage reader Gage reader. Gage reader.

$7 00 per month 7 00 per month 7 00 per month 7 00 per month 7 00 per month 5 00 per month 5 00 per month 5 00 per month 5 00 per month

TfN-fTt'TtoCCOX GO OOOOXOrHOrH

gogggoggg

ggggggggg

xf-NrfQCCOCC CC OOXOOOriO»H

Instruments, tools and appliances

Incidental Expenses.

$84,748 91 $6,614 51 $90,363 42

Office rent. . . Fuel and light

Stationery and printing.

Postage...............

Telephone and telegraph Miscellaneous..........

$232 16 777 90 231 13 123 57 146 55 448 19 3,980 11

5,939 61

Total

$96,303 03

Improvement of Public High trays.

Chapter 115, Laws of 1898, and amendatory laws. (From October 1, 1908, to February 17, 1909.)

NAME.

Rank.

Rate of compensation.

Services. Travel.

Total.

L. B. Harrison........

F. N. Sanders.........

F. C. Davis...........

Perry Filkin..........

C. H. Hoyt...........

J. R. Kaley...........

E. A. Lamb..........

J. A. O’Connor........

O. C. Richards........

Herbert Spencer......

H. P. Willis..........

H. K. Bishop.........

C. H. O’Neil..........

L. A. Keenan.........

Charles Stark.........

Parkes D. Wendell....

W. B. Strong.........

J. M. Smelzer.........

Geo. T. Waterman. . . . Mariana Brother......

B.    L. Fredendall......

Clara E. Bailey Elizabeth A. Crowl....

H. B. Franklin........

Matie Kelly..........

Mabel Weinholz.......

Harriet L. Davis......

Hattie A. Dell........

Margaret J. Buckley...

J. S. Clair............

Edna Weed...........

C.    R. Allen, Jr........

E.    F. Ayres...........

F.    A. Biggi...........

H. E. Breed..........

A. G. Chapman.......

Division engineer...............

Resident engineer..............

Resident engineer...............

Resident engineer..............

Resident engineer...............

Resident engineer..............

Resident engineer..............

Resident engineer...............

Resident engineer...............

Resident engineer...............

Resident engineer...............

Hydraulic and macadam expert. .

Confidential assistant...........

Financial clerk and auditor.......

Financial clerk.................

Estimate clerk.................

Estimate clerk.................

Index clerk....................

Index clerk....................

Index clerk....................

Stenographer...................

Stenographer..................

Stenographrer..................

Stenographer...................

Stenographer...............«...

Stenographer...................

Stenographer...................

Stenographer...................

Stenographer...................

Stenographer...................

Temporary stenographer.........

Assistant engineer..............

Assistant engineer..............

Assistant engineer..............

Assistant engineer..............

Assistant engineer..............

$3,600 per year 2,700 per year 2,400 2,400 per year 2,400 2,400 per year 2,400 2,400 per year 2,400    ■

2,400 per year 2,400 per year 10 00 per day 333 33 per month 233 33 per month

5    00 per day 00 per month

133 33 per month 125 00 per month 80 00 per month 75 00 per month 150 00 per month 100 00 per month 100 00 per month 100 00 per month 100 00 per month 100 00 per month 83 33 per month 83 33 per month 60 00 per month 50 00 per month 50 00 per month

6    00 per da y 6 00 per day 6 00 per day 6- 00 per day 6 00 per day

per year

per year

per year

per year

150

i§lifssa£i§8ig8ig!gi85!S'ili=“S§!§sI

gggggg;g&§?gggg;ggg£gg!3gggfi?8ggs;£&&2£:5g

CO to to cc to

OO t—

CO ers Cn >-* co to *-* 05 OQOOi^OiOOtOrf* -4C04^05CnOC0CnCJi

42 42

6 92

161 85

8 04

45 98 426 31

CC £71 *-* oc CO to to to

Improvement of Public Highways—(Continued).

NAME.

Rank.

Rate of compensation.

Services. Travel.

Total.

C. J. Dempsey

G.    A. Ensign..........

J. C. Finch...........

R. D. Hayes..........

R. Hopkins...........

L.    T. Howard.........

E.    J. Howe...........

H.    C. Kline...........

H. J. Langlois........

F.    B. Morss........

F.    J. Mullaney.....    .

R. J. Murray.......

G.    H. 1’enfield........

E. G. Raynor.........

J. H. Sturdevant......

E.    W. Sylvester.......

N.    A. Taylor..........

J. B. Wright..........

M,    J. Adams..........

L. G. Bayly..........

H.    E. Blake..........

G. M. Briggs..........

F.    H. Brundage.......

L. W. Clark..........

J. D. Colby...........

W. G. Craig..........

F.    S. Crowell.........

W. F. Farley.........

C. T. Fisher..........

P. L. Haas...........

G.    R. Halpin.........

E.    E. Kendall.........

F.    W. McKinney......

McNeill.........

A. S. Mirick..........

L. H. Parker.........

C. P. Puegnet.........

C.    I. Peckham........

D.    C. Roberts.........

T. J. Schoenlavb......

G.    C. See.............

L.    G. Sterling.........

Edward Taylor.......

D.    J. Tonkcnogy......

F. C. Woodward......

M.    W. Wolff..........

C. W. Diefendorf......

Gordon Edson........

T. A. Hendrickson.....

W. T. Hunt..........

Ralph Russell........

A W. Smith..........

C. C. Ahles...........

M. J. Bartley.........

R. M. Bennett........

H.    W. Benkhart......

E.    R. Bitler..........

R.    A. Caughey........

Ci R. DeGraff.........

J. J. Doyle...........

H.    C. Ellis...........

O.    L. Eltinge.........

I.    A. Farquhar........

E. B. Fox............

S.    W. Gage...........

J.    C. Gotwals.........

C. E. Gruner..........

H. N. Haight.........

J. J. Huber...........

A. J. Kaufman........

L. J. McCarty.........

Harry Nathan........

C. Osborne...........

J. A. Small...........

N. C.

Assistant engineer Assistant engineer Assistant engineer Assistant engineer Assistant engineer Assistant engineer Assistant engineer Assistant engineer Assistant engineer Assistant engineer Assistant engineer Assistant engineer Assistant engineer Assistant engineer Assistant engineer Assistant engineer Assistant engineer Assistant engineer Assistant engineer Assistant engineer Assistant engineer Assistant engineer Assistant engineer Assistant engineer Assistant engineer Assistant engineer Assistant engineer Assistant engineer Assistant engineer Assistant engineer Assistant engineer Assistant engineer Assistant engineer Assistant engineer Assistant engineer Assistant engineer Assistant engineer Assistant engineer Assistant engineer Assistant engineer Assistant engineer Assistant engineer Assistant engineer Assistant engineer Assistant engineer Assistant engineer

Leveler..........

Leveler..........

Leveler..........

Leveler..........

Leveler..........

Leveler..........

Leveler.........

Leveler.........

Leveler.........

Leveler.........

Leveler.........

Leveler.........

Leveler.........

Leveler.........

Leveler.........

Leveler.........

Leveler..........

Leveler..........

Leveler..........

Leveler..........

Leveler..........

Leveler..........

Leveler..........

Leveler..........

Leveler..........

Leveler..........

Leveler..........

Leveler

$6 00 per day 6 00 per day 6 00 per day 6 00 per day 6 00 per day 6 00 per day 6 00 per day 6 (k) per day 6 00 per day 6 0O per day 6 00 per day 6 00 per day 6 00 per day 6 00 per day . 6 00 per day 6 00 per day 6 00 per day 6 00 per day 5 00 per day 5 00 per day 5 00 per day 5 00 per day 5 00 per day 5 00 per day 5 00 per day 5 00 per day 5 00 per day 5 00 per day 5 00 per day 5 00 per day 5 00 per day 5 00 per day 5 00 per day 5 00 per day 5 00 per day 5 00 per day 5 00 per day 5 00 per day 5 00 per day 5 00 per day 5 00 per day 5 00 per day 5 00 per day 5 00 per day 5 00 per day 5 00 per day 5 00 per day 5 00 per day 5 00 per day 5 00 per day 5 00 per day 5 00 per day 4 50 per day 4 50 per day 4 50 per day 4 50 per day 4 50 per day 4 50 per day 4 50 per day 4 50 per day 4 50 per day 4 50 per day 4 50 per day 4 50 per day 4 50 per day 4 50 per day 4 50 per day 4 50 per day 4 50 per day 4 50 per day 4 50 per day 4 50 per day 4 50 per day 4 50 per day

SI§giiSSgSsSsS§§iMiSSS§8§

ggggggoggoggggg^oggggggggg; gggggggggggggggggggggggggggggggggggsg8§R8Rg8§

$4 34

9 49

84 95 28 00 56 63 52 70

6 22

244 97 56 30 81 96 120 09 43 18 15 63 109 10

9 66

274 17 138 17

2 Ml'

OC ©    07    *<i

Qi -4 OO © OO 05 i OO to -4 -vl © CO I

>©©©©©©©©©©>©©©»C'

© © CO i—( © CO CO CO ¹

14 78

44 52 19 91

9 52

48 81 27 14 32 41 17 45 19 51

25 21 72 10 39 28 12 42 11 40 21 69

1 68

63 13

31    82

32    20

5 94

1,092 33 21 39

28 98

39 03 75 93

2 65

4 55

4 66

7 14

74 51

75

3 95

13 32

18 27 213 10 51 97 16 00

4 43

198 63 16 68 41 94 20 76

SI£gHI§iSl8isS3asSaSgltsSisKiiS§sls8sllgiI8§§5§SE8sil

Improvement of Public Highways—(Continued).

NAME.

Rank.

Rate of compensation.

-I

Travel.

Total.

W. J. Simpson........

P. L. Spier...........

C.    H. Stillman........

D.    D. Thomson.......

W. R. Trumbull......

Louis Wachtel........

Lee Walker...........

F.    A. Bedell..........

H. R. Bedell..........

S.    J. Bennett.........

G.    L. Blauvelt........

C. D. Boughton.......

Harry Bowen.........

J. T. Brady..........

W. H. Breen..........

A.    B. Culver..........

R. J. Curtis...........

Blaine Gilday.........

L. L. Gowdy..........

L. Grossman..........

G.    H. Harter.........

F. W. Hartwell.......

Hugh Henderson......

R.    O. Hollenbeck......

W. E. L. Hunter......

H.    A. Knapp.........

J. R. Mahan..........

H. S. Mattimore......

W. S. McLaughlin.....

W. J. McVay.........

B.    E. Murray.........

J. E. Myers...........

J. J. O’Hara, Jr.......

F.    H. Owens..........

J. C. Patrick..........

W. M. Payne.........

H. E. Poole...........

A. W. Rogers.........

J. B. Ryder..........

G.    V. Sherrill.........

T.    H. Thyer..........

H.    C. Titus...........

W. J. Ward..........

H. C. Wells...........

A.    E. Weinholz.......

E.    B. Garrison........

H. L. Michael.........

E. C. Altenburg.......

C.    C. Baker...........

D.    J. Brown..........

H. A. Carroll.........

C. R. Cornwall........

W. D. Covey.........

S.    C. Denby..........

Wm. Dotie, Jr........

R. W. Fivey..........

W. S. Gray...........

L. A. Guerber.........

J. V. Harrington......

W. H. Hayes.........

B.    E. Hodges.........

J. W. Holler..........

A. G. Horne..........

G. C. Hoyer..........

E.    J. Kirk............

G.    H. Maher..........

W. G. Merritt.........

F.    W. Mills...........

H.    E. Reeves.........

John Schuman, Jr.....

J. A. Thompson.......

Luke Van Valkenburg.. EIF.’Weeks........

C. 'D. Burrus.......

Leveler..............

Leveler..............

Leveler..............

Leveler..............

Leveler..............

Leveler..............

Leveler..............

Highway inspector.... Highway inspector.... Highway inspector....

Highway inspector.....

Highway inspector

Highway inspector.....

Highway inspector.....

Highway inspector.....

Highway inspector.....

Highway inspector.....

Highway inspector.....

Highway inspector.....

Highway inspector.....

Highway inspector.....

Highway inspector.....

Highway inspector.....

Highway inspector.....

Highway inspector.....

Highway inspector.....

Highway inspector.

Highway inspector-----

Highway inspector Highway inspector.... Highway inspector. Highway inspector....

Highway inspector-----

Highway inspector

Highway inspector-----

Highway inspector_____

Highway inspector-----

Highway inspector.....

Highway inspector.....

Highway inspector.....

Highway inspector.....

Highway inspector.....

Highway inspector.....

Highway inspector.....

Highway inspector.....

Highway inspector.....

Highway inspector.....

Highway inspector.....

Highway inspector.....

Highway inspector.....

Highway inspector.....

Highway inspector.....

Highway inspector.....

Highway inspector.....

Highway inspector.....

Highway inspector.....

Highway inspector.....

Highway inspector.....

Highway inspector.....

Highway inspector.....

Highway inspector.....

Highway inspector.....

Highway inspector.....

Highway inspector.....

Highway inspector.....

Highway inspector....

Highway inspector.....

Highway inspector.... Highway inspector.... Highway inspector.... Highway inspector.... Highway inspector.... Highway inspector Engineering draftsman

$4 50 per day 4 50 per day 4 50 per day 4 50 per day 4 ,50 per day 4 50 per day 4 50 per day 4 50 per day 4 50 per day 4 50 per day 4 50 per day 4 50 per day 4 50 per day 4 50 per day 4 50 per day 4 50 per day 4 50 per day 4 50 per day 4 50 ptr day 4 50 per day 4 50 per day 4 50 per day 4 50 per day 4 50 per day 4 50 per day 4 50 per day 4 50 per day 4 50 per day 4 50 per day 4 50 per day 4 50 per day 4 50 per day 4 50 per day 4 50 per day 4 50 per day 4 50 per day 4 50 per day 4 50 per day 4 50 per day 4 50 per day 4 50 per day 4 50 per day 4 50 per day 4 50 per day 4 50 per day 4 00 per day 4 00 per day 3 50 per day 3 50 per day 3 50 per day 3 50 per day 3 50 per day 3 50 per day 3 50 per day 3 50 per day 3 50 per day 3 50 per day 3 50 per day 3 50 per day 3 50 per day 3 50 per day 3 50 per day 3 50 per day 3 50 per day 3 50 per day 3 50 per day 3 50 per day 3 50 per day 3 50 per day 3 50 per day 3 50 per day 3 50 per day 3 50 per day 6 00 per day

_gg333§§ggggs?;gggggS8gSSS8SS8§S8SgSSS88888SS8888SSgSSSSSS8gSg,g8SSgS8gSSSS8S

$8 35 77 39

78 87 32 74

5 58

6 46

84 13 41 41 33 77 902 80 231 24

12 97 12 60 82 51 324 79 104 77 50 40

8 01

1 45

46 41

5 56

275 02

7 18

7 42

14 82 16 15

27 57 27 40

8 79

11 26

13 65

1 93

7 71!

5 92

65 31 13 35

4 77

18 42

2 68

740 82 25 96

2 95

4 05

9 68

3 75

68 00

14 15

3 83

22 41

1 00

7 32

4 81

4 47

4 60

Improvement of Public Highways

(Continued).

NAME.

Rank.

Rate of compensation.

Services.

Travel.

Total.

C. H. Chilvers.......

W. R. Gordon.......

H. W. Lockwood.....

M. W. Nelson........

W. E. Petty.........

C. D. Sniggs.........

R. P. Campfield......

C. H. Anrus.........

G. T. Bolton.........

G.    F. Bond, Jr.......

VV. L. Caler..........

A. Carrera...........

H.    B. Coleman.......

J. B. Egbert.........

E.    C. Hackett........

A. T. Paine..........

J. D. Rutledge.......

VV. A. Treadwell.....

R. F. T. Wilkie......

C.    S. Allen..........

J. S. Heath..........

J. D. Eltinger........

Otto Brown.........

H. P. Condon........

J. E. DeLee.........

F.    J. Doerhoeffer.....

Warren Gardner.....

J. S. Greenough......

F. J. Kenney........

A. J. Muench........

David Noonan.......

J. T. O’Hora.........

D.    P. O’Neil.........

F.    E. Reed..........

H. J. Richardson.....

R.    H. Sammons......

H. S. Silvester.......

H. T. Tuthill........

D.    P. Babcock.......

M. C. Barker.........

Pinus Brauner.......

W. C. Bratton.......

A. L. Bush..........

Samuel Ehrenrich....

L.    H. Johnson.......

P. D. Jump..........

A. D. Kline..........

H.    R. Leland........

Samuel Levine.......

P. F. Matteson......

J. B. Rothberg......

A. E. Roche........

I.    H. Segal.........

A. G. Slatcher......

G.    S. Donohue......

H.    L. Felch.........

F. McE. Pruyn......

A. E. Wood........

M.    V. Bourke.......

Wm. Bronk........

M. D. Dugan.......

John Delaney.......

M. I. Franklin......

S.    Hargen..........

R. Jerrel...........

E.    K. Keneston.....

H. J. Kingsley......

J.    C. Lotkenhaus....

V.    Markle..........

C. A. Wilbur........

W.    B. Anderson.....

E.    L. Bennett......

L. M. Butler........

J. J. Brennam......

Engineering draftsman..........

Engineering draftsman..........

Engineering draftsman..........

Engineering draftsman..........

Engineering draftsman..........

Engineering draftsman..........

Engineering draftsman..........

Engineering draftsman..........

Engineering draftsman..........

Engineering draftsman..........

Engineering draftsman..........

Engineering draftsman..........

Engineering draftsman..........

Engineering draftsman..........

Engineering draftsman..........

Engineering draftsman..........

Engineering draftsman..........

Engineering draftsman..........

Engineering draftsman..........

Tracer........................

Tracer........................

Tracer........................

Rodman.......................

Rodman.......................

Rodman.......................

Rodman.......................

Rodman.......................

Rodman. .....................

Rodman.......................

Rodman.......................

Rodman.......................

Rodman.......................

Rodman.......................

Rodman.......................

Rodman.......................

Rodman.......................

Rodman.......................

Rodman.......................

Rodman.......................

Rodman.......................

Rodman.......................

Rodman.......................

Rodman.......................

Rodman.......................

Rodman.......................

Rodman.......................

Rodman.......................

Rodman.......................

. Rodman.......................

. Rodman.......................

. Rodman.......................

. Rodman.......................

. Rodman.......................

. Rodman.......................

. Chainman.....................

. Chainman.....................

. Chainman.....................

. Chainman.....................

. Chainman.....................

. Chainman.............,.......

. Chainman.....................

. Chainman.....................

. Chainman.....................

. Chainman.....................

. Chainman.....................

. Chainman.....................

. Chainman.....................

. Chainman.....................

. Chainman.....................

. Chainman......................

. Axeman and office assistant......

. Axeman and office assistant......

. Axeman and office assistant......

. Axeman and office assistant......

$5 00 per day 5 Of) per day 5 00 per day 5 00 per day 5 00 per day 5 OO per day 4 50 per day 4 00 per day 4 00 per day 4 00 per day 4 00 per day 4 00 per day 4 00 per day 4 00 per day 4 00 per day 4 00 per day 4 00 per day 4 00 per day 4 00 per day 75 00 per month 75 00 per month 50 00 per month 4 00 per day 4 00 per day 4 00 per day 4 00 per day 4 00 per day 4 00 per day 4 00 per day 4 00 per day 4 00 per day 4 CO per day 4 00 per day 4 00 per day 4 00 per day 4 00 per day 4 00 per day 4 00 per day 3 50 per day 3 50 per day 3 50 oer day 3 50 per day 3 50 per day 3 50 per day 3 50 per day 3 50 per day 3 50 per day 3 50 per day 3 50 per day 3 50 per day 3 50 per day 3 50 per day 3 50 per day 3 50 per day 3 00 per day 3 00 per day 3 00 per day 3 00 per day 2 50 per day

1    50 per day

2    50 per day 2 50 per day 2 50 per day 2 50 p er day 2 50 per day 2 50 per day 2 50 per day 2 50 per day 2 50 per day 2 50 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day

Slilssssi saSlISlgsllSllsISSiisSsSSISISIssslsSSlElissssSIgsKSsKlIIIIIIIII

88838388: ggggggggggggggggg8ggSooS8oS8S8§888oog8o88888o;S5j888o88888ooooooS§88

$73 08 606 04 19 69

89 44

5 60

17    04

18    75

05 CO t—‘

Oi OO CO • —I 4^ 05 O 03

CO CO GO

12    90 65 92

13    84

5 88

13 19 145 92

6 73

39    10 27 02 35 04 18 33 15 63 59 22 14 75

40    01 71 23

2S 1)4

3 20

17 08 19 72 10 08 77 62 24 66

7 69

8 94

7 64

47 15

2 20

25 16 20 36

14 14

1 5f.

3 51

91 31

$708 08 1,206 04 504 69 615 00 749 44 255 00 559 10 200 00 480 00 497 04 378 75

436    00 515 63 246 47 140 70 512 00 511 91 479 30

310    54 246 77 345 54 230 3 3 140 90 597 92 533 84 213 88 484 00 133 19 649 92 486 73 527 10 235 02 519 04 502 33

31 63 539 22 142 75 532 01 281 23 210 01 217 0) 175 04 34 71

437    0 4

229    71

230    5! 242 12 441 13 427 6) 386 94 112 64 449 65 423 5) 429 2) 394 13 386 33 357 14 180 01

311    51 116 0 3 351 31 254 0) 127 51 157 51

82 51

5 32

5 32

15 99 11 31

65 39

5 08

90 71

5 80

22 11

325 99 161 31 312 51 212 89 241 08 210 71 141 80 264 11

Improvement of Public Highways—(Continued).

NAME.

Rank.

Rate of compensation.

Services.

Travel.

Total.

H.    R. Caine......

A. A. Carroll......

J. B. Carroll......

L.    F. Cashman

F.    D. W. Connelly

M.    Conroy........

W. R. Davis......

C.    C. Donohue

G.    I. Dugan......

D.    Dworsack.....

G. F. Eschwei

R. E. Faust......

W. C. Fox........

T. I. Frederick.... W. F. Gaffney....

J. H. Garland.....

J. J. Glynn.......

T. F. Guidera.....

J. J. Hagan.......

M. D. Hanlon.....

L. F. Hichman.... A. O. Hollenbeck.. A. W. Hollenbeck.

A. P. Hughes.....

J. F. Jahn........

A. J. Keating.....

J. L. Kehoe.......

J. M. Kells.......

T. J. Larkin......

I.    C. Lefevre......

A. P. Lynch......

R. A. Lynch......

C.    B. Magan......

R. J. Maloy.......

J.    H. Maloney. . ..

D.    B. Mattice.....

F.    J. Mealey......

J. H. McCabe.....

E.    A. McCullough.

G.    J. McKenna....

F.    E. Moore......

J. J. Mulhall......

H.    Paddock......

C. C. Pulsifer.....

Wm. Robinson W. J. Ryan.......

G.    H. Savarese....

F.    R. Schneller....

C.    B. Seib........

T. F. Smythe.....

G.    V. Sweet......

F.    H. Thomas

T. F. Tracey......

G.    L. Van Hagan. W. J. Van Hoesen.

J. A. Wallace.....

O. A. Walrath

A. J. Allen.......

J. K. Alverson....

J. L. Banker......

R. W. Bissell.....

J. Blute..........

F. Bouck.........

D.    Buckley.......

R. A. Burdick. . ..

J. H. Byrnes......

L. A. Casey.......

D.    Caspar......:.

T. D. Clancy......

E.    C. Claud.......

J. Clark..........

W. H. Colgan.....

L. E. Cole........

Axeman and office assistant......

Axeman and office assistant......

Axeman and office assistant......

Axeman and office assistant......

Axeman and office assistant......

Axeman and office assistant......

Axeman and office assistant......

Axeman and office assistant......

Axeman and office assistant......

Axeman and office assistant Axeman and office assistant

Axeman and office assistant Axeman and office assistant Axeman and office assistant Axeman and office assistant Axeman and office assistant Axeman and office assistant Axeman and office assistant Axeman and office assistant Axeman and office assistant Axeman and office assistant Axeman and office assistant Axeman and office assistant Axeman and office assistant Axeman and office assistant Axeman and office assistant Axeman and office assistant Axeman and office assistant Axeman and office assistant Axeman and office assistant Axeman and office assistant Axeman and office assistant Axeman and office assistant Axeman and office assistant Axeman and office assistant Axeman and office assistant Axeman and office assistant Axeman and office assistant Axeman and office assistant Axeman and office assistant Axeman and office assistant Axeman and office assistant Axeman and office assistant Axeman and office assistant Axeman and office assistant Axeman and office assistant Axeman and office assistant Axeman and office assistant Axeman and office assistant Axeman and office assistant Axeman and office assistant Axeman and office assistant Axeman and office assistant Axeman and office assistant Axeman and office assistant Axeman and office assistant Axeman and office assistant

Laborer

Laborer

Laborer

Laborer

Laborer

Laborer

Laborer

Laborer

Laborer

Laborer

Laborer

Laborer

Laborer

Laborer

Laborer

Laborer

$2 00 per day 2 00 per day 2 CO per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 CO per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 CO per day 2 CO per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day

$246 00 132 00 128 00 190 00

$20 98

4 36

150

2 23

108 CC 108 00 122 00 236 OC

36 18

20 18

►—--to

800880800

14 92 30 2 6 25 74 25 5b 53 81 76 20

8 79

66 00 122 00 240 00 160 00 202 00 242 00 240 00 240 00 158 00 150 00 120 00 92 00 174 00 168 00

ic GO CNJ

$266 98 136 36 128 00 190 CO 152 23

144    18 108 00 142 18 236 00

14 92 282 26

145    74 267 56 157 81 306 20 216 79 184 00 245 33 150 36

6 00

240

158 CO 120 00 242 00 120 00 222 00 158 00 122 CO 240 00 214 CO 130 00 246 00 242 00 240 00 252 00 166 00 254 00 184 00 240 00 126 00 184 00 246 00

8800000888080008

8 57

15 45

18 24

4 35

14 96

9 36

97 64 93 36

5 44

24 30 62 22

9 74

19 68 13 62 13 42

65 59

82 00 27 89 20 00

4 90

53 13

35 88

68 65

126    53 345 47 262 83

252    40

257    23 333 29 268 55 219 00 152 38 120 00 100 57 189 45 168 00

258    24 158 00 124 35

253    96 129 36 319 64 251 36

127    44 240 00 238 30 192 22 255 74 242 00

259    68 265 62 179 42

254    00 184 00 305 59 126 00 184 00 328 00

27 89 140 00 240 00 258 00 202 90 227 13 184 00 54 00 120 00 26 00 184 00 178 00 217 88 46 00 120 00 174 00 176 00

Improvement of Public Highways —

(Continued).

NAME.

Rank.

Rate of compensation.

Services. Travel.

Total.

J. E. Collins..........

L.    E. Conklin.........

J. M. Connelly........

W. A. Conger.........

E. D. Conroy.........

Edward Cook.........

J. T. Davis...........

T. Derby.............

W. H. Dorsey.........

J. Dona van...........

M.    Donohue..........

W. T. Doody.........

J. C. Duggan.........

B.    Dunleavy..........

M. Eagan............

E.    A. Faille..........

P. F. Farnum.........

J. Fields.............

Christy Graham.......

Alex. Greenwald......

T. W. Gibbons........

M. Hagan............

W. Harding..........

J. D. Hartnett........

F.    Haggerty..........

E. T. Hayes..........

W. Herbert...........

C.    L. Hitt............

C.    Hussy.............

P. P. Kelly...........

J. P. Kivlen..........

G.    J. Korwan.........

Geo. Lanahan.........

T. J. Lanahan........

M. Lang.............

E. J. Latrs...........

D.    Lockwood.........

J. Loughlin...........

E.    A. Lovelock........

E.    P. Low............

L. J. Ludwig.........

J. M. Macdonald......

Henry MacFarlane....

D. Markham..........

W. A. McDermott.....

T. P. McEvoy.........

J. McKenna..........

A. McMartin..........

D. J. Minahan........

H.    S. Moore, Jr.......

J. B. Murphy........

T. Murphy..........

J. J. M' lligan........

F.    Neet.............

J. Ostrander.........

H. Owens...........

L. Paige............

H. S. Parsons........

T. Rattoone.........

W. Reilly...........

J. H. Roney.........

G.    N. Rooker........

J. J. Ryan...........

Henry Sager.........

J. H. Schram........

A. J. Sherlock.......

R. H. Smith.........

W. E. Smyth........

G. M. Steinert.......

T. S llivan..........

D. Sweeney..........

Cuyler Ten Eyck.....

T. Tydemann........

Laborer. . Laborer. . Laborer. . Laborer. . Laborer. . Laborer. . Laborer. . Laborer. . Laborer. . Laborer. . Laborer. . Laborer. . Laborer. . Laborer. . Laborer. . Laborer. . Laborer. . Laborer. . Laborer. . Laborer. . Laborer. . Laborer.. Laborer. Laborer. Laborer. . Laborer.. Laborer. . Laborer. . Laborer. Laborer. Laborer. Laborer. Laborer. Laborer. Laborer. Laborer. Laborer. Laborer.. Laborer. Laborer. Laborer. Laborer. . Laborer. Laborer. Laborer. Laborer. Laborer. Laborer.

. Laborer.

. Laborer.

. Laborer.

. Laborer.

. Laborer. . Laborer. . Laborer. . Laborer. . Laborer. . Laborer. . Laborer. . Laborer . Laborer. . Laborer . Laborer . Laborer . Laborer . Laborer . Laborer . Laborer . Laborer . Laborer . Laborer Laborer . Laborer

$ 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 GO per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day

2 00 per day 2 00 per day 2 00 per day

2 00 per day

2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day

•2

88888888888888388SSS3888SS3888838S888888888888888888S88888888888888888888

ggsagsssgssgggsissssssssggggsgsssgsgsgssgsgsgssggaggssagggssssssgsegsggj

$19 17

7 66

5 00

1 62

13 65

20 40

1 62

2 39

79 CC 13 60

“4 CO 05 ^1 o to

00 o

342 29

3 95

8 56

33 00

103 01

8888828888 8 8SS8® 888888888 S008K0888SS888888S 8 288888888882 S0888SS8 £>88888 88^8

Improvement of Public Highways-—(Concluded).

NAME.

Rank.

Rate of compensation.

Services.

Travel.

Total.

L. Van Dyke J. S. Wallace W. Walters.. A. F. Wilson.

Laborer

Laborer

Laborer

Laborer

$2 00 per day 2 00 per day 2 00 per day 2 00 per day

$106 00 84 00 120 00 178 00

$26 00

$106 00 84 CO 120 00 204 00

Stationery and printing.

Livery.................

Fuel and light..........

Postage................

Office rent..............

Telephone and telegraph Miscellaneous..........

Incidental Expenses.

$127,239 86 $16,594 02

$143,833 88

20,181 82

Total.

$164,015 70

“ Money System ” Repairs of Highways.

Chapter 577, Laws of 1907.

From October 1, 1908, to February 17, 1909.

NAME.

Rank

Rate of compensation.

Services.

Travel.

Total.

Stephen Ryan........

F. D. Lyon...........

C. F. Chamberlain.....

I.    P. Cribb...........

Samuel Grennon......

F. J. McGuire.........

B.    M. Patton.........

C.    B. Perry...........

Peter Seeber..........

J.    C. Van Arsdale.....

John Gick............

E. M. Howland.......

H. W. Cowlbeck......

Valentina Brother.....

E. A. Crowl..........

H. D. Franklin.......

T. C. Sweet...........

Lucy McCormack.....

M. A. Bingham.......

Martina Devlin.......

Fred Buck...........

John Gyer............

C. A. Hulbert.........

W. G. Edgerton.......

J. J. Craven..........

J. J. Glynn...........

T. F. Smythe.........

Leon Corregan........

Mary Brucker........

Special examiner of highways.... Special examiner of highways....

Supervisor of highways..........

Supervisor of highways..........

Supervisor of highways..........

Supervisor of highways..........

Supervisor of highways..........

Supervisor of highways..........

Supervisor of highways..........

Supervisor of highways..........

Auditor of highway accounts.....

Auditor of highway accounts.....

Stenographer..................

Stenographer..................

Stenographer..................

Stenographer..................

Stenographer...................

Stenographer..................

Temporary stenographer........

Temporary stenographer........

Inspector of highways...........

Inspector of highways...........

Inspector of highways...........

Inspector of highways...........

Axeman and office assistant......

Axeman and office assistant......

Axeman and office assistant......

Laborer.......................

Charwoman....................

$12 00 per day 12 00 per day 5 00 per day 5 00 per day 5 00 per day 5 00 per day 5 00 per day 5 00 per day 5 00 per day 5 00 per day 4 00 per day 4 00 per day | 125 00 per month j 100 00 per month | 100 00 per month 100 00 per month I 83 33 per month 60 00 per month 50 00 per month 50 00 per month 4 50 per day; 4 50 per day 4 50 per day j per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day j 1 00 per day

4 00

$918 00 492 00 665 00 600 00 395 00 600 00 6C0 00 600 00 600 00 600 00 416 00 560 00 200 90 427 37 160 71 160 71 133 92 276 43 16 12 49 94 522 00 514 00 553 00 488 00 280 00 86 00 82 00 120 00 170 00

276 75 131 95 79 41 20 65

ISeslSiiSiSaSiil'lSSiSi

ggggggg£3£K£g223ggg£3§:$gg2ggs:£ |

CD (MOO CO OO <M I—

r-l t-h

Stationery and printing..

Livery.................

Fuel and light..........

Postage................

Telephone and telegraph Miscellaneous...........

Incidental Expenses.

$11,317 60 $4,965 09 116,282 69

$658 43 316 00 25 60 180 11 1,439 29 1,615 52

Total,

4,234 95 $20,517 64

Bureau of Bridges.

Chapter 578, Laws of 1907; Chapter 466, Laws of 1908; Chapter 433, Laws of 1909.

NAME.

Rank.

Rate of compensation.

Services. Travel.

Total.

Wm. R. Davis J. G. Peck.....

F.    E. Blake. . . C. P. Wiweke. R. C. Bastress.

G.    M. Braune. C. N. Haggart A. G. Hayden. A. H. Higley.. Harold Levy...

H.    D. Miller... H. E. Brainard C. H. Wood. .. J. C. Considine. E. E. Briggs... E. J. Doyle....

Chief bridge designer............$32500 per month

Assistant chief bridge designer.. . 250 00 per month Mechanical engineer....

Mechanical draftsman..

Bridge designer........

Bridge designer........

Bridge designer.......

Bridge designer........

Bridge designer........

Bridge designer........

Bridge designer.......

Bridge designer........

Bridge designer.......

Bridge designer.......

Junior bridge draftsman Assistant engineer.....

175 00 per month 90 00 per month 175 00 per month 175 00 per month 175 00 per month 175 00 per month 175 00 per month 175 00 per month 175 00 per month 150 00 per month 150 00 per month 125 00 per month 100 00 per month 6 00 per day

Total

os    to    o»

to Q5 H* O'05 W H-*    03 OS O 05    ‘ 4** O

O 005t00c0c0^j050icc^w#*'^00^

$504 24 48 65 114 98 64 44 203 77

It

16

52

10

$1,320 33

Examination of Monuments and Mays.

Chapter 466, Laws of 1908; Chapter 433, Laws of 1909.

NAME.

Rank.

Rate of compensation.

Services. Travel.

Total.

H. P. Willis.....

P. W. O’Grady. . A. T. O’Leary... H. J. Richardson. H. F. Eagan.....

G.    E. Deutschbein

Jacob Rubin.....

R. C. Williams... J. W. Arey......

C.    Barker.......

H.    C. Bird......

E. C. Claud......

Thos. Davison...

Chas. Ferris.....

Tony Finch......

Herbert Goodrow Wm. Harding.... J. Harrington....

D.    B. Kaye......

C. W. Ladd.....

Henry Miller

M. Monohan.....

Frank Neff......

S. C. Poriss.. G. N. Rooker

Resident engineer. Assistant engineer Assistant engineer

Rodman.........

Chainman.......

Chainman.......

Chainman........

Chainman........

Laborer..........

Laborer..........

Laborer.........

Laborer.........

Laborer.........

Laborer.........

Laborer.........

. Laborer.........

. Laborer.........

. Laborer.........

. Laborer.........

. Laborer.........

. Laborer.........

. Laborer.........

. Laborer.........

. Laborer.........

. Laborer.........

to no CO to to to to to to CO tO IO CO tO tO tO CO tO CO CO CO 4^ in cr. ^

3888888883888888888888883

smamsiisisms’s's'mis

<55

88888 888888888888S8SSS38g

$562 85 952 23

18 20

88§883ssS8S£SSS5§sei!5§sjgil5§gS*Sl

§S88838S883888888S8S8o8«£

Stationery and printing.

Livery.................

Postage................

Telephone and telegraph Miscellaneous..........

Incidental Expenses.

$3,394 76 $1,533 28 $4,928 04

$0 75 1,467 75

6 38

19 73 248 74

Total,

1,743 35 $6,671 39

NAME.

J. A. O’Connor...

R.    E. Horton.....

Wm. A. Treadwell

S.    W. Belling. . . .

D. R. Lee........

Surveys for State Court of Claims.

Chapter 578, Laws of 1907.

Rank.

Rate of compensation.

Services. Travel.

Total.

First resident engineer Resident engineer.... Engineering draftsman Assistant engineer Assistant engineer Jas. H. Sturtevant.... Assistant engineer H. T. Arnold. . .

Louis Wachtel..

Frank Roberts..

E. W. Wendell..

E. C. Niles.....

Jacob Gadlowitz C. A. Wilbur....

M. W. Wohlgemuth. . . Chainman S. Y. MacGregor Harry Bowen...

W. E. L. Hunter J. T. E. Davis. .

Wm. F. Doody..

A. J. Sherlock. .

L. F. Cashman..

Guy Y. Sweet...

Leveler

Leveler

Rodman. Rodman. Chainman Chainman Chainman

Inspector of masonry...........

Inspector of masonry...........

Inspector of masonry...........

Laborer.......................

Laborer.......................

Laborer.......................

Axeman and office assistant......

Axeman and office assistant......

$2,700 per year 2,700 per year

4    00 per day 6 00 per day 6 00 per day 6 00 per day

5    00 per day 4 50 per day 4 00 per day 4 00 per day

3    00 per day 2 50 per day 2 50 per day 2 50 per day

4    50 per day 4 50 per da y 4 50 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day

ao88 8888888888888888888

OOiCOlN(N(NOWCDOOH(MiOiCOWCC C'Q 1—< Tt* t—< CO 1—4 CO 1—1 CO Ol 04    1—I    1-H l-H

li

$106 47

OO OO 50 GO (M id i—i

CO OO ‘ CO fflOMOO

44 62 47 5C

Tti CD ^ O

«

—‘OSOOCO 4^ to CO ►— CO CO oo to OS CO WH>o₁o,o,tOt-‘GC05WOOOOOOOOiOi

OS >■£*• OS 4^-

gggggSgfSggggggSgggKggS

Stationery and printing.

Livery.................

Telephone and telegraph Miscellaneous...........

Incidental Expenses.

$922 37    $410 35 $1,332 72

$0 15 34 50

2 .50

2 41

39 56

Total

$1,372 28

Mohawk Street Bridge, Waterford.

Chapter 265, Laws of 1908.

NAME.

Rank.

Rate of

compensation. ■

Services.

Travel.

Total.

P. W. O’Grady H. F. Eagan...

Assistant engineer Chainman.......

$6 00 per day 3 00 per day

$366 00 219 00

$49 21    $415 21

.......    219 00

Postage................

Telephone and telegraph Miscellaneous...........

Incidental Expenses.

$585 00

to to to

tOOCn

$634 21

36 17

NAME.

L. S. Hulb'ird........

J. H. Sturdevant......

John McBride........

E. A. Duschak........

R. G. Pratt...........

J. M. Prior........

J. J. Schworm........

H. J. Staible..........

C. H. Adams.........

E. F. Morey..........

E. S. Overbaugh......

Geo. Schaefer.........

H. J. Spellman........

H. Kramer...........

E. S. Sterling.........

E.    C. Ansley..........

C.    W. Avery..........

R. H. Byrnes.........

F.    L. De Beukelaer....

W. C. Emens.........

Henry Hefferman.....

D.    C. McGill..........

L. E. Moyer..........

Mott Palmer..........

F. W. Pettit..........

J. W. Seaton.........

J. A. Smith...........

H. B. Taylor.........

Survey, Cayuga and Seneca Canal.

Chapter 433, Laws of 1909.

Rank.

Rate of compensation.

Services. Travel.

Total.

Assistant engineer. Assistant engineer.

Leveler...........

Leveler...........

Rodman..........

Rodman..........

Rodman..........

Rodman..........

Chainman........

Chainman........

Chainman........

Chainman........

Chainman........

Foreman of borings

Boatman.........

Laborer..........

Laborer..........

Laborer..........

Laborer..........

Laborer..........

Laborer..........

Laborer..........

Laborer..........

Laborer..........

Laborer..........

Laborer..........

Laborer..........

Laborer..........

to to to to to to to to to to to to to co ^ to to to to CO CO CO CO CO ^ Cn 05 05

88888888888888SSSSSSSSSSS8S8

PPPPPPPPPPPPPPPPPPPPPPPPPPPP

‘ *—*    ►—* H-    ►—*    to    *—»    to    >+*•

^^toSoototoooootoSkostoo^^acnOoJ^S^jHSoosoiai^

8888888888888888888888888888

$259 10

s so

8 10

5 55

8 10

12 28

888SoS8S8S888oooSoS8oSolo8SoSo

Stationery and printing.

Livery.................

Postage...............

Office rent..............

Telephone and telegraph Miscellaneous...........

Incidental Expenses.

$3,272 00    $301 93 $3,573 93

$3 92 38 00

1 <o

34 00

250 06

328 18

Total,

$3,902 11

Topographic Survey.

Chapter 466, Laws of 1908; Chapter 433, Laws of 1909.

In Cooperation with United States Geological Survey.

T. M. Bannon.................

D.    S. Barry, Jr................

A. D. Beach..................

William T. Beenfield...........

Gail Blanchard................

Brown Bros...................

R. S. Burhans.................

R. H. Chapman...............

J. J. Conway..................

R.    D. Cummin................

Director U. S. Geological Survey H. L. Dodge..................

E.    M. Eastwood...............

L.    C. Fletcher.................

S.    P. Floore...................

O. J. Gill.....................

M.    L. Greenfield...............

F.    M. Gurney.................

J. R. Haswell.................

E. J. Johnson.................

Edward Lull..................

S. G. Lunde...................

A. W. Mattson................

$200 97 129 00 60 25 19 50 36 00 68 00 78 75 176 71 118 00 293 90 179 22 262 00 111 87 898 39 50 00 63 00 75 00 310 80 396 00 78 75 26 77 54 25 47 50

Topographic Survey

(Continued).

C. P. McAllaster

E.    McCormick.. Frank McCune.

F.    J. McMaugh.

R. C. McKinney A. F. McNair... Arthur Mitchell.

E. D. Monroe. .

W. H. S. Morey P. G. Nichols. .

E.    S. Niles.....

F.    B. Northrup. Albert O’Dell. .

I.    W. Petit Ira Quinby N. N. Reid,

John Salisbury. . .

J.    R. Sammons.. .

R. C. Seitz.......

H. S. Senseney.. . Perley Shampine. C. R. Short......

C.    K. P. Smith.. . William Smith. . . L. A. Stansfield . . J. T. Stephens.... J. M. Whitman, Jr

D.    B. Wickham. . W. D. Young....

Total........

, Jr

$108 50 22 00 42 75 120 60 629 29 334 00 48 00 444 83 1,122 84 82 50 109 00 102 50 21 00 356 50 92 17 112 50 105 00

142    50 322 54 124 75 468 66

24 00 208 00 18 00

143    17 424 44

1,331 42 184 00 232 50

$11,212 59

77ydrographic Survey.

Chapter 466, Laws of 1908; Chapter 433, Laws of 1909.

C. R. Adams.....

C. E. Allen.......

Lester Allen.....

Nellie G. Baldwin. H. K. Barrows. . . Edward Conron. .

C.    C. Covert......

H. F. French.....

Ora A. Gates.....

F. M. Goff.......

Chris Hannan.. . .

J. V. Henry......

W. G. Hoyt......

W. A. James.....

Jos. La Rue......

John McAstocker. Mrs. Wm. Morgan John Nolan......

D.    L. Orcutt.....

Lester Sevaire.... M. E. Skehan Hugh L. Smith.. .

C.    A. Waitt......

E.    F. Weeks.....

D.    M. Wood......

$556 17 43 39 30 00 6 25 18 00

1    50 330 02

99 92 24 00 36 00

2    66 22 80

115 99 166 71 24 00 30 00 5 07 40 00 36 00 18 00 20 00 30 00 30 00 57 98 110 15

Total

$1,874 61

Summary.

The foregoing tables are summarized as follows:

Ordinary Repairs to Canals.

1.    Erie canal, chapter 465, Laws of 1908......

2.    Champlain canal, chapter 465, Laws of 1908

$8,012 38 3,987 62

Construction of Barge Canal.

3.    Head office account, chapter 147, Laws of 1903; chapter 143, Laws of

1905; chapter 172, Laws of 1907; chapter 195, Laws of 1909..........

4.    Erie canal, chapter 147, Laws of 1903; chapter 143, Laws of 1905; chapter

172, Laws of 1907; chapter 195, Laws of 1909......................

5.    Champlain canal, chapter 147, Laws of 1903; chapter 143, Laws of 1905;

chapter 172, Laws of 1907; chapter 195, Laws of 1909................

286,624 58 178,638 25 96,303 03

CO    00

Improvement of Public Highways.

Improvement of public highways, chapter 115, Laws of Maintenance and repairs of improved public highways, chapter 115, Laws of 1898; chapter 468, Laws of 1906; chapter 686, Laws of 1906;

chapter 170, Laws of 1907; chapter 229, Laws of 1908...............

“ Money system ” repairs of highways, chapter 700, Laws of 1905; chapter 686, Laws of 1906; chapter 577, Laws of 1907......................

1898

164,015 70

27,974 80 20,517 64

Bureau of Bridges.

9. Bureau of bridges, chapter 686, Laws of 1906; chapter 578, Laws of 1907; chapter 466, Laws of 1908; chapter 433, Laws of 1909...............

Special Surveys.

10.    Examination of monuments and maps, chapter 729, Laws of 1904;

chapter 686, Laws of 1906; chapter 466, Laws of 1908; chapter 433, Laws of 1909...................................................

11.    Surveys for State Court of Claims, chapter 686, Laws of 1906; chapter

578, Laws of 1907..............................................

12.    Mohawk street bridge, Waterford, chapter 265, Laws of 1908............

13.    Survey, Cayuga and Seneca canal, chapter 433, Laws of 1909............

14.    Topographic survey, chapter 686, Laws of 1906; chapter 466, Laws of

1908; chapter 433, Laws of 1909..................................

Hydrographic survey, chapter 686, Laws of 1906; chapter 466, Laws of 1908; chapter 433, Laws of 1909..................................

1,320 33

6,671 39

1,372 28 670 38 3,902 11

11,212 59

1,874 61

Total

$813,097 69

Table of Contracts Completed on the Eastern Division During the Fiscal Year Ended

September 30? 1909.

Construction of Barge Canal.

Chapter 147, Laws of 1903, and amendatory laws.    _

Final payment.

$22,316 90

Final payment.

$16,192 00 165,439 29

Contract price, as affected by alterations.

Engineer’s

preliminary

estimate.

Character of work.

Date of contract.

CONTRACTOR.

$22,449 00

$22,604 00

Contract No. 34, Erie canal — Highway bridge at Saratoga avenue, Waterford..........................

Aug. 8, 1906

M. Fitzgerald

Improvement of Public Highways.

Chapter 115, Laws of 1898, and amendatory laws. (Completed between October 1, 1908, and February 17, 1909.)

Contract price.

Character of work.

Date of contract.

CONTRACTOR.

$15,086 00 *49,773 15

Craigville, under grade crossing road, No. 154-B, Orange county.......

Poughkeepsie-Pleasant Valley road, No. 549, Dutchess county........

Jan. 20, 1908 July 6, 1906

Mansfield & Burton James E. Martin...

* Exclusive of special agreements, t Final payment pending.

Payments to February 17, 1909.

$15,970 51 21,374 97

23,026 35

1,373 31

21,229 83 24,969 96

18,890 10

44,141 98

Table of Contracts Pending on the Eastern Division, February 17, 1909.

Improvement of Public Highways.

Chapter 115, Laws of 1898; chapter 468, Laws of 1906, and amendatory laws.

Contract price, plus special agreements.

Engineer’s

preliminary

estimate.

Character of work.

Date of contract.

CONTRACTOR.

$25,814 20 54,834 25

38,610 70

$33,900 00 59,600 00

41,900 00

15,722 60

25,278 25

187,635 00

55,400 65 30,410 00 37,984 50

114,610 65

61,734 75

38,839 00 14,244 75

49,895 05

49,773 15

41,679 90

63,189 80 64,137 67

20,323 50

36,840 75

18,100 00

29,350 00

225,000 00

32,750 00 18,400 00 45,700 00

126,410 00

56,200 00

44,600 00 16,450 00

51,100 00

60,150 00

49,850 00

63 500 00 55,650 00

24,575 00 45,200 00

Lake Pleasant-Speculator road, No. 277, Hamilton county Sprakers-Rural Grove road, No. 304, Montgomery county Canajoharie-Sprout Brook road, No. 345, Montgomery county..........................................

Sprakers-Rural Grove (section 2) road, No. 346, Montgomery county...................................

Canajoharie-Sharon Springs (section 2) road, No. 347, Montgomery county..............................

West Point-Cornwall road, No. 411, Orange county......

Port Jervis-Sullivan county line (section 1) road, No. 412,

Orange county...................................

Hyland Mills-Monroe road, No. 413, Orange county......

Saratoga-Gansevoort road, No. 442, Saratoga county.....

Old Forge-McKeever road, No. 462, Herkimer county.... Manheim Center-Salisbury road, No. 463, Herkimer

county..........................................

Salisbury Center-Stratford road, No. 464, Herkimer

county..........................................

Troy-Speigeltown road, No. 504, Rensselaer county......

Schodack Center-Nassau road, No. 536, Rensselaer

county..........

Mayfield-Northville

county..........................................

Johnstown-Broadalbin (section 2) road, No. 543, Fulton county..........................................

Willets-East Williston-Westbury Pond road, No. 547,

Nassau county...................................

Carmel-Kent road, No. 570, Putnam county............

Spring Ave., Troy-Poestenkill road, No. 571, Rensselaer

county..........................................

Towners Corners-County Line road, No. 585, Putnam county..........................................

July 12, 1906 Sept. 20, 1907 Dec. 18, 1907

Nov. 12, 1908 Nov. 12, 1908

Robert Schafer...............

Shanley-Morrissey, Inc.......

Shanley-Morrissey, Inc.......

Central & Eastern Construction

Co

(section 2) road, No. 541, Fulton

Dec. 2, 1907 Nov. 17, 1908

Nov. 17, 1908 Sept. 19, 1907

Dec. 2, 1907 Dec. 3, 1908

Nov. 12, 1908

Nov. 12, 1908 Nov. 12, 1906

Jan. 30,1908

Nov. 17, 1908]

Nov. 12, 1908

Sept. 20, 1907 Nov. 13, 1908

Nov. 13, 1908

Joseph Walker...............

Elmore & Hamilton Construction Co...................

DeGraft & Hogeboom.........

DeGraff & Hogeboom.........

Morris Kantrowitz...........

Spuyten Duyvil Construction

Co..................

Bellew & Merritt.............

Rockefeller Bros.............

Thomas H. Karr.............

Rockefeller Bros.............

Shanley-Morrissey, Inc.......

S. B. Van Wagenen..........

Long Island Contracting & Supply Co.................

Shanley-Morrissey, Inc.......

Thomas H. Karr.............

Harvey B. Sproul............

Table of Contracts Pending on the Eastern Division, February 17, 1909 — (Concluded).

Payments to Febr

uary 17, 1909.

Contract price, plus special agreements.

Engineer’s

preliminary

estimate.

Character of work.

Date of contract.

CONTRACTOR.

$43,322 64 15,912 64

20,677 46

16,848 72

31,139 44

4,100 45

42,859 44

$27,696 90

56.473    65 29,323 00

19,330 75 32,851 75 56,317 40 22,107,75 71,067 88 46,657 86

42,815 39

28.474    70

43,229 00 35,541 50

42,338 80

31,609 40 26,104 60 53,757 35 66,027 40

85,361 15 44,698 50

27,297 00

26,882 50

31,430 90

64,226 70 87,376 10

49,903 50

36,825 35

no

II"

00

00

00

'111

()()

00

on

00

00

$40,500

77.500 32,100

24.900

46.800 68,400

27.500

75.800

52.800

43.900

46.800

53.900    00

52.100    00

52.600    00

46,000 00 37,500 00 60,200 00

77.100    00

71.400    00

68.600    00

44,600 00 42,300 00

43.400    00

82,800 00 125,300 00

71.900    00 50,700 00

Troy-Schenectady (section 3) road, No. 604, Albany

county..........................................

Wicopee-Beekman road, No. 627, Dutchess county......

Pawling-Dover Town Line road, No. 612, Dutchess county Troy-Schenectady (section 4) road, No. 630, Albany

county.......................................

Indian Fields-Dormansville road, No. 646, Albany county

Hudson-Hollowville road, No. 650, Columbia county.....

Champlain-Perrys Mills road, No. 652, Clinton county.. . Milford Center-Milford road, No. 674, Otsego county.. . .

Otego-Oneonta road, No. 675, Otsego county..........

Edmonston-West Burlington-Kelsey Corners road, No.

677, Otsego county................................

Monsey-Egypt Corners road, No. 690, Rockland county...

Malone-Ft. Covington (section 2) road, No. 702, Franklin

county..........................................

Sidney-Unadilla road, No. 708, Otsego county.........

Greenville-Coxsackie (section 2) road, No. 719, Greene

Whitehall-Ft. Ann Town Line road, No. 723, Washington

county.............................

North Creek-County Line road, No. 736, Warren county. . Taylor-Schroon Lake village road, No. 745, Essex county.

Delhi-Bloomville road, No. 747, Delaware county........

Aiden Lair-Newcomb (section 2) road, No. 756, Essex

county..........................................

Ossining-Kitchawan road, No. 768, Westchester county. . Amawalk-Woods Bridge road, No. 769, Westchester

county. . .............................• • • •;■••••

Goldens Bridge-Turk Hill road, No. 770, Westchester

Richfield Springs-Schuyler Lake road, No. 784, Otsego

county.............'........................

South Schenectady-Moriaville road, No. 788, Schenectady county.....................................

Huntington-Amityville road, No. 794, Suffolk county.... Jeffersonville-Kenoza Lake-Fosterdale road, No. 795,

Sullivan county........................■ • • • ......

Greenville-Coxsackie (section 1) road, No. <96, Greene county..........................................

Nov. 13, 1908

Nov. 13,1908 Nov. 13, 1908 Nov. 13, 1908

Nov.13,1908 Nov.13,1908 Nov.13,1908 Nov. 27, 1907 Nov. 27, 1907 Feb. 4, 1908

Nov. 13, 1908

Jan. 23, 1908

Nov. 21, 1908 Feb. 11, 1908

Nov. 14, 1908

Nov. 14, 1908 May 18, 1908 Dec. 5, 1908 May 18, 1908

Nov. 20, 1908 Nov. 20, 1908

Nov. 20, 1908

Nov. 14, 1908

Nov. 14, 1908

Nov. 14, 1908 Nov. 20,1908

Nov. 14, 1908

John Harrigan.. .

John E. Consalus

Jos. Walker.....

Malloy & Davis. .

Jos. Walker....

Jos. Walker. . . .

W. B. Spellman.........

J. K. Palmer...........

J. K. Palmer............

Delaware Construction Co

John E. Consalus.............

Spuyten Duyvil Construction

Co

John Harrigan...............

John E. Consalus.............

Putnam & Hare.............

Shanley-Morrissey, Inc.......

P. F. Herlihy................

John F. Creeden.............

Santonini Construction Co... .

Decicco Contracting Co.......

Decicco Contracting Co.......

Decicco Contracting Co.......

Malloy & Davis..............

Malloy & Davis..............

Henry J. Mullen.............

Bellew & Merritt.............

Thomas O’Hearn.............

Si

Payments to September 30, 1909.

$425,847 74 660,893 32 619,401 82 30,690 00 587,304 00 649,692 00

1,231,348 00

841,528 00

4,842 00 48,744 00 356,942 42

355,452 60

72 00

Table of Contracts Pending on tile Eastern Division, September 30, 1909.

Construction of Barge Canal.

Chapter 147, Laws of 1903, and amendatory laws.

Contract price, as affected by alterations.

Engineer’s

preliminary

estimate.

Character of work.

Date of contract.

CONTRACTOR.

$580,423 57 946,105 76 657,273 09 31,637 60 1,515,626 42 1,354,864 00 10,170 20

$619,846 00 1,022,640 00 760,576 00 33,576 60 1,518,382 00 1,671,385 00 12,303 50

Contract No. 1, Champlain canal — Hudson river, Northumberland to Fort Miller and Crocker’s Reef to

Fort Edward....................................

Contract No. 2, Erie canal — Through Waterford to

Contract No. 11.................................

Contract No. 3, Champlain canal — Fort Miller to

Crocker’s Reef....... ......................

Contract No. 7, Erie and Champlain canals — Bridges

on Contracts Nos. 2 and 3......................

Contract No. 8, Erie canal — Dams and locks at Scotia,

Rotterdam and Cranesville.......................

Contract No. 11, Erie canal — From Contract No. 2 to

Mohawk river...................................

Contract No. 13, Erie canal— Bridges on Contract No.

April 18, 1905

Empire Engineering Corp’n..

2,964,988 80

1,463,161 15

69,076 95 842,613 28 812,286 70

854,594 00 490,592 00 933,194 00

585,720 00

2,875,570 00

1,380,760 00

70,719 00 J 883,926 00 l 836,221 00

785,980 00 499,000 00 848,540 00

570,600 00

18

April 3, 1905 April 4, 1905 Aug. 10, 1906 May 22, 1906 May 21, 1906 Nov. 7, 1908

Contract No. 14, Erie canal — Mohawk river, Crescent to Rexford Flats aqueduct; dams at Crescent and Mindenville; dams and locks at Vischer’s Ferry, Cana-

joharie, Yosts and Fort Plain.....................

Contract No. 15, Champlain canal — Whitehall to

Comstock...................................

Contract No. 16, Erie and Champlain canals — Bridges

on Contracts Nos. 11, 25 and 27...................

\ Contract No. 17, Erie canal — Dams and locks at Amsterdam and Tribes Hill......................

Contract No. 18, Erie canal — Mindenville to Castle

creek    ....................................

Contract, No. 20-A, Erie canal — Little Falls to Castle

Contract No. 20-B, Erie canal — Mohawk river, Minden-ville to Canajoharie..............................

Contract No. 20-C, Erie canal — Mohawk river, Canajoharie to Yosts.................................

Sept. 10, 1907

Aug. 9, 1906

Dec. 20, 1906

Dec. 29, 1906 Mar. 3, 1908

Dec. 28, 1906

Aug. 20, 1909

Aug. 2, 1909

Aug. 19, 1909

Ferguson Contracting Co. ...

Sundstrom & Stratton......

Groton Bridge Co..........

Pittsburg-Eastern Co.......

Fort Orange Construction Co.

Penn Bridge Co............

Acme Engineering and Contracting Co..............

Atlantic, Gulf & Pacific Co. .

United Construction Co.....

The Scofield Co............

Alexander Murdoch!.......

O’Brien & Hoolihan Contracting Co..............

Houston Barnard..........

S. Pearson & Son, Inc......

American Pipe and Construction Co.................

t Contract relet.

Table of Contracts Pending on the Eastern Division, September 30, 1909—(Concluded).

Construction of Barge Canal—(Concluded).

Payments to Septe nber 30, 1909.

Contract price, as affected by alterations.

Engineer’s

preliminary

estimate.

Character of work.

Date of contract.

CONTRACTOR.

$801,766 00 19,332 00 355,670 02

27,369 00

256,096 27

294,696 00

$2,681,040 40 1,698,388 60 40,057 00 723,268 60

$2,260,000 00 1,849,831 00 60,225 00 998,920 00

683,713 66

812,350 00

2,591,666 50 829,305 78 46,797 00 1,018,323 00

2,650,500 00 813,800 00 59,820 00 1,175,623 00

Contract No. 20-D, Erie canal — Mohawk river, Yosts

to Rexford Flats................................

Contract No. 25, Champlain canal — Comstock to Dunhams Basin.....................................

Contract No. 26, Champlain canal — Hudson river near

Fort Edward....................................

Contract No. 27, Champlain canal -— Dunhams Basin to Fort Edward....................................

Contract No. 29, Erie canal — Sterling creek to Herki-mer-Oneida county line..........................

Contract No. 30, Erie canal — Mohawk river, Little

Falls to Sterling Creek...........................

Contract No. 31, Erie canal — Through Little Falls;

Rocky Rift dam.................................

Contract No. 32, Champlain canal — Lock-gates, etc.,

on Contracts Nos. 3, 25 and 27....................

Contract No. 68, Champlain canal;— Locks at Mechanic-ville, Stillwater and Northumberland...............

Aug. 18, 1909 Nov. 19, 1906 April 6, 1908 Nov. 23, 1906

April 3, 1909

July 16, 1909 Sept. 2, 1908 April 19, 1909 Nov. 23, 1908

American Pipe and Construction Co.................

Atlantic, Gulf & Pacific Co. .

Lake Erie Dredging Co.....

Kinser Construction Co.....

Maryland Dredging and Contracting Co..............

Acme Engineering and Contracting Co..............

Casey & Murray...........

Penn Bridge Co............

Shanley-Morrissey, Inc.....

REPORT

OF THE

DIVISION ENGINEER

OF THE

MIDDLE DIVISION

For the Fiscal Year Ended September 30, J909

[125]

MIDDLE DIVISION

State of New York,

Department of State Engineer and Surveyor, Middle Division,

Syracuse, N. Y., October 1, 1909. Hon. Frank M. Williams, State Engineer and Surveyor, Albany, N. Y.:

Sir.— I have the honor to submit herewith my annual report as Division Engineer, Middle Division, for the fiscal year ended September 30, 1909.

During the early part of the year the work comprised that pertaining to both the State canals and the improvement of public highways. This continued until February 17, 1909, when the two were separated and that pertaining to highways was formally turned over to the newly created Department of Highways,

The work of highway improvement was under the direct charge of Mr. F. W. Sarr, First Resident Engineer. For details of the men employed and the work done up to February 17, see accompanying tables.

Navigation on the Erie, Black River and Cayuga and Seneca canals has been uninterrupted throughout the season. The Oswego canal has been closed the entire season through the city of Fulton and was closed until duly 15 through the city of Oswego. This was authorized by an act of the last Legislature and was for the purpose of progressing the work on Barge canal contracts Nos. 10 and 35, the former at Fulton and the latter at Oswego.

SPECIAL LEGISLATION.

Constructing a Plate Girder Bridge over Cazenovia Lake Outlet at Mill Street, Cazenovia.

(Chapter 281, Laws of 1908.)

Contractor, Montour Steel Company.

Engineer in charge, D. R. Lee.

$4,041 50 4,011 20

Engineer’s estimate at contract prices Final account ..................

Constructing a Bridge over the Cayuga and Seneca Canal at Ovid Street in the Village of Seneca Falls.

(Chapter 273, Laws of 1908.)

Aside from making a survey and location map, no work has been done.

Constructing a Lift Bridge over the Erie Canal at Seneca

Street, Utica.

(Chapter 454, Laws of 1909.)

Aside from making a survey and location may), no work has been done.

Constructing a Lift Bridge over the Oswego Canal at

Salina Street, Syracuse. (Chapter 668, Laws of 1906.)

Contractor, John M. Shultz. Engineer in charge, E. M. Ellis.

$62,621 00 65,686 00 68,434 73

Engineer’s estimate .............

Engineer’s estimate at contract prices Final account ..................

This bridge is of the Bascule tyy>e and since its final adjustment, it has worked well, notwithstanding its great skew of 56 degrees. Work on this structure was started in January, 1908, and completed in 1909.

Constructing a Protection Wall on the West Side of Skaneatei.es Lake Outlet.

(Chapter 675, Laws of 1906; Chapter 400, Laws of 1907; Chapter 394, Laws of 1908.)

Contractors, John Young and Patrick J. Cawley.

Engineer in charge, I). R. Lee.

$9,122 00 11,893 00 11,444 60

Engineer’s estimate . . . ...........

Engineer’s estimate at contract prices Final account ...................

This work was started in October, 1908, and completed in 1909.

Constructing Stairway for the Lift Bridge at Catharine

Street, Syracuse, N. Y.

(Chapter 683, Laws of 1906.)

Contractor, John M. Shultz.

Engineer in charge, E. M. Ellis.

This structure was let for a lump sum of $1,500 for the work complete. It was started in June, 1908. A partial payment of $750 has been made. As the work has not been quite completed, no final account has been rendered.

Improvement of Cayuga and Seneca Canal. . (Chapter 291, Laws of 1909.)

Work of making preliminary surveys under this act was started in June of this year. They are under the direct charge of Deputy State Engineer Harry W. DeGraff. Only the finances of the work have been cared for by the Division office.

COURT OF CLAIMS SURVEYS.

In addition to the usual requirements of the Superintendent of Public Works, in connection with ordinary repairs, considerable work has been done in making surveys and maps of private properties alleged to have been damaged by the State, and getting the data in condition for the Court of Claims.

WATER RECORDS OF CAYUGA AND CROSS LAKES AND SENECA RIVER.

In compliance with a concurrent resolution of the Legislature in 1884, water elevations at specified places have been taken and recorded three times yearly, viz.: During the first ten days of March, August and December.

The records have been taken at the prescribed times for 26 years, but in so doing a record of the extreme high water each year has not been obtained. Again, it is only when parts of the structures crossing the Seneca river are submerged that there is any difference in the elevation of the water surface above and below the structure. This submergence occurs only at times of high water, and then not every year. When it does occur, it is rarely on the prescribed dates.

The Barge canal route is through Cross lake and up the Seneca and Clyde rivers. Gages have been established and the readings recorded during the period of construction at both the old and structures on the rivers. These records will be far more valuable than those obtained under the resolution. The taking of the latter will he hut a partial and poor duplication and of no value. I would therefore recommend that the taking of the water records as prescribed hv the resolution be discontinued.

new

WEIGH LOCK BUILDING AT SYRACUSE.

The division offices of the Middle Division of both the State Engineer’s Department and the Superintendent of Public Works’ Department are located in the Weigh Lock Building at Syracuse. The building was erected about 1850. It is of brick exterior and wood interior. It has no basement. The floor timbers of the first floor are more or less decayed. Their supports have settled to such an extent that the floors are out of level and the partition walls cracked and out of plumb.

The building is heated with steam obtained from an outside heating company. It is lighted by electricity, the wiring of which is in such shape that it would not pass an underwriter’s inspection.

Stored in the division office are the records of the entire Middle Division, most of which are the originals. Should the building burn, these records would be irrevocably lost. I would therefore recommend that the Legislature be asked for an appropriation sufficient to make the building fire-proof throughout and to put a basement under it with a heating plant therein.

BARGE CANAL.

The Barge canal, as comprised in the Middle Division, extends from 'the east line of Oneida county to the east line of Wayne county, a distance, including Oneida lake, of about 07.4 miles. This is divided into three sections, viz., Nos. 5, 6 and 7. It also includes the Oswego branch extending from Three Rivers to Lake Ontario at Oswego, a distance of about 23 miles, and the territory covered by the Delta and Hinckley reservoirs in Oneida and Herkimer counties. The Oswego branch comprises one section.

Section No. 5 of the Erie Barge canal is in charge of Resident Engineer Edwin Styring, with headquarters at Rome, N. Y.

Section No. 6 and section No. 7 of tlio Erie Barge canal are in charge of First Resident Engineer Fred J. Wagner, with headquarters at Syracuse, N. Y. The Oswego Barge canal is in charge of Resident Engineer Theron M. Ripley, with headquarters at Fulton, N. Y. The water-supply residency — Delta and Hinckley reservoirs—fis in charge of Resident Engineer L. C. Hulburd, with headquarters at Rome, N. Y.

Erie Canal, Residency No. 5.

Resident Engineer Edward Styling reports:

“ This residency extends from the Herkimer-Oneida county line on the east to the Oneida-Onondaga county line in Oneida lake on the west, having a total length of about 38 miles, 7% miles of which is in Oneida lake. The following contracts are located within this residency, in order from the east: Nos. 42, 43, 44. 4, 4a and 7, the last two being minor contracts connected with No. 4.

river

no

■ “ Contract No. 42 extends from the Herkimer-Oneida county line to Oriskany road, a distance of 8.96 miles. Main features: Outside of lock No. 20, five bridges and a few smaller structures, a heavy excavation contract; let to Shanlev-Morrissey, Inc., July 9, 1909, for $1,163,625; engineer’s estimate, $1,312,814. Work, consisting of clearing, grubbing and excavating in the canal prism and building embankments, was commenced in the latter part of July at the west end of the contract. The plant em]Joyed in this work consists of three New Era graders, 36 wagons and slip scrapers, 68 head of mules, plows and rollers. In the latter part of September work was commenced just east of Schuyler St. with two large Lidgerwood excavators and a small steam-shovel. Other excavators are in the course of erection and a 12-inch hydraulic dredge is soon to commence operations in the new channel for the at the west end of the contract. The probabilities are that great amount of work will bo done on this contract before next

spring.

“ The following table gives the summary of work done during the year and the total completed to date:

ITEMS OF WORK.

Preliminary

estimate.

Work done during year.

Total work done to date.

Per cent of work done during year.

Per cent of work done to date.

Clearing..................

Grubbing.................

Excavation...............

Sheeting and bracing.......

Forming embankment.....

...........acres

37,400

2,786,300

250,000

046,800

7.7

7.7

27.5

27.5

6,929

59,420

0

41,650

6,929

59,420

41,650

18.5

18.5

0.0

6.5

0.0

6.5

No items worked on other than the above.

Total of all work done during year = 1.5 per cent of estimated cost.

Total of all work done to date = 1.5 per cent of estimated cost.

“ Contract No. 43 extends from Oriskany road on the east to about 1,500 feet west of Mud creek, a distance of 10.32 miles. Features: This is mostly a large excavation contract and will probably he done by hydraulic dredges. Several important structures, a junction lock, dam and guard-gate, and others, occur where the contract touches Rome, and difficult stretches of work occur in that vicinity, owing to the railroad crossings, three in number, and the Erie canal and street crossings. This contract, being on the summit level of the canal, includes structures for feeder entrances at the Mohawk river at Rome and Nine Mile creek, streams flowing from the new reservoirs to be built at Delta and Hinckley. Contract No. 43 is not yet let. Bids for the work are to be opened October 5.

“ Contract No. 44 extends from the end of contract No. 43, on the east (Sta. 6320), to the beginning of contract No. 4 (Sta. 6694), a distance of 7.08 miles. Features: This is a heavy excavation contract and also contains two locks, Nos. 21 and 22, of 25 feet lift each, and a junction lock at New London. The line of the contract is almost entirely located in the wild and swampy lands lying between Rome and Sylvan Beach. The plans of this contract are before the Canal Board.

“ Contract No. 4. This contract was one of the first let on the Barge canal. Let originally to Lindon W. Bates, April 18, 1905, it was assigned to the Empire Engineering Corporation on May 21, 1905.

“ Contract No. 4 has been changed greatly since the original letting— in three alterations, briefly stated as follows: No. 1, re-

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Barge Canal, Contract No. 4.

View of concrete approach at Sylvan Beach bridge.

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lating to changes in the bridges, due to unforeseen conditions in the water-surface of Oneida lake; No. 2, a sweeping alteration, making a change in center line, side slopes, elimination of railroad crossing, timber revetment and incidental changes. No. 3 is a change in the center line for 3,300 feet at the east end of the contract, due to a relocation of the line of canal east of contract No. 4.

“ This contract was let for $726,815, the engineer’s estimate being $812,560, the successive alterations bringing it to $729,568. By agreement between the State and the New York, Ontario & Western Bailway Company, whereby the latter performed the entire work of the railroad changes for a contract price of $118,161, a large item was removed from contract No. 4.

“ Since the contract was let, work has progressed on it with varying success. A record of the percentage completed each year is as follows:

At the    end    of    fiscal    year    1906—between    9 and 10 per cent.

At the    end    of    fiscal    year    1907 — 24    per    cent.

At the    end    of    fiscal    year    1908 — 55    per    cent.

At the    end    of    fiscal    year    1909 — 88    per    cent.

“ The contract may reach completion before the winter of 1910 sets in, and if not, then early in the spring of 1910. The structures will be completed by November 1, 1909.

“ During the year work was done on the following structures: New north abutments of Boberts and Burdick bridges built; superstructures to Burdick, Boberts and Sylvan Beach bridges completed ; wooden dam at Drum creek completed and concrete dam at Wood creek nearly completed: ditch entrances at Stas. 680? and 6900 excavated and paved; finished placing cribs in breakwater and stone filling them; placed concrete top on the breakwater cribs to within a few yards of completion; over 800,000 yds. of excavation done.

“ The following table shows the percentage of work done on the

the total percentage of work

contract during the year, as well as done. These percentages were determined after deducting the work

done by the railroad company as above referred to:

ITEMS OF WORK.

Preliminary

estimate.

Work done during year.

Total work done to date.

Per cent of work done during year.

Per cent of work done to date.

.....lump sum

.......cu. yds.

.......cu. yds.

.......cu. yds.

.......cu. yds.

......ft. B. M.

......ft. B. M.

........lin. ft.

......ft. B. M.

Clearing....................

Grubbing..................

All excavation..............

Forming embankment.......

Lining.....................

Yellow pine.................

White oak..................

Round timber...............

Square sawed hemlock........

Foundation piles, 12 ft. long..

Foundation piles, 20 ft. long..

Foundation piles, 35 ft. long..

Mooring piles, 30 ft. long.....

Docking piles, 30 ft. long.....

Sheet-piling.................

Steel and iron fastenings.....

Second-class concrete........

First-class masonry coping...

Stone paving...............

Stone filling................

Second-class riprap..........

Fencing....................

Maintaining traffic, Sylvan Beach bridge.. ..............................lump

No.

No.

No.

No.

No.

ft. B. M

ggggg

First-class concrete........

Foundation piles, 25 ft. long

Steel reinforcement........

Drain pipe...............

Paved gutter.............

Extra labor and forms.....

Removing revetment.......

Removing piles, 25 ft. and 30. ft. long... .No.

Removing concrete.........

Tie rods....................

Overhaul on extra excavation Reinforced concrete.........

.cu.

lbs.

. . sq. yds. lump sum .. .lin. ft.

cu. yds.

No.

cu. yds. cu. yds.

$1,000

2,800

2,977,521

154,905

1,700

300,000

10,000

565,000

412,000

1.908

813,225

13,812

747

117,021

3,072

153,791

226,448

’256

14

IS

378,352

90,000

10,058

9.14

2,300

48,000

2,962

2,150

$6,000

1,250

22,680

48,285

7,230

3

1,020

30,027

1,555

$700

132

15

-’s

139,100

9,325

lot

$2,376

6,965

280

200

611,043

S'I

502

209,465

S',

2,421

2,526,211

74,017

809

280,000

7,034

533,783

473,460

1,966

86.5

27.4

84.9

8.5

47.5

47.5

71

94

112.5

I'M

174

'-'Mi

388,054

67,405

8,568

5.5

53.5

72.5

'.IS

100

107.5

74.5

85.5

7.

33.2

55

1,020

50,168

1,632

go m

-<l    ¹ Oi

O to

44.5

14.5

62.5

104.5

2"

55

12

loo

1.5

20

95.2

93

16 5

34.3

100

102.5

100

"'I

mu

LOO

104

93

■il

16.5

100

loo

Total of all work done during year = 33 per cent of estimated cost.

Total of all work done to date = 88 per cent of estimated cost.

“ Contract No. 7. Under this contract is embraced the superstructures of the three highway bridges on contract Uo. 4, These bridges are completed and the final estimate forwarded.

“ Engineering work. During the year surveys have been made for the structures on contracts Uos. 42, 43 and 44. The base lines of these contracts and the right of way on contract Uo. 42 have been permanently monumented.

“ Owing to soft material encountered for the foundation of lock 22, contract No. 44, further borings were made and test pits dug, resulting in a change of location for this lock to a point a little further west, where a hardpan foundation was obtained.”

Erie Canal, Residencies Eos. 6 and 7.

First Resident Engineer Fred J. Wagner reports:

“ Residency No. 6.

“ Residency Eo. 6 extends from deep water in Oneida lake to Baldwinsville, a distance, by the Barge canal line, of 23.4 miles. Contracts Eos. 45, 57, and a portion, of Eos. 12 and 13 are within the limits of this residency.

“ Contract No. 12 was let to The Stewart-Kerbaugh-Shanley Co. of Eew York city, on September 23, 1907. -The total length of this contract is 43.73 miles, extending from deep water in Oneida lake to Mosquito Point bridge over the Seneca river, 22.5 miles being on Residency Eo. 6, and the remaining portion on Residency Eo. 7.

“ The work accomplished during the past season has consisted mainly of excavation. Two ladder-dredges have been at work between deep water in Oneida lake and the first land cut below Brewerton. One hydraulic dredge has been at work at various points between the land cut at Brewerton and Oak Orchard and a Page excavator has been at work in the land cut just above Three River Point.

“At State Ditch, just below the outlet of Cross lake, a dipper-dredge has been at work. lTp to the end of the fiscal year a total of 2,543,588 cu. yds. of material have been excavated at the several points along the line of the entire contract.

“ The only masonry which has been built during the past year, besides completing that started during the year 1908, has been that of building bridge abutments at Sta. 3185 +. It is expected that work on this contract will progress much faster next season.

“ The following table will show in detail the amount of the several classes of work done on this contract during the year:

ITEMS OF WORK.

Preliminary estimate as affected by alterations 1 and 3.

Work done during year.

Total work done to date.

Per cent of work done during year.

Per cent of work done to date.

Sawed lumber, yellow pine or Douglas fir... .

... .ft. B. M.

Foundation piles, 12 ft. long.....

Foundation piles, 20 ft. long.....

Foundation piles, 25 ft. long*.... Foundation piles, 30 ft. long*....

Second-class concrete..........

Reinforced concretef...........

First-class masonry .bridge coping

Wash-wall....................

Cobble stone paving...........

Third-class riprap.............

Structural steel................

Metal reinforcement............

Raising bridge superstructure.... Maintaining highway traffic.....

$8,800

12,200

7,692,170

52,000

127,150

1,330

689.900

$1,742.40

518

1,446,879

25,910

17,572

’490

$3,352.80

8,036

2,043,588

27,590

18,540

’490

20

49

14

37

38.1

66

26

15

37

No.

No.

No.

No.

cu. yds. cu. yds. cu. yds. cu. yds. sq. yds. cu. yds

lbs.

lbs.

lump sum lump sum

175

28,880

510

10.00

10,270

120

230

34,375

36,500

23

29

16

917

I'.

5.46

103

71

13

16

16

100

1.045

’793

5.46

12

30

103

19

39

67

.V,

0.1

25

45

Gross estimate.

665,200

78,200

$1,100

$6,600

$3,514,819

336,056

37,164

0

$2,257

$604,430

556,114

49,359

*1,100

$2,706

$864,470

55

IT

■1 :

17

* Found necessary to use longer piles than called for in preliminary estimate, t Changed from second-class to reinforced concrete by order of State Engineer.

^ Contract No. 13 consists of building certain bridge superstructures over the Barge canal on contract dSTo. 12. 1STo work has been done on that portion of contract No. 13 which is within the limits of this residency.

“ Contract No. 45, which is for the construction of a dam in the Oneida river at Caughdenoy and of lock No. 24 and appertaining structures at Baldwinsville, is only 0.55 mile in length and was let to Scott Bros., May 6, 1908.

“ This work has progressed in fine shape during the past year and will probably be completed entirely during the coming winter. The masonry in the lock is entirely completed and the work at Caughdenoy is finished. Therefore, practically the only thing remaining to be done is installing lock-gates, valves, etc., and placing the machinery for automatic crest on Baldwinsville dam.

■■■ * •^frr •. >■

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Barge Canal, Contract No. 45. View of lock No. 24, at Baldwinsville.

C* ■/-r*3

.

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“ The following table will show in detail the amount of the several classes of work done on this contract during the year:

ITEMS OF WORK.

Preliminary estimate as affected by alterations 1, 2 and 3.

Per cent Per cent Work done Total work’ of work [of work during year, done to date, done dur- done to ing year. date.

.-,7m

Grubbing..........................cu.    yds.

Excavation........................cu. yds.    334,300

Sheeting and bracing...............ft. B. M. 120,000

Forming embankment..............cu. yds.    54,830

Lining........................ cu.    yds.    1,150

Sawed lumber, yellow pine or Douglas fir....

..ft. B. M. 40,700 . .ft. B. M.

. .ft. B. M.

. .ft. B. M.

... .lin. ft.

64

512

151,327

11,240

25,708

221,024 11,240 25,708

78

78

Sawed lumber in needles. Sawed lumber, hemlock..

White oak lumber.......

Round timber in cribs....

Stone filling in cribs.....

Foundation piles.........

10,800

10,800

12

(i

27.86

8.17

cu.

yds

320

330

lin. ft!    3,700

Wooden sheet-piling................ft. B. M.    56,200

First-class concrete............

Second-class concrete..........

Reinforced concrete...........

Bridge coping.................

Wash-wall....................

Third-class riprap.............

Fourth-class riprap............

3J-in. cast iron pipe and specials 2$-in. cast iron pipe and specials

15-in vitrified pipe, laid........

Structural steel...............

Metal reinforcement...........

Steel castings.................

Iron castings, plain............

Iron castings, machined........

Portland cement sidewalks............sq. ft.    2,800

Stone curbs.........................lin. ft.

Cobble stone paving................sq. yds.

Wood paving......................sq. yds.

Wrought iron chain......

Wrough iron pipe railing.

Lattice railing..........

Fender fastenings.......

Metal in lock-gate.......

Metal in buffer-beam.....

Metal in lock-valves.....

Metal in guard-gates.....

Metal in automatic dam.

Coffer-dams, pumping, bailing and draining.

8* vitrified pipe......................lin. ft.

cu. yds.    6

cu. yds.    31,586

cu. yds. cu. yds. cu. yds. cu. yds. cu. yds

1,430 ,™. 125 lbs. 3,150

lbs.

00

.......lin. ft.

SO

lbs. 285,580 35,100 13,780 3,230 7,000

lbs.

130

850

.. .lin. ft. .. .lin. ft. ... .each

1,500

180

’.s'i

lbs.

lbs.

II.-

lbs.

lbs.

IS OOOOtOOcO to OWrf»OCR

600

$500

>20

396

3.46

26,935

216.62

462

1,281

114

1,751

237.5

lo

267,090

2,973

7,800

0

5,325

11

2,048

$19,847

$200

>25(1

1,272

14,730

3.46

28,954

216.62

1,281

114

1,751

237.5

16

267,090

2,973

7,800

5,325

oooocowSSc!1mow8o*Sooooooo^ «<|^JCOO>—

Oi

oooo

ooooo

>47

180

412

11,355

5,442

2,048

$22,820 $200

$500

ggj-,00000 gggoo

1-H    1—1

^300* O Oi

CO CO

co co

000500

o = 8§3

Gross estimate

$469,880

$294,380

$341,870

Contract No. 57 is for the construction of a harbor at the south end of Onondaga lake. The preliminary work of making plans, etc., for this contract was completed during the early part of the present fiscal year. These plans are now in Albany, but are being held for further consideration.

“Residency No. 7

“ Residency No. 7 extends from Baldwinsville to the Wayne county line, a distance of 32.7 miles by the Barge canal line. The contracts within the limits of this residency are ISTos. 5, 46 and a portion of No. 12, which was described under the head of Residency No. 6.

“ Contract No. 5, which was let to The Empire Engineering Corporation on April 18, 1905, was abandoned by the contractors early in the year of 1908, on account of the revision of the canal location at the west end of this contract, and a settlement by the Canal Board was made for that portion of the work completed. This revised line diverges from the original at Station 5202 + at Campbell’s island and goes south of Crusoe island instead of across it, as called for in contract No. 5. The western end of contract No. 5 was embraced in contract No. 46.

“ Contract No. 46 was let to The Kinser Construction Co. of Chicago, on November 23, 1908, and is for the construction of the canal from Fox Ridge to the southeast corner of the town of Galen, length 9.44 miles. During the winter of 1908-09 the contractors did some clearing and about the middle of June, 1909, a hydraulic dredge was placed at work in the river near the present Montezuma aqueduct and has been at work from this point westerly during the season, and up to October, 1909, had excavated a total of 896,099 cu. yds. of material. This dredge has a 20-inch discharge and during the month of September excavated 454,706 cu. yds., this being the best monthly record attained by a hydraulic dredge of this size on Barge canal work.

¹¹ The following table will show in detail the amount of the several classes of work done during the year:

Per cent Per cent

ITEMS OF WORK.

date.

Preliminary Work done Total work of work of work estimate. during year, done to date, done dur- doneito

ingjyear.

Clearing... Excavation

.lumpsum $5,000 . .cu. yds. 5,035,000

Gross estimate

$2,350 903,400

SI,212,813    $155,920    $155,920

$3,250

903,400

17

18

13

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...

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W£

ii

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Barge Canax, Contract No. 46.

Hydraulic dredge at work. This dredge excavated 454,700 cubic yards of material during the month of September, 1909.

v-

Oswego Canal, Residency No. 1.

Resident Engineer Theron M. Ripley reports:

“ Residency No. 1 embraces the entire Oswego river from Three River Point to Lake Ontario, a distance of 23 miles.

“ Preliminary work, so-called, is practically completed and the preliminary or residency party disbanded.

“ There are three contracts in process of execution, viz., contract No. 10, at Fulton, contract No. 35, at Oswego, and contract No. 53, at Phoenix. The remaining work will be covered by the two major contracts, Nos. 37 and 39, the former being the remaining locks and dams and the latter all dredging required in the river. Aside from the above, there will be minor contracts for lock-gates, isolated dykes, bridges, etc. The amount of work under contract amounts to $1,983,438.24. The amount of work done to date equals $566,750.

“ Field Work. From September 25, 1908, until early in February, 1909, a boring party was engaged in making Caylx, wash-drill and drive-rod borings and soundings along the river and its banks adjacent to the village of Minetto and just south of the city of Oswego, for the purpose of further study upon the location of locks and dams at Minetto and a new location for ‘ High Dam.’

“ Topographic surveys of areas to be affected by the raising of Phoenix and Fulton dams have been made. Surveys have been made of spoils areas on contract No. 53 and for proposed borrow pits south of Fulton. The blue line has been established along the water front in Phoenix, Fulton and Minetto. The base line and blue line have been partially monumented.

“ Contract No. 10 is for improving the Oswego canal for 1.2 miles along the river front of the city of Fulton. The work consists of the necessary excavation, the construction of two locks (gates and valves excepted) of 17.8 feet and 27 feet lift, respectively, the building of six sets of head-gates, and the raising of the two existing dams across the Oswego river. 'The work was let to Mosier & Summers of Buffalo, N. Y., in June, 1906. In April, 1909, the contract was assigned to the McDermott Contracting Company of Philadelphia, Pa. Owing to the difficulties encountered, progress on this contract has been extremely slow; it should have been completed July 9, 1909, but only 32 per cent of the work lias been done.

“ The following table gives the summary of work done during the year and the total completed to date:

Per cent Per cent

ITEMS OF WORK.

Preliminary    Work done Total work    of work    of work

estimate.    during year, done to date, done dur-    done to

ing year. date.

Clearing......................

Grubbing.....................

Excavation...................

Sheeting and bracing..........

Channeling..................

Embankment.................

Lining.......................

Ballast.......................

First-class concrete............

Second-class concrete..........

Wash-wall....................

Second-class riprap............

Second-class paving............

Steel castings.................

Iron castings, plain............

Iron castings, machined........

Structural steel...............

Metal reinforcement...........

Gate hoists, heavy............

Gate hoists, light..............

Removing buildings...........

Less value of buildings........

Sheeting and bracing reused

JJIM i i M i iPPPPPPPLpe! Si i

$100

110

76,728

22,900

6,660

6,676

652

ii

541

12,504

NS|

71

2,080

40,905

8,410

22,153

3,672

$153

to

4^.    4^-    i—¹    MMOpOi

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Total of all work done during year = 14.5 per cent of estimated cost. Total of all work done to date = 32.0 per cent of estimated cost.

“ Contract No. 35 is for excavating the canal and protecting its sides; constructing lock Nos. 7 and 8 (of 14.5 feet and 11.1 feet lift, respectively) and other incidental work, for 0.85 mile south of the harbor line, which is north of Bridge street bridge, in the city of Oswego.

“ This contract was awarded to the Gilmour-Horton-Allen Company September 16, 1907. The preliminary estimate was $752,760.00. The contract price, including alterations, was $699,069.45.

“ Owing to the difficulties encountered, progress on this contract has been slow. Lock No. 8 has been completed, with the exception of the gates and buffer-beam, which will be placed during the coming winter.

“ The following table gives the summary of work done during the year and the total completed to date:

ITEMS OF WORK.

Prelimi

nary

estimate.

Work

done

during

year.

Total work done to date.

Per cent of work done during year.

Per cent of work done to date.

... .cu. yds. ... .cu. yds. .. .ft. B. M. .. .ft. B. M. ... .cu. yds

Excavation.......................

Puddle...........................

White oak in miter-sills and gates.....

White oak sawed lumber...........

Second-class concrete..............

Reinforced concrete................

Fourth-class riprap................

Wrought iron pipe, 4-in., and specials Wrought iron pipe, 5-in., and specials

Pipe valves, 2-in...................

Pipe valves, 12-in., complete.........

Pipe valves, 20-in., complete........

Structural steel...................

Metal in lock-gates................

Metal in needle-dams...............

Metal reinforcement................

Iron castings, plain.................

Iron castings, machined.............

Wood block pavement.............

Fender fastenings..................

Expansion bolts in place...........

Scroll railing......................

For removing old building superstructure, .lump sum For raising buildings....................lump sum

yds.

Oj i-¹    00

OHM

29,620

1,200

7,784

15,235

M2

cu. yds

lbs.

5,936

44,020

320

1,200

7,784

17,274-

1,133

5,936

lbs.

No.

No.

No.

lbs.

lbs.

lbs.

lbs.

lbs.

lbs.

iMCDiOiOHN

TfOOOHlCH

CO

sq. yds. ... .No.

No.

lin. ft

576

576

10,732

11,360

3,487

78,570

8,954

7,909

225,502

11,360

3,782

123,069

11,765

7,909

439

439

209

•v.

•v.

19

$500

$75

.......

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Total done during the year = 23.1 per cent of estimated cost. Total done to date = 30 per cent of estimated cost.

“ Contract No. 53 is for constructing lock No. 1, at Phoenix, on the Oswego canal.

“ The work was awarded to Scott Brothers of Virginia, August 16, 1909. The preliminary estimate was $200,500. The contract price was $166,735.

“ Work was started as soon as a plant could he assembled, and by September 30 a good showing had been made, as shown by the following table:

ITEMS OF WORK.

Work

done

during

year.

Prelimi

nary

estimate.

Total work done to date.

Per cent of work done during year.

Per cent of work done to date.

Excavation

,cu. yds.

50,000

2,100

2,100

Total of all work done during year = 0.95 per cent. Total of all work done to date = 0.95 per cent. These percentages are_based on value.

Water-Supply Residency.

Resident Engineer L. G. Hulburd reports:

“ This residency comprises the work required in providing a water-supply for the Rome summit level. Four sources of supply have been considered, viz., the upper Mohawk river, Nine Mile creek, West Canada creek and Limestone creek. During the past year the work of this office has been confined to the first three sources. The construction required for these projects has been divided into three contracts, which division will be followed in the following report:

“ Contract No. 50. For constructing dam, waste-gates and spillway across West Canada creek at Hinckley.

“Previous to October 1, 1908, topographical surveys and maps over the site of the proposed reservoir had been completed. Calyx and wash-drill borings had been made at the proposed location of the dam and the material further examined by means of test pits.

“ During the past year a traverse, from which the flow line has been accurately located and mapped, has been completed and surveys over the boundary lines of property which will be flooded have been made. A large part of these surveys have been made through a country covered with brush and second growth, where property lines are not well defined and careful searching was required to determine their location. The total number of parcels surveyed during the year was 190, requiring 147 miles of traverse. These traverses are being computed and the property lines plotted.

“ Contract No. 51. For constructing a diverting dam on West Canada creek and a feeder to Nine Mile creek watershed.

“Previous to October 1, 1908, topographical surveys and maps over the proposed location of feeder line had been completed, a location had been made on the ground and cross-sections taken.

“ During the past year studies have been made for revising the location over a portion of the line; 3500 feet of wash-drill borings have been made, drive-rod soundings have been taken at one highway crossing; eight test pits dug for further examination of material at various points along the line and surveys made and maps prepared covering the property to be acquired for the proposed dam and feeder entrance.

“ Contract No. 55. For constructing Delta reservoir, including the clearing of the site, the constructing of a dam, the relocation of

ft

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Barge Canal, Contract No. 55.

View showing progress in constructing the dam near Delta, for impounding the waters of the upper Mohawk to supply the

Home summit level of the Barge canal.

1.9 miles of Black River canal, with four locks and aqueduct over the Mohawk river, highway change, bridges, etc.

“ There are 158 parcels of property to be acquired for the site of the reservoir constructed under this contract. These are distributed among 108 different owners and have required 145 separate appropriation maps. These maps have been completed and an index map made. In preparing the index map an attempt was made to plot the bounds of abutting property from deed descriptions, but such difficulties were encountered that a stadia survey was run around the reservoir and the corners of the forty-two adjacent properties located. The perimeter of the property acquired for this contract will be marked by 214 concrete monuments. On September 30, 185 of these monuments had been placed.

“ The contract was awarded to Arthur McMullin on October 19, 1908. The site of the structures to be built is on the Black River canal five miles north of Rome. Shipment of plant was pushed forward rapidly and upon the close of navigation, November 30, sufficient plant had been assembled to permit the beginning of excavation for the foundation of the dam. This excavation and also that for the aqueduct foundation has been done with derricks. Generally, clam-shell buckets have been employed in excavating earth, and orange-peel buckets and scale boxes, loaded by hand, in removing the rock. Steam-drills have been used and the rock loosened with dynamite. All materials have been transported with the usual type of narrow gauge cars and small locomotives. The rock encountered is shale, similar to that found in several other portions of the Barge canal construction, quite readily quarried after light shooting. The rock surfaces, as uncovered, have corresponded very closely with that developed from borings and indicated on the contract drawings, except under pier No. 3 of the aqueduct, where an uneven surface was found dropping very rapidly to the north end with a segment of a pot hole at the south end.

“ During the winter months two steam-shovels were transported across country from the railroad at Rome to the site of the work and the first of March excavation of the canal prism was begun with a 70400 Bucyrus shovel. This excavation has progressed continuously, to date, in one eight-hour shift per day, exclusive of Sundays. Of the 185,000 cu. yds. of excavation in the canal prism about 109,600 cu. yds. are rock. This shovel has excavated both the rock and the earth without the use of explosives.

“ With the opening of navigation a fleet of 32 boats, built to navigate the Black River canal, were put in service. These have been used in transporting concrete materials. Three of the boats were provided with hatches and used for cement. The remaining 29 were used for sand and stone.

“ The large stone being used in the cyclopean masonry is obtained from the Sugar River quarry, located on the Black River canal near Boonville, about 23 miles from the dam site. The crushed stone is obtained from a new quarry located near the Black River canal, about 15 miles from the dam site. The sand comes from a pit at Frenchville, about five miles from the dam site. These have been operated and the towing done by the Boon-ville Company under a contract with Arthur McMullen.

u The concrete plant consists of a two-yard cubical mixer erected with measuring hopper and small storage bins above and transportation track underneath. Materials arc placed in the storage bins by derricks and feed directly into the measuring hopper. The concrete is handled in two-cubic yard, bottom-dump buckets. The first concrete was placed on July 12. One pier and one abutment of the aqueduct have been completed and 15,186 cubic yards of masonry placed in the spillway of the dam. This consists of about 55 per cent second-class concrete and 45 per cent large stone.

“ Clearing of the heavy timber on the site of the reservoir has been carried on by a small force throughout the year.

“ The following table shows the progress of construction:

ITEMS OF WORK.

Preliminary ■ estimate.

Work

done

during

year.

Total work done to date.

Per cent of work done during year.

Per cent of work done to date.

......lump s''rr

.........lin. ft.

yds. cu. yds. ... .lbs. .lin. ft. sum

Clearing....................

Grubbing...................

Excavation.................

Sheeting and bracing.........

Forming embankment.......

Round timber bracing........

Second-class concrete........

Cyclopean masonry..........

Metal reinforcement.........

Drilling bolt holes in rock......................

Coffer-dams, pumping, bailing and draining, lump Gross estimate..............................

cu.

100%

6,600

346,000

20,000

160,600

1,000

19,100

85,400

52,770

900

100%

$920,137

6%

3,370

158,947

8,335

47,769

1,874

14,162

167

75

14

2%

$201,610

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6.0

51.1

45'9

41.6

29.7

16.7

9.8

16.6

0.1

2.0

2.0

21.0

21.9

IMPROVEMENT OF PUBLIC HIGHWAYS.

Since February IT the work of highway improvement has been carried on under the new Department of Highways. The following pages contain a report of the roads completed between the end of the previous fiscal year, September 30, 1908, and the time when the transfer of authority was made:

CONTRACTS COMPLETED BETWEEN SEPTEMBER 30, 1908, AND FEBRUARY IT, 1909.

Utioa-Oneida Castle (Section 2) Road, No. 2T1, Oneida County.

Length, 8.53 miles.

Width of macadam, 16 feet.

Engineer’s preliminary estimate of total cost, including engineering, $86,500.

Contract dated, September 15, 1906,

Work commenced, May 1, 190T.

Work completed, November 10, 1908.

Final account, $93,224.18.

Contractors, Casey and Murray.

Engineers in charge, W. W. Ewell and Louis Garbi, Jr.

This contract provides for the improvement of that section of the Seneca turnpike running from the hamlet of Lairdsville to the corporation line of Oneida Castle, with the exception of that portion lying in the incorporated village of Vernon, being a continuation of road No. 250. The macadam surface is 6 inches in depth.

On that portion of the road east of Vernon the macadam is formed all of local limestone and on that portion west of Vernon the bottom course is 3 inches in depth of local limestone and the top course 3 inches in depth of Little Falls syenite.

Seneca River Road, North Side, No. 2T3, Seneca County. Length, 1.30 miles.

Width of macadam, 16 feet.

> Engineer’s preliminary estimate of total cost, including engineering, $1T,850.

Contract dated, December 4, 190T.

Work commenced, May 25, 1908.

Work completed, October 21, 1908.

Final account, $15,180.43.

Contractors, Chambers and Grady.

Engineer in charge, A. L. Northrup.

This road extends from the corporation line of the village of Seneca Falls to the corporation line of the village of Waterloo, along the north side of the Seneca river. The macadam surface is 6 inches in thickness, all of local limestone.

Union-Maine Roai>, No. 275, Broome County.

Length, 3.04 miles.

Width of macadam, 12 feet.

Engineer’s preliminary estimate of total cost, including engineering, $31,500.

Contract dated, July 12, 1906.

Work commenced, July 16, 1907.

Work completed, November 10, 1908.

Final account, $30,160.32.

Contractor, County of Broome.

Engineers in charge, E. H. Stewart and B. J. Finch.

This road extends from the corporation line of the village of Union northerly on the road to Maine to the foot of the hill at Union Center. The macadam surface is 8 inches in depth, all of local fieldstone.

Syracuse-Watertown Road, No. 278, Oswego County.

length, 2.41 miles.

Width of macadam, 16 feet.

Engineer’s preliminary estimate of total cost, including engineering, $26,950.

Contract dated, September 20, 1907.

Work commenced, July 6, 1908.

Work completed, November 7, 1908.

Final account, $23,217.76.

Contractor, Stewart-Kerbaugh-Shanley Company.

Engineer in charge, F. A. Gordon.

This road extends from the northerly end of the Oneida river bridge, at Brewerton, northerly to the corporation line of the village of Central Square. The macadam surface is 6 inches in depth,

laid in two courses, the bottom course being 4 inches in depth of crushed local fieldstone and the top course 2 inches in depth of limestone from the Split Rock quarries at Syracuse.

West Oswego Rivee Road, No. 279, Oswego County.

Length, 2.48 miles.

Width of macadam, 16 feet.

Engineer’s preliminary estimate of total cost, including engineering, $27,800.

Contract dated, September 20, 1907.

Work commenced, May 11, 1908.

Work completed, November 11, 1908.

Final account, $24,075.95.

Contractor, Stewart-Kerbaugh-Shanley Company.

Engineer in charge, S. A. Patterson.

This road extends from the city line of Oswego southerly on the west side of the Oswego river to the road extending to the station in the unincorporated village of Minetto. Idle macadam surface is 7 inches in thickness, laid in two courses, the bottom course being 4 inches in thickness of crushed local fieldstone and the top course 2 inches in thickness of Morristown, New Jersey, trap-rock.

S K A N EATELE sMT A MILTON TuENPIKE (SECTION 1) RoAD,

No. 330, Onondaga County.

Length; 2.44 miles.

Width of macadam, 14 feet.

Engineer’s preliminary estimate of total cost, including engineering, $28,500.

Contract dated, September 20, 1907.

Work commenced, April 20, 1908.

Work completed, December 5, 1908.

Final account, $23,995.34.

Contractor, Stewart-Kerbaugh-Shanley Company.

Engineer in charge, N. E. Young.

This contract provides for the improvement of the old Skane-ateles-Hamilton turnpike extending from the four corners, about one mile west of Tully, through the hamlet of Vesper to the Otisco town line. The macadam surface is 6 inches in depth, all of local limestone.

Cayuga Heights Road, Ho. 330, Tompkins County.

Length, 3.17 miles.

Width of macadam, 12 feet.

Engineer’s preliminary estimate of total cost, including engineering, $37,400.

Contract dated, August 30, 1906.

Work commenced, October 15, 1906.

Work completed, November 12, 1908.

Final account, $32,147.45.

Contractor, County of Tompkins.

Engineers in charge, S. J. Stewart and W. H. Snyder.

This road extends from the city line of Ithaca northerly through the so-called Cayuga Heights, principally on a new location designed to obtain a more direct route into the city for that section of the town on the hill norlh of Ithaca and east of Cayuga lake. The macadam surface is 6 inches in depth, laid in two courses, the bottom course being 4 inches in depth of the harder grades of Ithaca shale, and the top course 2 inches in depth of imported limestone from the Blakeslee quarries.

Syracuse Turnpike Road, Ho. 337, Madison County.

Length, 1.58 miles.

Width of macadam, 12 feet.

Engineer’s preliminary estimate of total cost, including engineering, $13,800.

Contract dated, September 20, 1907.

Work commenced, September 1, 1908.

Work completed, December 16, 1908.

Final account, $12,104.92.

Contractor, Stewart-Iverbaugh-Shanley Company.

Engineer in charge, R. V. Collins.

This road extends from the road crossing at Cazenovia station northwesterly along the west shore of Cazenovia lake on the main road to Manlius and Syracuse to the top of the hill at the tunnel. The macadam surface is 6 inches in thickness, all of limestone from the Manlius quarries.

Catskill Turnpike (Section 2) Road, Ho. 338, Tompkins

County.

Length, 1.38 miles.

Width of macadam, 16 feet.

Engineer’s preliminary estimate of total cost, including engineering, $14,900.

Contract dated, August 30, 1906.

Work commenced, October 2, 1906.

Work completed, October 10, 1906.

Final account, $13,279.75.

Contractor, County of Broome.

Engineers in charge, S. J. Stewart and W. II. Snyder.

This contract provides for the improvement of a portion of the main road extending from Ithaca to Slaterville, connecting roads Hos. 72 and 483. The macadam surface is 6 inches in thickness, laid in two courses, the bottom course being 4 inches in depth of crushed local fields! one and the top course 2 inches in depth of imported limestone from the Blakeslee quarries.

Georgetown Road, Ho. 339, Madison County.

Length, 3.29 miles.

Width of macadam, 12 and 16 feet.

Engineer’s preliminary estimate of total cost, including engineering, 31,400.

Contract dated, September 18, 1906.

Work commenced, June 3, 1907.

Work completed, Hovember 12, 1908.

Final account, $27,395.74.

Contractor, Wm. T. Tyler.

Engineers in charge, T. F. Hichols and C. E. de Clercq.

This road extends from the railroad crossing at Georgetown station to and through the unincorporated village of Georgetown on the main road to the Otselic valley. The macadam surface is 6 inches in depth, all of imported limestone from the Manlius quarries.

Augusta Road, Augusta Section, Ho. 368, Onetda County. Length, 3.38 miles.

Width of macadam, 14 feet.

Engineer’s preliminary estimate of total cost, including engineering, $36,000.

Contract dated, November 23, 1906.

Work commenced, September 9, 1907.

Work completed, November 9, 1908.

Final account, $34,248.22.

Contractor, John H. Gordon.

Enngineers in charge, Geo. R. Winslow and W. W. Ewell.

This contract provides for the improvement of that portion of the main road from Vernon to Oriskany Falls, extending northerly from the four corners in the hamlet of Augusta to the Vernon town line. The macadam is 6 inches in depth, laid in two courses, the bottom course being 4 inches in depth of crushed local fieldstone and the top course 2 inches in depth of local limestone.

Maine Road, No. 374, Broome County.

Length, 3.37 miles.

Width of macadam, 12 feet.

Engineer’s preliminary estimate of total cost, including engineering, $33,550.

Contract dated, July 12, 1906.

Work commenced, January, 1907.

Work completed, November 10, 1908.

Final account, $32,872.21.

Contractors, Ilinman and Sproul.

Engineers in charge, R. J. Marcher and B. J. Finch.

This road is a continuation of road No. 275, extending from' Union Center to the hamlet of Maine. The macadam surface is 8 inches in depth, all of crushed local fieldstone.

Harford Road, No. 379, Cortland County.

Length, 0.91 mile.

Width of macadam, 12 feet.

Engineer’s preliminary estimate of total cost, including engineering, $7,600.

Contract dated, September 19, 1906.

Work commenced, October 10, 1907.

Work completed, November 23, 1908.

Final account, $0,158.70.

Contractor, John Weber and Sons, Inc.

Engineer in charge, George Yavroumis.

This contract provides for the improvement of a short section of road through the unincorporated village of Harford. The macadam surface is 6 inches in thickness, laid in two courses, the bottom course being 4 inches in thickness of crushed local fieldstone and the top course 2 inches in thickness of imported limestone from the Blakeslee quarries.

State Hoad, Homes, Ho. 380, Cortland County.

Length, 4.39 miles.

Width of macadam, 12 feet.

Engineer’s preliminary estimate of total cost, including engineering, $42,400.

Contract dated, November 14, 1906.

Work commenced, July 17, 1907.

Work completed, November 11, 1908.

Final account, $37,740.79.

Contractors, Mott and Kemper.

Engineers in charge, N. E. Young and C. J. Myers.

This road extends from the corporation line of the village of Homer northwesterly on the so-called Scott road to the Scott town line. The macadam surface is 6 inches in depth, laid in two courses, the bottom course being 4 inches in depth of crushed local fieldstone and the top course 2 inches in depth of imported limestone from the Syracuse quarries.

Fleming Koad, No. 384, Cayuga County.

Length, 3.17 miles.

Width of macadam, 12 feet.

Engineer’s preliminary estimate of total cost, including engineering, $31,960.

Contract dated, November 10, 1906.

Work commenced, June 17, 1907.

Work completed, October 28, 1908.

Final account, $28,135.07.

Contractors, The Scofield Company and M. F. Dollard.

Engineers in charge, O. M. Severson and F. W. Bristow.

This road extends from the Owasco creek bridge at the foot of Owasco lake westerly and southerly along the west shore of Owasco lake. The contractors on this road went into the hands of a receiver when the road was 51 per cent completed. After some delay the State Engineer readvertised the work of completing the contract and it was awarded to Michael F. Dollard, May 21, 1908, the amount of the contract being $13,579.80, which is within the amount available for the work remaining to be done. The macadam surface is 6 inches in thickness, all of local limestone.

• Vestal Road, Eg. 420, Broome County.

Length, 3.69 miles.

Width of macadam, 12 and 16 feet.

Engineer’s preliminary estimate of total cost, including engineering, $35,600.

Contract dated, July 12, 1906.

Work commenced, July 20, 1908.

Work completed, Eovembcr 10, 1908.

Final account, $35,338.23.

Contractor, County of Broome.

Engineer in charge, B. J. Finch.

This road extends from the southerly end of the Susquehanna river bridge at Vestal southerly and westerly through the unincorporated village of Vestal to the Tioga county line. The macadam is 6 inches in thickness, laid in two courses, the bottom course being 3 inches in thickness of crushed local fieldstone and the top course 3 inches in thickness of Morristown, New Jersey, frap-rock.

Conklin Road, Eo. 421, Broome County.

Length, 7.83 miles.

Width of macadam, 14 feet.

Engineer’s preliminary estimate of total cost, including engineering, $84,100.

Contract dated, December 2, 1907.

Work commenced, April 22, 1908.

Work completed, Eovember 11, 1908.

Final account, $79,930.09.

Contractors, Casey and Murray.

Engineer in charge, T. I). Ring wood.

This road extends easterly from the city line of Binghamton, on the southerly side of the Susquehanna river, to and through the hamlet of Conkling. The macadam surface is 6 inches in thickness, laid in two courses, the bottom course being 4 inches in thickness of crushed local fieldstone and the top course 2 inches in thickness of Morristown, Hew Jersey, trap-rock.

State (Section 2) Road, Ho. 426, Jefferson County.

Length, 4.05 miles.

Width of macadam, 12 feet.

Engineer’s preliminary estimate of total cost, including engineering, $46,950.

Contract dated, March 23, 1908.

Work commenced, June 1, 1908.

Work completed, Hovember 9, 1908.

Final account, $43,406.36.

Contractor, Wm. J. Semper.

Engineers in charge, J. H. Slater and C. W. Johnson.

This contract provides for the improvement of the road extending from the corporation line of the village of Adams to the creek bridge in the hamlet of Lorraine, with the exception of the one-mile section improved under road Ho. 186. The macadam surface is 6 inches in thickness, all of crushed local hardheads, consisting principally of granite and Adirondack gneiss.

Watertown-Cartiiage (Section 3) Road, Ho. 428, Jefferson

County.

Length, 4.88 miles.

Width of macadam, 12 feet.

Engineer’s preliminary estimate of total cost, including engineering, $34,400.

Contract dated, December 18, 1907.

Work commenced, May 15, 1908.

Work completed, Hovember 14, 1908.

Final account, $30,431.84.

Contractor, Stewart-Kerbaugh-Shanley Company.

Engineer in charge, Frederick S. Strong.

This road extends from the corporation line of the village of Carthage westerly on the northerly side of Black river to the river bridge at DeFeriet’s, being a continuation of road Flo. 487. The macadam surface is 6 inches in thickness, all of local limestone.

Skaneateles-Spafford Road, No. 431, Onondaga County.

Length, 2.50 miles.

Width of macadam, 12 feet.

Engineer’s preliminary estimate of total cost, including engineering, $27,700.

Contract dated, July 20, 1906.

Work commenced, November 8, 1906.

Work completed, November 12, 1908.

Final account, $26,773.37.

Contractor, J. Charles Dayton.

Engineers in charge, J. O. Burt and F. F. Miller.

This contract provides for the improvement of that portion of the Skaneateles East Lake road from the southerly end of road No. 292 to the top of the Gulf hill on the road to Spafford. The macadam surface is 6 inches in thickness, laid in two courses, the bottom course being 4 inches in thickness of crushed local fieldstone and the top course 2 inches in thickness of imported limestone from the Borodino quarries.    ,

Augusta Road, Lowell and Spencer Sections, No. 438,

Oneida County.

Length, 7.10 miles.

Width of macadam, 12 and 16 feet.

Engineer’s preliminary estimate of total cost, including engineering, $70,500.

Contract dated, August 29, 1906.

Work commenced, September 12, 1906.

Work completed, November 14, 1908.

Final account, $78,201.05.

Contractor, M. ‘F. Dollard.

Engineers in charge, C. J. Myers and Louis Garbi, Jr.

This road extends from the outer city line of Rome southerly through the hamlet of Lowell to the Seneca turnpike north of Ver

non Center. The macadam surface is- 6 inches in thickness, all of imported limestone from the Munnsville and Oriskany Falls quarries. The macadam is reinforced with a gravel sub-base course ranging from 4 inches to 8 inches in depth.

Lisle-Center Lisle Road, No. 445, Broome County.

Length, 2.70 miles.

Width of macadam,'12 feet.

Engineer’s preliminary estimate of total cost, including engineering, $35,250.

Contract dated, December 20, 1907.

Work commenced, April 27, 1908.

Work completed, November 30, 1908.

Final account, $30,898.27.

Contractor, Joseph McCormick.

Engineer in charge, R. B. Hoadley, Jr.

This road extends from the corporation line of the village of Lisle to the hamlet of Center Lisle. The macadam surface is 6 inches in thickness, constructed in two courses, the bottom course being 4 inches in thickness of crushed local fieldstone and the top course 2 inches in thickness of Morristown, New Jersey, trap-rock.

Wyckoff Road, Ho. 455, Tompkins County.

Length, 0.34 mile.

Width of macadam, 12 feet.

Engineer’s preliminary estimate of total cost, including engineering, $4,500.

Contract dated, August 30, 1906.

Work commenced, November 27, 1907.

Work completed, November 12, 1908.

Final account, $3,543.15.

Contractor, County of Tompkins.

Engineer in charge, R. E. Swirmey.

This road is a short spur extending from the Cayuga Heights I’oad, Ho. 336, leading toward the Cornell University campus. The macadam surface is 6 inches in thickness, constructed in two courses, the bottom course being 4 inches in thickness of crushed local fieldstone and the top course 2 inches in thickness of imported limestone from the Blakeslee quarries.

Skaneatei.es West Lake (Sections 3, 4 and 5) Road, No. 486, Onondaga County.

Length, 3.37 miles.

Width of macadam, 12 and 16 feet.

Engineer’s preliminary estimate of total cost, including engineering, $37,000.

Contract dated, November 10, 1906.

Work commenced, April 9, 1907.

Work completed, November 12, 1908.

Final account, $31,237.43.

Contractor, John Young.

Engineers in charge, J. O. Burt and E. E. Miller.

This contract provides for the improvement of the balance of the road extending from the corporation line of the village of Skaneateles, on the west side of .Skaneateles lake, to the hamlet of Mandana, except that portion covered by roads Nos. 48 and 293.

The macadam surface is 6 inches in thickness, constructed in two courses, the bottom course being 4 inches in thickness of crushed local fieldstone and the top course 2 inches in thickness of limestone from quarries three miles south of Mandana.

Elbridge Road, No. 487, Onondaga County.

Length, 3.66 miles.

Width of macadam, 12 and 16 feet.

Engineer’s preliminary estimate of total cost, including engineering, $44,300.

Contract dated, November 10, 1906.

Work commenced, June 26. 1907.

Work completed, November 14, 1908.

Final account, $36,445.92.

Contractor, Daniel V. Brown.

Engineers in charge, Geo. H. Thomson and L. D. Brownell.

This road is in two sections, known as the Jordan Valley section and the Elbridge section. The Jordan Valley section extends from the corporation line of the village of Elbridge to the corporation line of the village of Jordan along the so-called creek road; the

Elbridge section extends westerly from the corporation line of the village of Elbridge, on the Genesee turnpike, to the Cayuga county line. The macadam surface is 0 inches in thickness, all of imported limestone from Syracuse quarries.

Homer-Tully (Section 1) Road, Ho. 510, Cortland County.

Length, 4.17 miles.

Width of macadam, 12 feet.

Engineer’s preliminary estimate of total cost, including engineering, $29,366.

Contract dated, July 10, 1906.

Work commenced, August 5, 1907.

Work completed, November 24, 1908.

Final account, $24,275.70.

Contractor, John Weber and Sons, Inc.

Engineers in charge, C. J. Myers and E. A. Dahmen.

This road extends northerly from the corporation line of the village of Homer, on the east side of the valley, to the Preble town line. The macadam surface is 6 inches in thickness, constructed in two courses, the bottom course bc-ing 4 inches in thickness of imported limestone from Syracuse quarries.

Utica-Bridgewater Road, No. 559, Oneida County.

Length, 9.09 miles.

Width of macadam, 16 feet.

Engineer’s preliminary estimate of total cost, including engineering, $103,000.

Contract dated, September 19, 1907.

Work commenced, April 15, 1908.

Work completed, November 20, 1908.

Final account, $93,839.51.

Contractors, Casey and Murray.

Engineer in charge, Frank C. Tolies.

This road extends from the southerly end of road No. 71, at the Paris-New Hartford town line, southerly through the villages of Clayville and Cassville to the corporation line of the village of Bridgewater, with the exception of that portion lying in the unincorporated village of Clayville. The macadam surface is 6 inches in thickness, laid in two courses, the bottom course being 4 inches in thickness of local limestone and the top course 2 inches in thickness of Little Falls syenite.

Mohawk River Road, Rome, No. 560, Oneida County.

Length, 2.42 miles.

Width of macadam, 16 feet.

Engineer’s preliminary estimate of total cost, including engineering, $24,600.

Contract dated, September 19, 1907.

Work commenced, October 25, 1907.

Work completed, October 22, 1908.

Final account, $22,256.99.

Contractors, Casey and Murray.

Engineer in charge, O. M. Severson.

This road extends from the westerly end of road No. 295 through that portion of the city of Rome outside of the corporation tax district to the inner corporation line. The macadam surface is 6 inches in thickness, laid in two courses, the bottom course being 4 inches in thickness of crushed local fieldstone and the top course 2 inches in thickness of Little Falls syenite.

Rome-Northwestern (Section 1) Road, No. 561, Oneida

County.

Length, 4.48 miles.

Width of macadam, 16 feet.

Engineer’s preliminary estimate of total cost, including engineering, $57,400.

Contract dated, January 29, 1908.

Work commenced, April 10, 1908.

Work completed, November 10, 1908.

Final account, $58,800.25.

Contractors Brown and Lowe.

Engineers in charge, T. E. Nichols and Louis Garbi, Jr.

The original plans for this road provided for the improvement of that portion of the Rome-Northwestern road extending from the outer line of the city of Rome northerly through the villages of Westernville and Northwestern to the Mohawk river bridge north of Northw*estern. The southerly portion of this highway, however, traverses the valley which will be flooded by the Delta reservoir for the Barge canal. The plans were, therefore, revised, cutting out the improvement of this portion of the road. This contract, therefore, provides for the improvement of that portion of the highway north of the How line of the proposed reservoir. The macadam surface is 6 inches in thickness, the bottom course being 3 inches in thickness of local limestone and the top course 3 inches in thickness of Little Falls syenite.

Auburn-Senega Falls (Section 1) Road, No. 590, Cayuga

County.

Length, 7.06 miles.

Width of macadam, 12 and 16 feet.

Engineer’s preliminary estimate of total cost, including engineering, $76,900.

Contract dated, November 10, 1906.

Work commenced, April 29, 1907.

Work completed, November 2, 1908.

Contractors, The Scofield Company and Fred T. Ley & Co.

Engineers in charge, E. C. Clark and L. M. Cowen.

The contract for the improvement of this road was awarded to the Scofield Company of Philadelphia, Pa., who started the work early in the season of 1907. On or about the first of October, 1907, the Scofield Company went into the hands of a receiver and the work closed down suddenly without any warning, leaving a large amount of macadam in an unfinished condition. After considerable delay this Department took charge of the work and expended $1,385.75 for the purchase of material and labor to complete into macadam the loose stone spread on the road and otherwise protect the same for the winter season. The receivers did not make any effort to take up and complete the work, the State Engineer, after due notice thereof, advertised and awarded to Fred T. Ley & Co., Inc., a contract for the completion of the work contemplated in the Scofield Company’s contract. The macadam surface is 6 inches in thickness, all of local limestone.

Moravia-Niles Road, No. 591, Cayuga County. Length, 10.85 miles.

Width of macadam, 12 feet.

Engineer’s preliminary estimate of total cost, including engineering, $89,800.

Contract dated, November 15, 190G.

Work commenced, April 8, 1907.

Work completed, November 17, 1908.

Final account, $82,156.99.

Contractor, Jeremiah T. Finch.

Engineers in charge, A. L. Northrup and P. J. Fitzgerald.

This road extends northerly from the corporation line of the village of Moravia on the so-called Niles road to the Onondaga county line. The macadam surface is 6 inches in thickness, all oi local limestone.

Auburn-Elbridge Road, No. 592, Cayuga County.

Length, 5.61 miles.

Width of macadam, 12 and 16 feet.

Engineer’s preliminary estimate of total cost, including engineering, $55,400.

Contract dated, September 18, 1906.

Work commenced, April 15, 1907.

Work completed, October 28, 1908.

Final account, $48,006.43.

Contractors, Chambers and Grady.

Engineers in charge, E. C. Clark and A. L. Saver.

This road extends from the city line of Auburn easterly through the hamlet of Sennett to the Onondaga county line on the Genesee turnpike. The macadam surface is 6 inches in thickness, all of local limestone.

After the contract for the improvement of this road had been awarded, the town authorities and the New York Central Railroad Company arranged to eliminate a grade crossing on this road about one mile west of Sennett. The contract for the grade crossing elimination was awarded to another contractor.

Norwich-South New Berlin (Section 1) Road, No. 596, Chenango County.

Length, 3.42 miles.

Width of macadam, 12 feet.

Engineer’s preliminary estimate of total cost, including engineering, $35,900.

Contract dated, September 20, 1907.

Work commenced, April 14, 1008.

Work completed, November 11, 1908.

Final account, $32,279.00.

Contractor, Stewart-Kerbaugh-Shanley Co.

Engineer in charge, E. H. Stewart.

This road extends easterly from the corporation line of the village of Horwieh on the South How Berlin road to the Hew Berlin town

The macadam surface is 6 inches in thickness, laid in two

line.

courses, the bottom course being 4 inches in thickness of crushed local fieldstone and the top course 2 inches in thickness of imported limestone from Oriskany Falls.

Hokwich-Kings Settlement Bo ad, Ho. 597, Chenango

County.

Length, 3.55 miles.

Width of macadam, 12 feet.

Engineer’s preliminary estimate of total cost, including engineering, $36,550.

Contract dated, October 22, 1907.

Work commenced, April 2, 1908.

Work completed. Hovember 7, 1908.

Final account, $32,462.05.

Contractor, Hewport. Construction Company.

Engineer in charge, TI. W. Benkart.

This road extends from a junction of the Horwich-Hortli Hor-wieh road, Ho. 505, about three-quarters of n mile north of the corporation line of the village of Horwich, northeasterly on the road to King’s Settlement. The macadam surface is 6 inches in thickness, laid in two courses, the bottom course being 4 inches in thickness of crushed local fieldstone and the top course 2 inches in thickness of imported limestone from Oriskany Falls.

Horwich—Bueston Boad, Ho. 598, Chenango County. Length, 5.09 miles.

Width of macadam, 10 and 12 feet.

Engineer’s preliminary estimate of total cost, including engineering, $59,700.

Contract dated, December 14, 1907.

Work commenced, May 11, 1908.

Work completed, .November 11, 1908.

Final account, $52,598.05.

Contractor, Stewart-Kerbaugh-Shanley Co.

Engineers in charge, E. H. Stewart and T. E. Nichols.

This road extends from the corporation line of the village of Norwich westerly to the hamlet of Preston. The macadam surface is 8 inches in thickness of local field and quarried stone, which consists of the harder grades of Oneonta sandstone.

Cayuga Heigiits-Hanshaw Corners Road, No. 606, Tompkins

County.

Length, 2.12 miles.

Width of macadam, 12 feet.

Engineer’s preliminary estimate of total cost, including engineering, $25,000.

Contract dated, September 20, 1907.

Work commenced, April 13, 1908.

Work completed, November 7, 1908.

Final account, $20,819.03.

Contractor, Stewart-Kerbaugh-Shanley Co.

Engineer in charge, R. E. Swinney.

This road extends northeasterly on a new location from a junction with road No. 336 to a junction with the road leading to the village of Aetna; thence easterly on said road to the four corners north of Forest Home. The bottom course is 4 inches in thickness of the better quality of the Ithaca shale and the top course 2 inches in thickness of imported limestone from the Blakeslee quarries.

Trumansburg-Ittiaca Road, No. 616, Tompkins County.

Length, 8.66 miles.

Width of macadam, 14 feet.

Engineer’s preliminary estimate of total cost, including engineering, $94,500.

Contract dated, September 20, 1907.

Work commenced, May 11, 1908.

Work completed, November 11, 1908.

Final account, $97,643.26.

Contractor, Stewart-Iverbaugh-Shanley Co.

Engineer in charge, J. B. Whipple.

This road extends northwesterly from the city line of Ithaca to the corporation line of the village of Trumansburg. The macadam surface is 6 inches in thickness, laid in two courses, the bottom course being 4 inches in thickness of crushed local fieldstone and the top course 2 inches in thickness of imported limestone from the LeRoy quarries.

Granby Road, Ho. 653, Oswego County.

Length, 5.0G miles.

Width.of macadam, 16 feet.

Engineers preliminary estimate of total cost, including engineering, $63,200.

Contract dated, December 18, 1907.

Work commenced, May 11, 1908.

Work completed, Hovember 16, 1908.

Final account, $56,946.64.

Contractor, Stewart-Kerbaugh-Shanley Co.

Engineers in charge, E. M. Babcock and E. TI. Scheutzow.

This contract provides for the improvement of two sections of road in the town of Granby,"one section extending westerly from the Fulton city line to Bowens Corners, the other section extending southerly from the Fulton city line on the river road to Wilcox’s Corners. The macadam surface is 6 inches in thickness, laid in two courses, the bottom course on the Bowens Corners section being 4 inches in thickness of crushed local fieldstone and on the Wilcox’s Corners section 4 inches in thickness of imported limestone. The top course on-both sections is 2 inches in thickness of Little Falls syenite.

Chittenango-Oneida (Section 2) Road, Ho. 726, Madison

County.

Length, 7.53 miles.

Width of macadam, 12 and 16 feet.

Engineer’s preliminary estimate of total cost, including engineering, $89,250.

Contract dated, February 11, 1908.

Work commenced, April 14, 1908.

Work completed, December 16, 1908.

Final account, $77,723.81.

Contractor, Stewart-Kerbaugh-Shanlev Co.

Engineers in charge, T. E. Hichols and -J. F. Maher.

This road extends westerly from the corporation tax district of the city of Oneida, on Lenox avenue, to the Seneca turnpike; thence along the Seneca turnpike to the Sullivan town line; also including the continuation of Peterboro street in the village of Canastota from the corporation line of Canastota at the Seneca turnpike southerly to the Lincoln town line. The macadam surface is 6 inches in thickness, laid in two courses, the bottom course being 4 inches in thickness of imported limestone from several commercial quarries and the top course 2 inches in thickness of Little Falls syenite.

Improvement of Public Highways.

Recapitulation of Work Done to February 17, 1900.

COUNTY.

Miles of

Miles under Miles of Miles of plans and contract plans and plans and estimates during    estimates    estimates    completed

period    completed    completed    during

ended prior to prior to period February    September    February    ended

17, 1909.    30, 1908.    17, 1909.    February

17, 1909.

Miles of

surveys    Miles of    Miles of

made    contracts    contracts

during    completed    completed

period    prior to    prior to

ended    September    February    ended

February    30, 1008.    17, 1909.    February

17, 1909.

Miles of contracts completed duri

per

mg

iod

17, 1909.

Broome........

Cayuga........

Chenango......

Cortland.......

Jefferson.......

Lewis..........

Madison.......

Oneida.........

Onondaga......

Oswego........

St. Lawrence...

Seneca.........

Tioga..........

Tompkins......

OO CM 05 O HCCHN^

5.02

11.68

5^35

5.12

4.31

5.23

t-i<Ot-i<MOO<M05h©0*OCOCOCO 05C0©'^i©i-HCM''*i—i^t^COT-t'-tf

t—l    i—i    HH

14.38

6.19

1.00

9 21

4.49

11.74

14.49

29

• 4.87

2.95

-f 05 05 <M CM OOr-iCO(NO. cb CM lO CO 05 CO CM CO

57.47

29.78

37.75

16.23

55.74

co 05 o i-H cm

COIOOOCO

ONfNOifi <M C81 y—* i—* t—<

0.18

25.19

2.18

38.83

21.06

'.I i 3

5.53

14.58 73.83 33.03

19.58

12.40

35.00

11.97

9.95

1.30

1.30

21.20

15.67

Totals

60.04    910.10    977.96    67.86

35.51    188.09    360.49

172.40

1ST CONCLUSION:

■ The Division Engineer desires to extend earnest thanks to the State Engineer and Surveyor, the Deputy and Special Deputy State Engineers, to the Resident Engineers, and to all subordinate officers and employes of his Department, for the courtesy, consideration and support in the discharge of his official duties.

Very respectfully submitted,

GUY MOULTON,

Division Engineer.

The Following Statements Show the Yames, Rank and Compensation of Engineers Employed in tile Middle Division of the Department of the State Engineer and Surveyor, Together with Incidental Expenses, for the Fiscal Year Ended September 30, 1909.

Ordinary Repairs — Erie Canal.

Chapter 465, Laws of 1908.

NAME.

Rank.

Rate of compensation.

Services. Travel.

Total.

Guy Moulton...

Fred J. Wagner.

Fred W. Sarr...

D. E. Whitford.

David R. Lee...

L. D. Brownell..

R. R. Stuart....

Carl F. Hopstein W. S. Morris....

Geo. C. Hannon.

Grove V. Purchase.... Chainman Henry L. Bassett.

Frank J. Kennedy Howard U. Lyon.

Harvey Wagner..

L. A. MacSweeney. .. . Inspector Axeman. Axeman. Laborer. Laborer.. Laborer., Laborer., Laborer. . Laborer. .

J. K. Smith.....

R. E. Gallivan.., John Connors.... Rudolph Beigel. . Clark H. Norton. F. B. Ostrander.. L. W. Moulton... J. Holden Wilson

Division engineer.....

First resident engineer First resident engineer Assistant engineer .... Assistant engineer Assistant engineer Assistant engineer

Draftsman...........

Rodman.............

Rodman.............

Financial clerk Financial clerk Estimate clerk Stenographer.

$300 per month 250 per month 225 per month 6 00 per day 6 00 per day 6 00 per day 6 00 per day 5 00 per day 4 00 per day

4    00 per day 2 50 per day

5    00 per day 5 00 per day

150 per month 100 per month 4 50 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day

MOOI—‘05    tO CO CO b-¹    M I—* bO W 05 Oi tD <1

v£»-Q? I—* Or tO    tO CO O tO O O O    O CO Cn Or O tO COO? tO

OJOOOOOOOlOHOOiOiOOOOOOiOJtOCO^^OOi

oooooggogggggoooooooooog

-.1 i m

8.16

8 13

31 30

16 58

2 59

gOa^LO^^HCOCOLOCOCOOOiOU^O^OCOOCOOOOO

NiMiOOCddHHO r-i CO CO CL ^    OriCOrH

§888o888o§§888oSo8ow8§§S

$6,408 00    $78 94 $6,486 94

Livery.................

Stationery and printing..

Fuel and light..........

Postage................

Telephone and telegraph Miscellaneous...........

Incidental Expenses.

$7 50 130 26 272 92 141 65 313 29 1,062 20

1,927 82

Total,

$8,414 76

Ordinary Repairs — Cayuga and Seneca Canal.

Chapter 465, Laws of 1908

NAME.

Rank.

Rate of compensation.

Services. Travel.

Total.

Guy Moulton... David R. Lee...

L.    D. Brownell.. W. S. Saxton... Geo. C. Hannon F. A. Gordon... Harry C. Smith.

M.    H. Boigeol. .

Division engineer. Assistant engineer Assistant engineer

Leveler..........

Rodman.........

Rodman.........

Chainman.......

Chainman.......

$300 per month 6 00 per day 6 00 per day 4 50 per day ' 4 00 per day 4 00 per day 3 00 per day

i—¹‘ to CO OI 05 -4

<10o^05 0i+*'0 0¹i

88888888

$3 08 75 10

j—‘ o? O m2 ££ oo

88838838

Livery

Miscell

aneous

Total.

NAME.

L. D. Brownell.

Miscellaneous

Total

NAME.

Incidental Expenses.

$312 00    $78 18    $390 18

$21 50 8 93

30 43

$420 Cl

Ordinary Repairs — Black River Canal.

Chapter 465, Laws of 1908.

Rank.

Rate of compensation.

Services.

Travel.

Total.

Assistant engineer

Incidental Expenses.

$6 00 per day

$156 00

$7 5C

$1 07

Construction of Barge Canal — Erie Canal.

Chapter 147, Laws of 1903.

Rank.

Rate of compensation.

Services. Travel.

$163 56

$164 63

Total.

Guy Moulton......... Division engineer.....

Henry B. Brewster.... Division engineer.....

Fred J. Wagner....... First resident engineer

L. C. Hulburd........ Resident engineer

W. H. Van Wie....... Resident engineer. . . .

Edwin Styring........ Resident engin

Carl L. Bannister..... Assistant engineer

W. Costello..... Assistant engineer

George H. Briggs..... Assistant engineer

W. J. D’irkan......... Assistant engineer

Daniel B. Donovan.... Assistant engineer

Louis A. Burns.......

Chas. H. Rogers......

W. A. Lafler..........

H. C.. Smith..........

Arthur G. Crysler.....

G. W. Stickney.......

P. F. McClellan.......

D. C. Wedge worth... .

Waldo G. Wildes......

Chas.

Assistant engineer.... Assistant engineer.... Assistant engineer.... Assistant engineer.... Assistant engineer.... Assistant engineer.... Assistant engineer.... Assistant engineer Assistant engineer....

$300 per month 300 per month 250 per month 200 per month 200 per month 200 per month 6 00 per day 6 00 per day 5 00 per day

5    00 per day

6    00 per day 6 00 per day 6 00 per day 6 00 per day

5    50 per day

6    00 per day 6 00 per day

5    00 per day

6    00 per day 6 00 per day

H*tO I—

2 £ g g 2S g 2S 2S S S 3 2S 8 S S g S3

O^C^CXiOOOOtCOGOOOiyiaitOOOO^^OGO#*-

88888888388888823838

to

to to

iisiS3iSSSillllsills

Construction of Barge Canal — Erie Canal—(Continued).

NAME.

Rank.

Rate of compensation.

Services.

Travel.

Total.

Edward M. Ellis......

J. G. Palmer..........

R. R. St’, art..........

David R. Lee.........

L.    D. Brownell........

Chas. Donohue........

Arch M. Snow........

H. W. Benkart.......

D.    J. Levinson........

E.    J. Berry.......

Foster B. Crocker.....

G.    C. Ingersoll........

Vann R. Phillips......

R. W. Cady..........

George Yavroumis....

N. R. McLoud........

J. B. Whipple........

A. W. Smith..........

W. S. Sayton.........

John F. Greathead....

M.    D. Ewell..........

A. B. Cudebec........

Irvin S. Badger.......

Reynold W. Smith....

Palmer C. Gallup......

Geo. H. Thomas......

Jerry P. Lynch.......

Geo. C. Hannon.......

John A. Sloat.........

Arthur T. Madison.... Irving H. Smallwood. .

W. S. Morris..........

A. B. Crdebec........

J. F. Maher..........

P. H. Budd..........

F.    A. Gordon.........

Seward D. Hendricks..

G.    A. Payne..........

Henry C. Little.......

P. K. Lighthall.......

Harry C. Smith.......

M. H. Boigeol........

L. Kavanagh.........

F. M. Fi Her..........

Grove V. Purchase....

H.    P. O'Bryan........

Frank Lutz...........

Don A. Wilcox........

J. C. Adams..........

John J. Gawkins......

Howard U. Lyon......

Henry L. Bassett.....

Frank J. Kennedy.....

Harvey Wagner.......

L. J. Mulhauser.......

Albert G. Card........

R. M. Fraser.........

Carl F. Hopstein......

R.    K. Sheldon........

H.    J. O’Neil..........

Chas. G. Lamphere....

C. H. Mattison........

W. J. Kelly..........

S.    M. Stuart..........

W. N. Dutcher........

L.    A. MacSwe Geo. F. Wilcox H. W. Stoneburg.

M.    V. McCoy....

W. H. Rundle. . .

Oscar Svenson...

James Keating... William Furman.

James H. McCabe

eney....

Assistant engineer Assistant engineer Assistant engineer Assistant engineer Assistant engineer

Leveler..........

Leveler..........

Leveler..........

Leveler..........

Leveler..........

Leveler..........

Leveler..........

Leveler..........

Leveler..........

Leveler..........

Leveler..........

Leveler..........

Leveler..........

Leveler..........

Leveler..........

Leveler..........

Leveler..........

Rodman.........

Rodman.........

Rodm

Rodman...........

Rodman...........

Rodman...........

Rodman...........

Rodman...........

Rodman...........

Rodman...........

Rodman...........

Rodman...........

Rodman...........

Rodman...........

Rodman...........

Chainman.........

Chainman.........

Chainman.........

Chainman.........

Chainman.........

Chainman.........

Chainman.........

Chainman.........

Chainman.........

Chainman.........

Chainman.........

Chainman.........

Chainman.........

Estimate clerk. . .. Financial clerk.... Financial clerk....

Stenographer.....

Stenographer.....

Draftsman........

Draftsman........

Draftsman........

Draftsman........

Draftsman........

Tracer. .. .r......

Inspector.........

Inspector.........

Inspector.........

Inspector.........

Inspector.........

Inspector.........

Foreman of borings Foreman of borings

Boatman.........

Boatman.........

Boatman.........

Boatman.........

Boatman.........

ii

$6 00 per day 6 00 per day 6 00 per day 6 00 per day 6 00 per day 4 50 per day 4 50 per day 4 50 per day

4    50 per day

5    00 per day 5 00 per day 4 50 per day 4 50 per day 4 50 per day

4    50 per day

5    00 per day

4    50 per day

5    00 per day

4    50 per day

5    00 per day 4 50 per day 4 50 per day 3 50 per day

3    50 per day

4    00 per day 4 00 per day

3    50 per day

4    00 per day 3 50 per day

3    50 per day

4    00 per day 4 00 per day 4 00 per day 4 00 per day

3    50 per day

4    00 per day 3 50 per day

2    50 per day

3    00 per day

2    50 per day

3    00 per day

2    50 per day

3    00 per day 2 50 per day

2    50 per day

3    00 per day 3 00 per day 3 00 per day

3    00 per day

2    50 per day 150 per month

5    00 per day 5 00 per day

100 per month 83 33 per month 5 00 per da y

4    50 per day

5    00 per day 5 00 per day 5 00 per day

75 00 per month

4    50 per day

5    00 per day 5 00 per day 4 00 per day 4 50 per day

3    50 per day

4    00 per day 3 50 per day 3 00 per day 3 00 per day 3 00 per day 3 00 per day 3 00 per day

$1,445 00 1,025 CO 786 00 90 00 42 00 1,408 50 1,408 50 256 50

1.408    50 1,785 00 1,501 50

265 50 261 00 1,413 00 355 50 1,565 00 616 50 1,130 00 949 50 655 00 279 «G 171 00 1,099 00 1,088 50 1,167 50 1,264 00 157 50 408 00 1,099 00 1,067 50 1,312 00 344 00 732 50 624 00 535 50 808 00 346 50 717 50 493 00 570 00 •    933 00

391 50 474 00 785 00 105 00 807 00 783 00 684 0C 273 00 262 50 75 00 515 00 65 00 500 00 408 32

1.409    00 1,322 00 1,320 00 1,525 00 1,559 00

350 81 445 50 978 00 1,620 00

132    00 45 00

133    00

$104 Of 254 45 40 44

3 to Cn 3    4*

5 CD CO

85

391 45

51 85

69

63 75

46 19

86 2C

8 57

49 08

38 90

191 24 64 49

60 38

4* CO

to ©

24 50 288 00 939 0C 288 00 237 00 237 00

250 21

SSIilK35sgiliiiiSBi8l®5aS3*8SSI£S8SS3i88SS8¥SisSiSiiSSIlSi8ieSlSlSiSi

SSSS8SSSS8SS88SS*ESSS3S88SSSS888SSS8SSSSSSSS8SS5SaS5SSS888SSESSSSS8ISS£SSS5SSSffi£SS

Construction of Barge Canal — Erie Canal—{Continued).

NAME.

Rank.

Rate of compensation.

Services. Travel.

Total.

A. H. Withey.........

Chas. Rogers.........

John J. Gawkins......

G. L. Gollands........

Geo. E. Sweeting......

Ward T. Marriott.....

John J. Phalan.......

Howard W. Lottos....

Fred W. Harvey......

R. E. Gallivan........

, Frank Layburn.......

William Tanner.......

Warren E. Miles......

Fred’k R. Simmonds...

L. W. Moulton........

Bert Forbes..........

Harry March.........

Carl L. Slocum........

Boatman Boatman Axeman. Axeman. Axeman. Axeman. Axeman. Axeman. Axeman. Axeman. Axeman. Laborer. Laborer. Laborer. Laborer. Laborer. Laborer. Laborer. Michael McAndrews. .. Laborer. 0. D. Hollenbeck F. B. Ostrander..

Joseph Reh......

Clinton S. Hunt.

Wm. Farrier.....

Spencer B. Randall.... Laborer

William Bird......... Laborer

John Kelly........... Laborer

Joseph E. Quinn...... Laborer

George Grogan........ Laborer

James Ward.......... Laborer

Donald Cameron...... Laborer

Clarence Phelps....... Laborer

D. J. McCarthy....... Laborer

Martin Malia.. ...... Laborer

J. L. Curtin.......... Laborer

T. E. Gaynor......... Laborer

Daniel Goodwin....... Laborer

Bernard Murphy...... Laborer

Joseph Duley......... Laborer

Chas. Duley.......... Laborer

Elmer Filkins......... Laborer

Joseph Buck.......... Laborer

J. H. Wilson.......... Laborer

T. J. Aldcorn......... Laborer

Parson Derrick....... Laborer

Peter Kappesser...... Laborer

Bird D. Kneeland..... Laborer

Sylvester Willse....... Laborer

Jas. Keating.......... Laborer

M. C. Plunkett........ Laborer

John E. Smith........ Laborer

Frank O’Brien........ Laborer

James H. McCabe..... Laborer

Joseph F. O’Brien..... Laborer

Frank Douglass....... Laborer

W. J. Ryan.......... Laborer

Clark H. Norton...... Laborer

John C. Fitzsimmons.. Laborer John G. Nestle...,

Alfred White.....

A. J. Keller.....

James Smith.....

Chas. Knittle....

W. H. Wright. . .

Stanley Evenden.

John Ienbeck....

Marie Brandt....

Daniel Brown....

Chas. Bourke....

Frank Burns....

John Carroll.....

John Chamberlain W. T. Crill......

Laborer

Laborer

Laborer

Laborer

Laborer

Laborer Laborer Laborer Laborer Laborer Laborer Laborer Laborer Gage reader Gage reader Gage reader Gage reader Gage reader Gage reader Gage reader

$3 00 per day 3 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day I 2 00 per day J 2 00 per dayj 2 CO per day 2 00 per day| 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 7 00 per month 7 00 per month 5 00 per month 5 00 per month 7 00 per month 5 00 per month 7 00 per month!

4*- OO 4** h- OO 4^ 05

888 88888888888888888888^8^88888888888888888888888888888888888888888888888

OJ <M <M <M N»OtON CO

8S888888838S8S88888888888S88SS8888S88S88S88888E88S88888888888888888888888

35S5gSSiEaSB8i8EiS8gEg3S3S83SSSg8S5SS*S*SS3s£³§⁸⁸3⁸i⁸5iSiSSseSS£⁸SSss88a8*

Construction of Barge Canal—*Erie Canal — (Conetuled).

NAME.

Rank.

Rate of compensation.

Services. Travel.

Total.

Geo. Coveil.... Geo. W. Graves W. Van Kirk. .

W. B. Dempsey A. H. O’Reilly.

A.    Dement. ..

E. A. Evans.. Adniram Hart Karl Hatch... Albert Bain. . Griff G. Willia L. W. McHenry.. Bessie C. Kellogg.

H. T. Mason.....

W. H. Dunn.....

B.    W. Hawley. . .

E.    A. Hurlbut. . . Chris. Hannon

J. H. Rupert.....

Frank Shane.....

Melvin H. Smith..

W. Van Kirk.....

Henry Straub.....

Solomon Walts. . . John P. Watts... Luke McHenry. . .

F.    V. Voorhees... Chas.

L. W.

John Phillips. . Maria Powell. . William Prettie Mark Quimby.

.... Gage reader .... Gage reader .... Gage reader .... Gage reader .... Gage reader .... Gage reader .... Gage reader .... Gage reader .... Gage reader .... Gage reader .... Gage reader .... Gage reader

..... Gage reader

.... Gage reader

.... Gage reader

.... Gage reader

.... Gage reader

.... Gage reader

.... Gage reader

.... Gage reader

.... Gage reader

.... Gage reader

.... Gage reader

.... Gage reader

.... Gage reader

...... Gage reader

.... Gage reader

.... Gage reader

.... Gage reader

.... Gage reader

.... Gage reader

.... Gage reader

.... Gage reader

Horace W. Haynes.... Gage reader

Robert H. Ogle.........Gage reader

Mrs. A. H. Hoffmeister. Gage reader Gage reader Gage reader Gage reader Gage reader

Brannock

Moulton.

W. M. Hubbard

Ed Jones......

Mark Kennedy. Louis McArthur

$5 00 per month 7 00 per month 5 00 per month 7 00 per month 7 00 per month 7 00 per month 5 00 per month 5 00 per month 7 00 per month 5 00 per month 7 00 per month 7 00 per month 7 00 per month 7 00 per month 5 00 per month 10 00 per month 7 00 per month

4    00 per month

5    00 per month 5 00 per month 7 00 per month 5 00 per month 7 00 per month 7 00 per month 5 00 per month 7 00 per month

10 00 per month 10 00 per month

5    00 per month

6    00 per month

7    00 per month 5 00 per month 5 00 per month

10 00 per month 5 00 per month 7 00 per month 5 00 per month 5 00 per month 5 00 per month 10 00 per month

gggg£Sggg£S£gg5g£S£o,88g£fegg3S5£<xKggtoto£o.S5

88888S8888888888888 888^8888^^8718888888 32 8

|ggg£5g3g£S£gg5g££o,8gg££ggS25S£₀o£88totoS£o,55

888S8oS8SogSo8o88883gS8fe88S8“w87Io88gggo“o

Instruments and tools...

Office rent.............

Fuel and light..........

Stationery and printing..

Postage................

Telephone and telegraph Miscellaneous..........

Incidental Expenses.

$98,720 34 $7,939 69 $106,66003

.    $379 22

867 00 636 63 284 67 261 97 643 38 . 7,113 49

10,186 36

Total

$116,846 39

Construction of Barge Canal — Oswego Canal.

Chapter 147, Laws 1903.

NAME.

Rank.

Rate of Compensation.

Services.

Travel.

Total.

Guy Moulton......

Henry B. Brewster.

T. M. Ripley......

Edwin Styring.....

Division engineer. Division engineer. Resident engineer Resident engineer

$300 00 per month 300 00 per month 200 00 per month 200 00 per month

$736 30 100 00 2,400 00 2,000 00

$39 27

185 99

9 10

$775 57 100 00 2,585 99 2,009 10

NAME.

George H. Haley......

George H. Thomson. .. George C. Andrews....

M. D. Kw 11..........

H. H. Brown.........

D.    H. Judson.........

Frank H. Flint.......

R. E. Swinney........

W. S. Morris..........

Geo. C. Hannon.......

E.    A. Dollard.........

R.    E. Drake..........

W. C. R. Pyne........

W. H. Hilborn........

L. Kavanagh.........

J. C. Adams..........

L. H. Rutherford.....

L. Y. Meneely........

Frank W. Donovan....

Henry L. Bassett.....

Frank J. Kennedy.....

Harvey Wagner.......

Leo B. Seigel.........

S.    P. Van Waters.....

Carl F. Hopstein......

Henry A. J. Castor....

V.    M. McConnell......

Harry Kehoe.........

C. H. Mattison........

W.    N. Dutcher........

L.    A. MacSweeney. . . .

A. H. Hollenbeck.....

W. A. Walter.........

M.    V. McCoy.........

Thos. B. Bowes.......

William R. Kelly......

Thomas Redmond.....

A. J. Brosnehan.......

William Craham......

F.    W. Donovan.......

Thomas Keating......

Alfred Moosbrugger....

W. J. Carey..........

Frank Laybvrn.......

Geo. E. Sweeting......

John Kelly...........

Edward J. Igoe.......

Alfred Moran.........

John W. Audlin.......

Guy W. Jones........

Clark H. Norton......

F. B. Ostrander.......

John Longway........

John E. Smith........

W. A. Shaw..........

Bird D. Kneeland.....

Sylvester Willse.......

M. C. Plunkett........

Joseph Griffin.........

Frank O’Brien........

James Kenyon........

James Mehegan.......

J. W. Main...........

J. W. Howard........

Thomas Dunn........

John W. Smith.......

Frank M. Hughes.....

Geo. Archambo.......

J. M. Johnson........

Samuel Purdy........

Smith Sharp..........

Roy L. Smith.........

L. D. Sterling.........

of Barge Canal—Oswego Canal —

Rank.

Rate of compensation.

Services.

Travel.

Total.

Assistant engineer. Assistant engineer. Assistant engineer.

Leveler...........

Leveler...........

Leveler...........

Leveler...........

Leveler...........

Rodman..........

Rodman..........

Rodman..........

Rodman..........

Rodman..........

Rodman........

Chainman........

Chianman........

Chianman........

Chainman........

Chainman........

Financial clerk.... Financial clerk....

Stenographer.....

Stenographer.....

Stenographer.....

Draftsman........

Draftsman........

Draftsman........

Draftsman........

Inspector.........

Inspector..........

Inspector..........

Inspector.........

Inspector..........

Foreman of borings Foreman of borings.

Boatman..........

Boatman..........

Axeman...........

Axeman...........

Axeman...........

Axeman...........

Axeman...........

Axeman...........

Axeman...........

Axeman...........

Laborer...........

Laborer...........

Laborer...........

Laborer...........

Laborer...........

Laborer...........

Laborer...........

Laborer...........

Laborer...........

Laborer...........

Laborer...........

Laborer...........

Laborer...........

Laborer...........

Laborer...........

Laborer...........

Laborer...........

Laborer...........

Laborer...........

Laborer...........

Laborer...........

Gage reader........

Gage reader........

Gage reader........

Gage reader........

Gage reader........

Gage reader........

Gage reader........

•    ggg

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£■£■£■§■&■ g't'g'i" g'g'g-g-g-g-g-g-g'g-i- g-g-g- a-g-g-g-g-g- g. g.0 g-g-g-g- g-g-g-g-g- B-g'g'S'S- g-e-e- S' g-g-g-

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I. Ml

13 30

13 55

89 61

$2,031 25 2,235 66 1,880 21 1,152 00 1,458 CO 1,444 50 1,228 50 1,201 50 378 33 152 00 1,123 50 213 50 1,241 50 203 00 453 00 123 00 845 00 150 00 107 50 265 00 25 00 100 00 400 00 116 12 88 30 1,342 50 228 00 1,372 50 94 55 1,280 00 40 50 1,363 50 1,422 50 422 11 38 50 291 00 288 00 398 00 666 00 548 00 648 00 680 00 362 00 396 00 24 00 50 00 96 00 358 00 216 00 310 00 52 00 52 00 66 00 80 00 158 00 144 00 84 00 142 00 196 00 24 00 186 00 180 00 20 00 16 00 22 00 22 00 144 00 72 00 30 00 20 00 60 00 60 00 60 00

Construction of Barge Canal — Oswego Canal—(Concluded).

NAME.

Rank.

Rate of compensation.

Services.

Travel.

Total.

D. D. Tompkins. Arthur C. Owens. B. M. Wilcox.... Fulton Livery Co

Gage reader. Gage reader. Gage reader.

$5 00 per month 5 00 per month 5 00 per month

$ 30 00 40 00 30 00

$60 00 40 00 30 00

$3 00

Instruments and tools... Stationery and printing..

Fuel and light..........

Postage................

Office rent.............

Telephone and telegraph Miscellaneous...........

Incidental Expenses.

$38,274 42    $771 27

$39,045 69

$200 46 66 16 214 52 75 75 689 96 186 07 1,340 82

2,773 74

Total

$11,819 43

Improvement of Public Highways.

Chapter 115, Laws of 1898, and amendatory laws. (From October 1, 1908, to February 17, 1909.)

NAME.

Rank.

Rate of compensation.

Services. Travel.

Total.

Henry B. Brewster.... Division engineer.....

Guy Moulton......... Division engineer.....

Fred W. Sarr......... First resident engineer.

Resident engineer. . . . Resident engineer.... Resident engineer.... Resident engineer....

Resident engineer.....

First assistant engineer Assistant engineer.... Assistant engineer.... Assistant engineer.... Assistant engineer.... Assistant engineer.... Assistant engineer.... Assistant engineer.... Assistant engineer.... Assistant engin Assistant engin Assistant engineer Assistant engineer Assistant engineer Assistant engineer Spencer J. Stewart.... Assistant engineer Emerson H. Stewart... Assistant engineer

Nathan E. Young..... Assistant engineer

T. F. Nichols......... Ass'stant engineer

Harvey F. Hawley.... Assistant engineer

D. E. Whitford....... Assistant engineer

Geo. W. Bradley...... Assistant engineer

James Dollard........ Assistant    engineer

Edward M. Ellis...... Assistant engineer

Chapin E. C. Harris. . . Assistant engineer Robert B. Hoadley, Jr. Assistant engineer

J. M. Howard......... Assistant    engineer

phen B. McDonald.. Assistant engineer

R. E. Miller.......... Assistant    engineer

C. D. Murray......... Assistant    engineer

Thomas D. Ringwood.. Assistant engineer

A. L. Sayer........... Assistant    engineer

H. R. Starbird........ Assistant    engineer

Frank C. Tolies....... Assistant engineer

R. J. Marcher....

H. E. Smith.....

Geo. R. Winslow. L. C. Hulburd W. H. Van Wie.. Guy H. Miller. . . Frank W. Bristow L. D. Brownell... Joseph P. Burns.

J. Otis Burt.....

R. V. Collins.... Louis Garbi, Jr. . David R. Lee

F. F. Miller......

C. J. Myers......

A. L. Northrup. . O. M. Severson. . Wm. H. Snyder..

J. N. Slater......

Fred’k S. Strong.

Ste

$300 00 per month 300 00 per month 225 00 per month 200 00 per month 200 00 per month 200 00 per month 200 00 per month 200 00 per month 7 00 per day 6 00 per day 6 00 per day 6 00 per day 6 00 per day 6 00 per day 6 00 per day 6 00 per day 6 00 per day 6 00 per day 6 00 per day 6 00 per day 6 00 per day 6 00 per day 6 00 per day 6 00 per day 6 00 per day 6 00 per day 6 00 per day 6 00 per day 6 00 per day 5 00 per day 5 00 per day 5 00 per day 5 00 per day 5 00 per day 5 00 per day 5 00 per day 5 00 per day 5 00 per day 5 00 per day 5 00 per day 5 00 per day 5 00 per day

8888888888888888888388888S8888S88S3~£«w£88

$163 88

183 92 90 35 46 52 78 93 70 16 19 89 353 49 227 74 50 00 50 66 15 34 105 46 154 68

5 55

38 06 52 51 201 36

9 11

36 57 149 83 266 62 143 85 204 60 52 48

3 60

131 78

8 05

4 05

22 00 25 30

2 40

74 15 26 95

325 97 482 37 32 74

Improvement of Public Highways—(Continued).

NAME.

Rank.

Rate of compensation.

Services. Travel.

Total.

S. M. Witbeck.....

L. H. Marsland. . .. P. F. McClellan....

Rexford Lyon.....

Roy F. Hall.......

L. L. Graham......

Lon is Oppenheim. .

R. E. Swinney.....

J. B. Whipple.....

H. W. Benkart. . . . Chas. C. Cassel.....

...    Assistant engineer

...    Assistant engineer

...    Assistant engineer

...    Leveler..........

...    Leveler..........

...    Leveler..........

. ..    Leveler..........

...    Leveler..........

...    Leveler..........

...    Leveler..........

...    Leveler..........

E. A. Dahmen........ Leveler..........

Leveler..........

Leveler..........

Leveler..........

D.    W. Chamberlain....    Leveler..........

Leveler..........

Leveler..........

Leveler..........

Inspector........

Inspector........

Inspector........

Inspector........

L.    A. MacSweeney.    . . .    Inspector........

E.    W. Parsons........ Inspector........

C. H. Mattison........ Inspector........

M.    D. Poulsen........ Inspector........

W. E. McNasser...... Inspector........

R.    G. Pellett......... Inspector........

W. J. O’Brien........ Inspector........

B.    D. Isenhour........ Inspector........

A. J. Adams.......... Inspector........

G.    F. Wilcox......... Inspector........

F.    H. Mongin......... Inspector........

C.    W. Johnson........ Inspector........

S.    A. Patterson....... Inspector........

Chas. H. Roberts...... Inspector........

A. H. Scheutzow...... Inspector........

D.    R. Thornton....... Inspector........

T.    M. Lawrence....... Inspector........

A.    M. McEnerey...... Inspector........

W. J. Wilds.......... Inspector........

Don A. Wilcox........ Inspector........

D. B. Willson......... Inspector........

D. J. Fitzgerald....... Inspector........

L. M. Cowen.......... Inspector........

James J. Keenan...... Inspector........

H.    L. Whitney........ Inspector........

B.    A. Redington...... Inspector........

H. G. Hotchkiss, Jr....    Inspector........

Inspector........

Bridge designer. .

Draftsman.......

Draftsman.......

Draftsman.......

Tracer..........

Rodman.........

Rodman.........

Rodman.........

Rodman.........

Rodman.........

Rodman.........

Rodman.........

Rodman.........

Rodman.........

Rodman.........

Rodman.........

Rodman.........

Sampson Brettheimer.. Rodman.........

Rodman.........

Rodman.........

Rodman.........

Rodman.........

Rodman.........

C. F. deClercq ■ W. W. Ewell. B. J. Finch...

F. H. Flint.....

W. S. Saxton.. Geo. Yavroumis Geo. J. Goehl..

C.    R. Madden.. John Duignan. .

D.    B. Stitt.....

J. G. Wynkoop. .

L. Holmes.......

S. H. DePny. . . . Ward J. Hager...

H. B. Hoyt......

A. E. Upson.....

Geo. C. Hannon..

J. F. Maher.....

F. A. Gordon E. DeV. Kelly... Wm. S. Morris... Jacob A. Erhardt W. C. Slayton... George C. House. R. D. Wiswell. . Geo. W. Wright W. A. Spelman. A. B. Cudebec.

Jerry P. Lynch..

P. H. Budd.....

Lynn T. Farnham Leigh Robartes.. E. C. Dollard....

Ox

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44 91 13 90

3 53

47 51 4 40

19 35

8 40

8 87

55 92

181 40 11 46

i; 2:,

52 32

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220 87 27 65

14 60 160 06

3 50

3 50

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Improvement of Public Highways—{Continued).

■ NAME.

Rank.

Rate of compensation.

Services.

Travel.

Total.

John D. Rust.........

B.    F. Taylor..........

D.    W. Scripture.......

Irank Lutz...........

E.    E. Babcock........

R. C. Pugh...........

C.    H. Vandenburg.....

R. B. Graham........

J. J. Coleman.........

J. T. Crawford........

L. Kavanagh.........

G. A. Payne..........

Fred M. Teel.........

W. H. Carnrike.......

N. H. Whittemore.....

Paul Ryan...........

G.    V. Purchase.......

Don A. Wilcox........

Howard U. Lyon......

Frank J. Kennedy.....

Harvey Wagner.......

C. H. Morgan.........

John W. Davin.......

John A. Palmer.......

Warren Luther.......

J. C. Mitchell.........

J. K. Smith..........

J. H. Wallace.........

R. E. Gallivan........

Howard B. Lincoln.. .

A.    M. Kelly..........

Chas. H. Henrick.....

John H. Donovan.....

Emerson Fitch........

J. C. Heckles.........

H.    F. Lembeck.......

J. R. Curtin..........

C. A. Porter..........

H. K. Donnelly.......

W. J. Carey..........

Ray Gorton..........

L.    S. Edwards........

G.    H. Armstrong......

F.    M. Cronin.........

P. J. Blake...........

F. W. Harvey........

Frank Laybnrn.......

Frank J. O’Neil.......

M.    J. Finneran........

E.    E. Kingston.......

B.    J. Reilly...........

J. E. Snyder..........

C.    R. McEllen........

W. R. Eggleston......

H.    J. O’Brien.........

R. F. Mott...........

J. A. Brennan........

J. J. Carroll..........

F.    J. Gehan..........

John Tracy...........

C. I. Stratton.........

M. W. Hughes........

James Daley..........

Robert D. Cameron. . .

Louis Heineman......

Chas. J. Delaney......

J. H. Klock..........

C.    H. Hike...........

George Crowe.........

Carlisle Pontius.......

Frank Griffin.........

William Curley.......

Frank L. Ryan.......

D.    McCarthy.........

Rodman......

Rodman......

Chainman.... Chianman.... Chainman.... Chainman.... Chainman.... Chainman.... Chainman.... Chainman.... Chainman.... Chainman.... Chainman.... Chainman.... Chainman.... Chainman.... Chainman. . .. Chainman Estimate clerk. Financial clerk Stenographer. . Stenographer. .

Axeman......

Axeman......

Axeman......

Axeman......

Axeman......

Axeman......

Axeman......

Axeman......

Axeman......

Axeman......

Axeman......

Axeman......

Axeman......

Axeman......

Axeman......

Axeman.......

Axeman.......

Axeman.......

Axeman.......

Axeman.......

Axeman.......

Axeman.......

Axeman......

Axeman......

Axeman......

Axeman......

Axeman......

Axeman......

Axeman......

Axeman......

Axeman......

Axeman......

Axeman......

Axeman......

Axeman......

Axeman......

Axeman......

Axeman......

Axeman......

Axeman......

Axeman......

Axeman......

Axeman......

Axeman......

Axeman......

Laborer......

Laborer......

Laborer......

Laborer......

Laborer......

Laborer......

Laborer......

$3 50 per day 3 50 per day 3 00 per day 3 00 per day 2 50 per day 2 50 per day

2    50 per day

3    00 per day 2 50 per day

2    50 per day

3    00 per day 2 50 per day 2 50 per day 2 50 per day 2 50 per day 2 50 per day

2    50 per day

3    00 per day 150 00 per month

5 00 per day 100 00 per month 100 00 per month 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day:

HiMWHHCO    CO i—I    WhhhhhCO

8gS88S88888888888888888888888888888g8888888888888888a8S38Sa8asasg«SSSSSg

$1 06

20 11

13 75

1 IIS

3 38

1 25

2 -''I

4 30

1 23

o8888888S8888388888838888888wSS38888oe£S83888S38§o88ocw28838SS8SS88S§£8§888SS

Improvement of Public Highways—(Concluded).

NAME.

Rank.

Rate of compensation.

Services. Travel.

Total.

Charles Abel.....

Henry Turk.....

Clark H. Norton. . James B. Hill.... John Sheridan. .. Francis Holleran. John H. Donovan Rudolph Beigel.. John Kelly......

Laborer

Laborer

Laborer

Laborer

Laborer

Laborer

Laborer

Laborer

Laborer

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$111 34

$285 34 174 00 158 00 174 00 174 00 114 00 120 00 16 00 16 00

Livery.................

Stationery and printing..

Fuel and light..........

Postage................

Office rent.............

Telephone and telegraph. Miscellaneous...........

Incidental Expenses.

$60,390 69 $5,013 17 $65,403 86

/

to

5,393 46

Maintenance and Repairs of Improved Public Highways.

Chapter 115, Laws of 1898; chapter 468, Laws of 1906; chapter 686, Laws of 1906.

Road

No.

NAME OF ROAD.

Town.

County.

Amount.

47

125

126

127

134

174

175

209

383

112

218

111

123

208

377

378

147

181

183

184

185

234

424

71

139

140

49

75

122

291

430

Chenango river.............

Lestershire................

Town Line Extension.......

Park Bridge...............

Fenton....................

Endicott..................

Chenango Towpath.........

Nineveh...................

Owasco...................

Norwich-Plymouth.........

Greene-Smithville Flats.....

Blodgett’s Mills............

Preble-Homer.............

Cortland-Homer...........

Dryden...................

Cincinnatus................

McGrawville...............

Burrs Mills................

Watertown-Sacketts Harbor.

Henderson, section 1........

Adams-Henderson, section 1. Pierrepont Manor-Ellisburg..

State.....................

Adams-Henderson, section 2 Belleville-Adams, section 1. .

Utica-Paris..........

Hamilton Bridge.....

Seneca Turnpike.....

Fabius-Apulia, section Fabius-Apulia, section 2. . . . East Lake. ..

Cemetery.. . .

Jordan Valley Oswego-Sterling Division office..

Total.....

, section 1

Chenango and Dickinson.

Union.................

Chenango............

Kirkwood.............

Fenton................

Union.................

Fenton................

Colesville..............

Owasco...............

Norwich and Plymouth. . Greene and Smithville...

Cortland ville...........

Preble................

Cortlandville...........

Cortland ville...........

Cincinnatus............

Cortlandville...........

Watertown and Rutland.

| Hounsfield.............

Adams................

Ellisburg..............

Lorraine...............

Adams and Henderson. . Ellisburg and Adams....

New Hartford..........

Vernon................

Vernon................

Fabius................

Fabius................

Skaneateles............

Onondaga.............

Elbridge...............

Oswego...............

Broome. . . Broome. . . Broome-. . . Broome. .. Broome. . . Broome. . . Broome. . . Broome. . . Cayuga.... Chenango.. Chenango.. Cortland.. . Cortland.. . Cortland.. . Cortland.. . Cortland.. . Cortland.. . Jefferson. ,

Jefferson. .

Jefferson. . Jefferson. . Jefferson. . Jefferson. . Jefferson. . Oneida. . . . Oneida... . Oneida. ... Onondaga. Onondaga. Onondaga. Onondaga. Onondaga. Oswego. . .

$2

84

80

88

15

65

00

39

Hi

78

45

41

25

its

•Ml

12

77

58

10

'ill

00

25

564 55 ,671 55 ,371 52 151 65 50 00 53 21 262 44

$23,535 88

Mill Street Bridge, Cazenovia.

Chapter 281, Laws of 1908.

NAME.

Rank.

Rate of compensation.

Services.

Travel.

Total.

Fred. J. Wagner. David R. Lee... L. D. Brownell..

First resident engineer Assistant engineer.... Assistant engineer....

4250 00 per month 6 00 per day 6 00 per day

$60 0C 444 00 30 0C

$5 6f

16 81

$65 68 460 81 34 18

Postage................

Telephone and telegraph. Miscellaneous...........

Incidental Expenses.

$534 00    $26 67

$560 67

$0 2f

35

38 72

39 33

Total

$600 00

NAME.

Ovid Street Bridge, Seneca Falls.

Chapter 273, Laws of 1908.

Rank.

Rate of compensation.

Services.

Travel.

Total.

Geo. E. Maynard A. G. Hayden...

E. G. Semon.....

J. C. Podmore. . .

H. D. Miller.....

G. M. Braune....

Bridge draftsman Bridge designer. . Bridge designer. . Bridge draftsman Bridge designer. . Bridge designer. .

$110 00 per month 160 00 per month 125 00 per month 125 00 per month 17500 per month 175 00 per month

$34 60 111 52 98 49 13 39 22 58 11 29

$10 1C

$14 70 111 52 93 49 13 39 22 58 11 29

Total

$289 87    $10 10

$293 97

North Salina Street Bridge, Syracuse.

Chapter 668, Laws of 1906.

NAME.

Rank.

Rate of compensation.

Services.

Travel.

Total.

David R. Lee

Assistant engineer

$6 00 per day

$132 00

$132 00

Postage

Incidental Expenses.

$3 IS

0 1$

Total

$132 18

NAME.

John Bartholomew....

C. N. Haggart........

W. P. Falkenstein.....

R. M. Wheeler........

C. Cyrus Podmore.....

F. E. Blake...........

Chas. E. Quimby......

Chas. P. Wiweke......

J. A. Jensen..........

J. L. South worth......

Total

NAME.

J. Otis Burt

Postage,

Total

NAME.

L. S. Hulburd. . . J. H. Sturdevant

B.    I. Hall......

E.    A. Duschak..

R. G. Pratt.....

H. J. Stabile.....

J.    M. Prior.....

C.    H. Adams.....

H. J. Spelman.... G. E. Schaefer. . .

G.    A. Payne.....

K.    Moulton......

H.    Kramer......

H. W. Stoneburg. J. J. Brueckel.... J. C. Sophian

F.    W. Pettit.....

W. C. Emens

C. W. Avery.....

J. A. Smith......

L.    E. Moyer.....

M.    H. McConnell.

Seneca Street Bridge, Utica.

Chapter 454, Laws of 1909.

Rank.

Rate of compensation.

Services.

Travel.

Total.

Bridge designer...........

Bridge designer...........

Bridge draftsman..........

Bridge draftsman..........

Bridge draftsman..........

Bridge draftsman..........

Junior bridge draftsman....

Mechanical draftsman......

Mechanical draftsman......

Engineering draftsman.....

$175 00 per month 175 00 per month 110 00 per month 110 00 per month 150 00 per month 110 00 per month 75 00 per month 90 00 per month 110 00 per month 4 00 per day

$201 35 175 0C 110 0C

$5 0C

101

3E

09

$200 35 175 00 110 00

161 33

9 31

11 67 58 79 17 42

6 45

11 67 58 79 17 42 6 45

56 00

56 CO

$807 34    $5 00

$812 34

Burhamville Aqueduct.

Chapter 672, Laws of 1907.

Rank.

Rate of compensation.

Services.

Travel.

Total.

Assistant engineer

Incidental Expenses.

$6 00 per day

$132 00

$3 00

$0 51

$135 00

0 51

$135 51

Cayuga and Seneca Canod Survey.

Chapter 433, Laws of 1909.

Rank.

Rate of compensation.

Services. Travel.

Total.

Assistant engineer. Assistant engineer. Assistant engineer.

Leveler...........

Rodman..........

Rodman...........

Rodman..........

Chainman........

Chainman........

Chainman........

Chainman.........

Chainman.........

Foreman of borings Foreman of borings

Axeman...........

Chainman.........

Laborer...........

Laborer...........

Laborer...........

Laborer...........

Laborer...........

Laborer...........

totototototototo^^-totototococococo^cnc^c'.

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$191 33

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Cayuga and Seneca Caned Survey—(Concluded).

NAME.

Rank.

Rate of compensation.

Services. Travel.

Total.

F. DeBeukelaer. J. W. Seaton.... R. H. Byrne H. Heffernan...

D.    C. McGill....

E.    C. Ansley.... H. B. Taylor....

N. C. Zeluff.....

Clarence Phelps L. F. French

H. W. Sullivan. John Coleman. . Thomas Welch. H. O. Caldwell.. C. S. Sterling. . .

Laborer. Laborer. Laborer. Laborer. Laborer. Laborer. Laborer. Laborer. Laborer. Laborer. Laborer. Laborer. Laborer. Laborer. Boatman

m

to

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Stationery and printing..

Livery.................

Fuel and light..........

Postage................

Office rent.............

Telephone and telegraph. Miscellaneous...........

Incidental Expenses.

$1,904 00

t-h o CM H iO (M n 02    T-H O

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$2,095 33

169 20

Surveys for State Court of Claims.

Chapter 576, Laws of 1906; Chapter 466, Laws of 1908.

NAME.

Rank.

Rate of compensation.

Services. Travel.

Total.

Theron M. Ripley.....

L. D. Brownell........

D.    E. Whitford.......

David R. Lee.........

Edward M. Ellis......

E.    J. Berry...........

Geo. C. Hannon.......

A. T. Madison........

Carl F. Hopstein......

R. K. Sheldon........

Chas. G. Lamphere.... L. W. Moulton James Glenn...

Urban Karcher E. L. Scarritt..

Resident engineer Assistant engineer Assistant engineer Assistant engineer Assistant engineer

Leveler..........

Rodman.........

Rddman.........

Draftsman.......

Draftsman.......

Tracer..........

Laborer.........

Laborer........

Laborer.........

Laborer........

h-^i—H0t0g0i0i03rf^cn0*02 02 02g

ggggf? 8838383831?

■gms'sms's'sisg

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$218 35 108 75

2 70

10 48

2 79

110 50

I-* to    t—‘ co    to

MMtO^OiOJO

H^^OOH^vjOOOitOCO

•<1

SS§g£ggSgS&38S8

Livery................

Postage...............

Telephone and telegraph Miscellaneous...........

Incidental Expenses.

$2,102 69    $453 57 $2,556 26

.......... $30 00

n>

65

11 92

42 65

Total

$2,598 91

• Summary.

The foregoing tables are summarized as follows:

Ordinary Repairs to Canals.

1.    Erie canal, chapter 465, Laws of 1908.............

2.    Cayuga and Seneca canal, chapter 465, Laws of 1908

3.    Blackjdtiver canal, chapter 465, Laws of 1908.......

$8,414 76 420 61 164 63

Construction of Barge Canal.

4.    Construction of Barge canal, Erie canal, chapter 147, Laws of 1903......

5.    Construction of Barge canal, Oswego canal, chapter 147, Laws of 1903. .

116,846 39 41,821 43

Improvement of Public Highways.

6.    Improvement of Public Highways, chapter 115, Laws of 1898...........

7.    Maintenance and repairs of improved public highways, chapter 115, Laws

of 1898;’chapter 686, Laws of 1906................................

70,797 32 23,535 88

Special Work.

9. Mill street bridge, Cazenovia, chapter 281, Laws of 1908.......

10. Ovid street bridge, Seneca Falls, chapter 273, Laws of 1908. . . . ' 11. North Salina street bridge, Syracuse, chapter 668, Laws of 1906

12.    Seneca street bridge, Utica, chapter 454, Laws of 1909

13.    Durhamville aqueduct, chapter 672, Laws of 1908.....

600 00 299 97 132 18 812 34 135 51

Special Surveys.

14.    Cayuga~and Seneca canal survey, chapter 433, Laws of 1909..

15.    Surveys for State Court of Claims, chapter 466, Laws of 1908

Total................................................

2,264 53 2,598 91

$268,844 46

Table of Contracts Completed on the Middle Division During the Fiscal "i.ear Ended Septem

ber 30, 1909.

Final

payment.

Contract

price.

Appropria

tion.

Act.

Year.

Chap.

Character of work.

Date of contract.

CONTRACTOR.

$68,434 73

11,444 60

4,011 20

Final

payment.

iOrHOOCO<MCOiOT*iO<M»0

rHOOrHrt<COt^aOCOl>a5t>

(NO^OOMCiON^Ol

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$65,686 00

00 868‘II

4,041 50

Contract

price.

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*$75,000 00

15,000 00

6,000 00

1906

668

Constructing a lift bridge over the Oswego canal at North Salina street, Syracuse.................

Jan. 15, 1907

1906

1907

1908

1908

f 675

400

394

281

Constructing a protection wall on the west side of Skaneateles lake outlet.......................

Constructing a plate girder bridge over the outlet of Cazenovia lake at Mill street, Cazenovia, Madison county.................................

July 8, 1908

Dec. 20, 1908

John M; Shultz.....

John Young and Patrick J. Cawley....

Montour Steel Co . . .

* $31,250 appropriated by the city of Syracuse and $12,500 by Syracuse Rapid Transit Railway.

Improvement of Public Highways.

Chapter 115, Laws of 1898, and amendatory laws. (Completed between October 1, 1908, and Feoiuary 17, 1909.)

Character of work.

Cortland-Homer road, No. 208, Cortland county............

Adams-Henderson (section 2) road, No. 234, Jefferson county. Utica-Oneida Castle (section 1) road, No. 271, Oneida county

Seneca River road-North Side, No. 273, Seneca county......

Union-Maine road, No. 275, Broome county................

Syracuse-Watertown road, No. 278, Oswego county.........

West Oswego River road, No. 279, Oswego county..........

Skaneateles-Hamilton road, No. 330, Onondaga county......

Cayuga Heights road, No. 336, Tompkins county...........

Syracuse turnpike, No. 337, Madison county.....;.........

Catskill turnpike (section 2) road, No. 338, Tompkins county

Date of contract.

CONTRACTOR.

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John Weber & Sons, Inc.............

Celestin C. Burns...................

Casey & Murray....................

Chambers & Grady.................

County of Broome..................

Stewart-Kerbaugh-Shanley Company. Stewart-Kerbaugh-Shanley Company. Stewart-Kerbaugh-Shanley Company.

County of Tompkins................

Stewart-Kerbaugh-Shanley Company. County of Tompkins................

Table of Contracts Completed on the. Middle Division During the Fiscal Year Ended September

30, 1909 — (Continued).

Improvement of Public Highways—(Continued).

Final

payment.

Contract

price.

Character of work.

Date of contract.

CONTRACTOR.

DO (M O *-h O »C •C5COO»0»O^OTf— , NC^^NNONOCOCOWOOIH    T^Cit^iOCXM    -Oi^OlOOOMCOX j

ICXOXCIOXCCO'HCCHX^    N10 lO CD O    -CO COOiiOCOODOSCDO

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l -    00 iO    (M C© (N 00 •HOCI^IDXCDOJN

/.

$27,487 50 34,500 00 32,902 60 6,868 00 37,300 00 28,250 00 35,287 18 80,191 25 45,330 50 32,047 55 25,997 00 66,666 00 31,362 45 3,851 25

31,994 00 36,487 00 25,770 00 76,347 00 23,406 70 46,000 47 69,660 00 82,392 00 47,000 00 32,988 50 33,127 25 52,664 60 21,511 75 88,439 60 57,586 00 77,721 10

Georgetown road, No. 339, Madison county.....................

Augusta road, Augusta section, No. 368, Oneida county...........

Maine road, No. 374, Broome county...........................

Harford road, No. 379, Cortland county.........................i

State road, Homer, No. 380, Cortland county....................

Fleming road, No. 384, Cayuga county.........................

Vestal road, No. 420, Broome county...........................

Conklin road, No. 421, Broome county.........................

State (section 2) road, No. 426, Jefferson county.................

Watertown-Carthage (section 3) road, No. 428, Jefferson county.. .

Skaneateles-Spafford road, No. 431, Onondaga county............

Augusta road (Lowell and Spencer sections), No. 438, Oneida Co.. .

Lisle-Center Lisle road, No. 445, Broome county.................

Wyckoff road, No. 455, Tompkins county.......................

Skaneateles West Lake (sections 1, 2 and 3) road, No. 486, Onondaga county..............................................

Elbridge road, No. 487, Onondaga county.......................

Horner-Tully (section 1) road, No. 510, Cortland county..........

Utica-Bridgewater road, No. 559, Oneida county................

Mohawk River road, Rome, No. 560, Oneida county..............

Rome-Northwestern (section 1) road, No. 561, Oneida county.....

Auburn-Seneca Falls (section 1) road, No. 590, Cayuga county. . . .

Moravia-Niles road, No. 591, Cayuga county....................

Auburn-Elbridge road, No. 592, Cayuga county.................

Norwich-South New Berlin (section 1) road, No. 596, Chenango Co.

Norwich-Kings Settlement road, No. 597, Chenango county.......

Norwich-Preston road, No. 598, Chenango county...............

Cayuga Heights-Hanshaw Corners road, No. 606, Tompkins county

Trumansburg-Ithaca road, No. 616, Tompkins county............

Granby road, No. 653, Oswego county..........................

Chittenango-Oneida (section 2) roid, No. 726, Madison county.....

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Wm. I. Tyler.....

John H. Gordon. .

County of Broome Weber

Mott & Kemper....................

Scofield Company & M. F. Dollard. . . .

County of Broome.......... .......

Casey & Murray....................

Wm. J. Semper.....................

Stewart-Kerbaugh-Shanley Company.

J. Charles Dayton................

M. F. Dollard......,•...............

Joseph McCormick..................

County of Tompkins................

John Young.......................

Daniel V. Brown...................

John Weber & Sons, Inc.............

Casey & Murray....................

Casey & Murray. ...................

Brown & Lowe.....................

Scofield Co. and Fred. T. Ley & Co.. . .

Jeremiah T. Finch ..................

Chambers & Grady.................

Stewart-Kerbaugh-Shanley Company.

Newport Construction Co............

Stewart-Kerbaugh-Shanley Company. Stewart-Kerbaugh-Shanley Company. Stewart-Kerbaugh-Shanley Company. Stewart-Kerbaugh-Shanlev Company. Stewart-Kerbaugh-Shanley Company.

& Sons, Inc

John

s;

■II!

Ml

OOhjo^ ho

lO CO *0 --H <M

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7,232 08 1,495 03

D] 348 76

23,202 82 13,847 84

49,719 00

11,702 97

2,875 84 29,592 09 18,758 97 32,419 24 34,631 64

46,921 83

42,195 11

45,181 77

rr.

Table of Contracts Pending on the Middle Division^ February 11, 1000.

Improvement of Public Highways.

Chapter 115, Laws of 1893, and amendatory laws.

Contract

price.

Engineer’s

preliminary

estimate.

Character of work.

Date of contract.

CONTRACTOR.

$35,467 20 14,716 45 9,350 00 8,750 00 45,743 15 18,000 00 26,661 00 26,475 75

39,419 85 18,787 50 21,561 50 28,937 95

35,655 25 17,633 90

59.660    00 20,019 60

37,685 38

49.660    42 43,327 45 60,169 90 54,662 15

55,752 65

64,472 50

67,115 65

$38,200 00 15,600 00

10.550    00 9,500 00

50,500 00

20.400    00

30.750    00

27.300    00

40.350    00

21.550    00

24.300    00

33.100    00

44.400    00

17.800    00

61.800    00

21.750    00

41.400    00

60.350    00 45,650 00

62.400    00 59,000 00

59.400    00

75.550    00

80.100    00

Redwood—Alexandria Bay (section 2) road, No. 236,

Jefferson countv.................................

Coleman Hill (section 1) road, No. 245, Onondaga county West Lake (section 2) road, No. 292, Onondaga county. . East Lake (section 2) road, No. 293, Onondaga county..

Reservation road, Fayette, No. 320, Seneca county.....

Collamer road, No. 348, Onondaga county.............

McGrawville road, No. 378, Cortland county..

State road-Scott, No. 381, Cortland county...........

Watertown-Theresa (section 3) road, No. 423, Jefferson

county...................................... • • • •

Phoenix-Pennellville road, No. 450, Oswego county. .. .

Minetto-Fulton road, No* 451, Oswego county........

Cicero-South Bay road, No. 452, Onondaga county..... Catskill turnpike (section 3) road, No. 483, Tompkins

county.........................................

Belle Isle road, No. 488, Onondaga county............

Massena-Waddington (sections 1, 2, 3 and 4) road, No.

521, St. Lawrence county.........................

Cortland-Dryden (section 2) road, No. 535, Cortland

county-:..................................••••••

Rome-Northwestern (section 2) road, No. 562, Oneida

county.........................................

Rome-Taberg road, No. 563, Oneida county..........

Homer-Tully (section 2) road, No. 595, Cortland county

Smyrna-Otselic road, No. 599, Chenango county.......

Auburn-Owasco road, No. 614, Cayuga county........

Cato-Meridian-Baldwinsville road, No. 684, Cayuga

county.........................................

Ogdensburg-Canton (section 1) road, No. 732, St. Lawrence county .................. • • ..............

Ogdensburg-Canton (section 2) road, No. 733, St. Lawrence county....................................

Sept. 20, 1907

Sept. 20, 1907 July 10, 1906 July 10, 1906 Sept. 18, 1907 July 9, 1906 July 10, 1906 Sept. 20, 1907 Sept. 20, 1907

Sept. 20, 1907 Jan. 14, 1908 July 9, 1906 Aug. 30, 1906

Oct. 18, 1907 Sept. 20, 1907

Sept. 20, 1907

Jan. 29, 1908

Mar. 4, 1908 Dec. 4, 1907 Feb. 4, 1908 Sept. 20, 1907 Dec. 18, 1907

April 23, 1908

April 23, 1908

Stewart-Kerbaugh-Shanley Co... .

Stewart-Kerbaugh-Shanley Co... .

C. H. Quereau Co., Inc............

C. H. Quereau Co., Inc............

Henry C. Schroeder...............

Wm. J. Dwyer...................

John Weber & Sons, Inc.........

Stewart-Kerbaugh-Shanley Co... . Stewart-Kerbaugh-Shanley Co. . . .

Stewart-Kerbaugh-Shanley Co... . Stewart-Kerbaugh-Shanley Co... .

Wm. J. Dwyer...................

County of Tompkins..............

Stewart-Kerbaugh-Shanley Co... . Stewart-Kerbaugh-Shanley Co ... .

Stewart-Kerbaugh-Shanley Co... .

Brown & Lowe..................

Hyde, Hyde & Edy..............

Chambers & Grady...............

Delaware Construction Co.........

Stewart-Kerbaugh-Shanley Co... . Stewart-Kerbaugh-Shanley Co... .

Ryan & Yal.e....................

Ryan & Yale....................

Payments to September 30, 1909.

00 52,9$

Table of Contracts Pending on the Middee Division, September 30, 1909.

Contract

price.

$1,500 00

Payments to September 30, 1909.

$579,858 29

113,238 00 41,890 00 322,804 00

778,351 51

189,229 95 16,011 00

307,683 00

140,328 00

1,413 00 181,449 00

Engineer’s

prelimi

nary

estimate.

Appropri

ation.

Act.

Character of work.

$1,065 50

$1,500 00

Contract price, as affected by alterations.

Engineer’s

preliminary

estimate.

$729,567 76

375,871 57 42.989 90 1,111,964 57

3,514,819 16

699,069 45 1,163,625 00

469,881 05

1,212,833 00

166,735 00 905,347 00

$812,560 00

421,252 50 39,883 30' 1,149,988 00

3,082,560 00

752,760 00 1,312,814 00

425,124 00

1,367,583 00

200,500 00 1,014,525 00

Year.

1906

Chapter.

683

Constructing stairways for the lift bridge at Catharine street, Syracuse...................

Construction of 'Barge Canal.

Chapter 147, Laws of 1903, and amendatory laws.

Character of work.

Contract No. 4, Erie canal — The 4f miles east of

Oneida lake...............................

Contract No. 5, Erie canal — Mosquito Point to

Fox Ridge................................

Contract No. 7 — Bridges on contracts 4 and 5 . . Contract No. 10, Oswego canal—Through Fulton Contract No. 12, Erie canal — Oneida lake to

Mosquito Point............................

Contract No. 35, Oswego canal — Through Oswego .....................................

Contract No. 42, Erie canal — Utica to Oriskany Contract No. 45, Erie canal —- Through Baldwins-

ville; Caughdenoy dam.....................

Contract No. 46, Erie canal — Fox Ridge to

Galen town line...........................

Contract No. 53, Oswego canal — Through

Phoenix.................................

Contract No. 55, Erie canal — Delta reservoir. .

Date of contract.

Nov. 1, 1906

Date of contract.

April 18, 1905

April 18, 1905

Aug. 10, 1906 June 7, 1906 Sept. 23, 1907

Sept. 16, 1907

July 9, 1909 May 6, 1908

Nov. 23, 1908

Aug. 16, 1909

Oct. 19, 1908

CONTRACTOR.

National Construction Co . .

CONTRACTOR.

Empire Engineering Corporation.....

Empire Engineering Corporation.....

The Groton Bridge Company...!.... McDermott Contracting Company. . . Stewart-Kerbaugh-Shanley Company

Gilmour-Horton-Allen Company ....

ey-Morrissey,

Brothers....

Kinser Construction Company

Scott Brothers.............

Arthur McMullen...........

Inc

Shanl

Scott

Y\

EH

/.

Remarks.

1 -d§

, h§n

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os.ggg|igs.g

EH

o 0*0 o O.S O o'S'o

t;

pppppppppp

Cross Lake and Seneca River, as of 1884.

(Water-surface given below datum line.)

August 9. Water-surface.

Depth.

9.0

3.4

4.3

l 01

Down

stream

side.

—9.91

—10.21

1909.

Mat 7.

Water-surface.

1908.

December 9. Water-surface.

Up

stream

side.

Depth.

Down

stream

side.

Up-

Depth. stream side.

Down

stream

side.

Up

stream

side.

—7.55    ..............

8.7    •    —7.73    I    —7.80    11.83    —10.21

2.1    —8.53    ......................

3.0    —8.71    —8.72    9.50    —14.81    I    —14.81

1.5    —9.57    —9.61    8.20    —14.91    —14.91

8.9

—10.158

—14.051

—10.334

—13.830

—11.87

—17.72

—8.95

3.0    —10.86

15.0    —11.87

—14.220

—14.409

—14.616

—17.156

—18.617

>■

Miles

from

Cayuga

lock.

He«r-(|Mr^|e»    •hH*

O’—iSOC© 05 ©*0*00

rHHM

ft

•/.

LOCATION.

f-

Cayuga lake...................

Mud lock......................

Canandaigua river south of canal Seneca river aqueduct...........

West Shore Railroad crossing....

N. Y. C. & H. R. R. crossing

Mosquito Point.................

Cross lake.....................

Canandaigua river north of canal

>

REPORT

OF THE

DIVISION ENGINEER

OF THE

WESTERN DIVISION

For the Fiscal Year Ended September 30, 1909.

[1S5]

WESTERN DIVISION

State of New York,

Department of State Engineer and Surveyor, Western Division.

Rochester, N. Y., October 1, 1909. Hon. Frank AT. Williams, State Engineer and Surveyor, Albany, N\ Y.:

Sir.— 1 have the honor of submitting herewith my annual report as Division Engineer of the Western Division, for the fiscal year ended September 30, 1909.

The principal work of this division has consisted in performing the necessary engineering work in connection with the existing canal system, making surveys, plans and estimates and supervising the construction of the Barge canal, under chapter 147, Laws of 1903, and amendments thereto.

Also, in making surveys and plans and supervising the improvement of public highways, under chapter 115, Laws of 1898.

The work on highways was formally turned over to the State Highway Commission, February 17, 1909.

For canal purposes the Western Division comprises that part of the canal system of the state extending from the east line of Wayne county to the westerly line of Main street, in the city of Buffalo, covering a total of 14-7.88 miles of navigable waters. For Barge canal purposes the division is practically the same as the canal division, excepting that the work terminates at the Niagara river at Tonawanda. No construction work is necessary in the Niagara river between Tonawanda and Buffalo.

Cooperation has been extended and assistance given to the Department of Public Works in making surveys, plans and estimates ; also appropriation maps, whenever requested.

Surveys and maps have been made and testimony given on behalf of the State in the Court of Claims and in suits brought against the State for damages resulting from leaks and breaks in the canal.

Surveys have been made for a new bridge to be constructed at Georgia street, in the city of Buffalo, chapter 452, Laws of 1909; also for a boat landing and pier at Dresden, chapter 266, Laws of 1908, and for a light-house at Keuka lake outlet, chapter 266, Laws of 1908.

The lift bridge at Lyell avenue, Rochester, has been completed, leaving only one contract pending, namely, the Allen street bridge at Rochester.

The details of contracts completed and in force are herewith appended:

CONTRACT COMPLETED DURING THE FISCAL YEAR ENDED SEPTEMBER 30, 1909.

Lyeel Avenue Bridge, Rochester. (Chapter 287, Laws of 1908.) Contract dated, December 3, 1908.

Contract to be completed, May 1, 1909. Contractor, W. J. Burns Co., Syracuse, N. Y.

$50,000 00 35,930 00 30,970 40 31,336 64

Total appropriation .........................

Engineer’s estimate..........................

Contract price..............................

Final estimate..............................

This is a bascule bridge, constructed over the existing Erie canal at Lyell avenue, in the city of Rochester. The plans contemplating the construction of this structure were adopted November 17, 1908, by the Canal Board.

This is a shew bridge, making an angle of 60 degrees with the center line of the canal. The bridge has two main plate girders 79 ft. 3% in. in length, with a clear roadway of 38 feet and plank sidewalks 8 feet in width on either side of the bridge. The clear span between abutments is 45 feet.

The bridge is counterweighted with a reinforced concrete counterweight placed in a pit below the level of the street at the east eud of the bridge, thus leaving the street clear of all obstructions. The pavement on the bridge proper is constructed of hard maple strips three inches in width, placed on edge and bolted together to form slabs and treated with a wood preservative.

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Barge Canal, Contract 'No. 47.

View of the hydraulic dredge Clyde in process of construction.

Wm

■*

f* *

.M

[| ■

...........

This bridge is operated by two 25-horse-power, direct current motors, which, together with the machinery, are set on the counterweight, moving with it.

The old foot-bridge was cut off on the west end and moved to a new position just south of the new bridge.

Work was commenced on this bridge December 17, 1908, and completed July 17, 1909. The bridge has worked successfully and is giving complete satisfaction.

CONTRACT PENDING SEPTEMBER 30, 1909. Constructing a lift bridge at Allen Street, Rochester. (Chapter 291, Laws of 1908.)

Contract dated, January 15, 1909.

Contract to be completed, June 1, 1909.

Contractor, Wm. T. McEibben Company.

$50,000 00 35,503 00 26,708 40 17,482 50

Appropriation ...............

Engineer’s estimate ..........

Contract price ...............

Payments to September 30, 1909

Plans for this bridge were adopted by the Canal Board October 21, 1908, and call for the construction of a bascule bridge, with plate girders 69 feet long and having a clear roadway 36 feet wide and plank sidewalks 8 feet wide and a span of 48 feet between abutments. .

Work was started January 18, 1909, but owing to delays in obtaining steel, machinery, etc., but 80 per cent of the work was completed on October 1, 1909.

BARGE CANAL.

Chapter 147, Laws of 1903.

Eor the purpose of carrying on the Barge canal work, the Western Division is divided into the following residencies:

Erie Canal Residency No. 8. From the easterly line of Wayne county, at the southeast corner of the town of Galen, to the westerly line of Wayne county, one-half mile west of the village of Waynesport, Wayne county. B. E. Failing, Resident Engineer, in charge, with office at Lyons.

Erie Canal Residency No. 9-A. From the westerly line of Wayne county to the Genesee river, following the route of the present Erie canal to Kings Bend, near Pittsford, and thence by a land, line to the Genesee river. O. F. Bellows, Resident Engineer, in charge, with office at Rochester.

Erie Canal Residency No. 9-B. By way of a land line from the Genesee river, south of Rochester, to South Greece, thence along the present Erie canal to the westerly line of Monroe county, about 3 miles west of the village of Brockport. Thomas J. Morrison, Resident Engineer, in charge, with office at Rochester.

Erie Canal Residency No. 10-A. Erom the westerly line of Monroe county to a point 100 feet east of Gasport bridge, in the village of Gasport, Niagara county. Charles A. Ingersoll, Resident Engineer, in charge, with office at Medina.

Erie Canal Residency No. 10-B. From a point 100 feet east of Gasport bridge to the head of the present guard-lock near the village of Pendleton, Niagara county.

Erie Canal Residency No. 11. From the head of the guard-lock near the village of Pendleton, Niagara county, to the Niagara river at Tonawanda, to and through the city of Buffalo, Erie county. C. J. McDonough, First Assistant Engineer, in charge of residencies 10-B and 11, with office at North Tonawanda.

The reports of the several Resident Engineers on the work done during the fiscal year ended September 30, 1909, on their respective residencies, follow:

Erie Canal, Residency No. 8.

Resident Engineer B. E. Failing reports:

“ This residency extends from the easterly line of Wayne county, at the southeast corner of the town of Galen, to the west; erly line of Wayne county one-half mile west of the village of Wayne port, Wayne county.

“ In the fall of 1908 all preliminary work and contract plans for the low-level route of the canal through this residency were finished. On this route the residency was divided into three contracts— Nos. 47, 48 and 49,— two of them being as follows:

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Barge Canal, Contract No. 47.

the eastern end of the contract, showing a portion of the channel excavated by the hydraulic dredge Clyde.

View near

“ Contract No. 47 extends from the southeast corner of the town of Galen to a point near the New York Central railway crossing, at Lyons.

“ Contract No. 48 extended from Lyons to about two miles east of Palmyra. The route followed the present river channel through Lyons and the valley north of Newark and East Palmyra.

“ The route of contract No. 48 was found to he very expensive, on account of the rock west of East Palmyra and because a number of railroad crossings and changes were required. In August, 1909, the route of contract No. 48 was changed for its entire length, about 15 miles. The route adopted passes through the southern part of Lyons, through Newark along the line of the Erie canal and follows the valley through Port Gibson to Palmyra, remaining south of the West Shore and New York Central railways for the entire length of the contract. This change shortens the route by 1% miles.

“ The construction work on this residency has now been divided into five contracts, namely, Nos. 47, 48, 76, 77 and 49, with the following extents:

“ Contract No. 48 extends from Creager’s bridge to Lyons.

“Contract No. 76 extends from Lyons to Port Gibson.

“ Contract No. 77 extends from Port Gibson to a point one mile west of Palmyra.

“ Contract No. 49 extends from a point one mile west of Palmyra to the Wayne-Monroe county line.

" TYork done in residency office. Maps, plans and estimates have been made on the alternative route of contract No. 48 and the contract drawings are about 90 per cent finished.

“ The contract plans for contract No. 49 have been entirely finished.

“Preliminary work on contract No. 77 is about 90 per cent finished.

“Preliminary work on contract No. 76 is about 25 per cent finished.

“Field work. The field work has consisted of making a topographic survey of the new route of contract No. 48; running center line and taking cross-sections. All field work is completed on contracts Nos. 48, 49 and 77 and about 50 per cent of the field wTork is completed on contract No. 76.

“ Borings. Borings have 'been completed on contracts Nos. 48, 49 and 77.

“ On contract No. 76 about 25 per cent of the borings have been taken.

“ It is expected that the preliminary field and office work will be finished in November, 1909.

“ Construction work. Contract No. 47. Up to the present time only one contract on this residency has been placed under construction, viz., contract 47 is for the construction of the Barge canal from the southeast corner of the town of Galen to a point near the New York CentraT railway crossing at Lyons; length, 14.46 miles.

“ This contract was let November 30, 1908, to the Crowell, Sherman, Stalter Company, of Cleveland, Ohio. Work on the contract was started in March, 1909, and has consisted chiefly in clearing and excavating.

“ This contract is essentially a hydraulic dredging contract. A 20-inch Bucyrus suction dredge was installed and assembled at Clyde, which point is at about the middle of the contract. Actual dredging operations were begun with the dredge on June 28, in the river at Clyde, working in three shifts; the object of starting at this point being to dig a channel deep enough to float the dredge and also for obtaining coal and supplies to deep water below.

“ Hard material was encountered here, consisting of gravel, clay and soft shale. This material was found to be too hard to dredge without racking the machinery and a temporary dam was constructed in the river three miles below to obtain suffi

cient water to float the dredge over the bars.

“ The dredge was then moved down to Sta. 5886 and started in the land cut, known as the ‘ Heit ’ cut July 19. The prism cleaned up entirely to Sta. 6871 + 60 on July 31, removing

was

about 126,000 cubic yards in 13 days, of which the greater part was ‘ paid ’ material. The dredging work which the dredge was able to do east of Clyde to the county line has been finished.

“ There were 172 days from the time the dredge began work until it was tied up for the winter. 18 days were lost in moving and repairing, making 154 actual working days. During

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being formed by hydraulic dredge at the Irondequoit creek crossing.

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this time 1,181,500 cubic yards of material was excavated, which included about 166,000 cubic yards of heavy gravel. Of this amount 1,037,605 cubic yards was paid material, so that the material paid for was about 12 per cent under the actual amount removed. The average excavation per working day for the season was 7,668 cubic yards, and about 3% miles of canal were completed.

“Work on this contract is about 10 per cent completed and is up to the schedule of time for completion.

“Appropriation surveys and maps have been made and all but five parcels have been appropriated on this contract.

t( The following table shows the status of the work at the present time and shows the progress during the past year:

ITEMS OF WORK

Preliminary

estimate.

Work

done

during

year.

Total work done to date.

Per cent or work done during year.

Per cent of work done to date.

Clearing... Excavation

....acres . .cu. yds.

Foundation piles...............lin. ft.

15-in vitrified pipe, laid.........lin. ft.

Trench’g and backfil’g for same. .lin. ft.

Gross estimate......................

225

131

5,310,800

4,500

575,437

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$118,503 61

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Erie Canal, Residency No. 9.

Prior- to April 1, 1909, Residency No. 9 extended from the east line of Monroe county to the west line of the county, a distance of about 40 miles. This entire residency was under the charge of Thomas J. Morrison, Resident Engineer, up to April 1. 1909, when the residency was subdivided at the Genesee river, that part east of the Genesee river being designated as “ Residency 9-A,” O. F. Bellows, Resident Engineer, being placed in charge, while the portion west of the river was called “ Residency No. 9-B,” of which Thomas J. Morrison, Resident Engineer is in charge.

Erie Canal, Residency No. 9-A.

Resident Engineers Bellows and Morrison report on Residency

No. 9-A as follows:

“ This residency, extending from the westerly line of Wayne county to the Genesee river, following the route of the present

Erie canal to Kings Bend, near Pittsford, and thence by a land line to the Genesee river.

“ Preliminary Surveys.

“ Contract No. 63. Preliminary surveys, borings and soundings were made under the direction of Assistant Engineer George C. Mills, and the base line of survey monumented. The old blue lines of the canal were resurveyed and partially staked ont. Contract drawings, with the exception of structures, were prepared, together with preliminary estimate of prism quantities. Lay-out plans of structures were prepared and forwarded to Albany.

The original blue line and the ‘nine million ’ bine line have been located and marked with gas pipe monuments; the center line has been partially run by off-set lines ; surveys and comparative studies were made for the relocation of the spillway at Eair-port; surveys and rock soundings have been made at bridge locations in and near Eairport; also detailed information furnished when requested by the Division Engineer’s office.

“ Contract No. 23. Appropriation surveys have been made, field notes sent to the Division Engineer’s office for the preparation of appropriation maps, and center line run and monumented.

“ C oust ruction Work.

“ Three contracts are under construction on this residency, with work done as follows :

“ Contract No. 38. This contract provides for the construction of superstructure and substructure and approaches for a highway bridge at Mappings, 2.5 miles west of Fairport, Sta. 2003 + 51; Henry Tosh and Son, of Port Gibson, H. Y., contractors; H. R. Wickham, Assistant Engineer, in charge. Amount of contract, $17,157.50.

¹¹ This contract was completed the early part of August, 1909, the final estimate showing the total value of work done, including alteration Ko. 1, as $16,286.67.

“ This contract stipulated that the material for forming the bridge approaches should be taken from the canal prism, the excavation being made to the grade and slope lines contemplated for the adjacent contract, Ko. 63.

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General view of embankment formed by hydraulic dredge at the Irondequoit creek crossing.

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“ Excavation was done with drag and wheel scrapers until the old canal bed became too soft for team work, when a one-yard bucket excavator, manufactured by the Doby Foundry and Machine Co., was used in connection with dump cars.

“ A detailed table for this contract follows:

ITEMS OF WORK.

Prelimi

nary

estimate.

Work

done

during

year.

Total work done to date.

Per cent of work done during year.

Per cent of work done to date.

Coffer-dams, pumping, bailing and draining

......lump sum

........cu.    yds.

........cu.    yds.

.......ft. B. M.

.......cu. yds.

.......cu. yds.

$200

*30

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Excavation.............

Lining.................

Sawed lumber...........

Second-class concrete....

Third-class concrete.......

Reinforced concrete.......

First-class masonry coping Third-class stone paving..

12,788

2.500

'250

ds.

26.6

'.Ill 2

Structural steel Metal reinforcement

cu. y cu. yds. sq. yds. 266.5 lbs. 105,000 lbs. 8,755

1C VC !>• So

12,835

846.5 1,986

212.5

13.7

89.2

1.65

Wooden pavement.. Wooden fence......

.....sq. yds.

......lin. ft.

275

1.500

103,127

8,306

263.6

1,575

Gross estimate,

$16,869 90

$16,286 67

$16,286 67

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Contract No. 41. For the building of embankments, Iroh-dequoit creek crossing; length of contract, about 0.8 mile. Butler Brothers Construction Company, of Xew York city, contractors L. G. Fisher, Assistant Engineer, in charge. Amount of contract, $281,330. Work done to October 1, 1909, $90,410.

“ One 70-ton Bucyrus steam-shovel, three standard gage 24 to 80-ton locomotives, 6-yard dump cars and pipe line with water jets, also a hydraulic dredge with 12-inch suction and discharge pipes were installed on this contract for doing the work.

“ The embankments on this contract are made of pure sand, either deposited from dump cars and the material jetted away from the tracks by water-jets, dr else pumped to the embankment site by hydraulic dredge.

“ The following table gives the status of the work at the present time and shows the progress during the past year:

ITEMS OF WOR

Prelimi

nary

estimate.

Work

done

during

year.

Total work done to date.

Par cent of work done during year.

Per cent of work done to date.

Clearing.....

Grubbing.....

Excavation... Embankment

lump sum .. cu. yds. .. cu. yds. . .cu. yds.

$250

$120

$120

19,000

1,072,000

865,000

13,748

336,304

304,618

13,748

336,304

304,618

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31.4

35.2

Gross estimate

$281,730    $90,416    $90,416

32.1

32.1

“ Contract No. 23. Provides for the construction of the land

line from Kings Bend to the Genesee river, a distance of 5.63 miles. Millard & Lupton Co., Philadelphia, Pa., contractors.

Amount of

' Frank T. Marsh, Assistant Engineer, in charge, contract, $1,887,036.

“ This contract was signed on August 18, 1909, and up to September 30 the contractors had done no contract work, but had assembled a considerable part of their plant, consisting of three 70-ton Bucyrus steam-shovels, eight 12 to 18-ton narrow gage locomotives, 4-yard dump cars, drag and wheel scrapers, wagons, carts, etc.”

Erie Canal, Residency No. 9-B.

Resident Engineer, Thomas J. Morrison, reports as follows:

“ This residency extends by way of the land line from the Genesee river south of Rochester to South Greece, thence along the present Erie canal to the westerly line of Monroe county, about 3 miles west of the village of Brockport.

“ The residency embraces the following contract sections:

“ Contract No. 21, from the Genesee river to the New York Central railroad crossing near Lincoln Park, a distance of 2.45 miles.

“ Contract No. 6, from the New York Central railroad crossing to about one mile east of South Greece, a distance of 3.28 miles.

“ Contract No. 60, from the west end of contract No. 0 to about one-half mile west of Adams Basin bridge, a distance of 8.53 m’les.

“ Contract No. 61, from the west end of contract No. 60 to the west line of Monroe county, a. distance of 7.39 miles.

" Contract No. 21. Surveys of land required for spoil banks have been made, together with appropriation surveys of some of the land to le taken.

“ Contract No. 6. E. A. Maselli is contractor for this work, with H. J. Hemstreet, Assistant Engineer, in charge. Fairly good progress has been made during the year.

“ Steam-shovel No. 1, with train outfit, worked from Sta. 2571 to Sta. 2590, to December 29, 1908, when it was taken out of the cut.

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Embankment made by steam-shovel and car plant and spread by means of water jets.

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“ The bridge conveyor worked from Sta. 2648 east to Sta. 2590 + 50, taking out center cut down to grade. In June, 1909, it moved back to Sta. 2645 + 50 and started there working east, finishing canal prism full width and depth. The slopes were dressed down by hand ahead of the conveyor. This work has been carried east to Sta. 2614, making a completed canal section from Sta. 2614 to Sta. 2645+50.

“ Dour channelers worked in conjunction with the conveyor, cutting down the rock sides from above the proposed water surface to grade. This work has been done from Sta. 2608 + 75 to Sta. 2651 + 50. Two additional channelers have been set up just west of the Falls road bridge (Sta. 2651 + 50) and have started to continue to the west the cuts made by the other channelers.

“ In May, 1909, two steam-shovels with the necessary locomotives and cars started in at Sta. 2722 trimming down the rough sides and slopes left by the conveyor and tipple inclines. The slopes were trimmed by hand, the material being thrown down into the cut, where is was taken up by the shovels, loaded into cars and hauled out on the spoil banks at the west end of the contract. When rock was encountered that had not been shattered sufficiently by the former operations to be broken off by hand, it was drilled and blasted. This work has been carried on to the east to Sta. 2678, making a second completed section of prism from Sta. 2678 to Sta. 2722.

“ The following table gives the quantity of material excavated by each unit of plant for each month of its operation:

MONTH.

Material Excavated by Bridge Convey

or.

Material Excavated by    Steam-Shovel

No. 1 and Train Outfit,

Material Excavated by Steam-Shovem Nos. 1 AND 2 AND Train Outfits.

Earth.

Rock.

Earth.

Rock.

Earth.

Rock.

October, 1908... November, 1908, December, 1908. January, 1909... February, 1909., March, 1909....

April, 1909.....

May, 1909......

June, 1909......

July, 1909......

August, 1909.... September, 1909.

Cm. yds

12,317

6,617

3,615

■1

Cu. yds. 21,475 21,922 10,944 21,421 17,624 19,142 21,254 27,007 19,387 33,850 24,398 27,778

Cm. yds.

Cu. yds. 13,569 8,968 4,101

Cm. yds.

Cu. yds

'I

2,680

13,699

5,441

8,817

7,583

12,472

“ The following is a table showing the quantity of channeling done and the number of shifts worked during each month of the

year:

MONTH.

Square feet of channeled surface.

Number of 8-hour shifts worked.

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October, 1908... November, 1908. December, 1908. January, 1909.. February, 1909. March, 1909....

April, 1909.....

May, 1909......

June, 1909.....

July, 1909......

August, 1909. . . September, 1909

Progress on walls and structures lias been as follows :

Lyell road bridge, abutments completed and approaches

graded.

“ Lee road bridge, abutments completed and backfill made.

“ Spiers road bridge, approaches raised under an alteration plan.

“ Concrete retaining walls, foundation courses laid from Sta. 2627 + 32 to Sta. 2629 + 30, north side of prism.

“ Wash-wall, excavation for the wall partially made from Sta. 2725 to Sta. 2744, south side, and from Sta. 2725 to Sta. 2729, north side, material being used to raise embankments at the same stations.

“ The Buffalo, Lockport and Rochester Electric railway have built a bridge at Sta. 2654 + 60 and are now operating cars over

it.

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Babge Canal, Contract No. 61.

View showing a revolving excavator with scraper bucket, operating during the season of navigation.

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“ Following is a table showing the percentage of work done during the year and to date on this contract.

ITEMS OF WORK.

Work done Total work    or"work    ofwork

i. .• y during year done to date, done dur- done to

1 to 7    ing year' date>

Clearing.....

Grubbing....

Excavation..

Channeling..........................sq. ft.

Embankment......................cu.    yds.

Puddle............................cu.    yds.

White oak timber and plank........ft. B. M.

....ft. B. M. ... .cu. yds. yds.

27

...acres

cu. yds. 4,500    .......

yds. 2,095,460    419,664

228,840    99,537

38,000    15,128

1,700    .......

cu.

3,711

1,780,569

99,991

32,724

o M >o ^ ®

GO OO GO ^ OO

Hemlock timber and plank...

Second-class concrete........

Third-class concrete.........

First-class masonry coping... Wash-wall, including coping. .

Stone paving................

Fencing....................

Macadam pavement..........

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1,757    1,140

1.461

’264

15

9.82

11.75

85- S>

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9,990

1,400

500

Total of all work done during the year = 18.6 per cent of estimate of cost.

Total of all work done to date = 82.9 per cent of estimate of cost.

“ Contract No. 1. This contract covered the construction of the superstructures of the bridges on contract No. 6. During the year the superstructures of the Buffalo road, Lyell road and Lee road bridges were erected, thereby completing the work of this contract on the section covered by contract No. 6.

“ Contract No. 60. Progress on the contract during the year by the Empire Engineering Corporation has been very good. The work at various times has been under the direction of Lewis G. Fisher, Jos. H. Young, Chas. L. Henderson and G. M. Briggs, Assistant Engineers.

“ Appropriation surveys and maps for the entire right of way have been completed.

“ The South Greece cut-off, made by steam-shovel No. 1 and train outfit, has been approximately 85 per cent finished during the past winter. The channeling through the rock cut has been finished and 85 per cent of the concrete retaining wall built. The wash-walls for the east end of the cut-off have been completed with the exception of the coping. The old canal at this point has been filled up with spoil and the new cut-off has been operated as a canal during the present season. A large portion of the good material was hauled to the east, forming the new south embankment almost as far east as Douglass farm bridge.

“Steam-shovel No. 2 worked in the Shafer borrow-pit at the west end of the contract, the material being used to form the south

embankment from the west end of the contract to bridge No. 103, and the south approach to bridge No. 103. Later this plant was moved to the French borrow-pit, where material was taken out for the south approach to bridge No. 102. This borrow-pit was later given up and the steam-shovel moved to the east end of the contract, where it completed the cut-off connecting with contract No. 6 and the old canal. The material excavated was hauled west along the south side of the canal, completing the embankment on that side to South Greece.

“A ladder-dredge was built at Adams Basin during the past winter and spring and on July 30, 1909, it started work at the west end of the contract. This plant has moved east to Sta. 3353, depositing the material to form embankment on both sides. This machine has taken out during the few months it has been in operation from 20,000 to 32,000 cubic yards per month, working three eight-hour shiftts per day. Much difficulty has been met with in holding the wet material in embankment. At first very heavy wooden forms were constructed the full height of the embankment. These were expensive and inefficient in that they gave way in places, allowing the soft material to flow out over the adjoining land. The plan has now been adopted of building dikes of sod and earth about four feet high along the outside limits of the embankment. The material is deposited by the dredge within the dikes, the dredge moving along as soon as the material reaches the top of the dikes. When the bank has dried out a second series of dikes is built on top of the first and the dredge moved back to fill again.

‘‘Besides the work done by the large units described above, prism excavation and embankment has been built at a number of points by teams and scrapers, wagons and Koppel car outfits.

“ Considerable wash-wall has been built at various places along the contract.

“A concrete retaining wall 312 feet long has been built on the north side in the village of Spencerport under an alteration to the original contract.

“ Progress on the structures during the year is as follows :

“ Culverts Nos. 44, 45, 46, 47, 48, 49, 50, 51, 52 and 54, completed, except some paving and surface finishing.

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View showing a revolving excavator with scraper bucket, operating in the bottom of the prism.

“ Bridges Nos. 94, 95, 96, 99, 100, 102 and 103, completed, except approaches. Approaches to bridge No. 94 are completed with the exception of a portion of the lining. This bridge has been opened to traffic. Approaches to the other bridges have been partly built.

“ The South Greece waste-weir has been completed except the painting of the steel work. The Spencerport waste-weir has been completed with the exception of the tow-path bridge, backfill at ends and the paving of the outlet ditch. The Adams Basin waste-w⁷eir has been completed except the riprap protection of the outlet ditch.

“ Following is

table showing the percentage of work done during the year and to date on this contract :

ITEMSIOF WORK.

Total

quantities as modified by alterations 1 to 3.

Work done during year.

Total work done to date.

Per cent of work done during year.

Per cent of work done to date.

... .miles lump sum . ,cu. yds. yds.

Coffer-dams, etc

Clearing.......

Grubbing......

Excavation....

Sheeting and bracing...............ft. B. M.

Channeling..........................sq. ft.

Sawed lumber, yellow pine or Douglas fir, . .ft. B. M.

Foundation piles.....................lin. ft.

Wooden sheet-piling...............ft. B. M.

Third-class riprap.............

Fourth-class riprap............

Cast'iron culvert pipe and specials

12-inch vitrified pipe, laid.....

Trenching, etc., 12-inch pipe..

Structural steel.............

Metal reinforcement.........

Wooden pavement, 2f" thick.

Wooden pavement, 3|* thick.

Wooden fence...............

Wrought iron pipe railing.....

Lattice railing...............

Sluice-gate valves, 36" x 40"..

Sluice-gate valves, 33" x 33"..

Repointing old masonry......

Maintaining navigation.......

Maintaining highway traffic...

8.5

>■

0.07

coo

2-

I'M.

cu. yds

,cu.

ds.

yas.

.lbs.

. .lin. ft. . .lin. ft.

lbs.

11k.

,sq. yds. ,sq. yds. . .lin. ft. . .lin. ft. . .lin. ft.

No.

No.

.lin. ft. mp sum lump sum

36" vitrified tile pipe, laid with cement joints, lin. ft.

47,807

1,205,426

43,000

26,000

738,123

191,630

25,950

63,167

24,000

13,700

30,000

11,449

1,804

1,580

15

66,960

4,025

1,860

559.4

95,600 s V 20 * 20 816,000 100,440 1,330

16,591

r.50

2H5

410

1,000

244

17,100

466,046

24,104

15,312

201,567

70,268

2,806

4,344

19,056

4,277

^ CO <M Ob QO CO■ COCO cil>^H'#cDQ’f ION 05 CO CO CO <M OO CO ©1—l

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rHTjno © CO <M OOrHH OO

8,156

1,406

1,526

8,679

1.7

312

X1

83,825

83,825

20

20

790,533

189,876

1,304.2

622.1

2,220

790,533

89,876

1,304.2

622.1

2,220

39s

5: is

36.6%

42.8%

36.6%

42.8%

• •• ........ • ... ....... ........

0005*    “Of • CO CO © CO OO • to CO OO «<J CO CO »—¹¹ -^1OO Ob

70.6

■V

39.7

57.3

58.9

27.6

36.7

10.8

6.9

79.4

37.8

71.2

77.9

96.6

11.3

16.9

11.4

31

87.7

ion

96.9

89.5

9vl

95N

13.4

97.1

85.7

36.6

42.8

Total of all work done during’the year is 36.8 per cent of estimate. Total of all work done to date'is!37.3_'per cent of estimate of cost.

“ Contract No. 61. This contract was let to E. M. Graves, of Cleveland, Ohio, October 13, 1908, and assigned to Cleveland & Sons Co., of Brockport, Y. Y., December 1, 1908. Assistant Engineer A. S. Millinowski has been in local charge, with headquarters at Brockport.

“Appropriation surveys have been completed.

“ Work was begun on Yovember 21, 1908, in the vicinity of bridge ISTo. 110.

“ Two Lidgerwood-Crawford excavators, equipped with Page buckets, have been installed. No. 1 has worked on the south side from Sta. 3467 to Sta. 3488, spoiling the material removed. Yo. 2 has worked on the north side from Sta. 3506 to Sta.' 3514 + 50, placing the excavated material in the north embankment.

“ Besides the work done by these two plants, considerable excavation and embankment has been made at various points by teams and scrapers.

“ Considerable wash-wall has been built on both sides from Brockport to the east end of the contract.

“ About 462 linear feet of concrete retaining Avail through the village of Brockport has been built.

“ The foilOAving progress has been made on structures:

“ Culverts Yos. 55%, 56 and 57, both extensions completed, except paving.

“ Culvert Yo. 58, north extension completed, except paving.

“ Culvert Yo. 59, south extension completed, except paving, cut-otf wall and backfill.

“ Bridge Yo. 104, south approach partially made; culvert built under north approach.

“ Bridge Yo. 106, both abutments finished and approaches part-Iv made.

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Barge Canax, Contract 'No. 40.

View of an excavating unit, consisting of steam-shovel and tipple, at work near Lockport.

“ Following is a table showing the percentage of work done during the year and to date on this contract:

Per cent Per cent

ITEMS OF WORK.

Preliminary Work done Total work of work of work estimate. during year, done to date, done dur- done to

ing year. date.

Sawed lumber, yellow pine or Douglas fir, ...ft. B. M.

.....lin. ft.

.. .ft. B. M. .. .cu. yds.

n ::

0.3

Cn CO

CO OO 05 if- O -si OO

6,354

92,245

4,560

31,405

7,229

6,354

92,245

4,560

31,405

7,229

to    t—¹ CO

-ijOtMCD WO

Crt 05 00 kq k-i

ss

Foundation piles............

Wooden sheet-piling..........

First-class concrete..........

Second-class concrete........

Third-class concrete.........

Reinforced concrete..........

First-class masonry coping....

Dry retaining wall, with coping

Wash-wall..................

Second-class stone paving. . ..

Third-class stone paving......

Cobblestone paving..........

Third-class riprap...........

Cast iron pipe and specials...

12-in. vitrified pipe, laid......

24-inch vitrified pipe, laid....

Structural steel.............

Metal reinforcement.........

Wooden pavement, 2f" thick........sq.    yds.

Wooden pavement, 3f" thick........sq.    yds.

Wooden fence.......... lin.    ft.

Wrought iron pipe rail................lin.    ft.

Lattice railing.......................lin.    ft.

Gates, standards and operat. machinery.. .No.

Relaying board walks.................sq.    ft.

Repointing old masonry..............lin.    ft.

Drilling bolt holes, old masonry........lin.    ft.

Maintaining navigation............lump    sum

Maintaining highway traffic........lump    sum

,cu.

ds!

cu. yds. cu. yds. cu. yds. cu. yds. cu. yds. sq. yds. .sq. yds. .sq. yds. sq. yds

. .lin. ft. . .lin. ft.

11,000

3,400

5,000

9,720

1.030

320

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’350

1,154

189

1,154

189

lbs'.

lbs.

lbs.

76

;■

tOMM h-OOM hq k- CD

1,500

63,700

1.200

:::>n

’275

JVM

39,800

148

110

443,600

43,000

V-'H

8,500

.....

1.000

1,400

2,531

2,531

. . kq CO

124

124

83.8

83.8

746

746

0.2

0.2

8,835

8,835

20.5

jn 5

218

218

15.6

15.6

Total of all work done during year is 7.75 per cent of estimate of cost, i Total of all work done to date is 7.75 per cent of estimate of cost.

“ Daily readings have been taken of the gages on the Genesee river, one on the Elmwood avenue bridge, Rochester, and the other on Ballantines bridge.”

Erie Canal, Residency Eo. 10-A.

Resident Engineer, Charles A. Ingersoll, reports as follows:

“ This residency embraces contracts Ros. 62, 9, 65 and 64. Of these contracts but two, namely, Eos, 9 and 64, are under construction.

“ The residency extends from the westerly line of Monroe county to a point 100 feet east of Gasport bridge, in the village of Gasport, Eiagara county.

“Preliminary Work.

“ The preliminary work on this residency has consisted principally of appropriation surveys and the preparation of appropriation maps for contracts Nos. 9 and 64. About 90 per cent of this work has been completed.

“ Reappraisals of appropriated lands and buildings have been made on the above contracts and various investigations and re- . ports pertaining to the preparation of plans, etc., relating to contracts Nos. 62 and 65 have been made.

“ Tests of bearing power of the ‘ red horse ’ in Oak Orchard gorge, at the site of the proposed aqueduct, are being made.

" Construction Work.

“ Two contracts are under construction on this residency with work done as follows:

(e Contract No. 9 provides for the improvement of the present Erie canal from a point 0.164 mile east of Eagle Harbor to a point 0.09 mile west of Beal’s bridge; length 5.682 miles. Thomas Crimmins Contracting Company, of New York city, contractors. Arthur S. Whitbeck, Assistant Engineer, in charge. Amount of contract, $755,995. Work done to October 1, 1909, $328,980. General equipment — two Lidgerwood excavators, locomotives and dump cars, teams, scrapers and wagons; derricks at all structures.

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Barge Canal, Contract No. 19.

Dipper-dredge excavating near Pendleton and loading into scow.

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“ The following table shows the relative amounts of work done on this contract:

Per cent of work done to date.

Per cent

ITEMS OF WORK.

Preliminary Work done Total work of work estimate. during year, done to date, done during year.

Sheeting and bracing...............ft. B. M.

Embankment.............

Lining..................

Puddle..................

Sawed lumber............

Foundation piles..........

Second-class concrete.....

Third-class concrete.......

Reinforced concrete........

First-class masonry........

First-class masonry backing First-class masonry coping.

First-class masonry ringstones. . .

First-class masonry sheeting.....

Washwall.....................

Second-class paving.............

Third-class paving..............

Third-class riprap..............

Cast iron culvert pipe and specials

8-incli vitrified pipe laid..............lin. ft.

15-inch vitrified pipe laid.............lin. ft.

Trenching and backfilling for 8-inch pipe.lin. ft. Trenching and backfilling for 15-in. pipe .lin. ft.

Structural steel...........

Metal reinforcement.......

Wooden fence.............

Wrought iron pipe rail.....

Resetting catch basin covers

Maintaining navigation...........lumpsum

Maintaining highway traffic........lump sum

Drilling bolt holes in old masonry......lin. ft.

$180

,370 8,744 ,890 238,715 ,000 8,271 ,164 128,118 ,119 2,863

.........ft. B. M.

. .lin. ft. cu. yds. cu. yds. cu. yds. cu. yds. cu. yds. cu. yds. cu. yds. cu. yds. cu. yds. sq. yds. sq. yds. sq. yds.

lbs. 927,000    651,391

$1,620

16,644

323,821

13,772

173,712

2,863

,000

:;v

27,369

4,240

4.090

470

110

30

70

1,445

2,634

27,369

2,434

1,878

2,875

CD N »C N OO N rH

OhhcOOOhOO HNCOHIN    CO

34 1

12

’202

64.4

125

154

69

19

56

45.6

41,585    18,165

1.873

310

Ml

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92

19

45.6

73

v7

159

45

45

45

45

.....lbs.    690,065    311,388

311

No!

18

•2

$8,000    $6,000

$2,500    $1,250

29

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cq lO OO rH CO CO CO    COCO HNCOINCOH    ♦—< cm

Gross estimate

$761,952 38 $264,388 53 $328,987 79

34.7

43.2

“ Contract No. 64 provides for the improvement of the present Erie canal from a point 600 feet west of Prospect street bridge, Medina, to a point 100 feet east of Gasport bridge; length 9.91 miles, Empire Engineering Corporation, of ISTew York city, contractors. R. H. Merrill, Assistant Engineer, in charge, with office at Middleport. Amount of contract, $1,290,492. Work done to October 1, 1909, $221,950. General equipment — teams, scrapers, wagons, Koppel cars, two travelling derricks, one steam-shovel.

“ The following table shows the relative amounts of work done on this contract:

Per cent Per cent

ITEMS OF WORK.

Preliminary    Work done    Total work of work    of work

estimate.    during year, done to date, done dur-    done to

ing year. date.

Coffer-dams, bailing, pumping, etc

Clearing.......................

Grubbing......................

Excavation....................

First-class embankment.........

Second-class embankment.......

Lining.....I.......

Sawed lumber.......

Foundation piles.....

Second-class concrete Third-class concrete..

Reinforced concrete..

Wash-wall..........

Second-class stone paving.

Cast iron pipe and specials

Structural steel........

Metal reinforcement......

Sluice-gate valves........

Maintaining navigation...

Gross estimate.......

... .miles lump sum . .cu. yds. . .cu. yds. . .cu. yds. . .cu. yds.

cu. yds. sq. yds. lbs.

lb

lbs.

No.

lump sum

5    toSwggSsIgfg

--------

$2

148

149

Soscgoao^oScoabcocot^cc^ C3 CO CO O QO CO-rf CO CO CO CO ^ o

$2

40

40

148

149

i Si libs sills S 1 s

V.

IN

13.4

13.4

17 4

17.4

34.9

34.9

1.3

1.3

21.6

47.5

50.3

co CO CO

21.6

47.5

34.8

50.3

51

5.5

CO CO CO

$3,900

$3,900

$1,293,230 12 $221,953 61 $221,953 61

17.2

17.2

Erie Canal, Residency No. 10-B.

C. J. McDonough, Assistant Engineer in charge, reports as follows:

“ This residency extends for a point about 100 feet east of Gasport bridge to the guard-lock at Pendleton, Niagara county, a distance of 11.7 miles.

“ This residency embraces three contracts, namely, Nos. 66, 67 and 40, and separate contracts, for two life-bridges at Lockport and a new guard-gate at Gasport. Of these but two have been let — Nos. 66 and 40.

“Contract No. 66. This is the most westerly contract on the sixty-mile level. It extends from 100 feet east of Gasport bridge to a point about 600 feet east of the Lockport locks, a distance of 6.35 miles.

“ This contract was awarded on September 22, 1908, to the Empire Engineering Corporation, of New York, and is to be completed on October 15, 1911. E. H. Anderson, Assistant Engineer, is in charge.

“ The work of excavation for culverts and bridge abutments was started November 2, 1908. During the period of closed navigation the contractors worked ‘ dry.’ Excavation at the west end

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Barge Canal, Contract No. 19.

Revolving excavatoi’ building dike for hydraulic spoil. Turntable operated by team during repairs to engine.

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of the contract was made with a steam-shovel and at other points by hand labor and teams.

“ Concrete walls at the west end of the contract are about 60 per cent completed. An elevator dredge, with separate conveyor, was constructed at Gasport by the Bucyrus Company and began excavation on September 8 at Gasport, working westerly and excavating for the remainder of the month 10,754 cubic yards. Dredging will be completed the following season.

“About 75 per cent of the culvert work has been finished. The remainder will be completed during the coming winter.

“ Aew bridges have been constructed at Lake avenue, Young’s bridge, Wakeman’s bridge and at Orangeport. Millard’s bridge will be completed during the coming winter.

“ During the period of closed navigation, when the elevator dredge is inoperative, two light steam-shovels can be used to advantage in the bed of the canal.

“ The greater part of the work remaining on this contract is excavation, embankment and the placing of wash-wall for protecting the sides of the canal.

“ The following table shows the relative amounts of work done on this contract:

Per cent of work done to date.

Per cent

ITEMS OF WORK.

Perliminary Work done Total work of work estimate. during year, done to date, done during year.

Coffer-dams, pumping, bailing & draining,miles

lump sum $1 yds. 30 ou. yds

Clearing...

Grubbing..

Excavation

Sheeting and bracing...............ft. B.

First-class embankment.............cu. yds. 276

Cast iron culvert pipe and specials........lbs. 104

Structural steel........................lbs. 683

Metal reinforcement........

4-in. wood pavement........

3-inch wood pavement......

Wood fence................

Wrought iron pipe railing ...

Lattice railing..............

Drilling bolt holes in masonry

Maintaining navigation......

Maintaining highway traffic..

cu.

as.

M.

lbs.

6.35

1.461

1.461

596

.....sq. yds.

.....sq. yds.    1

......lin. ft. 8

......lin. ft.

......lin. ft.

......lin. ft.

..lumpsum $8, ..lumpsum $3,000

$570

$570

2.939

2,900

6,284

.64

51

$690

2,939

94,748

19,081

21,150

27,863

1,066

15,826

2,900

6,284

4MI

.64

CO

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38.2

7.6

45.2

13.2

87.9

75.8

63.2

33.8

78.6

16.4

3.5

51

78

49

81.7

72.5

100

74.3

15.9

100

30.1

$690

23

23

co    ciw(M cq osoocq oocoTti io    coas ,-h

Gross estimate

$726,090 10 $173,848 85 $173,848 85

23.9

23.9

“ Contract No. 67. For the construction of two locks and three bridges and prism work in the city of Lockport. This contract has not yet been advertised.

“ Contract No. 40. This contract extends from a point about 1,800 feet west of the Lockport locks to the Sulphur spring guard-lock at Pendleton, a distance of 4.84 miles and was awarded to the United Engineering and Contracting Company, of New York city, on November 27, 1908. The contract is to be completed December 1, 1911. Edward Anderberg, Assistant Engineer, is in charge.

“ Monumenting of center line and about 80 per cent of the appropriation surveys were completed before the contract was started. The appropriation surveys are now complete.

“A central power plant for the distribution of compressed air along the contract was erected at the Hinman road during February and March, 1909. This plant is operated by electricity, supplied by the Niagara, Lockport and Ontario Power Co.

“Actual work on the contract was started on March 15, 1909, for that portion of the canal at the east end of the contract. Drills, steam-shovels and trains delivering to spoil banks were operated on the tow-path side of what is known as the harbor section. On the southerly side excavation was made by drills and steam-shovel, with two locomotive cranes delivering material into spoil banks. This plant is all steam operated and the total excavation up to September 30, 1909, was 61,109 cubic yards, of which about 75 per cent was ledge rock.

“Just west of this point, stripping excavation was started September 1, 1909, with teams and a 40-ton Marion shovel op-•erated by air. On September 16 a 3-cubic, yard Hammond scraper bucket, operated by hoisting engine and single power, began op-peration. A 70-ton Bucyrus shovel, operating with tipple conveyor, has also been installed. This plant is to be operated by compressed air.

“ Excavation work was begun June 3, 1909, with a 450-foot span, cantilever, operated by electricity. This machine was erected by the Browning Company, and equipped with a 4-cubic yard drag bucket. This machine was guaranteed to excavate an average of 90 cubic yards per hour, operated through a test of 120 hours, equivalent to 15 8-hour days. The official test began

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View of the hydraulic dredge Niagara at work in a cut-off channel.

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on September 1 and ended on September 9, working 14 hours per day. During the test 14 hours were lost. The machine excavated 9,600 cubic yards, as against 10,800 cubic yards, guaranteed. During the remainder of the month, the machine was operated for 52 shifts and totalled 36,079 cubic yards for the whole month, or an average of 64 cubic yards per hour outside of test. The total excavation made by the cantilever since June 3 is 82,810 cubic yards, all of which is in earth. During the winter months, when the water is drained from the canal, this machine is to be op^ erated as a conveyor in connection with a steam-shovel placed in the bed of the canal.

“ Excavation by hand labor and derricks has been carried on near ITitchen’s bridge since June. A total of 17,458 cubic yards has been excavated bv this method, about 50 per cent of which was rock. A cableway is complete and ready for operation at the west end of the contract.

“ During the winter season the contract will be worked dry. The plan of operation is to place 9 steam-shovels in the canal delivering to cableways and conveyors of various types for depositing material in the spoil banks.

“ The following table gives the status of the work at the present time and shows the progress during the past year:

ITEMS OF WORK.

Preliminary

estimate.

Work done during year.

Total work done to date.

Per cent of work done during year.

Per cent of work done to date.

Clearing... Excavation

.lump sum .. .cu. yds.

$2,000

1,822,314

$600

$600

30

173,415

173,415

'.i 5

9.5

Gross estimate,

$2,168,998

$135,863 70

$135,863 70

6.3

6.3

Erie Canal, Residency Eo. 11.

C. J. McDonough, Assistant Engineer, in charge of this residency, reports as follows:

“ This residency extends from the head of Sulphur Springs guard-lock, in the town of Pendleton, to and through the city of

Buffalo.

“ Two contracts are embraced on this residency, namely, ISTo. 19 and a contract from Delaware avenue bridge to the ISTiagara river, which has not yet been advertised.

“ Contract No. 19 extends from the guard-lock to the Delaware avenue bridge, Tonawanda, a distance of 12.46 miles. This contract was awarded to the Great Lakes Construction Company, of Buffalo, N. Y., November 26, 1906; contract to be completed December 31, 1910.

“ C. J. McDonough, Wm. C. Perkins, A. W. Kemper and O. L. Burdett, Assistant Engineers, have successively been in charge of this contract.

“ In the early stages of this contract, an attempt wras made to excavate the prism by means of dipper dredges and clam-shell dredges, the method attempted being to rehandle the material in spoil banks. This proved to be impracticable and the hydraulic dredge, Niagara, built by the Bucyrus Company, was placed in operation the latter part of -June, 1909. This dredge has 550 horse-power, triple-expansion engines and 20-inch pumps and suctions. During three months of operation, up to October 1, 1909, the dredge removed 277,248 cubic yards.

“ During January, 1909, at Pendleton, an earth dam was begun and two steam-shovel plants brought to the work preparatory to excavation of rock in the dry. Owing to objections made by the city of Lockport against the shutting off of canal water during the winter season, permission to complete the dam was not obtained until the middle of February. Work of constructing a flume for the delivery of water to the city of Lockport was started February 22. On the 24th a flood occurred in the Tonawanda creek which demolished the dam and the plan of dry excavation was abandoned for the season.

“A Lidgerwood cableway, operating at Pendleton, reached the east end of the contract on December 3, when it was laid up for the winter. During the present working season the cableway was idle up to June. Since that time it has been engaged in placing in spoil bank material excavated by the dipper dredge.

“ Clam-shell dredges Long Tom and Lawton were used for placing spoil from the dipper dredge Buffalo. The three machines, acting as one unit, excavated about 36,000 cubic yards up to the close of 1908. One of these machines was then sold and the other placed at the new concrete dock at Tonawanda, where it has since been employed.

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Barge Canal, Contract No. 19.

Discharge from the hydraulic dredge Niagara into spoil area.

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“ The dipper dredge, Buffalo, was rebuilt last spring and began work in June. It is at present used in dredging bard material the land cut known as the Six Mile Bend and dumping into a sump previously excavated by the hydraulic dredge.

on

“ The McMyler excavator, Dreadnaught, with 90-foot boom and Page bucket, was placed last November building dykes for the hydraulic dredge. This machine has been engaged at this work during the past year. Another machine of the same type, with 40-foot boom, was erected and installed on the work last spring. This machine has also been engaged in building dikes.

“ The following structures were constructed during the yeai»

Pendleton highway bridge and about 1,400 linear feet of concrete docking wall at Tonawanda. Bush’s highway bridge will be completed during the month of November.

“ Work on the Delaware avenue highway bridge at Tonawanda has been abandoned, pending a report of the Terminal Commission on the question of lift bridges.

“An extension of time on this contract will undoubtedly be necessary. At the present rate of excavation, namely 100A00 cubic yards per month, about 18 working months will be necessary to complete the contract, which is almost wholly excavation.

“ The following table shows the status of the work at the present time and also the progress during the past year:

Per cent of work done to date.

Per cent

ITEMS OF WORK.

Preliminary Work done Total work of work estimate. during year, done to date, done during year.

Excavation, guard-lock to    Sta.    6180.cu.    yds.    240,000    26,826

Excavation, Sta. 6180    to Tonawanda..cu.    yds    3,217,000    440,551

Sheeting and bracing...............ft. B. M. 974,000    721,976

.. .cu. yds. .. .cu. yds. .....lin. ft.

Embankment..................

Lining........................

Round timber..................

Foundation piles, 20 feet long....

Sheet-piling...............

Second-class gravel concrete

Reinforced concrete........

Cobblestone paving........

Metal reinforcement.......

Structural steel...........

Removing bridge superstructures.. .lump sum Maintaining traffic................lump sum

129,992

828,988

730,346

4,892

10

No!

14,184

4«.

.......ft. B. M.

.......cu. yds.

........cu. yds.

........sq.    yds.

lbs.

8,370

7,520

lbs.

144

144

45,770    15,843

257,640    215,490

$359    $179    50

$599    $179    70

Total estimate.

15,843 215,490 $179 50 $179 70

$892,921 91 $180,951 60 $311,306 72

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rtoOiCWOOOCOOlNCOiC^WOQ lOINNH OO i—i t-i co CO CO OO kO CO

20.3

34.8

IMPROVEMENT OF PUBLIC HIGHWAYS.

(Chapter 115, Laws of 1898, and Amendatory Laws.)

A detailed account of the roads completed between the beginning of the fiscal year and the time when the work of highwa) improvement was turned over to the Highway Commission is given in the following pages:

Chili (Section 1) Road, No. 254, Monroe County.

Length, 3.11 miles.

Width of macadam, 16 feet.

Engineer’s preliminary estimate of total cost, including engineering, $27,700.

Contract dated, July 11, 1906.

Work commenced, May 9, 1908.

Work completed, October 14, 1908.

Final account, $26,667.63.

Contractor, F. A. Brotsch.

Engineer in charge, J. R. Rogers.

From the westerly boundary of the city of Rochester, this road extends southwesterly to the line between the towns of Gates and Chili in the town of Gates, Monroe county. Three inches of broken limestone were used for constructing both top and bottom courses.

Chili (Section 2) Road, No. 255, Monroe County.

Length, 2.56 miles.

Width of macadam, 16 feet.

Engineer’s preliminary estimate of total cost, including engineering, $26,000.

Contract dated, July 11, 1906.

Work commenced, July 25, 1908.

Work completed, November 19, 1908.

Final account, $20,808.54.

Contractor, F. A. Brotsch.

Engineer in charge, J. R. Rogers.

From the southerly line of the town of Gates this road extends southwesterly to the village of Chili in the town of Chili, Monroe county. Three inches of 'broken limestone were used for constructing both top and bottom courses.

Clover Street (Section 1) Road, Ho. 294, Monroe County.

Length, 5.89 miles.

Width of macadam, 12 feet.

Engineer’s preliminary estimate of total cost, including engineering, $44,900.

Contract dated, September 17, 1907.

Work commenced, September 25, 1907.

Work completed, October 14, 1908.

Einal account, $40,895.61.

Contractor, Monroe Roads Co.

Engineer in charge, W. Gr. Harger.

This road extends from Monroe avenue southerly to the southerly line of the town of Pittsford in the towns of Brighton and Pittsford, Monroe county. Eour inches of local stone were used for the bottom course and three inches of granite for the top course.

On June 2, 1908, the Board of Supervisors of Monroe county authorized by resolution an additional appropriation of $700 for sub-base and tile, being one-half of the total amount of $1,400 required for this purpose.

Wellsburg Road, Ho. 355, Chemung County.

Length, 4.512 miles.

Width of macadam, 16 feet.

Engineer’s preliminary estimate of total cost, including engineering, $55,000.

Contract dated, March 9, 1908.

Work commenced, May 26, 1908.

Work completed, Hovember 27, 1908.

Final account, $54,396.73.

Contractors, Bennett & Ryan, assigned to Albertson & Adams.

Engineer in charge, John Philo Kelley.

From the southerly limits of the city of Elmira, on Maple avenue, this road extends southerly to the village of Wellsburg in the towns of Southport and Ashland. Three inches of broken limestone were used in both top and bottom courses.

On December 3, 1907, the Board of Supervisors of Chemung county appropriated $2,960.88, as the county and town’s share of the total increased cost of $6,000.

Horseheads-Corning Road, ISTo. 358, Chemung County.

Length, 7.143 miles.

Width of macadam, 16 feet.

Engineer’s preliminary estimate of total cost, including engineering, $80,600.

Contract dated, December 2, 1907.

Work commenced, May 23, 1908.

Work completed, October 26, 1908.

.Final account, $77,159.39.

Contractors, Casey & Murray.

Engineer in charge, John P. Kelley.

From near the southwest corner of the village of Horseheadis, in what is known as Chemung street, this road extends westerly through the towns of Horsheads and Big Flats to the western boundary of the county of Chemung by the direct roads leading from Horseheads to the corners. Three inches of local limestone were used both for bottom and top courses.

Clinton Street (Section 1) Road, No. 371, Erie County.

Length, 5.65 miles.

Width of macadam, 16 feet.

Engineer’s preliminary estimate of total cost, including engineering, $55,900.

Contract dated, July 18, 1906.

Work commenced, August 6, 1906.

Work completed, November 2, 1908.

Final account, $153,996.03.

Contractor, Gantz-Wilson Construction Company.

Engineers in charge, John S. Clancy, W. T. Huber and J. F. Hussey.

This improvement extends from the east line of the city of Buffalo easterly to the west line of the town of Elma in the towns of Cheektowaga and West Seneca, Erie county..

The Board of Supervisors of Erie county passed a resolution April 9, 1907, appropriating $35,700 (in addition to the $27,950

originally appropriated, December 29, 1903,) that a brick pavement 16 feet wide on a five-inch concrete base might be substituted for the 16 feet of macadam as originally planned.

The Board of Supervisors also passed a resolution on May 19, 1908, appropriating $15,372, being the county’s and town’s share of a total appropriation of $30,744 for a brick pavement, with concrete curbs between sections 150 + 50 and 298 + 25.

Clinton Street (Section 2) Koad, Ho. 372, Erie County.

Length, 6.14 miles.

Width of macadam, 16 feet.

Engineer’s preliminary estimate of total cost, including engineering, $61,500.

Contract dated, July 18, 1906.

Work commenced, July 2, 1907.

Work completed, March 2, 1908.

Einal account, $119,578.04.

Contractor, Gantz-Wilson Construction Co.

Engineers in charge, John S. Clancy, John F. Hussey, A. E. Beehtold and E. M. Faller.

This improvement extends from the east line of the town of West Seneca easterly to the west line of the town of Manilla, in the town of Elma, Erie county.

Originally a macadam highway was planned, but by a supplementary agreement a brick pavement on a five-inch concrete base was substituted between Stations 295 + 25 and 622 + 53.

The Board of Supervisors of Erie county passed resolutions on May 19, 1908, appropriating $33,428, being the county’s and town’s share of a total appropriation of $66,856 for a brick pavement with concrete curbs, etc., between the stations named.

Goodrich Boad, Ho. 373, Erie County.

Length, 8.77 miles.

Width of macadam, 12 and 16 feet.

Engineer’s preliminary estimate of total cost, including engineering, $84,400.

Contract dated, July 9, 1906.

Work commenced, April 8, 1907.

Work completed, November 2, 1908.

Final account, $73,001.56.

Contractor, Baldwin Contracting Co.

Engineers in charge, Charles A. Carruth and R. W. Heerlein.

This improvement extends from Main street road to Tonawanda creek in the town of Clarence, Erie county. Limestone was used throughout in its construction, three and five inches in the bottom course, and three inches for the top course.

Five Corners-Kuckville (Section 2) Road, No. 387, Orleans County.

Length, 5.80 miles.

Width of macadam, 12 and 16 feet.

Engineer’s preliminary estimate of total cost, including engineering, $41,500.

Contract dated, August 31, 1906.

Work commenced, April 9, 1907.

Work completed, November 2, 1908.

Final account, $37,162.38.

Contractor, Thomas Hucknell.

Engineer in charge, G. A. Wright.

This improvement extends from the south line of the town of Carlton northerly to Johnson’s creek in the town of Carlton, Orleans county. Three and five inches of local stone were used in the bottom course and three inches in the top course on this

road.

Latta Road, No. 399, Monroe County.

Length, 6.84 miles.

Width of macadam, 16 feet.

Engineer’s preliminary estimate of total cost, including engineering, $82,000.

Contract dated, September 19, 1907.

Work commenced, March 15, 1908.

Work completed, October 14, 1908.

Final account, $78,077.22.

Contractor, Jeremiah T. Finch.

Engineer in charge, Joseph W. Howe.

This improvement extends from the west line of the village of Charlotte westerly to the town line of Parma in the town of

Greece, Monroe county. Dive inches of local limestone were nsed for the bottom course and three inches for the top course.

On October 2, 1907, the Board of Supervisors of Monroe county appropriated $9,300 additional, as its one-half to provide for an 8-inch thickness of macadam in place of 6 inches as originally planned.

Buffalo (Section 3) Bo ad, Ho. 402, Monroe County.

Length, 3.62 miles.

Width of macadam, 16 feet.

Engineer’s preliminary estimate of total cost, including engineering, $32,300.

Contract dated, December 4, 1907.

Work commenced, May 1, 1908.

Work completed, September 21, 1908.

Einal account, $26,145.92.

Contractor, Greece Construction Co.

Engineer in charge, G. G. Miller.

This road extends from the line between the towns of Gates and Ogden southwesterly to the line between the towns of Kiga and Chili, in the towns of Chili and Ogden, Monroe county. Local limestone was used in construction,— four inches for the bottom and three inches for the top course.

Churchville-Biga Boad, Ho. 403, Monroe County.

Length, 2.08 miles.

Width of macadam, 12 feet.

Engineer’s preliminary estimate of total cost, including engineering, $20,100.

Contract dated, Hovember 26, 1907.

Work commenced, July 18, 1908.

Work completed, Hovember 30, 1908.

Einal account, $19,602.53.

Contractors, Patrick A. Lillis; assigned to Bockefeller Bros.

Engineer in charge, M. A. Pinch.

This road extends from the south line of the village of Church-ville southerly to the cross roads at Biga Center in the town of Biga. Three inches of local stone were used for the bottom course and three and four inches for the top.

On October 2, 1907, the Board of Supervisors of Monroe county passed a resolution appropriating $2,300, as its one-half of the increased cost for providing a cobblestone sub-base on a portion of the road.

On July 1, 1908, the Board of Supervisors of Monroe county passed a resolution asking that the width of macadam be changed from 12 to 14 feet and appropriating $1,100, being their one-half of the total cost of such change. Special agreement concerning this change was entered into on July 25.

Clover Street (Section 2) Road, No. 474, Monroe County.

Length, 1.95 miles.

Width of macadam, 16 feet.

Engineer’s preliminary estimate of total cost, including engineering, $17,200.

Contract dated, November 26, 1907.

Work commenced, June 20, 1908.

Work completed, October 14, 1908.

Final account, $16,899.26.

Contractors, Patrick H. Lillis; assigned to A. J. Rockwood.

Engineer in charge, E. P. Strowger.

This road extends from the Monroe avenue road northerly to the East avenue road in the town of Brighton, Monroe county. Three inches of local limestone were used in both bottom and top courses.

On August 3, 1908, the Board of Supervisors of Monroe county appiopriated $1,000, being the county’s share of the total cost of $2,000 for lowering the grade.

West Bloomfield-Honeoye Falls Road, No. 485, Ontario

County.

Length, 3.76 miles.

Width of macadam, 12 feet.

Engineer’s preliminary estimates of total cost, including engineering, $32,900.

Contract dated, January 20, 1908.

Work commenced, May 30, 1908.

Work completed, October 26, 1908.

Final account, $30,149.46.

Contractor, H. P. Burgard Co.

Engineer in charge, John Philo Kelley.

From the north county line this road extends in a southeasterly direction to Hains Corners, thence southerly to the main road running east and west through the village of West Bloomfield in the town of West Bloomfield, Ontario county. On this road three inches of broken limestone were used for both courses.

Horth Collins-Lawton Road, Ho. 524, Erie County.

Length, 5.43 miles.

Width of macadam, 16 feet.

Engineer’s preliminary estimate of total cost, including engineering, $73,900.

Contract dated, September 17, 1907.

Work commenced, April 11, 1908.

Work completed, October 20, 1908.

Final account, $65,857.26.

Contractors, Mosier and Summers.

Engineer in charge, J. H. Huber.

This road extends from the south line of the town of Eden southerly to the north line of the town of Collins in the town of Forth Collins, Erie county. Five inches of broken limestone were used in constructing the bottom course and three inches in the top course of this road.

Lawton-Gowanda Road, Ho. 525, Erie County. Length, 4 miles.

Width of macadam, 16 feet.

Engineer’s preliminary estimate of total cost, including engineering, $46,900.

Contract dated, September 20, 1907.

Work commenced, April 11, 1908.

Work completed, October 20, 1908.

Final account, $35,726.95.

Contractor, Stewar t-Kerbaugh-Sha nley Co.

Engineer in charge, A. R. Erskine.

This road extends from the south line of the town of Nonh Collins southerly to the north line of the village of Gowanda in the town of Collins, Erie county. Three-inch top and bottom courses of broken limestone were used in constructing this road.

Alden-Town Line, Clinton St.-Marilla Road, No. 529,

Erie County.

Length, 6.02 miles.

Width of macadam, 12 and 16 feet.

Engineer’s preliminary estimate of total cost, including engineering, $49,000.

Contract dated, September 20, 1907.

Work commenced, June 20, 1908.

Work completed, December 10, 1908.

Final account, $45,327.77.

Contractor, Stewart-Kerbaugh-Shanley Co.

Engineers in charge, E. M. Secrist and T. J. Smith.

This road extends from the west line of the village of Alden westerly to the Town Line road, in the town of Alden, and from the east line of the town of Elma easterly and southerly to Marilla, in the town of Marilla, Erie county. On this road three mches of broken limestone were used for both courses.

Base Line-Grand Island (Section 1) Road, No. 530, Erie

County.

Length, 1.81 miles.

Width of macadam, 16 feet.

Engineer’s preliminary estimate of total cost, including engineering, $14,000.

Contract dated, September 20, 1907.

Work commenced, June 6, 1908.

Work completed, October 20, 1908.

Final account, $12,911.93.

Contractor, Stewart-Kerbaugh-Shanley Co.

Engineers in charge, H. R. Breese and T. J. Stnith.

This road extends from the Niagara river westerly and northerly to Warrendale, in the town of Grand Island, Erie county. Three inches of broken limestone were used for both top and bottom courses in its construction.

Base Line-Grand Island (Section 2) Hoad, Ho. 531, Erie

County.

Length, 2.59 miles.

Width of macadam, 14 feet.

Engineer’s preliminary estimate of total cost, including engineering, $19,800.

Contract dated, December 18, 1907.

Work commenced, July 2, 1908.

Work completed, December 14, 1908.

Final account, $17,766.

Contractor, Stewart-Kerbaugh-Shanley Co.

Engineer in charge, H. R. Breese.

This road extends from Warrendale northerly to Inland, in the town of Grand Island, Erie county. Three inches of broken limestone were used for both top and bottom courses.

Base Line—Grand Island (Section 3) Road, Ho. 532, Erie

County.

Length, 1.87 miles.

Width of macadam, 12 feet.

Engineer’s preliminary estimate of toal cost including engineering, $11,400.

Contract dated, December 18, 1907.

Work commenced, July 11, 1908.

Work completed, October 20, 1908.

Final account, $10,199.03.

Contractor, Stewart-Kerbaugh-Shanley Co.

Engineers in charge, H. R. Breese and T. J. Smith.

This road extends from Inland northerly to Wood creek, in the town of Grand Island, Erie county. Broken limestone was used throughout in its construction in two three-inch courses.

Skinnersville — Hew Home Bridge Road, Ho. 584, Erie

County.

Length, 7.96 miles.

Width of macadam, 12 feet.

Engineer’s preliminary estimate of total cost including engineering, $87,700.

Contract dated, May 7, 1908.

Work commenced, June 6, 1908.

Work completed, December 4, 1908.

Final account, $85,533.71.

Contractor, Henry P. Bayard.

Engineer in charge, John C. Clancy.

This road extends from its intersection with-the Main street road northerly to Tonawanda creek in the town of Amherst, Erie county. Five inches of broken limestone was used for the bottom course and four inches for the top course.

Olean-Allegany (Sections 1 and 2) Road, Ho. 601, Cattaraugus County.

Length, 3.09 miles.

Width of macadam, 16 and 20 feet.

Engineer’s preliminary estimate of total cost including engineering, $39,000.

Contract dated, September 24, 1907.

Work commenced, August 8, 1908.

Work completed, November 2, 1908.

Final account, $31,349.95.

Contractor, Gantz-Wilson Construction Co.

Engineer in charge, Clarence Colony.

This road extends from the junction of the Five-Mile and Nine-Mile roads, southeasterly to the west line of the town of Olean in the town of Allegany, and from the east line of the town of Allegany, easterly to the west line of the city of Olean in the town of Olean, Cattaraugus county. Four inches of gravel were used for the bottom course and four inches of broken limestone for the top course.

Manchester—Clifton Springs Road, No. 607, Ontario

County.

Length, 4.35 miles.

Width of macadam, 12 feet.

Engineer’s preliminary estimate of total cost, including engineering, $26,600.

Contract dated, December 18, 1907.

Work commenced, May 30, 1908.

Work completed, November 25, 1908.

Final account, $26,438.87.

Contractor, Gantz-Wilson Construction Co.

Engineer in charge, John Philo Ivelley.

Extending from the east corporation line of the village of Manchester this road runs easterly to the intersection of the highway between Clifton Springs and Gypsum, thence south to the north line of the village of Clifton Springs, in the town of Manchester, Ontario county. Three-inches of local stone were used for both courses in construction.

On December 2, 1907, the Board of Supervisors of Ontario county passed a resolution appropriating $1,300 as its share of the additional cost of the road, which additional cost amounts to $2,600.

Phelps-Clifton Springs Road, Ho. 608, Ontario County.

Length, 2.21 miles.

Width of macadam, 12 feet.

Engineer’s preliminary estimate of total cost, including engineering, $12,700.

Contract dated, December 18, 1907.

Work commenced. May 30, 1908.

Work completed, Ho vein be r 6, 1908.

Final account, $14,670.16.

Contractor, Gantz-Wilson Construction Company.

Engineer in charge, John Philo Kelley.

From the west line of the village of Phelps this road extends to the east line of the village of Clifton Springs, in the township of Phelps, Ontario county. Three inches of broken limestone were used in both courses in its construction.

On December 2, 1907, the Board of Supervisors of Ontario county passed resolutions further appropriating $2,000 as its share of the additional increased cost of $4,000.

Lewiston—Dickersonvilee Road, Ho. 617, Hiagara County. Length, 4.8 miles.

Width of macadam, 12 feet.

Engineer’s preliminary estimate of total cost, including engineering, $35,000.

Contract dated, September 20, 1907.

Work commenced, June 6, 1908.

Work completed, November 2, 1908.

Final account, $32,048.23.

Contractor, Stewart-Kerbaugh-Shanley Co.

Engineer in charge, W. C. Perkins.

This road extends from the east line of the village of Lewiston easterly to Dickersonville (except through the Tuscarora Indian Reservation) in the town of Lewiston, Niagara county. Local limestone was used throughout construction in two courses of three inches each.

North Tonawanda-Sanborn Road., No. 643, Niagara

County.

Length, 4.44 miles.

Width of macadam, 12 feet.

Engineer’s preliminary estimate of total cost, including engineering, $43,200.

Contract dated, December 18, 1907.

Work commenced, May 23, 1908.

Work completed, November 2, 1908.

Final account, $38,899.63.

Contractor, Stewart-Kerbaugh-Shanley Co.

Engineer in charge, W. C. Perkins.

This road extends from the north line of the city of North Tonawanda northerly to the south line of the town of Lewiston in the town of Wheatfield, Niagara county. Five inches of broken limestone were used for the bottom course and three inches of same for the upper course.

Falconer-Kennedy Road, No. 698, Chautauqua County. Length, 1.044 miles.

Width of macadam, 12 feet.

Engineer’s preliminary estimate of total cost, including engineering, $11,500.

Contract dated, February 5, 1908.

Work commenced, July 18, 1908.

Work completed, November 30, 1908.

Final account, $9,115.95.

Contractors, G. M. Love and Son.

Engineer in charge, S. 0. Steere.

This road extends from the village of Falconer easterly to the line between the towns of Ellicott and Poland, in the town of Ellicott, Chautauqua county. Limestone was used throughout for macadam, five inches for the bottom course and three inches for the upper course.

Portvilee-Olean (Section 2) Road, Ho. 731, Cattaraugus

County.

Length, 2.06 miles.

Width of macadam, 16 feet.

Engineer’s preliminary estimate of total cost, including engineering, $69,600.

Contract dated, January 30, 1908.

Work commenced, September 18, 1908.

Work completed, November 25, 1908.

Final account, $20,994.02.

Contractor, The Star Constructing Company.

Engineer in charge, Jos. W. Howe.

This road extends from the east line of the city of Olean southeasterly to the west line of the town of Portville in the town of Olean, Cataraugus county. Limestone for macadam, in two courses of four inches each, was used in its construction.

Big Elats-Gibson Road, Ho. 742, Steuben County. Length, 4.33 miles.

Width of macadam, 16 feet.

Engineer’s preliminary estimate of total cost, including engineering, $56,200.

Contract dated, January 30, 1908.

Work commenced, May 15, 1908.

W⁷ork completed, October 26, 1908.

Final account, $49,706.33.

Contractors, Bradley and Holan.

Engineer in charge, J. T. Schuyler.

Beginning at the Chemung county line on the north side of the Chemung river on the main highway from the village of Big Flats

and running westerly this road extends to the river bridge at Gibson in the town of Corning, Steuben county. Three inches of local limestone were used for both top and bottom courses.

CONCLUSION.

A statement of the engineering expenses of the Division and tables of contracts completed during the fiscal year and those in force at its close, are hereto appended.

The business of this office has been very large, by reason of the constantly increasing amount of work under contract. The .engineering force has varied from 140 to 175 men since the separation of the road department.

The efficiency of the organization has been constantly increasing and is now most marked.

The entire organization has rendered valuable assistance and the writer desires to express his appreciation of their efficient and conscientious service.

I desire also to thank you and your Deputies for the valuable suggestions and hearty cooperation, which has greatly assisted me in the performance of my duties.

Respectfully submitted,

T. W. BARRATRY,

Division Engineer.

The Following Statements Show the Fames., Rank and Compensation of Engineers in the Western Division of the Department of the State Engineer and Surveyor, Together with Incidental Expenses for the Fiscal Year, Ended September 30, 1909.

Ordinary Repairs to Canals — Erie Canal.

Chapter 465, Laws of 1908.

NAME.

Rank.

Rate of compensation.

Services. Travel.

Total.

Division engineer 'Division engineer Financial clerk.. Estimate clerk..

John P. Kelly...

T. W. Barrally..

Jacob G. Soergel A. B. Williams..

Anna M. Lorscheider.. Stenographer Anna M. Lorscheider... Stenographer Margaret McElligott... Stenographer

M. Madden.....

Wm. M. Thomas E. A. Bonney...

Stenographer Stenographer Draftsman..,

$300 00 per month I 300 00 per month 5 00 per day I 150 00 per month 83 33 per month 100 00 per month 75 00 per month 2 00 per day

i 5 00 per day

i—¹    Oh‘*4 05C5«D

OWOOSOiOiMOJ ^*q00500ib3 0

88S8388813

..... 108 00

(i

li 15

Stationery and printing.

Livery ................

Postage................

Office rent.............

Telephone and telegraph, Miscellaneous...........

Incidental Expenses.

$6,406 82

$234 67 16 00 30 02 885 00 110 02 725 83

2,001 54

Total

$8,408 36

Construction of Barge Canal — Erie Canal.

Chapter 147, Laws of 1903.

NAME.

Rank.

Rate of compensation.

Services. Travel.

Total.

John P. Kelly... T. W. Barrally.. B. E. Failing.. .. O. F. Bellows Thos. J. Morrison

Division engineer......

Division engineer.....

Resident engineer.... Resident engineer. Resident engineer....

Chas. A. Ingersoll.....Resident engineer.

T. W. Barrally........Resident    engineer.

H. E. Brainard........Bridge designer.......

C. J. McDonough......First assistant engineer

John S. Clancy........Assistant    engineer.....

Wm. C. Perkins.......Assistant engineer.....

John Philo Kelley.....Assistant engineer.....

Edw. Anderberg......Assistant engineer.....

Fred. J. Wilbur.......Assistant engineer.....

J. Seward Summers.... Assistant engineer.....

Elmer C. Lawton......Assistant engineer.....

Frank T. Marsh.......Assistant engineer.....

Jos. H. Young........Assistant    engineer.....

H. R. Wickham.......Assistant engineer.....

H. J. Hemstreet.......Assistant engineer.....

$300 00 per month 300 00 per month i 200 00 per month 200 00 per month 200 00 per month 200 00 per month 200 00 per month 150 00 per month 7 00 per day 6 00 per day 6 00 per day 6 00 per day 6 00 per day 6 00 per day 6 00 per day 6 00 per day 6 00 per day 6 00 per day 6 00 per day 6 00 per day

j ;§888§88S88SS888888

to to to tOh-M    to to to H-‘ to

§ilgg|i'g§§K'g£gSII!3!

, Construction of Barge Canal

Erie Canal—(Continued).

NAME.

Rank.

Rate of compensation.

Services. Travel.

Total.

A. S. Milinowski.......

Geo. C. Mills..........

Lewis G. Fisher.......

A.    L. Simmons........

R.    H. Merrill.........

Arthur S. Whitbeck. ..

Elias H. Anderson.....

John H. Huber.......

G.    M. Briggs..........

M. A. Finch..........

Hall Gleason.........

S.    0. Steere...........

M. W. Williams.......

W. A. Kemper........

Elmer C. Lawton......

H.    R. Wickham.......

B.    L. G. Rees.........

A. S. Milinowski.......

Chas. L. Henderson....

0. L. Burdett.........

Geo. D. Kellogg.......

R. H. Merrill.

J. G. Palmer..

Elias H. Ande

James T. Schuyler.....

Job R. Rogers........

Peter Sheridan........

Jacob G. Soergel......

A. B. Williams........

F.    V. Searls...........

A.    B. Williams........

Myer Abramson.......

Myer Abramson.......

Francis R. Overend....

J. K. Browne.........

Raymond Sickles......

J. B. Barrett..........

L. R. Barnes.........

W. T. Huber..........

Gordon Edson........

Francis W, Madigan... Walter H. Clawson

E. E. Kidder.........

L. R. Barnes..........

W. T. Huber..........

Edgar W. Maloney

Geo. S. Haight........

Harold N. Metzger. ... Francis W. Madigan...

C.    L. Baldwin.........

C. D. Sniggs..........

Tracey B. Smith......

Chas. R. Zorsch.......

Chas. R. Waters.......

Wm. H. Dernell.......

Frank W. Blair.......

Harry M. Nelson......

J. V. Hogan..........

Percy L. Arnold.......

C. E. Elmendorf.......

G.    Gale Dixon........

Geo. C. Britton.......

H.    H. Stickney, Jr... .

H. Clyde Roe.........

H. S. Brokaw.........

B.    C. Lechler.........

E. C. Getty, Jr........

Chas. J. Alber........

Chas. R. Waters......

A. B. Chappell........

R. J. Curran..........

John B. Doyle........

Percy L. Arnold.......

Wm. J. Burns........

rson

Assistant engineer. Assistant engineer Assistant engineer Assistant engineer Assistant engineer Assistant engineer, Assistant engineer. Assistant engineer. Assistant engineer. Assistant engineer. Assistant engineer. Assistant engineer. Assistant engineer. Assistant engineer. Assistant engineer. Assistant engineer. Assistant engineer. Assistant engineer. Assistant engineer. Assistant engineer. Assistant engineer. Assistant engineer. Assistant engineer. Assistant engineer Assistant engineer Assistant engineer Financial clerk... Financial clerk... Estimate clerk.... Estimate clerk... Estimate clerk...

Junior clerk......

Junior clerk......

Stenographer. . ..

Leveler..........

Leveler..........

Leveler..........

Leveler..........

Leveler..........

Leveler..........

Leveler..........

Leveler...........

Leveler...........

Leveler...........

Leveler...........

Leveler...........

Leveler...........

Leveler..........

Leveler..........

Leveler..........

Draftsman.......

Draftsman......

Draftsman.......

Draftsman.......

Draftsman.......

Draftsman.......

Draftsman.......

Draftsman.......

Draftsman.......

Draftsman.......

Draftsman.......

Draftsman.......

Draftsman.......

Draftsman.......

Draftsman.......

Draftsman.......

Draftsman.......

Draftsman.......

Draftsman.......

Draftsman.......

Tracer..........

Tracer..........

Tracer..........

I Tracer..........

$6 OO'per day 6 00 per day f 6 00’per day 6 00 per day 6 00 per day 6 00'per day 6 00’per day 6 00 ’per day 5 00 per day 5 00 per day 5 00 per day 5 00 per day 5 00 per day 5 00 per day 5 00 per day, 5 00 per day 5 00 per day] 5 00 per dayj 5 00 per day 5 00 per day 5 00 per day! 5 00 per day 5 CO per day 5 00 per day 5 00 per day j per day I 5 00 per day! 5 00 per day1 150 00 per month 126 00 per month! 126 00 per month 40 00 per month 50 00 per month 60 00 per month | 5 00 per dayj 5 00 per day, 5 00 per day! 5 00 per day) 5 00 per day I 5 00 per dayj 5 00 per day! 4 50 per day 4 50 per day | 4 50 per day j 4 50 per day j 4 J 0 per day j 4 .c0 per day 4 50 per day) 4 50 per day

4    50 per day

5    00 per day 5 00 per day 4 50 per day 4 50 per day 4 50 per day 4 00 per day 4 00 per day 4 00 per day 4 00 per day 4 00 per day 4 00 per day 4 00 per day 4 00 per day 4 00 per day 4 00 per day 4 00 per day 4 00 per day 4 00 per day 4 00 per day 4 00 per day

75 00 per month 75 00 per month 75 00 per month 75 00 per month

5 00

5SIS'isig'ili'ilslS'i’i'5'il'ig|'il'ilsSI8SIS8*SS«si8llag8SsIHIg888g!iassisl'ilgs8gl

8888888888888§_S S88888g88S8888§gggS88888888888888S8§§888888888g888888888888

mu

10 81 21 91

130 20 75 27

51 27

5 52

35 00 546 33 156 62 87 13

8 27

42 14

»-* Ox CO    H-¹ CO

OO HTfi oo GO CO iO

2 78

41 02

6 58

10 79

29

12 95

11,219 48 1,265 75 2,452 89 673 81 886 79 2,324 76 1,917 23 351 35 307 90 638 50 10 00 152 79 58 67 1,376 19 969 27 1,655 44

1.495    90 1,224 68 1,872 49 1,673 77 2,049 37 1,041 94

693 37 320 72 213 33 335 82 252 66 526 00 722 92 1,529 42 126 00 80 00 500 00 33 30 305 81

1.496    91 1,170 00

665 00 525 00 1,700 20 457 27 427 50 784 77 509 52 621 00 819 00 1,443 50 1,95¹ 83 1,209 62 1,513 63 1,310 00 130 00 1,408 50 714 77 1,513 64 1,112 00 1,465 80 1,009 80 257 31 939 54 184 00 1,254 78 1,293 62 1,252 00 376 00 1,018 58 374 79 1,260 00 632 00 1,281 42 904 94 450 00 133 06 413 33

Construction of Barge Canal-— Erie Canal—(Continued).

NAME.

Rank.

Rate of compensation.

Services. Travel.

Total.

Wm. J. Burns... . John B. Doyle Percy L. Arnold..

Chas. Montag.....

C. M. Colony.....

C. J. Bean.......

Joseph W. Howe.

M. F. Dullea.....

E. D. Bean......

Walter G. Dubey. Harold Holmes.. Philip B. Hoge... Wm. H. Ginnity.. R. W. Heerlein... Robert C. Georger

H. H. Tripp......

H. J. Simmelink.. A. O. Peabody.... Gerd H. Schulte.. Morris Glassberg..

M. F. Dullea......

George Fuller.....

E. D. Bean.......

H. F. Hughes.....

James Sim.......

W. W. Barclay

H. F. Hughes.....

John A. Harold... Geo. F. Poinan... Edw. M. Poinan.. Geo. M. Harrar..

W. J. Kelly.......

James Sim.......

Edwin L. Wick...

Tracer... Tracer... Tracer... Tracer.. Rodman. Rodman. Rodman. Rodman. Rodman. Rodman. Rodman. Rodman. Rodman. Rodman. Rodman. Rodman. Rodman. Rodman. Rodman. Rodman. Rodman. Rodman. Rodman. Inspector Inspector Inspector Inspector Inspector Inspector Inspector Inspector Inspector Inspector Inspector Wm. C. Armstrong.... Inspector Thos. Me Morrow.,

Geo. W. Rogers..,

A. W. Gillis.......

John A. Harold...

Edw. M. Poinan..

D.    T. Simpson....

E.    J. Greiner.....

S.    Covner........

Dana M. Miner...

Chas. L. Gorman.

Fred C. Facer_____

Howard C. Young J. F. Webster....

James M. Wilson.

W. N. Langworthy.... Chainman Thos. McGrath....

D.    S. Hollenbeck.

Wm. H. Guenther Floyd C. Oatman.

H. Safir..........

O. J. Townsend..,

John J. McManus.

Thos. B. Bowers..

H. Kramer.......

Fred H. Palmer...

John A. Kelly... .

T.    J. Smith......

E.    M. Fuller......

E. J. Fitzmartin..

Louis H. Brandt..

Geo. J. Seemueller H. Archie Shafer..

Wm. J. Knauer...

Wm. E. McCarthy

R. A. Gross.......

H. A. Ingersoll....

J. J. Mullen......

Frank J. O’Connor Paul M. Howe....

$50 00 per month 50 00 per month 50 00 per month 50 00 per month 4 00 per day 4 00 per day 4 00 per day 4 00 per day 4 00 per day

4    00 per day 3 50 per day 3 50 per day 3 50 per day 3 50 per day 3 50 per day 3 50 per day 3 50 per day 3 50 per day 3 50 per day 3 50 per day 3 50 per day 3 50 per day 3 50 per day

5    00 per day 5 00 per day 5 00 per day

per day au per day 50 per day

4 50

Inspector. Inspector. Inspector. Inspector. Inspector. Chainman Chainman Chainman Chainman Chainman Chainman Chainman Chainman Chainman

4 50 per da 4 50 per day 4 50 per day 4 00 per day 4 00 per day 4 00 per day per day 4 00 per day 4 00 per day 3 50 per day per day 3 50 per day| 3 50 per day 3 00 per day

3 00 npr Hnv

4 00

:: Vi

3 00 per day 2 50 per day

iCO(N

NOW

HCOIN

Chainman........

Boatman.........

Boatman.........

Boatman.........

Boatman.........

Boatman.........

Foreman of borings Foreman of borings Foreman of borings Foreman of borings

Axeman..........

Axeman..........

Axeman..........

Axeman..........

Axeman..........

Axeman..........

Axeman..........

Axeman..........

Axeman..........

Axeman..........

Axeman..........

Axeman..........

Axeman..........

Axeman...........

2 50 per day 2 50 per day 2 50 per day 2 50 per day 2 50 per day 2 50 per day 2 50 per dayj

2    50 per day!

3    00 per day 3 00 per day 3 00 per day 3 00 per day

3    00 per day

4    50 per day 3 50 per day 3 50 per day 3 50 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day I 2 00 per day| 2 00 per day!

88888888888888SSSS8888888888888888888! 888888888888888888888888888S88S8S£8S

$24 30

6 80

27 48

2 09

3 71

3 00

50 54

19 36

38 71

ii 66

2 73 57 80

30 22

100 57 67 70 2 09

4 01

38 30

16 89 188 21 132 33 28 79 6 21

7 65

$175 00 300 00 232 14 600 00 224 30 1,266 80 1,187 48 1,048 00 212 00 1,252 00

77 00 878 50 826 00 1,006 59 297 50 987 00 955 71 1,113 00 1,140 50 182 00 329 00 1,006 04 430 00 285 00 385 00 1,102 50 91 36 180 00 63 00 976 00 380 00 196 00 1,378 71 420 00 1,276 00 14 66 276 50 105 00 91 00 707 73 996 80 815 00 812 72 235 00 883 07 420 20 732 09 241 51 682 50 692 50 1,016 30 939 00 471 00 441 00 372 00 426 39 1,290 71 1,007 33 1,166 29 512 21 48 00 486 00 30 00 468 00 478 00 550 00 308 00 116 00 509 65 556 CO 363 00 628 00 646 00

Construction of Barge Canal

Erie Canal — (Continued).

NAME.

Rank.

Rate of compensation.

Services. Travel.

Total.

Harry J. 0 Connor.... Axeman

John J. Kinney.......

F. G. Kimball.........

A. W. Balliett........

A. F. Bechtold........

Allyn T. Gilbert.......

Geo. Davis...........

Frank N. Sisson.......

Harry W. Paton.......

Geo. K. Shuler........

A. E. Williams........

Sherman A. Miller.....

Finla L. Jones........

Raymond J. Kelly.....

Earle J. Trimble......

Fred G. Hemple.......

Thos. E. Plunkett.....IA

Wm. H. Barhyte......A

Burt C. Hayes........Axeman

Lynn H. Barrows.....I Axeman

Leo. Creighton........Axeman

Wm. J. Berdel........Axeman

L. M. Waldner........Axeman

R. B. Curry..........Axeman

E. F. Dowd...........Axeman

Wm. F. Lysett........Axeman

Geo. E. Merry........Axeman

Chas. J. Donaher......Axeman

Hugh F. Lynch.......Axeman

L.    R. Bickford........Axeman

John J. Sullivan.......Axeman

T. Beaupre...........Axeman

Jerome J. Brueckel.... Axeman

Wm. H. Kingston.....Axeman

Chas. Watson.........; Axeman

Martin Coumeen......Laborer

Frank Covert.........Labcr r

Albert Keesler........Laborer

Claude A. Facer.......Laborer

Thos. Dunn, Jr.......Laborer

A. Ballow............Laborer

John Halpin..........Laborer

Nelton Stevens........Laborer

Fred Petrie...........Laborer

E. Osborne...........Laborer

William Childs........Laborer

Walter Myers.........Laborer

Wm. Marshall.........Laborer

James Gleason........Laborer

Fred Smith...........[Laborer

George Davis.........Laborer

David H. Mann, Jr.... Laborer

Wm. H. Saunders.....Laborer

C. N. Budlong........Laborer

W. B. Green..........Laborer

E. Horse well..........Laborer

Peter Arnold,.........Laborer

Henry Engler.........[Laborer

Louis J. Mayne.......| Laborer

W. D. Heffernan......[Laborer

Timothy Driscoll......Laborer

M.    Madden...........Laborer

J. B. Roberts.........Laborer

Jos. McNamara.......Laborer

L. V. Dunham........ Laborer

L. C. Pelton..........Laborer

E.    A. Brooks.........Laborer

Steve Childs..........Laborer

C. A. Harwick........Laborer

Frank Bond..........Laborer

John Green...........Laborer

Alexander Rogers.....Laborer

Carl F. Doty..........Laborer

F.    C. Jordan..........Laborer

Axeman

Axeman

Axeman

Axeman

Axeman

Axeman

Axeman

Axeman

Axeman

Axeman

Axeman

Axeman

Axeman

[Axeman

Axeman

xeman

xeman

$2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day

2 00 per day 2 00 per day 2 00 per day

$632 00    135 34

112 00 ........

344 00 ........

654 00 ........

544 00 ........

576 00 ........

100 00 ........

560 00 ........

554 00 ........

552

co

2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day] 2 00 per day 2 00 per day; 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day

00! no

188 00 ........

188 00 ........

630 00 ........

628 00 ........

422 00........

162 00........

158 OO!    17    99

66 001........

68 OO¹........

66 OO¹........

40 001........

40 OO¹........

8 00 ........

66 001........

66 00 68 00

636

001 66 00 68 00' 68 OOi 68 00 68 00 68 00 66 00 302 00 406 00 344 OOJ 20 00!

1,104 00 314 00 314 001 62 00

4 00, 66 00! 262 001 90 00 178 00 364 00 240 00 194 00 168 00 498 00 170 00 170 00 210 00 210 00

^ggggogggg^ggggogggogo^ogocogogoggggggggggggoggggggggggggggogoggoogoogoooooo

----------------- -

05 t-J¹ t—‘ I—1 to OO ►—¹    ‘

to OO OO OO

Construction of Barge Canal — Erie Canal—(Concluded).

NAME.

Rank.

Rate of compensation.

Services.

Travel.

Total.

Wm. O’Day....

John C. Hoctor.

Peter F. Poland

A.    R. Jones.....

0. M. Punch...

B.    S. Wilcox....

James Hughes..

Thos. B'-shnell.

Thos. Clifford..

Nick Gallo.....

Carl L. Oelkers.

Duane M. Ward Joseph Ricard. .

George Murphy.

Frank McMah Edward L. Ivropp Howard F. Lewis.

J. H. Madigan. . .

Chas. Blackwood.

Jay Westbrook... Michael Unger...

M. C. Rutherford.

Leo. G. Barnhart.

J. W. Main......

J. W. Howard...

Ed. J. Burns.....

Frederick Wood.. Frank L. Swift...

Raymond Welter......

0. W. Hard...........

Geo. H. Salsbury.....

John W. Smith......

R. A. Toole...........

Thos. Dunn...........

David Barry..........

Edwin B. Male........

Fred Schmitt.........

Jacob Snell, Jr........

Wm. J. Swartz........

Carl Tuscher..........

C.    Henry Harrison

John F. Wickham.....

Martin Hunkley.......

Patrick J. Slavin......

Laborer Laborer Laborer Laborer Laborer Laborer Laborer | Laborer Lab Laborer Laborer Laborer Laborer Laborer Laborer.... Laborer Laborer Laborer Laborer Laborer.... 'Laborer.... Laborer.... Laborer.... Laborer Laborer Laborer Laborer Laborer Laborer Laborer... Laborer Laborer Laborer Laborer... Laborer.... Laborer.... Laborer.... iGage reader Gage reader Gage reader Gage reader Gage reader Gage reader Gage reader

■ .!• r

$2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day per day 2 00 per day| 2 00 per day 2 00 per day| 2 00 per day 2 00 per day 2 00 per day! 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 2 00 per day 6 00 per month 5 00 per month j 5 00 per month; 5 00 per month1 5 00 per month 5 00 per month 5 00 per month!

2 'HI

I—* I—* OIKMM    l—* t—‘ >—‘ I—*    ‘ ^

8888888888888888888888888888888888^888888888

to

jg

8888S8S88g88888888888888888g8cn83888888S88888

T—i HNHHHH HHHHHH i—I r—i t—I iQ r—I i—I HHHHHHHH HHH

Instruments, tools and appliances

Office rent.....................

Fuel and light.................

Stationery and printing..........

Postage.......................

Telephone and telegraph........

Miscellaneous..................

Incidental Expenses.

$167,635 58

to l-*

So I-¹

H- I—¹

t-* M W M W 4^ M OO CO to 03 to O* O 05ts5 05h-C0 0 05

18,762 50

NAME.

John P. Kelly.....

M. W. Wilbur.....

James E. Kelley...

Geo. T. Keith.....

D. D. Waldo......

Chas. M. Edwards. John S. Clancy.... Frank W. Bristow.

G. A. Ensign......

J. Seward Summers

J. H. Huber......

John Philo Kelly..

M. S. Smith.......

Wm. C. Perkins. .. Wilson G. Harger.

Geo. C. Mills......

A. L. Simmons James T. Schuyler.

Hall Gleason......

Smith 0. Heere. . . Martin A. Finch...

Joe R. Rogers.....

M. W. Williams. . .

Improvement of Public Highways.

Chapter 115. Laws of 1898, and amendatory laws. (From October 1,1908, to February 17,1909.)

Rank.

Rate of compensation.

Services. Travel.

Total.

Division engineer......

First resident engineer.

Resident engineer.....

Resident engineer.....

Resident engineer.....

First assistant engineer

Assistant engineer.....

Assistant engineer.....

Assistant engineer.....

Assistant engineer.....

Assistant engineer.....

Assistans engineer.....

Assistant engineer.....

Assistant engineer.....

Assistant engineer.....

Assistant engineer.....

Assistant engineer.....

Assistant engineer.....

Assistant engineer.....

Assistant engineer.....

Assistant engineer.....

Assistant engineer.....

Assistant engineer.....

Frank T. Townsend.... Assistant engineer.....

E. P. Strowger........Assistant engineer...

J. B. Barrett..........Leveler............

J. K. Browne.........Leveler............

A.    R. Erskine.........Leveler............

W. G. White..........Leveler............

W. T. Huber..........Leveler............

E. E. Kidder..........Leveler............

L. R. Barnes..........Leveler.............

W. H. Clawson........Leveler.............

L. A. MacSweeney......Inspector of highways

Geo. F. Poinan........Inspector of highways

C. H. Fosdick.........Inspector of highways

Thos. J. Love.........Inspector of highways

Geo. A. Wright........Inspector of highways

Chas. F. Swain........Inspector of highways

L. S. Webster.........Inspector of highways

John A. Harold.......Inspector of highways

Edward M. Poinan..... Inspector of highways

E. M. Secrist.........Inspector of highways

J. F. Hussey..........Inspector of highways

Chas. D. Wagar.......Inspector of highways

C. A. Rice............Inspector of highways

Harvey G. Eckler...... Inspector of highways.

R. B. Everts..........Inspector of highways

Glen E. Bates.........Inspector of highways

Jas. S. Douglass Jr.....Inspector of highways

Geo. W. Rogers.......Inspector of highways

H. B. Harrison........Inspector of highways

Edward P. Boyle......Inspector of highways

Alex. Gauthier........Inspector of highways

Grant A. Tibbals......Inspector of highways

H. G. McKelvey.......Draftsman..........

E. A. Bonney.........Draftsman..........

Tracy B. Smith.......Draftsman..........

B.    E. Moses...........Draftsman..........

C.    E. Elmendorf.......Draftsman..........

Thos. S. Bailey........Draftsman..........

C. W. Brown..........Draftsman..........

J. V. Hogan..........Draftsman..........

H. S. Brokaw.........Draftsman..........

Wm. J. Burns.........Tracer.............

Jos. W. Howe.........Rodman...........

C. M. Colony..........Rodman............

A. 0. Peabody........Rodman............

H. R. Holmes.........Rodman............

W. H. Ginnity........Rodman............

Philip B. Hoge........Rodman............

R. W. Heerlein........Rodman............

R. C. Georger.........Rodman............

Harry R. Tripp.......Rodman............

$300 00 per month 225 00 per month 200 00 per month 200 00 per month 200 00 per month 7 00 per day 6 00 per day 6 00 per day 6 00 per day 6 00 per day 6 00 per day 6 00 per day 6 00 per day 6 00 per day 6 00 per day 6 00 per day 6 00 per day 5 00 per day 5 00 per day 5 00 per day' 5 00 per day per day per day! 5 00 per day 5 00 per day 5 00 per day 5 00 per day; 5 00 per day; 4 50 per day; 4 50 per dayj 4 50 per day; 4 50 per day 4 50 per day ! 4 50 per day! 4 50 per day; 4 50 per dayj

4    50 per day! 3 50 per day 3 50 per dayj 3 50 per day 3 50 per day 3 50 per dayj 3 50 per day; 3 50 per day! 3 50 per dayj 3 50 per day

per day | 3 50 per day; 3 50 per day 3 50 per day 3 50 per day 3 50 per day 3 50 per day 3 50 per day

3    50 per day

5    00 per day 5 00 per day 5 00 per day 5 00 per day

4    00 per day 4 00 per day 4 00 per day 4 00 per day 4 00 per day

50 00 per month 4 00 per day 4 00 per day 3 50 per day 3 50 per day 3 50 per day 3 50 per day 3 50 per day 3 50 per day 3 50 per day

5 00

MU

50

8 o_8 8 0088S888S8808SSSS88SSS8888888888888gggggggggggggggggggg8888888!g888S8S

;tOOC§OWNOO tO CO CO ^ O CQ CO O Ttt t-'- CO wCOlNCI

11 34

781

i3 85

7 82

31 9t 10 80

1 13

31 65

CJ1

I—⁴ ~~-J CO CC-

05 t—‘ 00 to

OOMO

48 14

16 79

§SS8SS88£S888888o£gS8g88;8£8gggg82;8S8£8g8K3£8gg3888g§&g“^®28gg;g2gggS£$5g^£3

Improvement of Public Highways—(Concluded).

NAME.

Rank.

Rate of compensation.

Services. Travel.

Total.

Rodman.. Rodman.. Chainman Chainman

H. J. Simmelink Geo. Fuller....

D. T. Simpson. .

J. F. Webster...

Thos. E. McCarthy.... Chainman....

. Chainman....

. Chainman....

. Chainman....

. Financial clerk . Estimate clerk

. I Axeman......

. Axeman......

. [Axeman......

. Axeman......

. I Axeman......

. [Axeman......

. (Axeman......

. [Axeman......

. j Axeman......

. [Axeman......

. [Axeman......

. [Axeman......

. Axeman......

. [Axeman......

.[Axeman......

. [Axeman......

. Axeman.....

. [Axeman......

. Axeman......

. [Axeman......

. [Axeman......

. j Axeman......

. J Axeman......

. [Axeman......

. Axeman......

. [Axeman......

. | Axeman......

.! Axeman .....

. 'Axeman......

.! Axeman......

. Axeman......

. [Axeman......

. [Axeman......

. [Axeman......

. 'Axeman......

. [Axeman......

. [Axeman......

. [Axeman......

. Axeman......

. Axeman......

,. Laborer......

,. [Laborer......

.. [Laborer.....

.. [Laborer.....

,. Laborer.....

.. [Laborer.....

,. Laborer.....

.. I Laborer.....

,. Laborer.....

.. Laborer.....

.. Laborer.....

.. Laborer.....

W. N. Longworthy. . .

Jas. M. Wilson......

C. L. Go

Peter Sheridan...

A. B. Williams. ..

Geo. Davis......

R. B. Curry......

Hugh F. Lynch. .

L. R. Bickford...

W. H. Kingston..

E. M. Faller.....

H. A. Ingersoll...

A. F. Bechtold... Wm. J. Knauer. . .

Chas. Watson_____

Wm. E. McCarthy

H. R. Breese.....

A.W. Balliett. ...

T. J. Smith......

John A. Kelly.... Harry F. Remde. . Wm. Flattery.... John J. Mullen. .. Fred M. Douglass. Earle J. Trimble..

L. M. Waldner. .. Sherman A. Miller

E.    J. Fitzmartin.. Finla L. Jones. ..

Ray L. Kelly....

H.    W. Driher.... Roy S. Barton. .. Louis H. Brandt. .

F.    H. Carroll.....

I.    J. Brueckel....

E.    S. Collins.....

Thos. E. Plunket.

H. Archie Shafer.

F.    G. Hempel....

W. J. Ward......

R. A. Gross......

G.    J. Seemueller..

R. T. Dempsey... Fred Kimball....

J.    J. Kinney.....

0. W. Hard......

T. Reilly........

Albert C. Burke..

R. A. Toole......

Thos. Shanahan.. Jos. McLaughlin. Frank Murtaugh. Frank McMahon.

E. J. Hemeister..

Tim Driscoll.....

W. D. Heffernan. John Shine......

CO

lN3fcOls3ls5tOtOlsDlN3tOb3tObOtOb3ls5lN3fcObOls3b3tOtObOrsOlN5lNDtOfcOfcObObOlNObOl^tOlNDtOts3fOfcOls3ls3fcOtOtNDbOtOts5tOrsDbOlso3oil>3b3t^bOI^M

ggggggggggggggggS8888888888888888888S388888S8888SS83'S ggggggggg

g* §■ g- g- g- g- g- §■ §■ g* g* g- g- g- §■ g- g- g- g- g* g- g- g* g* g-g-g* g* §■ g- g- g* g- e- §* g* §- g- g* §■ §- §■ g* g- g- g- §■ §■ g- e- §■ §* a e- §■ e- pl'fl'l'f'

88838888888888888888888888888883888888888888888888888888888888

$35 73

8 98

24 70

3 55

2 70

1 42

75

3£8§5»t§8ifcS583Sfi8ii5i3<»aa8t!sg8isl§ss§;s!i£8§88l§§s®3§ss83S8SSss288lg:5sg3®ss

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Stationery and printing.

Livery.................

Fuel and light..........

Postage................

Office rent..............

Telephone and telegraph Miscellaneous...........

Incidental Expenses.

$35,809 86

$25 30 1,589 25 51 99 83 95 470 42 617 40 1,083 46

3,921 77

Total.

$39,731 63

NAME.

Chas. M. Edwards.....

M. S. Smith..........

E. P. Strowger........

Tracy B. Smith.......

E.    A. Bonney.........

Harry H. Tripp.......

F.    H. Carroll.........

F.    G. Kimball........

John Bartholomew....

G.    W. Purvey........

R. M. Wheeler........

A. C. Miller..........

Geo. E. Maynard......

Allen Street Bridge, Rochester.

Chapter 291, Laws of 1908.

Rank.

Rate of compensation.

Services.

Travel.

Total.

First assistant engineer.

Assistant engineer.....

Assistant engineer.....

Draftsman............

Draftsman............

Rodman..............

Axeman..............

Axeman..............

Bridge designer........

Bridge designer........

Bridge draftsman......

Bridge draftsman......

Bridge draftsman......

$7 00 per day 6 00 per day 5 00 per day 5 00 per day 5 00 per day 3 50 per day 2 00 per day 2 00 per day 175 00 per month 150 00 per month 110 00 per month 110 00 per month 110 00 per month

$427 00 654 00 595 00 590 00 130 00 182 00 156 00 26 00 325 73 67 74 540 00 110 00 42 58

$0 30

4 «.)()

2 20

$427 10 658 90 597 20 590 00 130 00 182 00 156 00 26 00 325 73 67 74 540 00 110 00 42 58

Telephone and telegraph Miscellaneous...........

Incidental Expenses.

$3,853 45

$2 45 90 70

93 15

Total..

$3,946 60

Lyell Avenue Bridge, Rochester.

Chapter 287, Laws of 1908.

NAME.

Rank.

Rate of compensation.

Services. Travel.

Total.

Chas. M. Edwards.....

E. P. Strowger........

John Bartholomew. . ..

A. G. Hayden........

E. G. Semon..........

G. M. Rraune.........

R. C. Bastress........

R. M. Wheeler........

G. E. Maynard........

W. P. Falkenstein.....

A. C. Miller...........

E.    E. Blake..........

C. P. Wiweke.........

W. S. Klos...........

J. L. Southworth......

Tracy B. Smith.......

Geo. L. Knott........

F.    H Carroll.........

Fred Kimball.........

First assistant engineer.

assistant engineer.....

Bridge designer.......

Bridge designer.......

Bridge designer.......

Bridge designer.......

Bridge designer.......

Bridge draftsman......

Bridge draftsman......

Bridge draftsmen......

Bridge draftsman......

Mechanical engineer.... Mechanical draftsman.. Mechanical draftsman.. Engineering draftsman.

Draftsman............

Tracer...............

Axeman..............

Axeman..............

5 00 per day ■ 175 00 per month 160 00 per month 125 00 per month 175 00 per month 150 00 per month 110 00 per month 110 00 per month 110 00 per month 100 00 per month 175 00 per month 75 00 per month 75 00 per month

4    00 per day

5    00 per day 50 00 per month

2 00 per day

2 00 per day

ggSgSoSSSgggiSggSggggg

$1 40

22 95

M

-u

8gggg3gg;3ggg2S25S23££S

Office rent.... Miscellaneous.

Incidental Expenses.

$3,782 60

$11 00

286 62

297 62

Total.

$4,080 22

NAME.

T. W. Barrally.. Frank T. Marsh.

A.    S. Whitbeck.

B.    L. G. Rees... Chas. R. Zorsch Tracy B. Smith. J. V Hogan Chas. H. Swain.

S. A. Miller.....

H. W. Paton. . . A. E. Williams.

NAME.

B. L. G. Rees....

E. J. Doyle......

Harold Levy.....

A. G. Hayden Geo. E. Maynard.

Leo. Freitag.....

J. Malcom Angus. John F. Blaise...

J. V. Hogan.....

R. J. Curran.....

NAME.

C. E. Elmendorf Glen E. Bates...

Surveys for State Court of Claims.

Chapter 568, Laws of 1907.

Rank.

Rate of compensation.

Services. Travel.

Total.

Division engineer. Assistant engineer Assistant engineer Assistant engineer

Draftsman.......

Draftsman.......

Draftsman.......

Inspector........

Axeman.........

Axeman.........

Axeman.........

$300 00 per month 6 00 per day 6 00 per day 5 00 per day

4    50 per day

5    00 per day 4 CC per day 3 50 per day 2 00 per day 2 00 per day 2 00 per day

$24 CO 36 00 55 00

3 40

OO OO

§88888

:: -H

1 70    111 70

....    28 CC

8 00

V CO

14 00

Georgia Street Bridge, Buffalo.

Chapter 452, Laws of 1909.

Rank.

R: te of compensation.

Services. Travel.

Total.

Assistant engineer.....

Assistant engineer.....

Bridge designer.........

Bridge designer.......

Bridge draftsman.......

Bridge draftsman.......

Bridge draftsman.......

Junior bridge draftsman

Draftsman.............

Tracer................

$5 00 per day 6 00 per day . 175 00 per month . 160 00 per month . 125 00 per month . 100 00 per month . 100 00 per month 75 00 per month 4 00 per day 75 00 per month

$28 98

CO o ^ O CO CO CO 05 <M t'- I

GCCOCOCO^rH    r-l

Dresden Boat Landing and Pier.

Chapter 266, Laws of 1908.

Rank.

Rate of compensation.

Services.

Travel.

Total.

Draftsman Inspector..

$4 00 per day 3 50 per day

$3 14

$3 14

6 94

Postage................

Telephone and telegraph Miscellaneous...........

Incidental Expenses.

$10 08

$0 16

35

81

Total

$10 89

Lighthouse, Keuka Lake Outlet.

Chapter 266, Laws of 1908.

NAME.

Rank.

Rate of compensation.

Services.

Travel.

Total.

H. G. McKelvey Glen E. Bates...

Draftsman Inspector..

$6 00 per day! 3 50 per dayl

$1 66| $1 66

2 21

2 21

Postage......

Miscellaneous,

Incidental Expenses.

S3 87

SO 20 50

70

Total

$4 57

Summary.

The foregoing tables are summarized as follows:

Ordinary Repairs to Canals.

Erie canal, chapter 465, Laws of 1908

$8,408 36

Construction of Barge Canal.

2 Construction of Barge canal, Erie canal, chapter 147, Laws of 1903

186,398 08

Improvement of Public Highways.

Improvement of public highways, chapter 115, Laws of 1898......

39,731 C3

Special Work.

4    Allen street bridge, Rochester, chapter 291, Laws of 1908. .

5    Lyell avenue bridge, Rochester, chapter 287, Laws of 1908

3,946 60 4,080 22

Special Surveys.

Surveys for State Court of Claims, chapter 568, Laws of 1907 Georgia street bridge, Buffalo, chapter 452, Laws of 1909. . . . Dresden boat landing and pier, chapter 266, Laws of 1908. . . : Lighthouse, Keuka lake outlet, chapter 266, Laws of 1908. . .

Total................................................

346 74 413 70 10 89 4 57

$243,340 79

Table of Contracts Completed on the Western Division During tile Fiscal Year Ended September

30, 1909.

Final

payment.

Contract

price.

Act.

Year.

Chapter.

Character of work.

Date of contract.

CONTRACTOR.

$31,336 64

$30,970 40!

1908 [

2S7

Lyell avenue bridge

Dec. 16, 1908

W. J. Burns Co

Table of Contracts-Completed on the Western Division During the Fiscal Year Ended September

30, 1909— (Continued).

Improvement of Public Highways.

Chapter 115, Laws of 1898, and amendatory laws.

(Computed between October 1, 1908, and February 17, 1909.)

Final

payment.

Contract

price.

Character of work.

Date of contract.

CONTRACTOR.

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Chili (section 1) road, No. 254, Monroe county.................

Chili (section 2) road, No. 255, Monroe county.................

Clover street (section 1) road, No. 294, Monroe county..........

Wellsburg road, No. 355, Chemung county.....................

Horseheads-Corning road, No. 358, Chemung county............

Clinton street (section 1) road, No. 371, Erie county............

Clinton street (section 2) road, No. 372, Erie county............

Goodrich road, No. 373, Erie county..........................

Five Corners-Kuckville (section 2) road, No. 387, Orleans county

Latta road, No. 399, Monroe county..........................

Buffalo (section 3) road, No. 402, Monroe county...............

Churchville-Riga road, No. 403, Monroe county.....:..........

Clover street (section 2) road, No. 474, Monroe county..........

West Bloomfield-Honeoye Falls road, No. 485, Ontario county. . .

North Collins-Lawton road, No. 524, Erie county...............

Lawton-Gowanda road, No. 525, Erie county.    ...............

Alden-Town line, Clinton street-Marilla road,    No. 529, Erie county. ..

Base Line-Grand Island    (section 1)    road,    No.    530, Erie county.......

Base Line-Grand Island    (section 2)    road,    No.    531, Erie county.......

Base Line-Grand Island    (section 3)    road,    No.    532, Erie county.......

Skinnersville-New Home Bridge road, No. 584, Erie county..........

Olean-Allegany (sections 1 and 2) road, No. 601, Cattaraugus county.

Mancester-Clifton Springs road, No. 607, Ontario county............

Phelps-Clifton Springs road, No. 608, Ontario county...............

Lewiston-Dickersonville road, No. 617, Niagara county.............

North Tonawanda-Sanborn road, No. 643, Niagara county..........

Falconer-Kennedy road, No. 698, Chautauqua county...............

Portville-Olean (section 2) road, No. 731, Cattaraugus county........

Big Flats-Gibson road, No. 742, Steuben county...................

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Frederick A. Brotsch............

Frederick A. Brotsch............

Monroe Roads Co...............

Bennett & Ryan................

Casey & Murray................

Gantz-Wilson Construction Co... . Gantz-Wiison Construction Co... .

Baldwin Construction Co........

Thomas Hucknell...............

Jeremiah T. Finch..............

Greece Construction Co..........

Rockefeller Brothers............

A. J. Rockwood................

Henry P. Burgard Co...........

Mosier & Summers..............

Stewart-Kerbaugh-Shanley Co... . Stewart-Kerbaugh-Shanley Co... . Stewart-Kerbaugh-Shanley Co.... Stewart-Kerbaugh-Shanley Co... . Stewart-Kerbaugh-Shanley Co... .

Henry P. Burgard Co...........

Gantz-Wilson Construction Co... . Gantz-Wiison Construction Co.... Gantz-Wilson Construction Co... . Stewart-Kerbaugh-Shanley Co... . Stewart-Kerbaugh-Shanley Co... .

E. M. Love & Son..............

Star Construction Co............

Bradley & Nolan...............

Payments to September 30, 1909.

$17,842 50

Table of Contracts Pending on the Western Division, September 30, 1909.

Contract

price.

$26,708 40

Engineer’s

preliminary

estimate.

$30,703 00

Act.

Year.

Chapter.

Character of work.

Date of contract.

CONTRACTOR.

1908

291

Allen street bridge, Rochester

Jan. 15, 1909

William T. McKibben Co

Table of Contracts Pending on the Western Division, September 30, 1909 — (Continued).

Construction of Barge Canal.

Chapter 147, Laws of 1903, and amendatory laws.

Payments to September , 30, 1909.

Contract price, as affected by alterations.

Engineer’s

preliminary

estimate.

Character of work.

Date of contract.

CONTRACTOR.

$766,057 54 99,080 00

296,082 00

284,208 05

14,199 28

122,274 00

81,369 00 106,650 00

475,576 87

73,152 00

199,755 00

157,828 50

$1,026,549 80 27,302 45

760,752 38

891,401 16

1,887,036 00 16,869 90

81,381,662 50 28,662 SO

724,014 00

1,038,245 00

2,166,600 00 20,131 25

Contract No. 6, Erie canal — Buffalo road, southwest

of Rochester, to near South Greece...............

Contract No. 7, Erie canal-—Bridge on Contract No. 6 Contract No 9, Erie canal — Eagle Harbor to Beal’s bridge.........................................

2,166,298 00

281,330 00 1,273,071 35

1,402,076 28

1,047,994 00

1,288,830 12

750,685 50!

2,516,743 00

383,190 00 1,434,148 00

1,267,301 00

1,000,219 00

1,207,930 00

751,039 00

Contract No. 19, Erie canal — Sulphur Springs guard-

lock to Ellicott creek...........r................

Contract No. 23, Erie canal — Kings Bend to Genesee

river..........................................

Contract No. 38, Erie canal — Wapping’s bridge......

Contract No. 40, Erie canal — Locks at Lockport to

Sulphur Springs guard-lock......................

Contract No. 41, Erie canal — Irondequoit creek crossing ...........................................

Contract No. 47, Erie canal — Town .of Galen to Lyons. i Contract No. 60, Erie canal — Near South Greece tol

near Adams Basin bridge........................i

Contract No. 61, Erie canal — Near Adams Basin to

Monroe-Orleans county line......................

Contract No. 64, Erie canal — Near Prospect street

bridge, Medina, to near Gasport bridge............

Contract No. 66, Erie canal — Near Gasport bridge to locks at Lockport.........................

near

May 3, 1905

Aug. 10, 1906 Mar. 18, 1908

Nov. 26, 1906

July 13, 1909

Jan. 11, 1909

Nov. 27, 1908

Dec. 5, 1908

Nov. 30, 1908 Aug. 6, 1908

Oct. 13, 1908

Aug. 6, 1908

Sept. 22, 1908

F. A. Maselli

Groton Bridge Co..............

Thos. Crimmins Contracting Co..

Great Lakes Construction Co....

Millard & Lupton Co...........

Henry Tosh & Son.............

United Engineering and Contracting Co......................

Butler Bros. Construction Co....

Crowell-Sherman-Stalter Co.....

Empire Engineering Corporation.

Cleveland & Sons Co...........

Empire Engineering Corporation.

Empire Engineering Corporation.

Report to the Senate by the State Engineer on the Proposition to Increase the Cayuga and Seneca Canal to Barge Canal Dimensions

Report of the Cayuga and Seneca Canal Survey, under Chapter 433, Laws of 1909

Report to the Senate by the State Engineer on the Proposition to Increase the Cayuga and Seneca Canal to Barge Canal Dimensions.

State of Hew York,

Office of tile State Engineer and Surveyor,

Albany, March 27, 1909.

To the Honorable, The Senate of the State of New York:

I have the honor to submit herewith my report in accordance with the following resolution of the Senate, dated February 4,1909 :

“ Whereas, The State Superintendent of Public Works, Honorable F. C. Stevens, in his annual report just submitted to the Legislature, has called attention to the advantage and importance of improving the outlets of Cayuga and Seneca lakes, rendering these lakes and their outlets a part of the Barge canal system, and has pointed to the fact that such a project is rendered the more easy of accomplishment by reason of the change in alignment already made in the improved Erie canal as authorized by Chapter 710 of the Laws of 1907; and

Whereas, The Superintendent of Public Works has recommended definite and favorable action looking to the authorization of such improvement, Therefore, be it

Resolved, That the Superintendent of Public Works and the State Engineer and Surveyor be, and they hereby are requested to furnish the Senate at as early a date as is possible such information and such specific data as can be provided by them bearing upon the probable cost of construction, including land damages, and bearing also on the length of time which would be consumed in making such improvement, as will enable this body to make an intelligent study of the whole question; and any and all information which they may be pleased to and are able to furnish and which will assist this body in its decision as to what steps, if any, shall be taken for carrying out the recommendations of the Superintendent of Public Works and for authorizing the; actual inauguration of such improvement,”

[243]

The limited time at my disposal has rendered it impossible to make accurate surveys and in arriving at the conclusions which I herewith present, I have made use of such data as I find on file in my office, supplemented by a few hurried surveys and soundings for rock and personal examinations by members of this department.

The proposition naturally divides itself into two parts:

First—That of connecting Cayuga lake with the Barge canal system in process of construction between Buffalo and the Hudson river.

Second — That of connecting Seneca lake with the same system.

I find that in April, 1906, Hon. Henry A. Van Alstyne, State Engineer and Surveyor, in accordance with Chapter 700 of the Laws of 1905, made a survey and completed plans and estimate of cost for extending the Barge canal, as then projected, from a point near Fox Ridge to deep water in Cayuga lake. In 1907 by Chapter 710 the route of the Barge canal was changed so that from Fox Ridge westward it followed the Seneca river to the mouth of the Clyde river, bringing it about five miles nearer the foot of Cayuga lake than was contemplated in the route as laid down by Chapter 147 of the Laws of 1903.

In presenting, therefore, my estimate of cost for the Cayuga canal I have made use of the maps, plans and estimate prepared by Mr. Van Alstyne, from a point on the present Barge canal location near the Montezuma aqueduct to deep water in Cayuga lake.

!STo extended survey has, up to the present time, been made looking toward the construction of a canal of Barge canal dimensions connecting Seneca lake with the improved canal system. The present Seneca canal extends from Geneva around the foot of Seneca lake, thence following the course of the Seneca river to a junction with the Cayuga canal near Mud Lock at the foot of Cayuga lake. For a part of this distance the Seneca river has been canalized and the remainder of the canal is in artificial channels. The improvement of this canal involves considerable difficulties and in the absence of opportunity for making definite studies of the various situations to be encountered, my estimate at the best can be regarded as only approximate.

From the best information at my disposal I have attempted to determine as nearly as possible the probable amount of work of various classes involved in this construction, and have estimated costs based on similar or nearly similar work as closely as can be determined, which has been contracted for on the line of the present Barge canal improvement. In preparing my estimate, I have had in mind at all times the building of a canal in keeping, in every essential respect, with the type of canal now in process of construction between Buffalo and the Hudson river, believing that it would be a serious error to sacrifice on the Cayuga-Seneca canal, for the sake of economy, the standards of limit of curvature, directness of alignment and stability and completeness of construction established by this department for the Barge canal. I believe that my estimate is sufficient to cover all reasonable contingencies and it could undoubtedly be somewhat reduced if it could be definitely known that the policy of the State authorities would be to close the existing canal for at least one season during the construction of a new channel, and if the materials to be excavated shall be found on further investigation to be susceptible of handling more economically than the necessarily incomplete information which I have at hand indicates. Only a careful investigation by borings can accurately determine this latter point.

The dimensions of the prism and various structures provided by my estimate for the Cayuga and Seneca canals are based on the standards for corresponding construction now employed on the Barge canal. Working under such standards, I have estimated various sections of the canal prism to have a minimum depth of twelve feet of water, and widths as follows:

Bottom width

From the Barge canal near the Montezuma aqueduct to

100 ft. 75 ft. 75 ft.

minimum

Cayuga lake.................

minimum

75 ft.

Along the east shore of Cayuga lake From east shore of Cayuga lake to deep water in the lake From the Seneca river at the foot of Cayuga lake to proposed lock near the foot of the Seneca river gorge just west of the bridge of the 1ST. Y. C. R. R., Auburn branch

75 ft. 94 ft.

From foot of Seneca river gorge to Seneca lake, excepting where vertical wall is used...................

Sections between vertical walls.....................

All locks to be of the standard Barge canal type, having the following interior dimensions:

45 ft. 328 ft.

Width of chamber.........

Length between hollow quoins

The location and lifts of the various locks to be as follows:

On Cayuga canal between Barge canal and deep water in Cayuga

lake.

(1) Lock at foot of Cayuga lake, lift 7^/2 ft.

On Seneca canal between foot of Cayuga lake and Seneca lake.

(1)    Lock near New York Central railroad bridge, lift 19 ft.

(2)    Lock near the Rumsey Pump Works, Seneca Falls, lift

9% ft.

(3)    Lock west of Ovid street, Seneca Falls, lift 28 ft.

(4)    Lock combining present locks at Waterloo, lift 14.28 ft.

(5)    Guard-lock at foot of Seneca lake.

I have included in my estimate the probable cost of regulating works to be built at the foot of Cayuga lake for maintaining the elevation of the water in that lake between certain limits, the existing regulating works at the foot of Seneca lake to be retained and a new guard-lock of the same dimensions as similar locks on the Barge canal to be built at that point. As it is not contemplated that boats on these proposed improved canals will be propelled by animal power, no provision has been made for a towing-path.

Owing to the heavy cost which would be entailed in reconstructing the existing land-line canal, extending from the head of the Seneca river around the foot of Seneca lake, I do not think that such reconstruction is warranted, and propose that boats enter Seneca lake directly from the canal at the head of the Seneca river, from which point it will be practicable to reach any point on the lake, including the harbor at Geneva, and this change from the present canal line will entail no difficulty upon boatmen inasmuch as methods of propulsion applicable to the new form of canal would as readily be operative upon the lake.

Provision has been made in the estimate for extending the present breakwater at the head of Seneca river so as to form an ample harbor.

6,528,233

Total

An effort lias been made to determine the probable cost of the land to be taken for the proposed enlargement and of the probable property damages due to such enlargement, and this has been included in my estimate. It is, however, practically impossible to determine with any degree of accuracy just what such damages may amount to, owing to peculiar conditions existing on some sections of the present canal.

Estimate of cost for constructing proposed canal from near Montezuma aqueduct to deep water in Cayuga lake, a distance of 10.8 miles:

1.    Clearing ....

2.    All excavation

$800

845,140

3. Locks, spillways, retaining walls, controlling works, etc..........

4.    Bridges......................

5.    Appropriated lands and damages. .

446,540

58,812

10,0-50

$1,361,342

Add 15 per cent for engineering and contingencies ......

204,201

$1,565,543

Estimate of cost for constructing proposed canal from near Mud Lock at the foot of Cayuga lake via Seneca river to deep water in Seneca lake, a distance of 13.7 miles:

1.    Clearing.....................

2.    All excavation................

3.    Locks, spillways, retaining walls,

controlling works, etc..........

4.    Bridges......................

5.    Appropriated lands and damages. .

6.    Maintaining navigation.........

$20,000

2,376,9125

1,944,800

600,000

715,000

20,000

$5,676,725

Add 15 per cent for engineering and contingencies........

854,50*8

$8,093,776

It is estimated that the proposed Cayuga canal could be completed in three years from the date of beginning construction, and that both canals could be completed within five years of such date.

In order to make surveys and borings from which detailed plans and accurate estimates may be prepared, including contract drawings for such portions of the work as would require to be advertised first, I would recommend that $4-0,000 be appropriated. This preliminary work would require one year for completion.

I would add that recent examinations have led me to believe

that there may be an alternative route providing for an outlet from Seneca lake to a junction with the Barge canal which might be constructed at a less expense than would be involved in canalizing the present Seneca river to Barge canal dimensions, but accurate surveys will be required to definitely determine whether such a line may be found.

Respectfully submitted,

FRANK M. WILLIAMS, State Engineer and Surveyor.

Report of the Cayuga and Seneca Canal Survey.

Albany, N. Y., October 1, 1909. Hon. Frank M. Williams, State Engineer and Surveyor, Albany, N. Y.:

Dear Sir.— The following is a report of the work done on the surveys, plans and estimates to October 1, 1909, for the proposed improvement of the C'ayuga and Seneca canal:

Chapter 433 of the laws of 1909 provided “ for the State Engineer and Surveyor, for detailed survey, estimate and plans, so far as may be necessary for improving the outlets of Cayuga and Seneca lakes so as to render said lakes and their outlets a part of the Barge canal system of the State, the sum of twenty thousand dollars ($20,000.00.)”

Immediately after this act had become a law, about June 1, 1909, a field force was organized with headquarters at Seneca Falls and preliminary surveys and investigations were started, covering the routes called for by Chapter 391, Laws of 1909, entitled —“ An act making provision for issuing bonds to the amount of not to exceed seven million dollars for the improvement of the Cayuga and Seneca canals, and providing for a submission of the same to the people to be voted upon at the general election to be held in the year nineteen hundred and nine.”

The routes outlined in the above act were as follows:

“ The route of the Cayuga canal shall be as follows: Beginning at or near the point where the canal, authorized by Chapter 147 of the Laws of 1903, as amended by Chapter 508 of the Laws of 190'8, leaves the Seneca river to follow the course of the Clyde river; thence following the valley of the Seneca river to deep w⁷ater in Cayuga lake; thence through Cayuga lake to Cayuga lake inlet at Ithaca.

“ The route of the Seneca canal shall be as follows: The junction of the Seneca canal with Cayuga canal shall be at such point as may be determined by the Canal Board after surveys of the

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routes of such proposed canals shall have been made by the State Engineer and submitted to the Canal Board; and from such junction with the Cayuga canal, the Seneca canal shall follow approximately the line of the present Seneca canal in this westerly direction to the present Seneca lake controlling works ; thence into and through Seneca lake to Watkins; providing, that in the event the Canal Board shall determine, after surveys have been made by the State Engineer and submitted to the Canal Board, that a divergent route from the foot of Seneca lake at Geneva northerly, connecting the Seneca lake with the Barge Canal at Lyons, or at some point east of Lyons, is more practicable and economical, such divergent route for the Seneca canal shall be chosen, and the Seneca canal constructed along such divergent route.”

Cayuga Canal from Barge Canal at Montezuma to Cayuga

Lane.

A survey of this route was made under Chapter 700 of the Laws of 1905 and it was not deemed necessary at this time to make any further surveys along this route, but it was determined to utilize the former surveys and maps in completing plans and estimates for this canal between the above points.

Seneca River Route.

East and West Line.

A survey for this line was tied onto the old survey for the Cayuga canal near Mud Lock and a taped base line was first run along the present towpath of the Seneca canal from Mud Lock to the outlet of Seneca lake near the controlling works, a distance of

13.5 miles. A line of levels was next run between these points and permanent bench-marks established about a cpiarter of a mile apart. A stadia survey was then made covering the entire valley of the Seneca river between Dumont bridge and Seneca lake and soundings in Seneca river and canal were taken along this line at intervals of 100 feet. This practically completes the survey work on the east and west line with the exception of the line between the so-called Eree Bridge over the Seneca river and the Dumont bridge, a distance of 1.9 miles. There also remains to be done certain work in connection with the various structures on this line and one or two proposed side lines, or changes of location.

Wash-drill and rock-drill borings are now being made at the various lock sites and it is proposed later to make both wash-drill and drive-rod soundings along the prism of the canal, to determine the character of material and elevation of rock.

North and South Line.

This route begins at the northern end of Seneca Lake at Geneva, crossing the New York Central railroad tracks east of the railroad station and extending in a northerly direction to a point about one-half mile west of the West Junius railroad station, thence following along the east side of the valley of the Canandaigua outlet for about three miles. From this point two routes are to be surveyed, the first running northeast toward the Pennsylvania Division of the New York Central railroad and crossing it about one-fourth mile south of the Wayne-Ontario county line, thence running north along Pond brook and joining the main line of the Barge canal near Creager’s bridge on contract No. 47. The second route follows along the Canadaigua outlet through the village of Alloway and joins the main line of the Barge canal in the village of Lyons.

At the present time the field work on the north and south line is about one-third completed and the topography is being taken by stadia. Wash-drill borings are also being made at various points along this line.

Gagings.

Nine river gaging stations were established along the Seneca river and the Cayuga and Seneca lakes early in the summer. These gages are being read twice daily and at Seneca Falls and Waterloo weekly readings are being taken on the wTater-surface at the upper and lower limits of each water power.

Office Work.

A field office was established in Seneca Falls in June at the time the surveys were started and the notes are being computed and checked and the maps and profiles made in this office. The topography is being plotted on standard Barge canal sheets to a scale of 100 feet to the inch with 2-foot contours. Cross-sections are being completed and it is the intention to complete all preliminary maps in this office and later forward them to the Albany office where the estimates and plans will be made. This field work has been in immediate charge of L. S. Hulburd, Assistant Engineer. It is expected that most of the field work will be completed about January 1, 1910, and a comparative estimate of the cost of of the different routes will probably be completed by February 15, 1910.

Respectfully submitted,

H. W. DeGRAFF,

Deputy State Engineer.

Report of Tests

Report of the Land Bureau

Report of the Bureau of Bridges

Report of Tests of Concrete Arches — Models of the Medina Aqueduct

REPORT OF TESTS.

Testing Laboratory —- State Hall.

Albany, N. Y., October 1, 1909. Hon. Frank M. Williams, Stale Engineer and Surveyor:

Sir.-— I have the honor to submit the following report of the work of the testing laboratory of your Department for the fiscal year ended September 30, 1909.

The work of the year has been more than simply routine, for, besides the regular testing of cements, the scope of the laboratory has been extended and tests are now being made of sand as well as cements. Many special tests of considerable variety have made the work of particular interest and value. The inspection of cement at the mills has greatly increased the work of the bureau.

Cement Tests.

The routine work of testing cement has been largely increased during the past year because of the greater amount of work being done upon the Barge canal and upon the public highways. The transfer of highway work to the Highway Commission resulted in the Commission placing the necessary number of men in this laboratory to make the tests on cement proposed for use on the highways. The supervision of their work was left with the undersigned. The work done also includes, as for several years past, a large number of tests- made for work under the direction of the State Architect. Although the laboratory has been enlarged several times, the work at times required the full capacity of the laboratory, especially when field work was in full swing during the summer months.

During the past year there have been submitted to this laboratory for tests 971 lots of cement samples, consisting of a total of 16,456 samples. Of the total number ot samples tested, 10,668, or 64.8 per cent, were for the Barge canal; 1,888, or 11.5 per

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cent, were for public highways; and 3,900, or 23.7 per cent, were for the State Architect.

The inspection of cement at the mill permits the taking of a smaller proportion of samples to the number of barrels represented. The total number of barrels of cement tested was 662,126. Most of the cement for the Barge canal was sampled at the mill and 88 per cent of this amount, or 584,651 barrels, were for the canal work. Fifty-four per cent of all the cement tested was made in Few York state.

Each sample submitted, mixed in the proportion of one part cement to three parts standard quartz sand, was tested for tensile strength at the ends of 7 and 28 days. In addition to the tests for tensile strength, each lot of samples was given tests for fineness of grinding, for initial and hard sets, and for soundness by means of the steam tests, the normal-water test and the normal-air test. Frequently the cements are completely analyzed and are especially checked for sulphuric anhydride (S 0₃) and magnesia (Mg 0).

Of the cement tested all was Portland cement, except 300 barrels of natural cement. The brands represented by the samples received are about the same as heretofore and consist of 24 American Portland and 2 American natural. Of the brands, 7 were manufactured in Few York, 15 in Pennsylvania, and 3 in Yew Jersey. Two brands of white Portland cement were tested.

During the year 79 series of special tests were made. For these about 1,600 briquettes were made, including 1,424 briquettes which were tested to obtain the results of the various sands with cement. The other tests include several short and long period tests.

A brief description of the method used in making the tests in this laboratory will probably make the results of the tests much better understood as well as more easily comparable with the results obtained in other testing laboratories. The method is practically the same as that recommended by the American Society of Civil Engineers. It is as follows:

Sampling.—After the cement proposed to be used upon any contract work of the State has been delivered and well stored, the engineer in charge, or his representative, takes one sample from every tenth barrel of cement or from the equivalent of the tenth

to

barrel when packed in sacks. Each sample is placed in a double envelope-bag upon which is printed such matter as when tilled in by the person taking the sample will give the sample number, brand of cement, date of sampling and work upon which the cement is to be used. About twenty ounces of cement are taken for each sample. The samples are packed firmly and dry in wooden boxes and are then sent by express to this laboratory. Upon receipt here a portion of every sample is taken and these portions are thoroughly mixed into a large general sample. From this mixed sample is taken the cement used in making the tests of fineness, setting qualities, soundness, specific gravity and analysis.

Fineness.— The tests for fineness consist of drying the sample and then weighing on a scale capable of weighing to one ten-thousandth part of a pound a certain amount of the cement. This is carefully sieved through standard sieves of 2,500 and 10,000 meshes to the square inch. The sieving is done by means of a mechanical sifter operated by electricity, but all tests are completed by hand sifting. The residue is weighed and the percentages thus obtained. Ninety-nine per cent of the cement must pass the 2,500-mesh sieve and 92 per cent must pass the 10,000-mesh sieve.

Setting qualities.— From the mixed sample enough is also taken to make a ball of paste for the mould of the Vicat apparatus and for 3 neat pats. This is mixed up into a paste of normal consistency by adding from 18 to 25 per cent, by weight, of water to Portland cements and from 28 to 33 per cent to natural cements. After being thoroughly troweled this paste is moulded into a ball and pressed into the inverted mould and the paste struck off even with the bottom of the mould. It is then turned over and the top struck off even. This is then placed in the moist-air cabinet and tested from time to time by the Vicat needle. To be accepted, Portland cement must not take an initial set in less than 30 minutes or natural cements in less than 20 minutes ; Portland cements must not take a hard set in less than an hour or require more than 10 hours to get hard set; natural cements must not take a hard set in less than 30 minutes or require more than 3 hours. The time is estimated from the moment of adding the water to the cement.

Soundness.— That cement paste which is left from the above test is moulded into 3 pats on glass plates about 3 inches by 4 inches in size. These pats are about one-half inch thick in the center and are drawn out to thin edges. As soon as made, the neat pats are placed in a moist-air cabinet and allowed to take their set. When the pats have hardened for 24 hours one is put in the steam of water at 212 degrees Fahr. for 5 hours. This is the “ accelerated ” or “ hot-water ” test; and if the pat, after being in the steam for 5 hours, shows no sign of blowing or cracking, it is reported as “ good.” The other pats are given normal-air and water tests by being kept respectively in air and water maintained at from 60 to 70 degrees Fahr.

Tensile strength — Mortar.—'For the tests for tensile strength, each sample is gaged separately with its proper proportion of standard crushed quartz sand, 1 part of cement to 3 parts of sand, parts by weight. As each sample is thus gaged it is put into a small pan and each is kept in the order of its number, so that the samples will not lose their identity. Each separate sample of cement and sand is thoroughly mixed dry and then from 9 to 11 per cent by weight of water is added to Portland cements and from 10 to 13% per cent by weight to natural cements. The percentage used is such as will give a stiff mortar, which will show up water when the trowel is drawn heavily over it. This mortar is thoroughly troweled and is then put into the moulds.

Briquettes.— The mould, which is of brass and of the standard form recommended by the American Society of Civil Engineers, is first filled with loose mortar and this is carefully compacted by

pressing down with the thumbs protected by rubber gloves. More loose mortar is placed in the mould and is pressed down as before.

This makes about three-quarters inch of mortar in the mould, having been placed in about three-eighths-inch layers. The top layer is placed by striking a further addition of loose mortar with the back of the trowel. The briquette is then struck off even with the top of the mould. Two briquettes are made from each sample.

placed in the moist-air cabinet, care being

Treatment.-—As soon as made, the briquettes are placed upon plates of glass and are taken to keep them in their order so as to still retain their

identity. After the mortar has hardened, the briquettes are removed from the moulds and replaced in cabinet. Twenty-four hours after gaging they are marked with a number which is given to each briquette consecutively as each is made, and are immersed and kept in water maintained at a temperature of about 60 to 70 degrees Fahr.

Breaking.— On the seventh day after gaging, the first test for tensile strength is given, and 21 days later, or on the 28th day after gaging, the second briquette of each sample is broken for tensile strength. Three improved Fairbanks cement testing machines are used to obtain these results. All the operations are so conducted that there is perfect uniformity in the treatment of all the samples.

Strength.—Portland cements, mixed as described, must show an average of at least 150 pounds per square inch in tensile strength in 7 days and an average of at least 240 pounds per square inch in 28 days. Natural cements, mixed as described, must show a tensile strength of an average of at least 40 pounds per square inch in 7 days and an average of at least 100 pounds per square inch in 28 days.

Neat briquettes.—»Tests for tensile strength of neat briquettes are seldom made, as the practice of this Department is to place the greater dependence upon the mortar test. Whenever they are made, however, they are made and treated in a manner similar to that given mortar briquettes, excepting, of course, that a greater percentage of water is used — usually being about 1 per cent less than that used in gaging for the neat pats of that particular lot or brand. Neat briquettes of Portland cement, so made, must show an average of at least 500 pounds per square inch in tensile strength in 7 days; and neat briquettes of natural cement, similarly made, must show an average of at least 150 pounds per square inch in tensile strength in 7 days.

Analysis.— The method of analysis used in examination of cements is that recommended by the committee of the New York Section--Society for Chemical Industry.

Specific gravity.— The tests for specific gravity are made as suggested by the American Society of Civil Engineers — the Le Chatelier apparatus being used as recommended.

Acceptance.— At the end of the 7-day tests, all results obtained on tests of samples of cement proposed for use on Barge canal work are reported to Mr. William B. Landreth, Special Deputy State Engineer, and, if thought best, are held for the 28-day tests, the lots being accepted or rejected according as the results show that the cement passes or fails in the tests. The reports of all tests of cement for all other work (except Barge canal and highway work) are submitted to Mr. H. W. DeGrraff, Deputy State Engineer. All reports of tests for the Highway Commission are made to the Engineer in charge of the Bureau of Research.

0'ur method of testing each sample separately for tensile strength has proven very satisfactory; in fact, by means of it, much poor cement has been discovered which would have stood the tests had all of the samples of the lot been blended. This method, however, makes necessary a larger equipment and a more complete system of operation than is necessary under the general method of testing a blended sample. Although the laboratory was enlarged during the past year, a further enlargement will probably be needed within another year. The effort, however, is made to maintain as complete a laboratory with as little expense as possible ; but it is hoped that the laboratory and its results will be so complete as to be placed by experts as being among the best in the

country.

The specifications for cement follow closely those recommended by the American Society for Testing Materials —varying from them only in some minor details.

so, an

way.

ing of these samples the “ run of the product.” As soon as the samples are

Mill inspection.— In addition to the regular method of sampling, as already described in this report, it has been found advisable to sample cement proposed for use on the Barge canal, at the various mills. When there is enough cement to warrant doing inspector is sent to a cement mill to sample cement and inspect shipments. The method of carrying on this work is as follows : The inspector takes samples from the various parts of the bin; each sample is shipped to the Testing Laboratory at Albany by the same method as described and also is tested in the same The endeavor is to obtain from the sampling and the test-

taken the inspector places the bin of cement under

the seal of this Department and the bin so sealed that no cement can he added to or taken from the bin without the breaking of the seal. When the results of the tests have been secured, the reports are made in the usual way, and then, if the cement is accepted, the bin of cement is assigned to the contract which may have placed an order for the cement. When the contractor needs cement, the inspector at the mill breaks the seal on the bin, inspects the loading of the car or cars, seals these with the Department seal and then reseals the bin of cement. A notice of shipment is forwarded to the laboratory and the resident engineer in charge of the contract to which the cement has been assigned. When the car or cars arrive on the work, the seal of the Department must be broken by the resident engineer or his representative, otherwise the lot of cement must be sampled and tested in the usual way.

This work of inspection has added considerably to the work of the Testing Laboratory, as an average of five inspectors are continually at this work and it is all done through the laboratory.

Sand Tests.

The importance of thorough examination and tests of the sands proposed for use on the Barge canal has been practically demonstrated. Seventy-five samples of sand have been tested along the lines of tests established during the previous year. These tests are as follows: The sands are examined under the microscope for those elements that give the sand its characteristics. The other tests are for voids, loam, fineness, or grading, and tensile strength with cement. The latter are made from the sand in its natural condition and also washed; and the cement is a “ standard ” cement, made by mixing together in the laboratory several brands of cement which run nearly alike in the regular tests. All tests for tensile strength cover at least 28 days, but many longtime tests are being carried.

The “ testing of sand ” also includes the testing and examination of substitutes for sand, such as screenings and iron ore tailings. Several extended tests of these latter materials have been made.

Other Tests.

In February, 1909, the stone testing was taken charge of by the Highway Commission, when that Commission took over the highway work from the Department of the State Engineer and Surveyor.

Many miscellaneous tests have been conducted in the laboratory. Hot the least of these has been a series of tests on concrete cubes, prisms and arches, which has been started and which will be completed in the coming year. Tests and examination of water, wood preservatives, water-proofing and other miscellaneous materials have been made. Laboratory examinations have been aided by inspection on the work, where questions concerning concrete and other materials have arisen. In conclusion it should be stated that not only has the work greatly increased, but the field of the work has also increased.

Respectfully submitted,

RUSSELL S. GREEHMAH,

Resident Engineer in charge of Tests.

Report of the Land Bureau of the State Engineer’s

Department.

Albany, October 1, 1909.

Hon. Frank M. Williams, State Engineer and Surveyor:

Sir.— I have the honor to present herewith a report on the various matters pertaining to the Land Bureau of your Department for the fiscal year ended September 30, 1909.

The Commissioners of the Land Office have applications for grants of land under water which are referred to this Department for examination and report; as are also a large number of miscellaneous matters relating to State lands. These matters require careful inspection and naturally consume a great deal of time.

The maps are examined to determine their correctness and proper form, both from an engineering standpoint and to insure their conformity to the rules and regulations of the Land Office.

In some cases it is also necessary to visit and inspect the locations of the proposed grants to decide as to the advisability of making the grants on the lines of the application, or, if necessary, to have them modified.

It is also at times deemed advisable to deny some of these applications on account of interference with navigation or with the rights of the public.

Some applications were contested or had remonstrances filed against them, and hearings have been necessary to determine the rights of the several interested parties and report the outcome to the Commissioners of the Land Office.

There have been made in this Department, for the use of the State Engineer and Surveyor and the Commissioners of the Land Office, maps showing the lands under water granted by the Commissioners adjacent to the shores of Albany, Columbia, Clinton, Dutchess, Erie, Greene, Jefferson, Kings, Nassau,, Niagara, Onondaga, Orange, Otsego, Queens, Rensselaer, Richmond, Rockland, Suffolk, Ulster and Westchester counties. These maps are brought up to date and are of great value for reference in adjusting land grants. It is desirable that the maps of all sections of the State should be kept up to date in like manner, but through lack of funds this has not been possible.

Thirty-five applications for grants of land under water were considered by this Department during the year. One was for commerce, two for railroad purposes and the remainder for restricted beneficial enjoyment. The lands were in the following counties: Albany, Cayuga, Dutchess, Erie, Greene, Nassau, Otsego, Putnam, Queens, Richmond, Rockland, St. Lawrence, Seneca, Suffolk, Ulster and Westchester.

The State Engineer and Surveyor has sold at public auction all of those unappropriated lands of the State which have been ordered to be sold by the Commissioners of the Land Office.

The records of the office show that there were held during the year seventeen public auctions, at which thirty-one parcels of land were sold. The sum of $18,441.50 was realized therefrom.

Of these lands twenty-two parcels were acquired through the Comptroller’s tax sales, eight from foreclosures of loan mortgages and one from abandoned canal lands. The lands are located in the following counties: Albany, Essex, Herkimer, Kings, Ontario, Richmond, Rockland, Westchester and Wyoming.

There has been the usual amount of correspondence and answering of inquiries from surveyors, lawyers and others on matters pertaining to the original maps and descriptions of the Colonial and early State surveys filed in this office. The answering of such inquiries often requires much time and study, as there are frequently more than one survey of the same land made at different times by various surveyors, and none should be overlooked. These maps become more valuable as time passes; and as a large part of them are very old and describe lines of tracts of land which have become, in many instances, the boundaries of towns and counties, the value of those records becomes still greater.

For better preserving these records they have been rearranged, placed in bound volumes and indexed for convenience of refer-

That it is the proper method for the caro of those valuable papers, and that it affords greater facility for finding particular papers with the certainty that none have been overlooked, has already been fully demonstrated.

ence.

Respectfully,

MERRITT BECKHAM, Jr., Assistant Engineer in Charge of Land Bureau.

Albany, 1ST. Y., October 1, 1900. Hon. Frank M. Williams, State Engineer and Surveyor:

Sir.— I have the honor to report as follows for the fiscal year ended September 30, 1909:

On October 1, 1908, the total force of this Bureau consisted of 43 men. During the year there has been a gain of 5 and a loss of 18, making the present total force 30. The force now consists of the Chief Bridge Designer, Assistant Chief Bridge Designer, 13 Bridge Designers, 1 Assistant Engineer, 1 Mechanical Engineer, 2 Mechanical Draftsmen, 5 Bridge Draftsmen, 2 Junior Bridge Draftsmen, 1 Engineering Draftsman, 2 Tracers and 1 Office Assistant.

More than 90 per cent of the work in this Bureau during the past year has consisted in the preparation of plans, specifications and estimates of cost for structures to be built in connection with the improvement of the canals as authorized by chapter 147, Laws of 1903. The work done includes plans for some 40 highway bridge superstructures and 20 substructures of the improved type described in my last annual report; also lock-gates, needle-dams and valves for 18 locks; 8 lift guard-gates; 2 sluice-gates, besides much miscellaneous work and many plans now in the process of preparation.

Plans and estimates have been prepared at the request of the Superintendent of Public Works for bascule lift bridges at Allen street and Lyell avenue, Rochester; for a plate girder bridge at Mill street, Cazenovia; for a bascule lift bridge at Seneca street, Utica; for a plate girder bridge at Ovid street, Seneca Falls, and for a through rivetted truss bridge at Georgia street, Buffalo.

It should be noted that the appropriations for the bridges at Lyell avenue, Allen street and Seneca street cover $55,000, $50,000 and $24,000, respectively. Before plans were prepared this Bureau made a careful study of local conditions, disclosing the

fact that the span in each instance could very properly be considerably reduced. This was done with the approval of both the State Engineer and the Superintendent of Public Works. As a result, contracts have been awarded at such sums that, allowing for engineering, contingencies, etc., the three bridges will be probably completed for a total of about $35,000 less than the appropriations.

The rolled-steel shapes used for bridge superstructures are rolled at several of the principal steel-mills of the United States and are manufactured into trusses, floor-beams, etc., at the shops of the various bridge companies. On account of the large expense attaching thereto, it has been impracticable for this Bureau to have men in its employ located at the mills and shops for the purpose of making the necessary mill and shop inspection required by the specifications on what are comparatively small amounts of material. Such inspection has, therefore, been regularly made by a firm of inspecting engineers, appointed by the State Engineer and Surveyor. These engineers are able to make the inspection at low cost because their representatives inspect larger quantites of material for other purposes in connection with the materials inspected for the State. Reports of mill and shop inspection are regularly received and upon receipt are carefully examined in detail and placed on file.

Shop-drawings of all structural steel and machinery for new State bridges are submitted by the contractors for approval before any shop-work is done. These drawings are carefully examined and are approved after having been corrected to conform with the requirements of the contract-drawings and specifications.

During the session of the Legislature many approximate estimates of cost were made for various bridges and steel structures provided for by those bills which were referred to the State Engineer.

During the year existing bridges over the canals have been examined at the request of the Superintendent of Public Works. Reports as to the condition of these bridges, with recommendations as to necessary repairs, have been made to the State Engineer. Plans for strengthening existing bridges or for building new bridges over the canals, submitted to the Superintendent of

Public Works by street-railway companies in connection with petitions for permission to cross the canal, have been carefully examined and reports made thereon to the State Engineer.

Constant effort has been made to do the work assigned to this Bureau with promptness and at as low a cost as is consistent therewith.

Respectfully submitted,

WM. R. DAVIS,

Chief Bridge Designer and Inspector.

APPENDED REPORT.

Immediately following is a report by the Chief Bridge Designer of a series of tests made under his supervision and that of the Resident Engineer in charge of the testing laboratory.

Report of Tests of Concrete Arches —- Models of the Medina Aqueduct.

At Medina the Barge canal will cross a deep gorge and the topography is such that this cannot be avoided. After a careful consideration of various types of steel and concrete aqueducts and also a high earth embankment, it was decided by the State Engineer and the Advisory Board of Consulting Engineers, that a concrete arch of single span, carrying a reinforced concrete trunk with the necessary approaches, is to be preferred to other possible types of construction.

The load to be carried consists of a prism of water, having a maximum depth of 13 feet 2 inches, and weighing 825 pounds per square foot, in addition to the weight of the trough, piers and arch ring. The total weight of water to be carried by the single span is 12,400 tons, while the total load, including the weight of the structure, is 46,000 tons. The water load may at times be removed, and is to this extent a live load, although it is always uniform for the full length of the structure and is never accompanied by impact.

The span, center to center, is 290 feet 6 inches. The clear span of 285 feet cannot properly be reduced. The rise is 53 feet 5 inches. The total width of the structure is 129 feet.

Other notably long span concrete arches are the Walnut Lane bridge, Eairmount Park, Philadelphia, and the arch over Rocky river, at Cleveland. The Walnut Lane bridge was completed in 1909. It has a clear span of 233 feet and a total width of 60 feet. The live load is 100 pounds per square foot. The total live load carried by the structure is 700 tons and the total load, including the weight of the structure, is 12,000 tons. The Rocky river bridge is now being built. It has a clear span of 280 feet and a total width of 60 feet. It carries a live load of 150 pounds per square foot, a total live load of 1,200 tons and a total load, including weight of structure, of 16,000 tons. It is understood that there are other long spans projected, but definite data concerning them are not available at this writing.

Thus it will he seen that by virtue of the length of span, the total width, the great load to he carried and the necessarily great cost, the Medina aqueduct may properly he considered the most important piece of concrete arch construction ever undertaken. It was therefore deemed both advisable and necessary not only to develop the design with the greatest care along the lines of the most approved theory of arch construction, hut to make a series of tests on concrete prisms and model arches, for the purpose of obtaining additional information concerning the behaviour of concrete under certain conditions of stress.

At the meeting of the American Society of Civil Engineers, held September 15, 1909, a paper was presented, entitled “ Walnut Lane Bridge, Philadelphia.” This paper contained the following statement: “Tests of concrete model arches, made in order to determine questions of design, indicated that it is wise to treat the components of the direct arch stress at the abutment as so much shear acting in a beam. Regarded as such, the vertical component or reaction at the spring of the main arch ribs of this bridge amounts to 108 pounds per square inch of arch section in shear at the face of the skew-back, which would be high for simple concrete, but is allowable for the hybrid* material.”

There was no discussion by any member of the society challenging this opinion.

To construct at Medina an arch of sufficient thickness to carry the heavy loads and to keep the shear at the low value indicated by the foregoing quotation is decidedly impracticable. Inasmuch as failure by “ shear ” -— or more properly speaking, by “ diagonal tension ” — in a reinforced concrete beam has been clearly

is no

arch. The term shear, as here used, has nothing to do with the phenomena observed in connection with true compression failures under high intensity of stress, and relates only to the possibility of failure along some diagonal plane, before the true compressive

shown by repeated experiments to commence in the tensile portion of the beam, even where the cracks, once started, extend into the compression side of the beam, and inasmuch as the arch rib should be approximately compared in the nature of its stresses with the compression side of a beam and not at all with the tension side, it is believed that the statement quoted is incorrect and that there danger of failure by so-called shear in a properly designed

* Hybrid material, as here used, means concrete in wliich are embedded flat stones, packed close, with bed of stones at right angles to arch thrust.

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resistance of the concrete is fully developed. The literature of concrete frequently refers to the failure of cubes and prisms by shear, when tested by compression to destruction. Just what is meant in such cases by the word shear is not always clear.

Since no satisfactory evidence could be found of adequate tests ever having been made to prove that the arch would not fail by shear near the spring under shearing stresses of comparatively small intensity, as intimated by the foregoing quotation, it was believed to be still more necessary to obtain further information by tests, both on prisms and on model arches, which should be exact counterparts, except as to size of the ribs of the proposed arch at Medina.

For various reasons it was not believed that the compressive resistance obtained in the test would show the actual unit strength of the full-sized structure. However, it was believed that important information could be secured in regard to the kind of failure and the ultimate strength of arches, as compared with cubes made of the same material, at the same time and by the same experimenter.

It is well known that, on account of the variations of the modulus of elasticity of concrete under varying intensity of stress, the distribution of stress in the compression side of a reinforced concrete beam does not follow the straight line law. It was believed that a similar condition exists under high compressive stress in the case of prisms, columns or arch ribs carrying eccentric loads. In order, therefore, to determine more definitely the allowable working stress in the arch under eccentric stress caused by extreme conditions of temperature and loading, as compared with the allowable average working stress, it was considered advisable to include in the series of concrete prisms some which should be loaded eccentrically.

Six model arches, without reinforcement, have already been made and tested to destruction. Three of these were reduced in section near the springing for the purpose of encouraging failure at that point by vertical shear. These tests, on account of certain difficulties with the testing apparatus and other difficulties encountered in making the models, all of which have since been overcome, were not entirely satisfactory and should not be accepted as conclusive in all respects. They will be followed by another series to be made in the near future, the results of which will be published in a future report. The tests already made, however,

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do conclusively show that, whatever the ultimate cause of failure, it does not occur until the model has developed a high unit resistance in compression. It is therefore evident that, if reasonable values are chosen for the intensity of the allowable working compressive stress per square inch, no attention need be paid to the intensity of the shearing stresses at the springing. A complete description of the apparatus for testing the model arches and a discussion of the results will he found in this article under their respective headings.

When the concrete prisms were tested, a few specimens were provided with diagonal grooves, made for the purpose of encouraging failure by diagonal shear. While the tests are not to be considered conclusive in all points until corroborated by an additional series of tests, which also will be made in the near future, yet it is believed that two important conclusions can be drawn at this time, as follows:

(1)    Whatever the kind of failure, it does not occur until the prism has developed a high compressive resistance. This conclusion, therefore, amply reinforces the conclusion hereinbefore drawn from the tests on arch models with respect to the danger of failure by shearing near the springing.

(2)    The apparent intensity of compressive resistance by the extreme fiber under eccentric loading, when figured upon the assumption of a straight line distribution of stress, is much higher than the average resistance per square inch for prisms loaded centrally, being approximately 33 per cent higher for prisms with one inch eccentricity and over 50 per cent higher with two inches eccentricity. This seems to demonstrate conclusively that the distribution follows substantially the same law as is known to exist for the compression side of reinforced concrete beams. A discussion of the tests on prisms will be found later under its proper heading.

General Description of Arches and Apparatus.

Each dimension of each of the model arches was one-thirty-sixth of the corresponding dimension of the proposed Medina arch. The large arch will carry a total average load of about 2,450 pounds per square foot. This load is considerably greater toward the springing than at the crown, on account of the greater thickness of arch rib and the greater weight of the piers which carry the trough. Under this load an average stress of about 500 pounds per square inch will be produced in the large arch and approximately the same stress will exist in the models under the same load per square foot with the same distribution. The weight of the model rib itself is so small as to be almost negligible. If, then, the concrete in the model has an ultimate average strength of 2,500 pounds per square inch, an average load of approximately 12,250 pounds per square foot will be required for destruction. It is impossible to apply so great a direct load with any certainty that the loads are applied as intended. For this reason a system of sixteen independent levers and knife edges (multiplying the loads by fifty) was arranged, as shown in Fig. 3.

The knife edges were made of hardened steel. The special castings for the levers were designed so as to bring the two knife edge bearings and the applied load in the same plane. In this manner the ratio was kept constant and the loads applied to the arch were kept vertical, with errors so slight as not appreciably to affect the results.

The building in which the tests were made was an old shed It was full of cracks and was unheated.

which had no floor.

The temperatures during the making and testing ranged from about zero to 40 degrees, Fahrenheit. However, the models were thoroughly protected and were not frozen.

The abutments were made of 1—3—6 concrete and were cast directly on the ground. They were made massive and were

heavily reinforced so as abutments of the large arch. However, there was a slight yielding under the extreme loads required for the destruction of a model and small additional stresses similar to those produced by

practically to reproduce the unyielding

the rib shortening were thus introduced.

are

The general dimensions of the model arches and abutments shown in Fig. 1. In the first series six arches were cast, made of

mortar composed of one

part American Portland cement and two parts of Albany sand. In order partially to eliminate stresses due to shrinkage, three sections, or keys, were provided, one at the crown and one at each springing, which were filled two days after the body of the arch was cast.

During the test it was found that some of the keys had not been quite thoroughly filled. This was particularly true of the keys at the springing. The imperfect contact at this point undoubtedly led to lower results than would otherwise have been secured.

The six arches were cast in one continuous operation. Each arch was constructed in two layers, the first layer of all the aiches

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being deposited before the second layer of any was begun. The length of time required for this work was considerably greater than had been anticipated and some of the material had taken an initial set before the work was finished. While it is probable that this did not greatly weaken the material, yet the tests apparently showed the effect of the initial set at the time of failure by the splitting of the ribs in several cases along the line of separation between layers.

As might have been expected with a new piece of testing apparatus, certain modifications were found necessary in order to secure the best results. For example, the braces used to hold the lower flange of the I-beam (shown in Fig. 9) have been replaced by the braces shown in Fig. 5; the latter permit of more rapid and satisfactory adjustment, both horizontally and vertically. Such modifications as were necessary have been made and the difficulties met with during the first series have been so overcome that the projected series will doubtless be of more value than the first.

When the first arch was tested, the loads were applied by means of sand poured gradually according to a carefully prepared program into bags suspended from the ends of the levers. This plan was generally successful, but on account of difficulties in handling the sand and objectionable dust, cast iron sash weights of various sizes were used for the other tests. These weights were carefully applied, also according to program, by hand, one at a time, so as to avoid shock and keep the line of pressure very nearly in the desired position. The desired ratio of loads was computed after several trials and was so chosen as to keep the line of pressure as close as possible to the axis of the arch at all points. The ratio was approximately maintained throughout the entire application of the loads, the per cent of variation from the ratio constantly decreasing during application.

However, additional bending stresses were momentarily produced and the ultimate breaking loads, therefore, were probably slightly less than would have been found, had a more ideal method of loading been followed. All of the arches had open joints at the keys, caused by shrinkage and fall in temperature. These joints closed under moderate loads.

Arches Nos. 4, 5 and 6 were reduced 38 per cent in section near the springing, in order, if possible, to encourage failure by shear on a vertical plane. The loading for these was identical with that for the others and the eccentricity of the reduced section has been considered in computing the stress on the extreme fiber.

are

All stresses given in the table are computed for actual loads at time of failure. The formulas used may be found in Church’s Mechanics, Johnson’s Framed Structures, and Turneaure and Maurer’s Principles of Reinforced Concrete Construction, As is customary, the variation of modulus of elasticity of concrete under varying intensity of stress, has been ignored and a straight line distribution assumed. The effect of rib shortening has been included. The effects of shrinkage and temperature are comparatively small and have not been included. Allowance was not made for the reduction of restraint due to the reduction at the springing of models Hos. 4, 5 and 6. The tabular stresses therefore believed to be somewhat too high.

Detailed Description of Arch Tests.

Arch Ho. 1 was heavily loaded three times. Sufficient allowance was not made for the deflection of the levers and the 20-inch I-beam was not properly braced horizontally. The multiplying ratio of the levers was therefore maintained only through a portion of the test. The vertical knife edges were thrown out sufficiently to produce a severe horizontal thrust on both I-beam and arch. The arch finally rotated about an axis (M-M, Fig. 10), crushing the concrete at these points to such an extent that the model was useless for further tests. It is impossible to determine even approximately the maximum unit resistence developed.

Arch Ho. 2 first showed signs of failure by splitting along the axis near the key at the springing. On account of difficulties of adjusting the apparatus, not entirely overcome when this arch was tested, the piers were not properly centered on the arch. The eccentricity of loading thus caused, increased the stresses at the extreme fiber by about 20' per cent at the crown and 35 per cent at the springing. Allowance has been made for this eccentricity in computing the tabular stresses. As previously explained, the concrete was deposited in layers and the splitting was encouraged by this fact.

Arch Ho. 3 failed and collapsed suddenly by crushing at the joint between rib and key at the springing. This arch was accidentally overturned and broken when an adjacent arch failed. It was put together and tested. The contact at the joints was necessarily imperfect and this somewhat accounts for the lower ultimate resistance of this arch as compared with the others.

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Diagrams showing kind of failure.

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Arch No. 4, one of the three reduced in section, failed by crushing at the joints between rib and keys at the springing and collapsed suddenly. Before the test began it was seen that the area of contact at these joints was very much reduced by imperfect workmanship. The tabular stress was based on the eccentricity of the reduced sections.

Arch No. 5 was one of those reduced in section. It failed by crushing between the reduced section and the adjacent joint and collapsed suddenly. After failure began, the rib twisted forward and cracked, as shown in plan (Fig. 10).

Arch No. 6 was also one of those reduced in section. The first sign of failure was a crack along the axis just above the key at the springing. This crack grew wider rapidly; it was quickly followed by crushing at the reduced section and a complete collapse.

Six 6-inch cubes were cast of arch material at the time the ribs were cast. They showed an average ultimate strength in compression, at 28 days, of 2,080 pounds per square inch. These tests were not entirely satisfactory and are not to be accepted as conclusive.

pos d of 1 part Portland cement and 2 parts Albany sand.

Maximum Stbesses, in Pounds Per Square Inch.

AT SPRINGING.

AT POINT P₇.

Tot tl I Load on arch in on arch po mds in' per poands. sq. ft.

ptoi

Top. Bottom.j Top. I Bottom. ^

85

34    153

231

70,07t! 12,500j 4,378    1,804| 2,710l    3,664

59,22(    10,580 3,111!    1,264    752    4,104

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Tests of Model Arches.

Arches, 7 ft. 11 in. clear span, 2 in. thick at crown. All models com

Loads, in Pounds.

ITEMS.

Age,

days.

Pi I Pa I P₃ ! P« P. P°

258    240 ! 225 ! 217    211    207    204    203

153 j 159 i 145    140    150    135 ! 150    145 M

97i    103    88J    82j    82*    73*    73*    64*

5,131    5,39J    4,650    4,342    4,336    3,882    3,879    3,428

l.«    »,7W    lii    uf?    MU    3.eg    3,«a    3,053    }”•”■!

79    85    75    70    70    63    63    52    ]

4,206    4,490    3,975    3,717    3,711    3,357    3,354    2,803    j

79    85    75    70    63    57    57    47    \

4,206    4,490    3,975    3,717    3,361    3,057    3,054    2,553    J

71    77    67    63    63    57    57    47    \

3,806    4,090    3,575    3,367    3,361    3,057    3,054    2,553    J

Loads exerted on arch by weight of arch, plates, levers, etc..................

levers at failure (approx.)... on arch...................

00 / Weight on Total load

Weight on levers at failure Total load on arch........

Date

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Date

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1    Dec. 3, ’09 Jan. 5,TO

2    Dec. 3,’09 Jan. 8,TO    36{

f Weight on levers at failure \ Total load on arch........

levers at failure on arch........

Weight on Total load

Weight on levers at failure. Total load on arch........

Weight on levers at failure. Total load on arch........

3 Dee. 3,’09|Jan. 14,TO 42

4? Dec. 3,’09jJan. 11,TO 39

jDec. 3,’09| Jan. 18,TO 46 {

6lDec. 3,’09j,Ian. 21,TO 49 j

Tension stress.

Description of Prism and Cube Tests.

The results of tests on prisms and cubes are shown in the accompanying table. This is supplemented by a diagram (Fig. 12), a view of the testing apparatus (Fig. 11) and a photograph of some of the specimens after failure (Fig. 13).

In computing the tabular stresses it has been assumed that a straight line distribution of stress obtains and, except where the maximum unit tension is small, that the concrete takes no tension whatever. That the former assumption is incorrect, due to the variation of the modulus of elasticity with variation of stress intensity, is clearly indicated by the fact that the maximum calculated resistance of plain-sided prisms with one inch eccentricity is 34 per cent greater and with two inches eccentricity is 50 per cent greater than with similar prisms centrally loaded. The average calculated resistance for six prisms, both with and without grooves all having IV2 inches eccentricity is 44 per cent greater than the plain-sided prisms centrally loaded.

The theory of distribution of stress in the grooved prisms is complex and the tabular stresses are approximate only, having been computed from the moment of resistance of a plane at right angles to the axis at the point where failure occurred.

Test specimen Ho. 2 failed at a low load by splitting, on account of the use of too thin a cap plate (Fig. 13). Hardened steel plates two inches thick were used on all other prisms.

Much care was taken to secure the greatest possible uniformity in the character of the test specimens. It will doubtless be of interest to notice the great uniformity of the tests, as shown by prisms Hos. 10, 22; 11, 23 and 12, 24.

The value of these tests does not lie in the absolute values obtained in resistance to compression, but in the general conclusions indicated, namely, (1) that, if a straight line distribution be assumed, the working unit stress on the extreme fiber, when the line of pressure passes at the edge of the middle third, may be considered as at least 30 per cent higher than the allowable working stress, when the line of pressure lies on the neutral axis; this will undoubtedly be as true for arches as for prisms; (2) that, if reasonable values be chosen for unit stresses in compression, no account need be taken of so-called shear for an arch rib or column sustaining a thrust parallel or nearly parallel to the axis.

Final values of working unit stresses will not be chosen, until the second series of tests on both arches and prisms are completed.

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Tests of Plain Concrete Prisms and Cubes.

Prisms, 6 x 6 x 36 inches. Cubes, 6 x 6 x 6 inches. Composition: 1 part American Portland cement, 2 part3 Albany bank sand, 4 parts f-in. limestone. Tested at Rensselaer Polytechnic Institute, Troy, N. Y., Novenr ber 11, 15 and 19, 1909. Age of all specimens was twenty-one days.

Specimen

Number.

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Size.

Description.

Load at Load at incipi- ulti-

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Stress Stress Average per sq. per sq. stress in. at in. at at ulti-ent mate

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76,170    76,170    2,110    2,110    \9n7-

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25,810 25,810 2,870 2,870    3,107

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50,¹00 50,100 3,150 44,600 44,600 2,480 49,450 49,450 3,110

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18,000

19,200

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21,950

19,200

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2,520

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32

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59,180

74,900

66,290

59,180

75,900

66,290

1,983

2,480

2,220

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2,439    2,706

2,520| J

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54,590

72,350

77,400

54,590

72,350

77,400

1,865

2,460

2,640

1,865 2,460 2,640,

2,322

10

22

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REPORT

OF

RESURVEYING AND REMONUMENTING

THE

NEW YORK-CONNECTICUT BOUNDARY LINE

.

Report of Resurveying and Remonumenting the New York-Connecticut Boundary Line.

Albany, Y. Y., October 1, 1909.

lion. Frank M. Williams, State Engineer and Surveyor, Albany,

N. Y.:

Dear Sir.— I herewith submit the preliminary report on resurveying and remonumenting of the boundary line between the states of Yew York and Connecticut. This report covers the work done on this line during the past fiscal year.

The first effort to adjust the boundary line between Yew York and Connecticut was made September 19, 1650, when articles of agreement were concluded between Commissioners of the United English Colonies and the Delegates of Peter Stuyvesant, Governor General of Yew Yetherlands. On April 23, 1662, the Colony of Connecticut received its charter from Charles II, and the boundary with Yew York read: “ In longitude as the line of the Massachusetts Colony running from east to west, that is to say, from the said Yaragansett Bay on the east, to the South Sea on the west part, with the islands thereunto adjoining.” In the grant to the Duke of York, dated March 12, 1663, the boundary with Connecticut read: “All the lands from the western part of Connecticut river to the eastern part of Delaware Bay.” It will be seen therefore, that all the land from the west side of Connecticut river to the South Sea (or Delaware Bay) could be claimed by both Yew York and Connecticut. As a matter of fact, both did claim this disputed territory and even though many commissioners were appointed and numerous conferences were held, all efforts proved of no avail until finally, in 1860, Yew York appointed commissioners who, independently of Connecticut, surveyed and monu-mented the line. Connecticut still refused to recognize this line as the boundary and not until 1880, upon the report of a joint commission, was the dispute finally settled.

[287]

Report op State Engineer.

288

monu-

The monuments erected by the commissioners in 1861 were more or less temporary in character, some being roughly hewn granite or marble slabs, while others were nothing more than iron pins, one inch square and projecting about six inches out of the rock. A boundary line thus inadequately marked is a disgrace to both states. Many disputes have arisen and these could be settled only by running out a portion of the line. In making the triennial examination of the line, as directed by law, many of the ments have never been found by representatives of the Department.

For many years this State has recognized the necessity of remarking the line and the several State Engineers have endeavored to secure the cooperation of Connecticut for this purpose. Hot until the summer of 1908 did the State of Connecticut signify a desire to take up the matter and press it to completion. While there was no special appropriation for the purpose, the State Engineer and Surveyor of this State decided to take advantage of this proposition on the part of Connecticut and to use what remained of the annual appropriation for “ Examination, Monuments and Maps ” to start the work. Accordingly a representative of Connecticut met the State Engineer and Surveyor of Hew York and an agreement was drawn up and signed as follows:

“ Whereas, By virtue of the provisions of Chapter 421 of the Laws of 1887, of the State of Hew York, the State Engineer and Surveyor of the State of Hew York, is authorized and required to cause to be made an examination and inspection of the monuments marking the boundary lines of that state and to cooperate with the proper authorities of the adjoining states in the examination and inspection and the restoring and replacing of such monuments, and is clothed with full authority to represent the State of Hew York in discharging .such duties, and

“ Whereas, By virtue of the provisions of an act of the Legislature of the State of Connecticut, approved on the 23d day of March, 1902, the Governor of the State of Connecticut is empowered to appoint an agent authorized to act with duly appointed agents for the adjoining states to restore and repair any such monuments or boundary marks as are injured or removed, and

“ Whereas, It appears from the examinations made triennially by the State Engineer, as by law required, that many of the

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New York-Connecticut Boundary Line.

289

monuments marking the Yew York—Connecticut boundary line have been removed¹ — most are in had repair and nearly all are too small to be permanent — and that many new highways and other prominent points are wholly unmarked, and

“ Whereas, Frederick Skene, State Engineer of Yew York, has delegated Resident Engineer H. P. Willis of Albany as his representative, and his Excellency the Governor, Rollin S. Woodruff, has appointed Henry Robinson Buck, of Hartford, Chief Engineer of the Massachusetts-Connecticut State Boundary Line Commission, as Commissioner for the State of Connecticut,

“ Now, Therefore, It is agreed by and between the undersigned, acting in conformity with the authority conferred as hereinbefore stated, that the said Henry Robinson Buck and H. P. Willis, representing the States of Connecticut and Yew York, respectively, shall, and by these presents are hereby empowered, to supervise the repairing, resetting and replacing of all such boundary line monuments at prominent points where same are required; and,

“It is understood and agreed that the said agents will endeavor to remark and more permanently locate the line surveyed and marked by the Commissioners of the State of Yew York in 1860 and accepted by the State of Connecticut in 1880, making no changes in the line as then established.

“ It is further agreed that the manner of repairing and resetting old monuments and the character, style and the method of obtaining such new monuments as may be placed and the manner of setting same shall be agreed upon by the agents herein designated whenever necessary, agreeing that the stones at present standing upon the line shall be used whenever practicable and that in general, stones shall be set in concrete in order that such monuments as are set shall be as permanent as possible.

“ It is further agreed that the said representatives herein referred to and appointed under the authority above mentioned, shall proceed at once to the discharge of the duties herein set forth and shall diligently prosecute the same to the end that the work may be completed at as early a date as possible.

“ It is further agreed that the States of Connecticut and Yew York shall each furnish one-half of the necessary outfit for the

Report op State Engineer,.

290

prosecuting of this work, the details to he arranged between the said representatives.

cases

“ It is further agreed that all expenses for labor and materials and other necessary expenses incurred, shall be shared equally between the States of New York and Connecticut, except that the salary and personal expenses of the representatives herein named shall be paid by their respective states. It is agreed, however, that neither agent shall have power to make any contract or agreement obligating the State he represents to the payment of any money unless and until the funds for such payments have been made available according to the statute for such provided.

“ It is further agreed that when said agents shall have completed the work provided for in this agreement they shall prepare a map and report which shall give in detail the location and condition of each monument with a statement of such action as may have been taken in regard to the same; said report and map to be made in duplicate and signed by both representatives, one copy to be filed in the office of the State Engineer and Surveyor at Albany, New York, and one in the office of the Secretary of State at Hartford, Connecticut.

“In witness whereof, Frederick Skene, State Engineer and Surveyor of the State of New York, and Rollin S. Woodruff, Governor of the State of Connecticut, have hereunto set their hands and seals this 26th day of September, 1908.”

It developed that it would prove of advantage to both states if each should provide for one-half the required number of monuments. Tenders were mailed by the State Engineer and Surveyor and bids invited from various dealers in granite monuments. The bid of the Ausable Forks Granite Company was accepted and a contract drawn, providing for the delivery of fifty monuments, according to the following specifications:

“ The monuments are to be of good quality, light colored granite, free from seams or other defects, straight and of full size throughout, not less than 9 nor more than 10 feet in length, 12 inches square, 4 feet down from the top, tapering from 12 inches square to not over 15 inches square in the next 1M> feet and not less than 12 inches nor more than 20 inches on any face the rest of the

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New York-Oonnecticut Boundary Line.

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distance. The top and the four sides of each monument for a distance of 4 feet from the top are to be cut smooth at right angles with each other and finished with six-cut work. The tapering portion to be pointed to a smooth even surface to conform to the dimensions given. The remaining portions to be left as split, but full size, not less than 12 inches square throughout, the bottom to be not less than 12 inches square and substantially at right angles to the sides, and every point of the lower five feet of the stone must lie outside the planes of the smooth cut portion. On one side will be cut the letters ¹1ST. Y.’; on the opposite side will be cut the letters ¹ CONN.’ On the third side will be cut the figures ¹ 1909.’ The above described lettering to be included in the price bid for item 1. When directed by the Engineers, additional similar letters shall be cut as may be ordered. A schedule of the lettering will be furnished the contractor as the work proceeds, indicating the required marking of the monuments. The letters ‘k. Y.’ and ‘ CONY.’ on each bound are to be 5 inches high; the figures to be 4 inches high. All letters to be cut with V-shaped indentations at least % inch deep. A Muinch hole at least 1 inch deep to be drilled in the center of the top.

“ All work is to be done in the best manner by skilled workmen and the dressed portions of the monuments are to be securely boxed before shipping. The dimensions of the monuments, the portions which are to be dressed and the location, character and size of lettering to be placed, thereon are shown on a plan marked ‘ Plan of Proposed Monuments for Marking the Boundary Line between New York and Connecticut.’ This plan is referred to and made a part of these specifications and is to be followed in all details not mentioned herein.

“ The monuments furnished shall conform strictly to the specifications both as to material and workmanship to the satisfaction of the Engineers, and their approval of the same shall be made a condition precedent to the right of the contractor to receive any money therefor.

“ The monuments when finished are to be delivered f.o.b. cars, directed to such stations as the Engineers shall from time to time designate.

Report of State Engineer.

292

“ The exact number of monuments required is not as yet definitely settled, but it is estimated to be 100, and the Engineers reserve the right to increase or decrease this number by not exceeding 15 per cent at any time before the last of these monuments are shipped.

“ The monuments are to be delivered not less than 25 before December 1, 1908, and the remainder after April 1, 1909, as ordered by the Engineers, at such places as may from time to time be directed.

“ Payment will be made monthly of 75 per cent of the value of the monuments cut and accepted at the quarry, and 90 per cent of the value of those received and accepted at the delivery points, but no payments, except final one, will be made until at least 25 bounds have been received and accepted since the last previous payment. The remaining 10 per cent wfill be retained until the completion of the work and will be paid within sixty days after the receipt of the last bounds delivered.

“ If required by the Engineers, samples not less than six inches square and 2 inches thick of the granite to be used by any bidder must be furnished before the contract is awarded, the sample to have one side dressed as required by the specifications.”

These monuments were all delivered on the ground during the past summer. The following report of work from October 8, 1908, to January, 1909, is submitted by Mr. H. P. Willis, who had charge of the work for the State of Mew York during this period.

“ About the first of October, 1908, the representative of the State of Mew York met Mr. Henry Robinson Buck, the representative for Connecticut, and proceeded to organize parties for the execution of the work specified in the agreement. A triangulation party was first made up and placed in charge of Mr. E. E. Pierce, a man of wide experience in this class of work. Most of the activity for the remainder of the season was devoted to triangulation and by early December, when the weather became such as to make it impracticable to proceed farther, the triangulation work had been prosecuted to a point fourteen miles northerly from the Ridgefield angle, or approximately one-half the entire length of the line. The detailed report and the map showing

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tlie whole triangulation scheme will be presented with the final report to be made after all of the work is completed.

“ Soon afterwards tlie traverse party was organized and placed in charge of the representatives for the State of New York. The work was started from the ‘ Great Stone ’ at the ¹ Wading Pl9.ce ’ in the Byram river and was run to a point four miles beyond the angle at Dukes Trees. Owing to the fact that this portion of the lino runs through or nearly parallel to King street and consequently through many valuable estates, the progress - was necessarily very slow. -    •    ¹

“ As soon as the traverse party had run the line to the point named, it was sent to the beginning of the line, where-the work of taking topography was begun. On account of the location of this portion of the line considerable labor was entailed in this work, and in December, when the weather became so bad that it was impracticable to work later, the party was nearly to the angle at Dukes Trees, where the work was discontinued for the year.”

Work in 1909. Chapter 433 of the laws of 1909 carried an appropriation of six thousand dollars for further work on this line. As soon as this appropriation was available, on June 1, 1909, the writer, in company with Mr. IT. P. Willis and Mir. P. W. O’Grady (who took Mr. Willis’ place in the field this year) met Mr. Henry - Robinson Buck, representing Connecticut, at' Port ( Lester and arranged for the season’s work. An examination was made of the line along the Byram river between Long Island sound and the “ Great Stone ” and the markers on this line were found to be in very bad condition, a number of them being missing altogether. As there were a number of difficulties tending to, make this work more expensive than that to the north, it was decided to leave the remarking of this part of the line until later and to push the work from Dukes Trees north. A survey party was organized, which began work on June 7, 1909, in charge of Mr. P. W. O’Grady, Assistant Engineer. It was soon found advantageous to put a chopping party at work clearing the line for the traverse party, as considerable wooded land was encountered north of the angle at Dukes Trees.

By October 1, 1909, the line had been run and topography taken as far north as Old Bound No. 43, about 33 miles of the line having been completed from Jline up to this date.

The monuments purchased of the Ausable Forks Granite Company were inspected and accepted on July 20, 1909, and were at once shipped in two carload lots to Ridgefield, Ct., and Valhalla, V. Y., and delivered from these places to the points where they were to be set. A party was put at work setting these monuments on September 6, 1909, stone Vo. 89 being the first monument set. Stones Vos. 88, 90 and 91 were also set before October 1. Each stone was set in a concrete base about 4 feet square and from 5 to 0 feet in depth below the surface of the ground. It is the intention in addition to setting the stones at highway and angle points, to also put drill holes on prominent rock ledges, giving them proper references, and to reset a number of the old monuments in a bed of concrete at points on the line where they will be of the greatest value in rerunning it.

The work remaining to be done includes the running of the line from Old Bound Vo. 43 north to the Massachusetts line, a distance of about 41 miles, and the setting of the remaining monuments, fifty of which are to be furnished by the State of Connecticut. It will be impossible to do the remaining work this season on account of lack of appropriation, the Legislature at its last session having failed to appropriate the full amount of money asked for to accomplish this work. The work to be done next year should include the remarking of the line along the Byram river from the “ Great Stone” at the “ Wading Place” south to Long Island Sound¹. This section was marked in 185G by iron bolts set in the rock. Several of these bolts have been removed or destroyed and at present it is impossible for an engineer to locate the line, even approximately, without making a survey and recalculating the old scheme of angles.

Respectfully submitted,

:    H. W. DeGRAFF,

j ¹    ,    Deputy State Engineer.

REPORT

OF AN

INSPECTION OK AN ACCIDENT

TO THE

SAULT STE. MARIE CANAL LOCK

Report of an Inspection of an Accident to the Sault Ste. Marie Canal Lock.

Albany, 1ST. Y., June 18, 1909. Hon. Frank M. Williams, State Engineer and Surveyor:

Dear Sir.—According to your instructions, 1 made a careful examination of the Sault Ste. Marie canal and lock, Province of Ontario, Canada, with particular reference to the cause of the accident, which occurred there on June 9, 1909, and the means used to stop the flow of water and to put the lock in commission again.

The Canadian canal, which is on the north side of the St. Mary’s river, is about 1% miles long and 150 feet wide in its upper approach, with 21 feet of water at the ordinary stage. It has a lock 900 feet long between gates, having 21 feet of water on miter-sills and a lift of 19 feet. Its cost was $4,093,025.60. The construction was started in 1888 and the canal was completed in 1895.

As will be seen from the accompanying sketch, the lock is fitted with five pairs of gates — two upper and three lower. The two upper pairs consist of one set of guard-gates and one set of regular lock-gates. The upper guard-gates cannot be used for auxiliary gates, as there is a drainage culvert between these two pairs. At the lower, or easterly end of the lock there are three sets of gates, namely, the auxiliary, the regular lock-gates and beyond these a pair of low-level guard-gates, which are for use when pumping out and making repairs to the lock.

About 800 or 900 feet west of the lock and in the canal approach, is a movable dam of the swing bridge type which normally lies parallel to the canal. Attached to the lower chord by hinges are frames about 38 feet long by 6 feet 3 inches wide, made up of two girders braced by angle irons on the upper half and round rods riveted to the outside of the girders for the lower part. The frames are lowered by chains (the same as the Boule gate

[297]

Report of State Engineer.

298

type) and engage in a sill at their lower end. They have a sliding wicket about six inches thick, which has rollers attached and slides down in the frame.

The

The accident happened on Wednesday, June 9, 1909, at about 2 r. m. At 1:50 p. m. the C. P. R. Steamer Assiniboi (sec sketch for positions of boats) had tied up ready for locking down and the U. S. Steel Company’s freight steamer Crescent City, entering the lock from above to lock down, had partly cleared the lock sill, when the freight steamer Perry G. Walker, which had been maneuvering for a position ahead of the dredge in order not to be delayed in locking up, for some reason, not yet satisfactorily explained, increased her headway and rammed the north side lower gate, removing the support of the south gate, which gave way to the pressure behind it (a head of about 19 feet). Immediately the Walker was carried back, followed by the north gate and the Assiniboi, which rammed the Walker, the Assiniboi being followed in turn by the Crescent City, which struck the lower south gate where it had lodged by the guard-gate. The Crescent City also struck the Assiniboi two glancing blows, all three vessels being swept out into the St. Mary’s river. Walker was not seriously damaged, having a hole in her side above the water line. The Assiniboi had some of her plates sprung and later in the afternoon proceeded on her way, but the Crescent City sank soon after she was moored to her dock on the American side. The upper gates were open, that is, they were in the recesses, but not fastened. The force of the rushing water being great enough to swing them out into the current and tear them from their anchorages, they immediately followed after the Crescent City, which in going out settled enough to tear away the miter-sill, together with other protecting timbers and the sheave blocks located on the lock sill. Had she been a little farther back in the canal at the time of the accident, undoubtedly she would have been broken in two.

On Wednesday afternoon, immediately after the accident, the canal force started to put the movable dam in place. After the bridge was swung over the canal, the wickets were lowered in the following manner: There being 23■wickets, the middle one, or the twelfth wicket, was lowered first, leaving eleven on each side.

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Then the sixth wicket from each end was lowered, leaving four groups of five each. The gaps were again divided in the same manner, until the remaining wickets were lowered in place. The first four were placed very easily, but all the rest of the wickets had to be jacked into place. Probably the springing of the frames from the great pressure caused this resistance in sliding the wickets into place. Frame Ho. G, in being lowered, caught on some slight obstruction on the sill; it was badly bent and also had a number of its bracing rods broken, so that its wicket could not be forced down. Accordingly this wicket was raised and 10 by 12-inch timbers, 20 feet long, were placed in the form of horizontal sheeting with a bearing on the adjacent frames and being slightly spiked. In order to keep the timbers from shifting in position, after the first few were placed, they had to be jacked down, thus forcing them over both the rivet heads and whatever bracing was outside of the frames. From this experience it was seen that all bracing should have been inside the frames, with rivets countersunk.

Even after this timber bulkhead was in position, there was a very large flow of water through the dam, principally due to the fact that some of the frames were sprung and a number of the wickets did not have an even footing. The opening between the frames, as designed, was 2 inches. In some cases the pressure made it 4 inches. To more effectively close these openings, 3 by 10-inch planks were placed over the openings between the frames to a depth of about 10 feet, also straw and earth in bags was forced down behind the dam, in order to better stop the leakage.

The movable dam was in position on Thursday afternoon, with all but a few wickets down, Ho. 6 not being in place at all. As stated, this space was timbered and other leakages provided for by Saturday night. On Sunday the lower auxiliary gates were rigged with extra tackle, in order to close them, which was hardly more than safely accomplished at 3:10 p. m. The upper guard-gates were closed by 5 :00 r. m. At 2 a. m., Monday, the pumps were started and the locks were cleared of water by noon.

The damage, outside of the loss of the two pairs of gates, consisted in the injury done to the sill on which the upper gates rest. The miter-sill and protecting timbers were torn from their

Report of State Engineer.

300

The

fastenings and carried away, the two sheave blocks and their tackle were missing and the lower edge of the masonry was taken off a foot back, having been sheared off along the line of a set of anchor bolts, which held one of the protecting timbers in place. The iron gratings over the drainage culvert had entirely disappeared and the culvert was partially filled with stones, planking along the bottom of the canal was torn up for 25 feet at the upper end of the lock and most of the valve openings were filled with stone.

It is of interest to know that there was a deflection of 1 % inches in the lower chord, after all the wickets, except Ro. 6 were placed. In placing the frames there was an unusual amount of vibration, both in frames and in bridge. To better show the amount of water passing through the movable dam. it may be stated that it took just forty-five minutes to fill the level after the lower gates were closed.

Through the courtesy of Mr. J. W. Le B. Ross, Superintending Engineer of the Sault 'Ste. Marie canal for the Dominion Government, I am indebted for a part of the -information contained in this report and also for the following suggestions: That all locks should have fastening devices for gates, when open,* that every alternate frame of a movable dam should have light steel plates overlapping the girder edges of the frames, so as to stop the excessive flow between frames; and that the catch basin in front of the sill of this type of movable dam should not be directly in front of the sill, but should be far enough back to provide a smooth flow up to the sill, in order that when making the dam water-tight by placing bags of earth or otherwise, catch basin will not have to be filled before the filling takes effect, and also in order that a uniform surface may be given on which to rest a timber bulkhead.

The total amount of damage done to the locks will come within $50,000, according to Mr. Ross, and he hopes to have the canal in commission again by the 19th of June, as they have a new pair of gates, which can be placed where the upper gates were.

The movable dam worked for the most part very satisfactorily, considering the fact that this was the first real test that it had had since it was installed twelve years ago.

The amount of water flowing through the canal right after the accident can be roughly determined from the following: The depth of water in the lock at this time was 24.8 feet. The average width for this depth of water was 60.2 feet and the surface velocity of the current was 14.6 feet per second. The surface velocity for this flow was taken, as this was the only accurate velocity measurement obtainable. Without making any correction for mean velocity, this gives a volume of about 21,650 cubic feet per second.

Respectfully submitted,

II. ELTIAGE BREED,

Assistant Engineer.

A MEMORIAL

OF THE

FIRST BOAT TO NAVIGATE THE STATE CANALS

FROM

SENECA LAKE TO NEW YORK CITY

[3031

A Memorial of the First Boat to Navigate the State Canals from Seneca Lake to New York City.

The whereabouts of an interesting memorial of early canal days has recently come to light, and most opportunely, in view of the latest addition to the Barge canal system, the Cayuga and Seneca branch, for it commemorates the enterprise which prompted two farmers of Tompkins county to build a vessel near the head of Seneca lake in 1823 and carry to New York a boatload of wheat, the first to reach that market in bulk from so far in the interior.

An early writer of canal history, Cadwallader T). Colden, in speaking of this occurrence, says that “ so happy an illustration of the advantages of the canals was not suffered to pass unnoticed by our citizens.” In addition to the public entertainment, which lie mentions, there was presented to these farmer-navigators a memorial of the occasion and of the event which it celebrated. But recently the existence and location of this souvenir have come to the knowledge of State canal officials. To give it a place in canal records, a few pages are here devoted to its description and photographic representation.

In fuller narration of this memorable trip the following excerpt may be quoted from the canal history published as a supplement to the State Engineer’s annual report for 11)05:

“ In November, 1823, there arrived in New York a boat from Hector, at the head of Seneca laks, which attracted sonsidorable attention. She had come by way of Seneca lake and Seneca river, through a private company’s locks at Waterloo, from a point seventy miles south of the Erie canal and three hundred and fifty miles from New York. As an indication of the extent and importance of the benefits that would follow the opening of canals into the interior, this event was deemed worthy of notice, and her owners and navigators, two farmers of Tompkins county, were given a public entertainment.”

„ f305]

¹ This vessel/’ says Colden, u was not only received as the precursor of a commerce, which will be unlimited in its extent and importance, but as an interesting evidence of the ingenuity and enterprise of our countrymen. Her timbers grew near where she was built; her proprietors were her architects; her cargo was the produce of the fields from whence she sprung, and she was navigated by those who cultivated them; her sails and rigging even, were emphatically domestic manufactures, for they were grown, and made, at the homes of her owners.

This memento came to Katherine Seely, a daughter of one of the original recipients, and she bequeathed it to her daughter, Pauline Conklin Tuthill, who, before her death, gave it to her husband, Hiram Tuthill, of Chester, Orange county, H. Y., in whose possession it now is.

The souvenir, which is the form of an urn, stands thirteen inches high. In the band around the top are embossed agricultural scenes, depicting the cultivation of wheat from the breaking of the ground to the garnering of the ripened grain. These scenes are repeated in two other bands, one on either side of the middle. Just below the lower of these bands, is a circle of wheat sheaves, while another sheaf surmounts the lid.

On the obverse is inscribed the following legend:

Presented by the undernamed Mfg. of Flour, in the City of N. Y., to John H. Osborne & Samuel S. Seely, of the Town of Hector, Tompkins Co., owners of the boat Mary & Hannah, to Commemorate their enterprise in having first Navigateo the Western Canal & Hudson River from Seneca Lake to this City with a cargo of Wheat in bulk, New York, 1823.

Joshua Underhill & Son. William Thorn.

Jared Peck.

Rogers & Jones.

Wood & Buckley.

David Lydig & Son.

Benjamin W. Coles.

Byrnes Trimble & Co.

Isaac Frost.

J. B. Whittelsey & Co.

On the reverse is engraved a view of Hew York harbor, with its steamships, ferry-boats and other craft, and in the center the “ Mary and Hannah.”

* at the celebration of the comp’etion of the New York

*“ Memoir prepared *    *

canals,” p. 63.

&># 4 ^ «,

,,i ~r

-.4..

Memorial presented to the navigators of the first boat to reach New York city from Seneca lake.

REPORT

OF

Cooperation of United States Geological Survey

WITH

STATE ENGINEER AND SURVEYOR

OF THE

'v

STATE OF NEW YORK

1909

[307J

Cooperative Topographic Survey of New York.

Department of the Interior, United States Geological Servev.

Washington, D. C., January 20, 1910.

Uoil Frank M. Williams, Slate Engineer and Surveyor, Albany, New York:

Fear Sir.—I have the honor to make the following report of the results of the cooperative topographic survey of New York for the fiscal year 1909—10, to and including December 31, 1909:

Allotments.

The agreement signed by the Director of the II. S. Geological Survey and the State Engineer and Surveyor of New York on June 28 and July 10, 1909, respectively, provided for the continuation of the cooperative topographic survey of the state and for the expenditure of $7,000 by each of the contracting parties during the Government fiscal year ending June 30, 1910. Of the sum provided for cooperative surveys during the preceding fiscal year there remained at the beginning of the field season of

1909,    $2,538.50, making the total sum available to June 30,

1910,    $16,538.50. Of this sum there had been expended on January 1, 1910, $11,497.69, leaving a balance on the part of New York of $831, and the U. S. Geological Survey of $4,209.81, or a total of $5,040.81, to be expended for the payment of office salaries involved in the drafting of maps and for the preliminary field work of 1910.

. Be suits.

The cooperative topographic work in New York was continued under the immediate supervisory charge of Mr. Frank Sutton, Geographer in charge of the Atlantic Division, the general charge

1.309]

of all such work of the United States Geological Survey being under Mr. R. B. Marshall, Chief Geographer.

During the season of 1909 surveys were made in St. Lawrence, Jefferson, Delaware, Otsego and Chenango counties, and resulted in the completion of the Antwerp, Delhi, Monticello and Hever-sink quadrangles, and the partial completion of the Hartwick and Hammond quadrangles. Preliminary work was continued on the Canton quadrangle and commenced on the Hew Berlin quadrangle. The total area mapped was 595 square miles for publication on the scale of 1 : 62,500, with a contour interval of 20 feet.

For the control of the above areas 56 miles of primary levels and 1,470 miles of secondary levels were run, in connection with which 17 permanent and 278 temporary bench-marks were established. In addition 1,378 miles of secondary road traverse were run.

Progress to Date.

Prior to the season of 1909-10 there had been surveyed and mapped 211 quadrangles. At the conclusion of the present field season, therefore, 215 atlas sheets had been completed and 2 partially completed, representing the topography of 40,039 square miles. The total area of the State is 49,204 square miles, thus leaving 9,165 square miles yet to be mapped.

Field Work in 1909.

Field work was commenced in May by Messrs W. II. S. Morey and J. M. Whitman, assistant topographers, and in June by Mr. R. C. McKinney, topographer, who completed the survey of the Monticello, Heversink, Antwerp, and Delhi quadrangles. In July Mr. R. D. Cummin, topographer, and Mr. J. R. Haswell, junior topographer, also took the field, and in conjunction with those above mentioned, accomplished the partial mapping of the Hartwick and Hammond quadrangles. Preliminary work was continued on the Hew Berlin and Canton quadrangles by Mr. L. C. Fletcher, topographer, and Mr. Morey.

Cooperative Topographic Survey of New York. 311

Office WorTc.

The final drawing of the Antwerp, Delhi, Monticello and Never-sink topographic sheets will be completed during the spring and will then be transmitted to the engraving division for publication. These, with the Bath and Stony Creek, are the only atlas sheets completed in New York that have not been engraved.

The Cooperstown sheet was published during the year 1908.

Very respectfully,

GEO. OTIS SMITH,

Director.

REPORT

OF

Records and Gagings

AND

Discliarge of Streams

IN TIIE

STATE OF NEW YORK

1909

By ROBERT E. HORTON,

Resident Engineer

♦

Report on the Gaging of Streams for 1909.

IIon. Frank M. Williams, State Engineer and Surveyor:

Dear Sir.— The following report contains the results of observations of water-levels along the lines of the Barge canal as well as at gagings stations maintained in cooperation with the United States Geological Survey for the purpose of determining the discharge of streams throughout the state during the year 1909. About ninety gages have been maintained in connection with the Barge canal department, under the immediate direction of Mr. Wm. B. Landreth, Special Deputy State Engineer. The mean daily elevations of water-surface at the different stations are published in this report. The discharge is determined at a. few of these gaging stations. The methods used being analogous to those employed by the U. S. Geological Survey and hereafter described. As a rule two observations of water-level are made each day and the mean of the two has been used in determining the elevation of water-surface. Stations at Cohoes, Hoosick Falls, Glens Falls, Northville, Schaghticoke, Fort Hunter, Schenectady, Corinth, Utica, Troy, Trenton Falls, Schoharie Junction and State Dam, Little Falls, are maintained during the four winter months, December to March, inclusive, by the U. S. Weather Bureau, under the direction of Mr. George T. Todd, Local Forecaster.

The work of stream gaging in connection with the Barge canal was under the general supervision of C. Arthur Poole, First Assistant Engineer, preceding July, 1906, and of Robert E. Horton, Resident Engineer, subsequently.

Most of the stations maintained by this Department are solely for the purpose of recording the water-level, and are not used to determine the discharge. In such cases readings are taken only to the nearest one-tenth foot. The elevations of the gage zeroes and the water-surface elevations deduced from the gage readings are determined with reference to the Barge canal datum.

[315]    i

An annual appropriation for stream gaging in cooperation with the U. S. Geological Survey was made by the State Legislature in each of the years 1900' to 1904, inclusive, and again from 1906 to 1909, inclusive. The results of this work, which was carried on under the joint direction of the Division of Hydrography of the Geological Survey and the State Engineer and Surveyor, have been published in the reports of the State Engineer and Surveyor. During 1909 this work has been in charge of C. C. Covert, District Engineer, U. S. Geological Survey.

METHODS EMPLOYED.

In the establishing of gaging stations no single method of gaging has .been employed to the exclusion of others. In many instances two or more methods have been combined at a single station. The principal methods have been the use of dams as weirs in conjunction with records of the flow through turbines or other outlets at mills, and the current-meter method. Gagings by thin-edged weirs and through thin partitions or orifices have been used to some extent in the case of small streams. Surface-floats, rod-floats and the surface-slope methods are also used in cases where other methods cannot be utilized.

The gages at the cooperative stations are chiefly cypress planks with galvanized staple division marks and brass figures. Ait the Barge canal stations the original gages were mostly 1-inch boards, with painted or burned division marks or figures.

At present most of the gages maintained by the Barge canal department are made in sections from enamelled steel strips, subdivided decimally in 1-10 foot widths. Weight-and-chain gages have been uniformly equipped with standard chain, standard adjustable weights and standard locks. Tape-and-reel gages, II. S. Weather Bureau pattern, are also used.

In determining the discharge at dams and mills the method of procedure is as follows: A profile of the crest of the dam is obtained and is divided into sections, all points in a given section being nearly or precisely at the same elevation. The discharge over each section is computed for a series of crest-depths, ranging from zero to the extreme high-water mark. The summation of these sectional discharge curves furnishes data for a rating table for the entire dam, from which the volume of flow corresponding

to any gage height can be read directly. When flash-boards are placed on dams, the conditions are reduced more nearly to those of a standard thin-edged weir, and Francis’ well-known formula has been used in computing the discharge. The flow over waste-weirs, auxiliary spillways and flood overflows has been calculated in a manner similar to that used for dams. The amount of flow through head-gates, sluiceways, feeder gites and similar openings has been calculated from the formula for orifices.

In estimating the discharge through turbine water-wheels the results of tests, made at the testing flume of the Holyoke Water Power Company, have been largely depended upon, the mean discharge for each day having been computed from the observed working head, width of opening of speed gates and number of hours each wheel has run. A record of these facts is kept at each of the stations where there are mills in connection with dams.

One difficulty encountered in gaging northern streams results from the accumulation of ice during the winter season. It has been found impossible to keep some dams clear of ice, and an effort is made to keep a record of the length of the clear and unobstructed portion of the dam, from which a correction in the calculated flow can be made.

The method of gaging at dams and mills and the necessary data for the calculation of discharge over weirs or through turbines may be found in the water-supply and irrigation papers of the IT. S. Geological Survey, Nos. 150 and 200.a

For current-meter gaging stations a modified form of small Price meter has generally been used.

By courtesy of the owner, arrangements were made during 1007 to rate the current-meters used by the Department at an unused canal slip in the Albany lumber district. For the purpose of rating meters a track 120 feet long was laid alongside the canal slip. The meter to be rated is suspended from an outrigger attached to a car that runs on the track. The car is drawn at a uniform velocity along the track by means of a windlass and tackle. The car is run at various speeds covering the ordinary range of velocities occurring in rivers and canals and the time required and number of revolutions of the meter wheel during

a “Weir Experiments, foeffieients and Formulas” and “Turbine Water Wheel Tests and Power Tables,” by Robert E. Horton.

each run are recorded. From this data a rating table for the current-meter is prepared, by me ans of which the velocity of flow of a stream can be deduced from the observed revolutions per second of the meter wheel.

In making gagings of streams the usual method of procedure is to divide the stream into subsections usually of 5 to 10 feet width. The velocity is usually measured at the median point of each subsection by means of the current-meter, the meter wheel usually being submerged six-tenths of the depth of the stream. The revolutions of the meter wheel are recorded for a period of 100 seconds. The time is noted by means of a stop-watch reading to one-fifth second and the period of observation is usually subdivided into two intervals of fifty seconds each. Careful soundings are taken at times when the conditions are favorable and standard cross-sections are prepared therefrom, from which the areas of the subsections can be taken out more accurately than from the individual soundings made in connection with the meter measurements. A simple multiplication of the velocity in each subsection by the cross-sectional area to which it applies gives the rate of discharge for the subsection. A summation of the quantities for the several subsections gives the total measured volume of flow. A river-height gage is established at each current-meter station, from which the stage of the stream is observed once or twice daily. Current-meter measurements of the discharge are made from time to time as opportunity permits. After a sufficient number of discharge measurements have been made they are plotted, using the gage heights of the stream as ordinates and the measured discharges as abscissas, A mean curve is drawn through the plotted points showing the discharge rate in second-feet as a function of the gage reading. By means of this curve the average discharge rate for each day is deduced from the record of the height of the stream kept by the gage reader.

Gages are read each morning and night as a rule, although in some cases readings are taken only once daily. Readings are taken as a rule only to the nearest tenth or half-tenth of a foot. In some cases where there are two or more gages in a reach of a stream in which the slope is very slight, the mean daily elevation of the down-stream gage will on some days be higher than that shown by the up-stream gage. These differences are usually only a very few hundredths of a foot and result from various causes, including the error due to reading gage to nearest tenth foot, change in water-level between the time of reading the two gages, change in slope due to rising or falling of the stream between the two daily readings used in compiling the mean, effect of wind, etc. Instances of this character will be observed on Hudson river above Crocker’s Reef dam and on Oneida and Seneca rivers, and where the differences are small they are not the result either of errors in readings or the use of an erroneous gage datum.

At some locations where discharge data are required, it is impossible to obtain a permanent rating table owing to continued or irregular changing of the regimen of the stream by backwater from dams, ice or log obstructions, or from the growth of aquatic vegetation. At such locations the discharge is determined from such measurements as can be made with corrections of the gage heights determined from a comparison of the discharge at different times.

The principal sources of error in gaging streams by the current-meter method are due to the effect of slack, or nearly slack water in any part of the cross-section, or to backwater from dams, from obstructing ice, or from tributaries entering below the gaging station, thereby causing the river stage to rise at times without a proportional increase in the discharge. In accordance with the well-known Rutter formula, the volume of flow in an open channel is a function of the slope, the area of cross-section and the wetted perimeter. When a stream is rising, the slope is usually greater at a given stage of the stream than at the same stage when falling. Northern streams, as a rule, rise rapidly and fall gradually, so that the stream is falling on the majority of days of the year. The error from the above source is small, inasmuch as the discharge varies only as the square root of the slope. The principal difficulty encountered results from the freezing over of streams in winter. The ice serves greatly to increase the wetted perimeter of the measuring section, thereby modifying the rating curve. Whenever practicable, discharge measurements during winter months are made through the ice.

When streams are ice-covered, an opening is kept underneath the gage and the gage reading is taken directly to water-surface level, as in summer. A record is also kept of the ice thickness in inches.

The accuracy of individual current-meter measurements depends chiefly upon the number of the velocity observations and soundings taken in the cross-section. During freshets and at times when ice or debris is floating on the stream’s- surface, the current-meter cannot be submerged to a six-tenths depth, and readings are taken by holding the meter about one foot below the surface. As a check on the accuracy of the general results and to determine suitable coefficients for the estimation of the mean velocity from that obtained by current-meter, vertical velocity curves are made from time to time.

Owing to the conditions above described and other unfavorable characteristics of New York streams, the difficulty of maintaining continuous gaging records, which will show with sufficient accuracy the discharge rate day by day throughout the year, is very great. This is especially true in streams whose discharge fluctuates between wide limits.

In many cases methods of gaging applicable at low and ordinary stages may not give equally reliable results during freshets; or the reverse may be true, the results being most accurate for high water.

For mill streams, where the water is held back as pond-storage during the dry season, it is impossible to determine the natural regimen of flow of the stream. This is especially true with reference to Sundays and holidays, when mills are not running. If, at any time, the water-wheels are stopped¹ when the water stands below the level of the crest line of the dam, the flow in the stream channel below will be nil, or at best, will equal only the leakage of the dam, flumes, or penstocks.

The relation existing between the canals of New York and the streams of the central portion of the state is very complex. Diversion from the head waters of a number of streams for the supply of canals virtually reduces their effective drainage' areas. As a result, the summer watershed may be materially less in area and differ widely in its water-yielding characteristics from the region tributary to the stream when the canals are not in operation.

In this connection attention should he called to the maximum daily discharge for each month as given in the following report. This is obtained from the mean of the gaging readings on the day of maximum discharge. As a rule, the discharge at some time in the course of the day was considerably greater than the average for the twenty-four-hour period.

In connection with the gaging stations it is necessary to employ, as observers, persons living near the site selected for the measuring section — those who, as a rule, have had no previous experience in similar work. Their observations are forwarded at the end of each week. As a check on the records so obtained, inspection trips are made at frequent intervals and independent gage readings taken by the hydrographer. The close agreement found in most cases testifies to the intelligent and careful work of the observers.

11

dm

ST. LAWRENCE RIVER DRAINAGE.

General Features.

St. Lawrence river receives the flow of a number of New York streams having their sources in a northerly slope of the Adiron-dacks and fed by the numerous lakes with which the region is dotted. Some of these rivers, as the Grass, Raquette and St. Regis, lie entirely within the United States; others, notably Salmon, Trout, Chateaugay and English rivers, cross the international boundary and flow northward into the St. Lawrence in Canada, as does also Richelieu river, the outlet of Lake Champlain. The following table gives a list of the principal tributaries of the St. Lawrence in the United States, with the areas drained by them determined chiefly from Lien’s Atlas of the State of New York.

Drainage Areas of St. Lawrence River tributaries in the United States.

Oswegatchie river...

Grass river.........

Raquette river......

St. Regis river......

Little Salmon river a

Square miles. ...... 1,609

637

1,219

910

103

Salmon river a....

Trout river b......

Chateaugay river b English river b.... Lake Champlain b.

Square miles.

273

129

199

7,867

a Above junction near international boundry. b Above outlet at New York state line.

The St. Lawrence drains, through Lake Champlain, an area of 4,560 square miles in the State of Vermont. This drainage is practically all from Missisquoi, Lamoille and Winooski rivers and Otter creek.

LAKE CHAMPLAIN DRAINAGE BASIN.

Description oe Basin.

Lake Champlain occupies a long and narrow valley, extending in a north-south direction and forming a part of the boundary between New York and Vermont. The elevation of the lake is about ninety-five feet above tide and the water-surface area is 436 square miles.

The drainage basin is irregular in form, being about seventy-five miles wide from a point opposite Middlebury, Vt., northward to the outlet of the lake at Rouses Point, on the international boundary. South of Middlebury the average width of the basin is about thirty-five miles and the lake itself is very narrow, forming virtually a drowned river.

The tributary region is rugged and mountainous, mostly covered with forest and with little depth of soil except in the stream valleys. The drainage is received almost entirely through large tributaries, there being little direct coast drainage into the lake. The outlet of the lake is Bichelieu river, which flows northward from Bouses Point to St. Lawrence river.

In estimating the run-off from this basin in previous years the drainage area has been taken as 7,750' square miles. Maps have recently become available from which the area of the lake and its tributary drainage basin have been more accurately determined, as shown in the following table:*

* Table here presented is a revision of that appearing in the 1907 report.

Drainage Areas Tributary to Lake Champlain.

Area in Square Miles.

locality.

Place to place.

Sub

total.

Total.

Pike river and adjacent area in Canada..............

Missisquoi river in Canada.........................

Land area in Canada above outlet...................

Missisquoi river in Vermont........................

(Total Missisquoi river, 860 square miles.)

Lamoille river....................................

Winooski river...................................

Otter creek.......................................

Eastern coast drainage............................

Mettawee, Poultney and Castleton rivers in Vermont..

Land area in Vermont, except islands...............

Wood creek above Smiths Basin....................

Big creek above junction with Wood creek...........

Wood creek, Smiths Basin to Fort Ann...............

Halfway creek above Kane’s falls...................

Halfway creek, Kane’s falls to junction with Wood creek

at Fort Ann....................................

Wood creek at Fort Ann, including Halfway creek....

Wood creek, Fort Ann to junction with Mettawee.....

Mettawee river in Vermont.........................

Mettawee river in New York.......................

Total, Mettawee river.............................

Total, Wood creek and Mettawee river at junction. ...

Wood creek junction Mettawee river to Whitehall.....

Wood creek, Whitehall to junction with Poultney river

Castleton river, in Vermont........................

Poultney river, including Castleton river in Vermont...

Poultney river in New York........................

Poultney river, total to junction with Wood creek.....

Total, Wood creek and Poultney river at junction.....

Wood creek, Mettawee and Poultney rivers in New York

Lake George outlet................................

Bouquet ri AusaDle river Little Ausable river...

Saranac river.........

Little Chazy river.....

Big Chazy river.......

Western coast drainage

a242.0

6245.0

6615.0

6725.0

6995.0

6935.0

6534.4

C376.0

487.0

ver

18.6

35.16

9.9

78.82

6.69

55.73

151.9

55.7

13.65

1.65

100.9

4,180.4

53.76

63.66

85.51

149.17

204.90

207.6

412.5

426.15

427.8

254.8 11.0

265.8

220.1 c268.1 <7521.3 <775.1 <7629.6 c63.8 <7299.4 <7344.6

693.6

286.9

a From maps of Canadian Geological Survey. Scale: 4 miles 1 inch. 6 United States post-route maps. Scale: 12.5 miles = 1 inch, c Topographic maps of U. S. G. S. Scale: 1 mile = 1 inch (nearly). d Bien’s Atlas of New York. Scale: 2.5 miles = 1 inch. e Charts of U. S. Coast and Geodetic Survey. Scale: 1 : 40,000,

Lake Champlain Drainage — {Continued).

Area in Square Miles.

LOCALITY.

Place to place.

Sub

total.

Total.

Land area in New York, except islands...

Islands in New York...................

Total land area above outlet............

Water-surface in Canada................

W'ater-surface in United States.........

Total water-surface....................

Total drainage area above outlet.........

Richelieu river, Rouses Point to Chambly

Total drainage area above Chambly.....

Richelieu river, Chambly to mouth......

Richelieu river, total..................

Total drainage area above mouth.......

a310.0

a626.3

e55.2

el6.5 e419.1 435.6

936.3

2,708.9 7,43i . 5

7,867.1

8', i771 i

8,803.4

a From maps of Canadian Geological Survey. Scale: 4 miles = 1 inch. e Charts of U. S. Coast and Geodetic Survey. Scale: 1 : 40,000.

Miscellaneous Measurements, Lake Champlain Drainage

Basin.

A current-meter measurement of the discharge- of Bouquet river near the site of the gaging station formerly maintained at Wills-boro, FT. Y., was made by C. C. Covert, July 1G, 1909. The stage of the stream as shown by the gage was 1.95 and the discharge 82 second-feet.

Measurement of the east branch of Au Sable river was made at Au Sable Forks, October 20, 1909, by C. C. Covert. The stage of the stream was 18.65 feet below a reference point on top of the bridge guard-rail, down-stream side of bridge at right-hand side of first post brace on right-hand end of bridge. The discharge was 57.5 second-feet.

Richelieu River at Fort Montgomery, Y. Y.

A record of the height of Lake Champlain at Rouses Point, at the head of Richelieu river, the outlet of the lake, has been kept at Fort Montgomery, by the United States Corps of Engineers, beginning in 1875. Through the courtesy of Capt. Harry Taylor, the gage readings taken by William McComb, the fort keeper, at 9 a. m. each day, are reported weekly to the United States Geological Survey.

The depth of the water is taken on a reference mark on the base of the scarp wall, at the north face of bastian B, about three feet from the angle with the east curtain of Fort Montgomery. This

reference point is 1.50 feet above an assumed zero, and 1.50 is added to the measured depth to determine the gage reading. In winter the depth as the water rises in a hole in the ice is commonly taken. On windy days the depth is taken in a well within the fort inclosure by measuring the depth on a flagstone in the bottom of the well.

Feet

above tide. 94.998 93.501 102.611 93.361

Elevations at Fort Montgomery.

Elevation of reference point on scarp wall of Fort Montgomery a.

Elevation of gage zero......................................

Assumed high water, Lake Champlain.....................

Assumed low water, Lake Champlain.........................

The range of rise and fall of the lake is thus seen to be 9.25 feet, representing an available storage volume of about six inches on the entire catchment area above the outlet.

The land drainage area above Bouses Point is 7,432 square miles. The water-surface of the lake is 43G square miles, making the total area at the foot of the lake 7,867 square miles.

The daily discharge of the lake has been determined from observations of the depth and discharge over the Chambly dam, thirty-five miles below the head of Biclielieu river, made in 1898 by the United States Board on Deep Waterways. A rating table has been derived from the observations at the Chambly dam and the gage readings taken at Bouses Point. The area tributary to the river between Bouses Point and Chambly is 310 square miles, making the total drainage basin above Chambly, 8,177 square miles.

a United States Deep Waterways report, part 1, p. 429.

Mean Daily Gage Height, in Feet, of Richlieu River at Fort Montgomery, N. Y.

DAY.

Jan. Feb. Mar. April. May. June. July. Aug. Sept. Oct. Nov. Dec.

10

11

12

L3

14

15

Hi

17

18

19

20

21

22

23

24

25

2"

27

29

30

31

1909.

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Note.— Gage datum, 92.50.

Computations of daily discharge and run-off for 1909 are withheld, pending the acquisition of additional data.

WOOD CREEK DRAINAGE BASIN.

Description.

Wood creek flowed originally along a tortuous course in a flat valley skirted by hold slopes, the general course being northerly from a point five miles east of Hudson river at Fort Edward. From Smiths Basin northerly, it is alternately paralleled by and canalized to form Champlain canal, so that the flow of this portion of the stream is artificially controlled.

Half Way creek, the principal tributary of Wood creek, from the west, enters at Fort Ann. This stream receives the drainage from Putnam mountain and an adjacent group of small lakes. A fall of 60 feet occurs at Kanes Falls. Wood creek is joined by Wettawee river a short distance above Whitehall. The drainage from Poultney and Castleton rivers enters the arm of Lake Champlain through which Wood creek flows below Whitehall.

Wood Creek below Dam at Whitehall, 1ST. Y.

A gage has been maintained by this Department below the dam at Whitehall since January 22, 1905. This gage gives a record of the fluctuation in level of water in the arm of Lake Champlain into which Wood creek discharges.

The original gage, erected by Mr. D. B. LaDu, was attached to the face of the Champlain Silk Mill on the right-hand side of the stream below the dam. A new gage attached to the face of the timber docking below the dam on the left-hand side of the stream is now used. The zero mark of each gage is at elevation 73.0, Barge canal datum. The observer and time of reading are the same as for the gage above the dam.

Mean Daily Elevation of Water-surface (Barge Canal Datum) of Wood Creek (a) below Dam

at Whitehall, N. Y.

DAY.

Jan. Feb. Mar. April. May. June. July. Aug. Sept. Oct. Nov. Dec.

1909.

10

11

12

13

14

17)

16

17

is

is

20

21

22

23

24

25

2«.

27

2-

2S

8ggSSSS?S§5SSgS88SSggS8SSSSSS

iSSSSSSSSSSSSSSSSSSSS

30

OOOggcOCOCOCOCOCOcOcOcOcOcOCOcOCO

aSSaSftS888Sfeg88SS88

S88888888S88SS88g5:8SSSgSSS8SS£8

rnfftcficDcDCD?DtDcDCO«OOOCOCOOCDCOCOCOCOtOCOOCO«OOCOcOcO

^3oo-5-5oOOO-3oOOOOOCX>OOOOQOOOOOOOOOOOOOOOOOOOQCOOOOCDCOCOCO

«ggSBS8gs:gS8£S;SfeftfcS888S5?8888g8

cr o-cr-cr

ii§§i§i

gggggSSg888SSSS8SS8S3S:S^!sSSS:§sSSS

is;ftfeggg88feS8gSg88agg8SS££S8gggg

8aS8888S58S888S885g855888S5588

8g888888S888g8S888SSSg¹gS8Sg8SS

?3?IS8fe88888SS88885888feg88SS8ggS8

CO CO CD CO CO CO COCO    COCOCOCOCOCOCOO

a Arm of Lake Champlain.

b Gage submerged.

c No record.

Wood Creek above Dam at Whitehall, 1ST. Y.

A record of the stage of Wood creek has been kept since September 19, 1904, when a gage was established above the stone dam of the Champlain Silk Mill, by D. B. LaDu of this Department. The gage board was formerly fastened to retaining wall on east side of the creek, near Clinton avenue, about seventy feet above the right-hand end of the dam. The present crest gage is located in the right-hand abutment of the dam. The gage is graduated in feet and tenths and is read twice daily. The zero of gage is placed at same elevation as crest of dam, the elevation of which is 107.5. The gage was read by S. II. Pearson preceding October 16, 1908, after which date the observer was Howard L. May.

Mean Daily Elevation of Water-surface (Barge Canal Datum) of Wood Creek above Dam

at Whitehall, N. Y.

DAY.

Jan. Feb. Mar. April. May. June. July. Aug. Sept. Oct. Nov. Dec.

•J

10

11

12

13

14

15

16

17

18

19

20

21

22

23

24

25

27

28

29

30

31

1909.

110.15 110.15 109.55 109.70 110.15 110.05 109.45 110.50 110.15 110.05 109.25 110.45 110.25 110.05 109.30 110.35 110.30 110.15 109.15 110.20

110.45    110.25 108.75 110.30

110.551110.45    108.85 110.50

110.45    110.45 108.85 110.75 110.35 110.60 108.75 110.35 110.25 110.45 108.95 110.05 110.15 110.45 109.10 110.00 110.20 110.35 108.95 109.75 110.25 110.30 108.85 109.45 110.15 110.15 108.95 109.55 110.05 110.80 109.00 110.20 110.15 111.30 109.15 111.15 110.25 111.60 109.15 111.80 110.15 111.80 109.25 110.60 110.25 112.10 109.25 110.00 110.25 112.30 109.35 109.80 110.25 a 109.55 109.40 110.25 112.35 109.45 109.80 110.35 112.15 109.60 109.50 110.45 111.70 109.80 109.55 110.55 112.30 110.40 109.40 110.60 111.40 111.20 109.40 110.40 111.00 112.00 109.60 110.30 110.20 111.60 109.95 110.25 110.20 110.10

111.60 109.95 ■111.451110.20 1110.851......

gliiiiisisSSiigssgiigggigisiis

108.90

.95 108.90 107.95 108.40 107.95 108.15 108.60 109.50 .15 108.95 107.95 108.40 107.90 108.25 108.80 109.30 .25 108.90 108.70 108.25 107.95 108.20 108.65 109.40 .30 108.80 109.05 108.10 108.05 108.10 108.60 109.20 .30 108.90 108.95 108.10 108.25 108.15 108.45 110.20 .55 108.90 108.70 107.90 108.05 108.20 108.40 110.00 .85 108.85 108.95 108.10 108.00 108.10 109.001110.00 .85 108.80 108.75 108.30 107.95 108.05 108.80 109.80 .65 108.70 108.60 108.15 107.95 108.05 108.80 109.40 .65 108.70 108.45 107.95 107.90 108.80 108.60 109.60 .85 108.65 108.80 108.15 107.70 108.50 108.70 109.80 .65 108.55 108.45 108.10 107.50 108.80 108.50 109.80 .50 108.55 108.40 107.90 108.20 108.60 108.50 109.60 .35 108.45 108.40 107.90 108.00 108.60 109.40 109.40 .30 108.45 108.25 108.40 107.80 108.40 109.60 109.20 .30 108.35 108.25 108.60 107.80 108.60 109.60 109.40 .75 108.25 108.15 108.80 107.65 109.00 109.60 109.70 .95 108.25 108.40 108.60 107.65 108.80 109.80 109.70 .05 108.15 108.20 108.40 108.40 108.80 109.80 .10 108.25 108.20 108.20 108.20 108.60 109.40 .95 108.35 108.00 108.40 108.10 108.50 110.20 .50 108.25 108.00 108.60 107.90 108.60 110.00 .20 108.30 107.75 108.40 107.90 108.70 109.80 .00 108.35 107.9Q 108.40 108.10 108.90 109.70 .90 108.30 108.00 108.20 108.05 108.80 109.60 .70 108.35 107.90 108.10 108.20 108.60 109.80 .60 108.25 107.75 108.10 108.05 108.45 110.10 .25 108.15 107.80 108.20 108.00 108.35 109.80 .20 108.00 107.80 108.30 108.05 108.50 109.60 .05 107.95 107.80 108.10 108.15 108.40 109.40 108.80 ......

108.00 108.10

b No record.

a Gage submerged.

SARANAC RIVER.

Description.

Saranac river rises in southeastern Eranklin county, and flows northeastward to a point near Cadyville and thence eastward into Lake Champlain at Platt,shurg. The southern boundary of the basin is the Ampersand mountain range, and the stream drains the north slope of the most elevated region of the State of Hew

York. About 16.2 per cent of the upper drainage area is water-surface. The areas tributary to the river are shown in the following table:

Drainage Areas of Saranac River, a

LOCATION.

Area.

Total area.

Above Saranac lake State dam Above Saranac Lake village. . .

• Above Franklin Falls........

North Branch Saranac river. . At junction North branch ....

Above High Falls...........

Above Cadyville.............

Above Kent Falls...........

Above Morrisonville.........

Above Lozier dam...........

Above mouth...............

Square miles.

44.9

104.3

136.6

19.6

74.6

2.9

2.0

26.1

5.6

Square miles.

157.5

202.4

306.7

136.6

498.8

518.4 593.0

595.9

597.9 624.0

629.6

a From Bien’s Atlas of New York.

The results of gagings of Saranac river at a station formerly maintained at Saranac lake are given in the report of the State Engineer and Surveyor for 1903, Supplement, pages 71-74.

In 1854 a timber dam was built below lower Saranac lake for the purpose of flooding logs. In 1899-1901 a masonry dam and lock were erected by the State at this point, raising the water-level of lower Saranac lake, eighteen inches.

Saranac River Year Plattsburg, Y. Y.

A gaging station was established by Robert E. Horton at the dam of the Plattsburg Light, Heat and Power Company, six miles above Plattsburg, March 17, 1903. This station is maintained by the U. S. Geological Survey in cooperation with this Department.

The record includes the flow over a straight spillway crest 171.25 feet in length, the discharge through two five-foot waste gates when open, and the discharge through five thirty-three-inch Victor turbines controlled by automatic governors. The gages were read and the record furnished by A. E. Hare until January, 1907; since then the record has been furnished by the company. Experiments were made at Cornell University hydraulic laboratory on a model of the ogee section of the dam, from which coefficients have been derived for the calculation of the discharge.®

a Horton. “Weir experiments, coefficients and formulas."

10

11

12

It

15

16

17

r.i

20

22

23

24

25

26

27

30

31

Mean Daily Discharge, Second-feet, of Saranac River near Plattsburg, N. Y.

DAY.

1909.

Jan. Feb. Mar. April. May. June. July. Aug. Sept. Oct. Nov. Dec.

ggig§ggg|glggi§lg§|ggs§gg§8gggi

820 760 851 848 727 861

860

si;:-;

893 1,020 842 1,680 803 3,690 871 4,200 788 2,000 837 1,390 1,020 1,450 929 1,740 847 2,580 783 3,700 753 3,060 495 2,890 499 3,510 423 3,890 268 3,540 445 3,120 311 2,430 483 2,790 434 2,580 483 2,330 455 2,120 548 2,200 722 2,050 460 1,940 598 1,740 477 1,700

⁴1—‘ t—¹t—⁴ ►—⁴ >—⁴ t⁻⁴ H-⁴ t—⁴ t—⁴t—⁴ fcO tO tO tO tO bO bO cO CO tO H—¹ H-⁴ H-⁴ H-⁴ I—⁴ to to to t—⁴

rig§l§llllilll!'slllllliii¥sl§li

1,120    523

1,080    459

897

809 253 1,020 249 1,580 433 1,150 323

'.'21

375

924

805 305 992 316 875 212 866 216

821

917

275

139

916 462 830 574 856 432 751 335

761    388

762    377 684 337 832 317 161 420 237 285

1,160 224 262 206

237

■§

j|gg3gg6Sg§88gl8gSlg8gil§gillgg§

tOtObOtOCON5WOOCA:OJCOCOtOCO^OJ^OOtO£*tObOOO^COg£C003£»COOO

Monthly Discharge of Saranac River near Plattsburg, N. Y. [Drainage area, 624 square miles.]

Discharge in Second-feet.

Run-off.

MONTH.

Maximum.

Minimum.

Mean.

Per

square

mile.

Depth in inches on drainage area.

January. February March...

April.....

May......

June......

July......

August September October... November. December.

1909.

935

126

1,250

1,020

4,200

3,800

1,580

266

268

760

1,180

161

574

4 so

512

488

331

736

663

2,290

1,980

859

139

321

114

'jv;

os

109

204

158

299

382

0.530 1.18 1.06 3.67 3.17 1.38 0.514 0.454 0.409 0.479 0.612 0.538

0.61

1.23

1.22

4.10

3.66

1.54

0.59

0.52

0.46

0.55

0.68

0.62

The year.

4,200

68

728

1.17

15.78

The following current-meter measurements were made in the tail-race in 1909, to determine leakage and to calibrate the water wheels.

Current-meter Discharge Measurements of Saranac Tail-race at Lozier Dam near Plattsburg,

N. Y.

DATE.

Hydrographer.

Gage height.a

Width.

Area of section.

Mean

velocity.

Dis

charge.

1909.

July 15 ! Covert and Hoyt Oct. 18 | Covert and Hoyt Oct. 18 j Covert and Hoyt Oct. 18 I Covert and Hoyt Oct. 18 I Covert and Hoyt Oct. 18 I Covert and Hoyt

Feet.

2.10

2.18

2.18

1.69

2.065

1.90

Feet.

Square

feet.

59

60

60

60

(in

59

161

169

174

138

165

151

Feet per second. 2.13 2.19 1.93 1.48 2.06 1.72

Second-

feet.

343

370

336

205

341

267

a Tail-race gage.

OSWEGATCHIE RIVER.

Description.

Oswegatchie river lias its source in the region of lakes and timbered swamps in the southern part of St. Lawrence county. The largest of the lakes is Cranberry lake, which affords valuable storage to water-power users on its outlet, East branch of Oswegatchie river. East and west branches flow in a general northwesterly direction and unite near Talcville. From Gouverneur to Oxbow the river flows southwestward; it then turns sharply and flows northeastward to Rensselaer Falls, turns again to the northwest, receives the outlet of Black lake at Galilee, and finally enters the St. Lawrence at Ogdensburg.

Oswegatchie River Rear Ogdensburg, R. Y.

The gaging station was established May 16, 1903, by Robert E. Horton. It is located at Eel weir bridge, just below the junction of Oswegatchie river and Black lake outlet. This gaging station is maintained by the II. S. Geological Survey in cooperation with this Department.

The channel is in rock and is partly artifical, rock underneath the bridge having been removed by blasting to increase the bridge opening. The bridge consists of two spans, the right being 129.6 feet long and the left 130.1 feet.

Discharge measurements are made from the down-stream side of the bridge. The initial point for soundings is the top of the face of the right abutment, down-stream side.

A standard chain gage, which is observed twice daily by Joseph IT. La Rue is attached to the ironwork of the bridge on the upstream side of the right-hand span. The bench-mark is a square chisel draft on the up-stream side of the right-hand abutment; elevation, 16.72 feet above gage datum.

Mean Daily Gage Height, in Feet, of Oswegatchie River near Ogdensburg, N. Y.

DAY.

Jan. Feb. March. April. May. June. July. Aug. Sept. Oct. Nov. Dec.

1909.

4.6

4.6

4.6

4.5

4.5

4.7

5.7

5.7

5.8

6.6

6.5

6.0

5.8

5.8

5.7

5.7

5.8 6.5j 5.8 6.5| 5.7 6.2! 5.6 6.2 5.6 6.2 5.6 6.01 5.8

5.8

5.8

5.7

5 i,

7.3

5.6

5.4

5.3

5.3

5.3

5.3

8.8    7.3

8.8    7.5

8.7

8.3

7.9

8.0    7.9

8.1

5.2

5.2

5.3

5.1

5.6

5.4

5.3|

5.2

5.2

6.0 5.8 6.0! 5.8 5.7

5.7 5.6 5.9 5.7

8T

8.1

8.3

8.3

8.2

7.8

7.6

7.3

7.2

7.0

6.9

5.1

5 li

4.9

5.3

4.9

5.1

5.6

6.2

6.4

5.5

8!o

6.7

6.7

4.9

4.9

7.2

5A\

7.8

7.4

6.7

4.9

1 '.i

6.1

6.5

6.5

7.7    5.8'

7.71 i-7.7    6.8;

6.3:

7.2

6.3

4.8

1; :

7.1

6.5

7.1

4.8

4.8

4.7

6.4

7.1.

5.8

CD CD CD 00_ GO OO OO OO QO QO

4.9

4.8

4.7

4.7

4.8

4.8

4.7

4.7

4.7

4.6

4.6

4.6

4^6

4.6

4.7

4.6

I ■■

4.5

4.5

4.5

4.5

4.5

4.5

4.5

4.5

4.4

4.4

4.4

4.5

^    ^ ^ ^    ** 4* ^ ^    ^ ^ ^ ^    ^ ^    ^ ^ ^

Or Cp O* *0* pi Cn O* Crt Ot Cn Cn

4.5

4.7

4.5

4.5

4.5

4.6

4.6

4.6

4.7

4.7

4.7

471

4.7

47

4.7

4.7

4.6

4.6

4.6

47

4.7

4.7

4.7

4.7

4.7

4.7

4.7

4.7

47

4.8

4.7

4.7

4.7

4.7

4.8

4.8

4.8

4.8

4.8

4.7

4.8

4.8

4.9

5.2

5.2

4.9

4.9

4.8

4.9

5.4

5.4

5.5

5.6

5.6

5.5

5.4

5.3

5.2

5.2'

4.6

5.2

5.2

5.6

5.6

5.8

5.8

5.7

5.6

5.6

5.4

5.3

5.1

5.1

Rating Table for Oswegatchie River near Ogdensburg, N. Y.

Gage

height.

Discharge.

Gage

height.

Discharge.

Gage

height.

Discharge.

Gage

height.

Discharge.

...........

^coto^ocooo^iasoi^^

OOOOOOOOOOO.

Second-feet.

590

680

890

1,010

1,140

1,280

1,440

1,610

1,790

1,980

Feet.

5.50 5.60 5.70 5.80 5.90 6.00 6.10 6.20 6.30 6.40

6.50

Second-feet.

2,180

2,400

2,640

2.890 3,160 3,440 3,730 4,020 4,310 4,600

4.890

Feet.

6.60

6.70

6.80

6.90

7.00

7.20 7.40 7.60 7.80 8.00

8.20

Second-feet.

5,185

5,480

5,775

6,070

6,365

6,955

7,550

8,150

8,750

9,350

9,960

OCOCOCOCOCOOOOOOO^

ooccs^tooooo^r*

oooooooco

Second-feet.

10,570

11,180

11,790

12,400

13,020

13,640

14,260

14,880

15,500

The above table is applicable only for open channel conditions. It is based upon discharge measurements made during 1903 to 1908. It is fairly well defined.

10

11

12

13

14

15

16

17

18

19

20

21

22

23

21

25

2M.

27.

28

29

30

31

Mean Daily Discharge, Second-feet, of Oswegatchie River near Ogdensburg, N. Y.

DAY.

1909.

Jan.

780

780

780

' '|.

680

2,640

2,640

2,890

2,890

2,890

2,890

2,890

2.890 2,640 2,640 2,400 1,980 1,790 1,610 1,610 1.440 1,610 1,980 2,640 3,730

4.890 4,890 5,480

! 4,890 4,600

Feb. March. April. May. j June. July. Aug. Sept. Oct. Nov. Dec.

4,020! 8,150 7,250 4,890: 2,890 3,730j 7,250 7,850 6,660! 2,890 3,160I 6,360 8,150 7,250 2,640 7,250 2,400

2.890    5,780 9,050 2,640 5,180 9,660 7,250 2,640 5,180 9,960 7,250 4,020 4,020 10.600 7,250 4,600 4,020 11,200 7,250 5,180 3,440 11,500 6,960

4.890    2,890 11,800 6,360 4,890! 2,890 11,800 7,250 4,890! 2,640 11,800 7,850 4,020! 2,400 11,500 9,050 4,020i 2,400 10,300 9,660 4,020! 2,400| 9,350 9,050 3,440: 2,890: 9,660 8,750 3,4401 2,890 9,660 8,150 3,440| 2,890 9,660 7,250 2,640 ! 2,890j10,300 6,960 2,640 2,400 10,300 6,360 3,160 2,640) 9,960 6,070 4,020 2,400 9,660 5,480 4,020 2,180! 9,350 5,480 4,600 1,980; 8,750 5,480 6,960 1,980, 7,550 4,600 8,450 2,890 6,960 4,310 8,450 4,3101 6,960 3,730 8,450 5,780| 6,070 3,160

6,660 5,480 3,160 6,660 4,600 3,160 6,660

2,890

soil

M'l.

miii

890

2,400 1,980 1,790 ‘1,790'

1,790 1,790 1,610 1,610 1,440;

1,790 1,440 1,440 1,440;

1,280!

1,140 1,790;

1,140 1,140

i,i4o! 1,010! 1,140 1,010, 1,140 1,010

1,010 l.oioi 1,010 1,010 1,010 1,010 890 1,140 890 1,140 ...... 1,140

HIM

HIM

780

780

780

780

780

780

780

Thi

780

780

780

780

Hill

890

1,010

1,140

1,010

S90

son

1,010

1,010

VIM

cr. ^j oc    oc

680!

'Mi

• HI

l,M,

''■HI

680

680

590

590:

590

mm i

Note.— Dailyldischarge based on a fairly well defined rating curve.

680 890 680 890 680 1,010 680 890 680 890 780 890 780 890 780 1,010 780 1,010 890 1,010 890 1,010 890 1,010

1,610

1,610

1,440

890

Hi"

890 1,010 890 1,010 890 1,140 890 1,610 780! 1,610 780l 1,280 780 1,140 890 1,140 890 1,010 890 1,010 890 1,140 890 1,980 890 1,980 890 1,980 890 1,980 890 2,180 890 2,180

Mill

Monthly Discharge of Oswegatchie River near Ogdensburg, N. Y. [Drainage area, 1,580 square miles.]

Discharge in Second-feet.

Run-off.

MONTH.

Maximum.; Minimum. Mean.

Per

square

mile.

Depth in inches on drainage area.

January. . February.. March....

April.....

May......

June.....

July......

August. . . September October. . . November. December.

1909.

IOOOOO.H»<N

480

450

800

660

890

140

140

780

vio

680

2,640 j 1,980 4,600 2,890

890

780

V"i

590

680

l The year

2,180

2,890

11,800

890

780

590

to

1 ilSlsiilll!!

1.59

2.78

2.51

5.84

4.01

1.01

.569

1.83 2.90 2.89 6.52 4.62 1.13

.66

.501

.420

.526

.797

1.25

1.82

.58

.47

.61

.89

1.44

24.54

RAQUETTE RIVER.

Desceiption.

Raquette river drains a long, narrow basin extending from northern Hamilton county to St. Lawrence river. Its sources are on an elevated plateau, dotted with mountains interspersed with lakes. The region is timbered, but numerous marsh and swamp areas exist, many of which are on the divide and feed streams flowing in opposite directions. The lakes of the head waters afford ample opportunities for storage development.

Observations at the dam of the Hannawa Falls Power Company were taken from September, 1902, to March 31, 1903. The discharge has not been computed.

The results of gagings at a station formerly maintained on Raquette river at South Colton, H. Y., may be found in the report of the State Engineer and Surveyor for 1904, pages 533-4.

Raquette Rivee at Mas sen a Speings, 1ST. Y.

A gaging station was established by Robert E. Horton at the highway bridge at Massena Springs, September 21, 1903. Observations were continued until October 17, 1903, when the station was temporarily abandoned. It was resumed April 9, 1904, and has since been maintained by the U. S. Geological Survey in cooperation wflth this Department.

The channel is straight for 300 feet above and 1,000 feet below the bridge, which consists of a single span of 167.5 feet. The banks are not subject to overflow. The current is swift and uniform.

Discharge measurements are made from the down-stream side of the Massena Springs highway bridge. The initial point for soundings is the top of the right bridge abutment on the up-stream side of the bridge.

The gage, which was read during 1909 by Mrs. C. A. Wait, consists of a vertical scale attached to the right abutment on the upstream side of the bridge. The bench-mark isi a cross painted on the outside down-stream corner of the foundation adjacent to the sulphur springs; elevation above gage datum, 12.21 feet. The Sunday flow of this stream, like many others in this state, is often held back during the low-water season, while ponds at mills above are being refilled. Where there is extensive pondage of this character, the resultant effect may be shown in the stream for several days.

Mean Daily Gage Height, in Feet, of Raquette River at Massena Springs, N. F.

DAY.

Jan. Feb. March. April. May. June. July. Aug. Sept. Oct. Nov. Dec.

1909.

2.9    5.6

2.9    5.3

7.2

7.0

3.2

5.6

7.0

2.6    5.5

6.8

3.1

5.3

6.8

10

11

12

13

14

15

6.7

6.5

6.4

6.4

6.4

6.3

6.3

6.3

6.3

6.1

16

4.5

6.1

17

is

I'.

20

21

22

23

31

25

3"

27

2'

5.4

5.4

.5 .5

5.5

5.3

5.2

5.2

5.4

5.4

6.2

6.3

7.0

5.5

7.0

30

5.5

7.2

1.5

1.8

1.7

1.65

1.8

1.85

1.75

1.7

1.7

2.15

1.95

1.85

1.65

1.65

1.45

2.15

1.85

1.95

2.05

1.75

1.80

1.85

1.75

1 85

1.85

1.6

1 ti

1.75

1.9

IS

1.95

1.75    2.05

1.65    2.00

1.9

1.9

1.75 1.85 2.10 1.80 1.70 1.75 2.20 1.65 2.15 1.75 2.40 1.75 2.20 1.65

2.15

1.75

1.85

1.95

1.65

is

1.S5

1.70

1.75

1.60

1.60

1.40

1.9

1.8

1.0

1.8

1.75

1.85

1.75

1.8

31

5.6

7.2

6.55

2.2

1.60

1.75

2.10 1.75 2.15 2.05 2.00 2.15 1.90 2.05 1 % 1.75 1.85 1.60 1.95 1.65 2.05 1.85 1.90 2.10 1.85 1.95 1.90 1.80 1.85 1.80 1.95 2.20 2.15 1.70 1.90 1.80 1.45 2.65 2.15 2.85 2.05 3.15 2.05 3.25 2.15 2.75 1.90 2.25 1.75 2.40

1.45

1.65

tobototototototobotofcofcocobococooococooototototototototototoco

sg'ssgggggggsssgsaissssggaagisssgffigs;

about

Note.— Gage heights affected by backwater from ice conditions, January 1 to April 15 and about November 24 to December 31.

Current-meter Discharge Measurements of Raquette River at Massena Springs, N. Y.

DATE.

Hydrographer.

Gage

height.

Width.

Area of section.

Dis

charge.

1909

Feb.

14

April 19 July 3

C. R. Adams, C. C. Covert. C. C. Covert.

Feet.

5.55

9.19

2.50

Feet.

168

176

169

Square

feet.

709

1,640

426

Second-feet. al,660 8,300

961

a Measurement made under partial ice cover. Average thickness of ice, 1.70 feet. Gage height to top of ice, 5.75. Ice varies in sections from .00 feet to 3.00 feet thick.

Rating Table for Raquette River at Massena Springs, N. Y., for 1908. ’

Gage

height.

Discharge.

Gage

height.

Discharge.

Gage

height.

Discharge.

Gage

height.

Discharge.

Feet.

0.70

0.80

0.90

1.00

1.10

1.20

1.30

1.40

1.50 1.60

1.70 1.80

1.90 2.00 2.10 2.20

2.30

2.40

2.50 2.60

2.70 2.80

2.90 3.00

Second-feet.

105

130

155

185

215

250

285

325

365

405

450

500

550

605

660

720

780

845

910

■ISM

1,050

1,120

1,195

1,270

Feet.

3.10

3.20

3.30

3.40

3.50

3.60

3.70

3.80

3.90 4.00

4.10

4.20

4.30

4.40

4.50

4.60

4.70

4.80

4.90 5.00

5.10

5.20

5.30

5.40

Second-feet. 1,345 1,420 1,500 1,580 1,660 1,740 1,825 ! 1,910 j 1,995 2,080 2,170 2,260 | 2,350 2,440 2,530 2,620 2,710 2,800 2,900 3,000 3,100 3,200 3,300 3,400

Feet.

5.50

5.60

5.70

5.80

5.90 6.00 6.10 6.20

6.30

6.40

6.50

6.60

6.70

6.80

6.90 7.00 7.10 7.20

7.30

7.40

7.50 7.60

7.70

Second-feet.

3,500

3,600

3,710

3,820

3,930

4,040

4,150

4,260

4,370

4.490 4,610 4,730 4,850 4,970 5,100 5,230 5,360

5.490 5,620 5,760 5,900 6,040 6,180

t—¹ h-* I—‘ h—‘ I—I I—‘ t—*    Kj

hmooooocococdcocdoooogcgcoo*^*^^

OOOO^tOOQOO^tOOCOOr^tOOOOC^tOOcOOC^-

ooooooooooooooooooooooo

to

ooocooooooooooooooooooor*

Note.—The above table is not applicable for ice or obstructed channel conditions. It ih based on 23 discharge measurements made during 1903-1908, and is .well defined between gage heights 1.0 feet and 10.0 feet.

This rating differs materially from that published in the Fourth Annual Report of the New York State Water Supply Commission. Revision was made on the basis of new data available since the time of the publication of the earlier table.

Daily Discharge, Second-feet, of Raquette River at Massena Springs, N. Y.

DAY.

April. May. June. July. Aug. Sept.

Oct.

Nov.

1909.

10

11

12

13

14

15

16

17

is

19

20

21

22

23

24

25,

26

27

28

29

30

31

7,900 8,050 8,050 8,350 8,200 8,200 8,050 8,050 7,900 7,600 7,600 7,300 7,160 7,300 7,750

8,800

10,100

9,280

6,880

6,180

5,490

5,900

6,180

5.900 6,040

11,000

10,600

7.900 7,600 6,880 7,450

7.600 7,300 6,880

7.160

6.600 6,460 6,460 6,180 5,690 5,230

5.160 5,160 5,160 4,970 4,670

4,430

4,360

3,760

3.660 3,200 3,500 3,450 3,350 3,100

2.950 2,850

2.660 2,580 2,580 2,530 2,260

1.950 1,740 1,080 1,080 1,310 1,310 1,270 1,340 1,230 1,120 1,230 1,270 1,120 1,270

1,120

365

845

500

345

475

525

1,020

500

578

450

1,230

1,230

1,120

428

500

525

690

525

578

632

475

500

660

500

475

720

690

si:,

720

475

428

475

475

i.’s

• loo

7 so

720

450

405

750

780

845

750

632

660

632

910

878

812

605

405

632

750

660

690

720

475

450

450

690

57 s

550

525

428

428

12s

475

428

550

525

428

•5oo

525

450

475

405

405

325

405

345

L Note.— Daily discharge based on a well-defined rating.

525

475

525

525

405

405

475

550

500

578

632

5.M '

578

550

500

550

17.-,

690

690

550

57 s

525

632

550

525

550

525

578

690

550

345

690

<132

632

690

550

475

42S

475

475

632

690

632

475

405

428

525

660

578

500

5(H)

720

450

500

55(1

550

550

550

550

550

550

Monthly Discharge of Raquette River at Massena Springs, N. Y. [Drainage area, 1,170 square miles.]

Run-off.

Discharge in Second-feet.

MONTH.

Maximum. Minumum. Mean.

Per

square

mile.

Dep

inch

th in les on drainage area.

19119.

January.. February. March. .. .

April.....

May......

June.....

July......

August. . . September October. . November December.

(850)

,800)

,700)

8,350 11,000 4,430 1,230

4,670

1,080

405

•19"'

690

325

345

845

345

720

405

170)

870

2,320

772

468

521

597

527

(550)

0.726 1.54 1.45 4.42 5.87 1.98 0.660 0.400 0.445 0.510 0.450 0.470

0.84

1.60

1.67

4.93

6.77

2.21

0.76

0.46

0.50

0.59

0.50

0.54

The year.

11,000

325

1,850

1.58

21.37

Note.—Estimated, January to April 10, inclusive, and for December, based on gage heights and records at Piercefield.

LAKE ONTARIO DRAINAGE.

General Features.

In the northwestern part of the state of New York, between Niagara and St. Lawrence rivers, is an area aggregating about 12,400 square miles drained by streams which flow into Lake Ontario. The divide which controls this drainage is very irregular. Extending to the south and southeast from Fort Niagara, it passes around the head waters of the Genesee a short distance into Pennsylvania; thence reentering New York it runs southward and eastward from the interior group of lakes, turns to the north, encircles the sources of Black river, turns again to the west, and descends to the lake. The country thus included is level or gently undulating in the counties bordering the lake, but farther south it becomes more rolling, and a series of ridges, gradually increasing in height, stretch down between Cayuga and Seneca, and their companion lakes, finally becoming merged with the elevated broken country forming the principal divide, the abrupt slopes of which attain altitudes of from 2,000 to 2,500 feet about the head waters of the Genesee.

The easterly, or Black river lobe of the drainage basin receives the run-off from the southwestern slope of the Adirondack mountains — largely a rugged and forest-covered area — receiving heavy precipitation, especially in the winter.

Drift deposits are generally scattered over the section, and the soil is in part derived from that source and in part from the disintegration of native rocks.

The principal streams of the area are the Oswego, formed by the union of Seneca and Oneida rivers, which drain the chain of lakes in central New York, the Genesee, Salmon and Black rivers.

BLACK RIVER DRAINAGE BASIN.

BLACK RIVER.

Description.

Black river rises in the western part of Hamilton county, N. Y., flows southwestward across Herkimer county into Oneida county, turns near Forestport and runs somewhat west of north through Lewis county to eastern Jefferson county, and then flows westward to Black river bay, at the eastern extremity of Lake Ontario. The upper part of the basin is very rugged and mountainous and contains a large number of lakes.

The regimen of the river is controlled by storage on its upper tributaries, including Beaver river at Beaver, a series of reservoirs at the head waters of Moose river, and additional reservoirs at Forestport and on the head waters of the main river.

Water is diverted from Black river through Forestport feeder to supply the Black river canal at Boonville. A portion of this diverted water flows northward from Boonville and enters Black river again at Lyons Falls; the remainder flows southward through the Black river canal and enters the Erie canal at Rome.

The results of gagings of this division may be found in the State Engineer’s Report for 1906, Supplement, page 36, and also on pages 597-593 of the report for 1907.

The results of gagings at a station formerly maintained on the Black river at Huntingtonville, 1ST. Y., may be found in the report of the State Engineer and Surveyor for 1902, Supplement, pages 31-37.

Black River Year Felts Mills, Y. Y.

This station was established by Robert E. Horton, August 29, 1902, and has since been maintained by the IT. S. Geological Survey in cooperation with this Department. It is located at the dam of the Harmon Paper Company, formerly owned by the Black River Traction Company, near the village of Felts Mills. The dam is nine miles up-stream from Watertown and seven miles up-stream from the old Huntingtonville gaging station on this stream. The drainage area is estimated at 1,851 square miles, or

37.5 square miles less than at Huntingtonville. The intervening area is mainly drained by two small streams, Townsend and Rutland Hollow creeks.

The dam is of sawed timber, rests on limestone foundation, and is very nearly water-tight. It has a slope on the up-stream face of 2.88 horizontal to 1 vertical. The crest is protected by boiler plate and the down-stream face is vertical, giving a free overfall. The main crest is 380.6 feet long. There are two additional sections on the right-hand side, one 14.1 feet long and the other 17.9 feet. A similarly constructed, dam, 117 feet long, at the left bank serves as an auxiliary spillway and as a head-race wall.

The gage, which was read twice daily during 1909, at 7 a. m. and 6 p. m., is attached vertically to a crib at the left-hand side of the stream above the mill. Correction is made to the gage readings for velocity of approach during high water. The discharge over the spillways' has been calculated by means of the weir formula, using coefficients derived from experiments of the United States Geological Survey for a dam of similar cross-section.

A wood pulp mill has been constructed adjacent to this dam and was in operation during 1907. The mill contains four 72-inch and one 45-inch Smith-McCormick turbines. A record is kept of the hours run, and gate opening of each wheel, as well as of the head under which they operate.

The results obtained at this station in previous years may be found in the report of the State Engineer and Surveyor for 1906, Supplement, pages 36-40; 1907, page 381; 1908, page 425.

Mean Daily Discharge, Second-feet, of Black River near Felts Mills, N. Y.

10

11

12

13

14

15

16

17

1"

19

20

21

22

23

24

25

26

27

28

29

30

31

DAY.

1909.

Mean

Jan.

*1

OO 4^ ca ca Ca ^ ^ OOOObOtOOl WOO t—‘OOCJitOQOCOCOOO

*3,856

4,151

3,591

2,926

2,516

2,101

1,442

*1,473

2,137

1,102

1,486

1,776

1,786

2,064

*4,596

6,689

7,896

7,392

6,879

5,699

5,481

*3,476

Feb.

tO tO tO tO tO

! March.

OOODOOOC-'J~4*<IOiOOGOC04i-4*-Oi>+i-C2*<I-<I*<105050iCO

^►^C^^OiC^tOtOtOtOtOtOtO^bO^COCO^Ottf-tOtOtOtOCOtO^^OS

igsgsiissWsisHiiiiiisiBiiMi

3,475 5,502 3,921

April. May. June, j

SS 111 IIS I is is is § § ill

ONNNO OO OO 00 O H (NWH    M'f ««««««

tototototoojooto

July.

Aug. I Sept.

Oct.

Nov.

Deo.a

H-* to I—* to tO

1,097

1,081

*201

1.030

gg8igWaili'i'is8=lS88

<M CN1 <M r-H

id:

12,289    7,680 2,229

749

*384

1,612

1,406

1,239

1.191

’905

*353

2,113    921

1,011    777

’959

1.646

’966

908

836

868

868

769

817

*713

1,097

1,087

981

1,075 1,276 1,049 1,075 822 1,183

*754 1,251 1,365 1,511 1,094 1,450 1,557 1,131 896 *1,082 996 1,622 1,233 1,461

993

*70

1,080    811'......

1,162

1,055I    878

’848

933

843

-i,.

*353

1,365

1,368

1,307

1,330

1,580

2,776

*1,772

2,435

1,570

1,407

1,289

1,340

1,253

*957

1,209

*914

1,685 1,035 1,241 1,419 1,810 1,589 *914 2,621 2,829 3,707 2,791 2,504 2,233 *1,713

2,542

111 Is sill 1111 i 111 si 1 s a fcla 81 llli

C<T(M <M HI 1—I C<l HHNHHHOUHHNHHHHHHHHHHH

1,783

1,708

* Indicates Sundays.

a Discharge affected by ice obstruction.

Monthly Discharge of Black River near Felts Mills, N. Y. [Drainage area, 1,851 square miles.]

Run-off.

Discharge in Second-feet.

MONTH.

Maximum. Minumum. Mean.

Per

square

mile.

Depth in inches on drainage area.

January.. February. March....

April.....

May......

June.....

July......

August. . . September October. . November. December.

1909.

7,896 8,830 6,806 23,058 13,024 3,820 2,561 1,693 1,276 2,776 3,707 2,295

1,102 2,226 2,019 5,080 2,282 1,204

353

201

201

70

914

938

3,475 5,502 3,921 12,289 7,680 2,229 1 , 162 1,055

1,209

1,783

1,708

878

1.88 2.97 2.12 6.64 4.15 1.20 0.628 0.570 0.474 0.653 0.963 0.923

2.16

3.09

2.44

7.44 4.77 1.34 0.722 0.656 0.531 0.751 1.08 1.06

MOOSE ELVER.

Description.

Moose river is tributary to Black river at Lyons Falls, Lb Y. Its drainage basin lies chiefly in Herkimer and Hamilton counties and comprises a wild, rugged, and uninhabited region, largely forest-covered, but containing also extensive tracts of cut and burned-over lands. The flow of the stream is more or less regulated by lumbermen’s dams, the storage of which is utilized for floating logs.

Moose River at Moose River, Lb Y.

A gaging station was established June 5, 1900, at Moose River village by Robert E. Horton, and has since been maintained by the United States Geological Survey in cooperation with this Department.

The stream is smooth above the gaging station to the foot of McKeever dam, two miles up-stream, but a short distance above the gage it is divided by an island, which creates an ice jam during winter and spring freshets. A short distance below the station a fall occurs. The bed of the stream is of cobble with occasional boulders, the current is smooth, and the depth is fairly uniform. The stream freezes over in winter, alternate layers of ice and snow or slush often forming in such a manner as to prevent discharge measurements being made.

A cableway, having a clear span of 269 feet, was erected in June, 1903, from which current-meter measurements have since been made. The initial point for soundings is the left support of the cable.

The gage, which is read twice daily by Chris Hannon, consists of a graduated board scale, attached to posts on the left bank of the stream, and comprises a high-water and a low-water section. During the ice season the gage is read once each week. The gage was carried out by an ice freshet in February, 1903, and was replaced at a slightly different elevation. The bench-mark is on the top of a boulder on the left bank, 300 feet up-stream from the cable-way. Its elevation above the gage zero, prior to February 28, 1903, was 15.36 feet; after February 28, 1903, 15.53 feet.

Current-meter Discharge Measurements of Moose River at Moose River, N. Y.

DATE.

Hydrographer.

Width.

Area of action.

Gage

height.

Dis

charge.

1909. Jan. 4a.. Feb. 126. July 6... July 7... Sept. lc..

C. R. Adams.... C. R. Adams.... Covert and Hoyt Covert and Hoyt W. G. Hoyt ....

Feet.

211

210

211

212

210

Square

feet.

292

882

l-i

442

417

Feet.

1.18

3.19

1.20 1.02 0.856

Second-

feet.

250

1,090

353

291

244

a Ice conditions; about 0.2 foot clear ice overlaid with 0.3 foot snow ice covered with slush. 6 Nearly complete ice cover; average thickness of ice, 1.05 feet; gage height to top of ice’, 3.29 feet.

c Made by wading at the cable section.

10

11

14

15

16

17

18

20

21

22

2i

24

25

26

27

28

29

30

;l

Mean Daily Discharge, Second-feet, of Moose River at Moose River, N. Y.

Day

1909.

Jan. Feb. Mar. April. May. June. July. Aug. Sept. Oct. Nov. Dec.

680 2,540 536 2,270

2,590 2,590 2,020 3,430 4,780 3,510    586

1,280

1,020

357

72n

64"

670

......

67"

566

s77

522

ssl

59"

576

19"

906

417

850

77"

626

56.6,

522

612

100

19:

2v

288

288

tototococogcococococo^cowi—‘tototototototototototocoo^to^i—‘ OiCntOCnOOOtJOtC^OCnOODOiC^OOOiOOQOOC^OTOOtJtJMMMM

lOiOiCOQCliOOiOjOOOOiOiOiOiC^iOiCiOiOiOiOiCiOiOiCiOiOO

HHHHdC^N^lNlNNNlNCDNHC^NHrtHHHHriHHrtHHH

co octototoro to totototoi—H-*totototototototototo

CObOtOCOrf^^v^v^^ i—‘OOJtdtCOOOjOO QiOQiHO tOOOiQi

V-Wl-^tCtOtOtOtOtOtOtOtOtOtOtOtOtOtO

8aass.'55sassaassassa:

botov-**—‘tobobototototototototototoi—>—‘tototototoco»£

Note.— Daily discharges January 1 to April 6 and December 9-31 were obtained from an ice curve based on two 1909 measurements and are only approximate. Daily discharges for the open water period are based on a well defined rating curve.

Monthly Discharge of Moose River at Moose River, N. Y. [Drainage area, 346 square miles.]

Discharge in Second-feet.

Run-off.

MONTH.

Maximum.

Minumum.

Mean.

Per

square

mile.

Depth in inches on drainage area.

1909.

January.. February. March....

April.....

May......

June.....

July.

August... September October. . November December.

The year..

2,230

2,430

1,150

6,670

6,190

1,110

420

4 2"

1-2

610

405

2,430

74

587

496

196,

168

532

19:;

128

145

175

90

175

14"

74

1,150

6,96,

2,920

2,400

1.70

3.32

2.01

8.44

6.94

1.96

3.46

2.32

9.42

8.00

530

275

214

222

281

22"

226

820

1.53

1.71

0.795

0.618

0.673

0.812

0.954

0.653

2.37

0.92

0.71

0.75

0.94

1.06

0.75

32.00

GENESEE RIVER DRAINAGE BASIN.

GENESEE RIVER.

Description.

Genesee river rises in Potter county, Pa., eight or ten miles south of the New York—Pennsylvania boundary, flows northwestward for about thirty-two miles by general course, then turns to the northeast and empties into Lake Ontario, seven miles north of Rochester. The entire length of the stream, following bends, is about 135 miles, and the drainage area is about 2,450 square miles.

In the northern counties the surface is rolling, with long, easy slopes, except along the streams, which usually lie in deep ravines, hemmed in by steep banks. On the whole there is a gradual rise away from the lakes, and in the upper half of the basin the country becomes rough and is broken by ridges, the summits of which attain elevations of from 2,000 to 2,500 feet above tide.

In the thirty-nine miles between Belmont, in central Allegany county, and Portage, in southwestern Livingston county, the fall of the water-surface is 253 feet, an average of G.4 feet per mile. At Portage the river plunges down in three magnificent falls, and thence nearly to Mount Morris flows at the bottom of a deep gorge. From Mount Morris to Rochester the valley is broad and open and the stream is bordered by meadows subject to occasional overflow. At Rochester there is another abrupt descent over three heavy falls, amounting to about 260 feet within the city.

The series of remarkable lakes tributary to the Oswego basin is continued westward into the basin of the Genesee and includes Conesus, Hemlock, Oanadice, and ILoneoye lakes. These lakes serve as natural reservoirs and have inlets draining considerable areas at their upper ends. The slopes adjacent to the lakes themselves are narrow and steep and are drained by gulleys and torrential brooks. The area below the lakes is rolling and the soil is rich and extensively cultivated. The areas and elevations of these lakes are shown in the following table:

Areas and Elevations of Lakes in Genesee River Basin, a

LAKE.

Elevation.

Water-

surface

area.

Drainage

area.

Per cent water-surface.

Hemlock lake Canadice lake Honeoye lake

Feet.

vir,

1,092

N,,U

Square miles. 2.8

.7

2.5

Square miles. 46.8 12.6 39.6

6.12

5.57

6.41

are

a These lake basins are shown on the Honeoye, Canandaigua, Naples and Wayland topographic atlas sheets of the United States Geological Survey, from which the areas have been taken, with the exception of those for Hemlock and Canadice lakes, which from surveys of Rochester water-works.

Above all the private dams at Bodies ter the State formerly maintained a dam for diverting water to the Erie canal, and in the basin of Black creek, one of the upper tributaries of the Genesee from the west, are two reservoirs (Bockville and Cuba reservoirs), owned by the State, also used for the benefit of the Erie canal.

Cuba reservoir, on the Genesee-A11 egheily divide, receives the drainage from a tributary area of 26.6 square miles. The storage volume is 454,OCX),000 cubic feet. The overflow from this reservoir enters Allegheny river. The storage water may be turned into the summit level of the abandoned Genesee Valley canal and thence into Genesee river.

Drainage Areas of Tributaries of Genesee River, a

Area in Square Miles.

NAME OF STREAM,

Tributary.

Genesee River.

Above Below tributary, tributary.

Cryder creek...............

Chenunda creek............

Dyke’s creek..............

Vandermark creek.........

Knight’s creek.............

Phillips creek..............

Yancampens creek.........

Angelica creek.............

White creek...............

Black creek.............

Crawford creek............

Caneadea creek............

Cold creek................

Rush creek................

Wiscoye:

East Coy creek..........

West Coy creek..........

Wolf creek................

Silver Lake outlet..........

Coshaqua creek............

Canaseraga creek..........

Beards creek..............

Conesus Lake outlet........

IToneoye creek............

Allen’s creek..............

Black creek................

Genesee river, total at mouth

43.3 30.0

68.3 21.6

22.3

32.3

55.7 82.1 15.9 31.1

11.8

63.3 41.0

35.3

99.9

181.0

214.0

301.3 323.9 372.8

410.4

481.1

569.2

595.5

637.6 651.0

745.3 787.0

143.2 210.0

282.3 322,9 346.2

405.1

466.1

563.2 585.1 626.6

649.4

714.3

786.3

822.3

to I-¹ to to H-*QOtOOOH-*OOtOO<OQOcO

833.6 974.9 1,029.2 1,059.6

1.148.4

1.423.1

1.555.5 1,675.9

1.947.1

2.168.5

to to MI H-* H-i H-*

l&gSSfSKggg

OOiQCCOrf^*v|i—*c04^t0'

OtOOiCO^H-OiCStOtO’

2,445.6

a From an early report on Genesee river storage.

Genesee Kiver at Ei.mwood Avenue, Rochester, IT. Y.

This station was established by Robert E. Horton, February 9, 1904, and was maintained by the United States Geological Survey in cooperation with this Department until May, 1907, when it was turned over to the Barge canal department. It is located at the Elmwood avenue bridge, in Rochester, Y. Y.

The stream bed is of gravel and is clean and fairly permanent. The bridge consists of six spans of about 125 feet each. Conditions are favorable for the use of a current-meter. This gage is located above the State diverting clam, which causes, however, but little fluctuation in the level.

Discharge measurements are made from the down-stream side of Elmwood avenue bridge. The initial point for soundings is the top of the face of the left abutment, down-stream side. A standard cypress staff gage, which is read under the direction of E. A. Fisher, city engineer, is secured to the down-stream face of the first pier from the right-hand abutment of the bridge. The gage is sixteen feet long and is graduated decimally with galvan-ized-iron division marks.

Comparative Elevations.

Zero, Elmwood avenue gage.....

Crest, Johnston and Seymour dam

Rochester

city

datum.

245.591

241.91

Barge canal datum. 506.848 503.16

Rating Table for Genesee River at Rochester, N. Y., for 1904-1909.

Gage

height.

Discharge.

Gage

height.

Discharge.

Gage i] height.

Discharge.

Gage

height.

Discharge.

Feet.

1.00

1.10

1.20

1.30

1.40

Second-feet.

400

490

580

07n

760

1.50

1.60

''50

1.70

1.80

1.90 2.00 2.10 2.20

2.30

2.40

2.50 2.60 2.70 2.80

2.90 3.00 3.10 3.20

3.30

3.40

3.50 3.60

1,000

1,150

1.300 1,450 1,600 1,780 1,960 2,140 2,320

2.500 2,700 2,900 3,100

3.300

3.500 3,610 3,940 4,160 4,380 4,600 4,840

..............................

COOOOOOOOOOOOOQOOOGOOO<l^<l<l^l<l^lMM^4a>C5a>C5C50>^

..............................

OOOOOOOOOOOOOOOOOOOOOOOOOOO^*

Second-feet. 12,600 12,900 13,220 13,540 13,860 14,180 14,500 14,820 15,140

15.460

15.780 16,100 16,440

16.780 17,120

17.460 17,800 18,160 18,520 18,880 19,240 19,600 19,960 20,320 20,680 21,040 21,400

Feet.

9.10

9.20

9.30

9.40

9.50

9.60

9.70

9.80

9.90

10.00

10.10

10.20

10.30

10.40

10.50 10.60 10.70 10.80 10.90 11.00 11.10 11.20

11.30

11.40

11.50

Second-feet.

21,760

22,120

22.480 22,840

23.200 23,580 23,960 24,340 24,720 25,100

25.480 25,860 26,240 26,620 27,000

27.400

27.800

28.200 28,600 29,000

29.400

29.800 30,200 30,600 31,000

The stream freezes over in winter at this Station. Measurements of discharge through ice have been made and a record of ice conditions is kept, but the data is insufficient for a satisfactory determination of discharge at certain times.

Mean Daily Elevation of Water-surface (Barge Canal Datum) of Genesee River at Elmwood

Ave., Rochester, N. Y.

DAY.

Jan. Feb. Mar. April. May. June. July. Aug. Sept. Oct. Nov. Dec.

1909

507.70 507 70

.5

M7 70 507.70 507.70 511.20 509.90 508.60

10

11

12

13

14

15

16

508.80

509.00

509.00

509.00

509.70

509.70

17

18

l¹'

21

22

21

25

27

30

31

509.70 510.10

508.70 508.70

509.40 510 20 510 20 514 30 508 50 508 00 507 70 508.70¹509 70 510 20 515 05 508 30 507 90 507 60 508.30 511.70 510.30 515.65 508.20 507.90 507.60 508.45 509.60 510.00 515.55 508.20 507.90 507.60 508.30 510.10 509.90 513.80 508.20 o07.90 o07.60 510.20 509.50 510.10 512.10 508.20 507.90 507.60 510.60 510.70 508.40 507.90 507.60 510.20 508.70 507.80 o07.60 510.00 508.70 507.80 507.60 510.00 508.70 507.70 507.60 510.00 509.00 507.70 507.60 510.20 510.40 507.70 507.60 510.20 509.50 507.70 507.60 509.70 508.8C 507.90 507.60 509.60 508.70 507.80 o07.60

512.20    509.80 508.40 507.80 507.60 511.00 510.50 508.40 507.70 507.60

510.20    510.00 508.30 507.70 507.60 509.70 509.40 508.30 507.70 507.60 509.30 o09.40 508.20 507.70 507.60 d09.30 509.00 508.20 507.70 507.60 509.30 508.90 508.20 507.70 507.60 509.30 508.80 508.20 507.80 507.60 509.10 508.80 508.20 507.80 507.60 509.10 508.70 508.20 .507.80 507 60 508.90 508.70 508.10 507.80 507.60 508.90 508.70 508.10 507.80 507.60 508.90 o08.70 508.00 507.80 507.60

509.20    508.70 508.00 507.80 507.60 509.50 508.60 508.00 507.80 507.60 ...... 508.60

510.70 509.70 511.50 509.40 509.50 510.70 509.40 511.60 509.70 509.05 513.10 509.70 509.00 511.50 509.50

509.11    510.70 509.50 a a 510.60

510.11    509.90 513.50

510.70    509.80 510.95|509.30 510.30|509.10

509.70    509.10 509.70 509.10

'i

511.50 509.00 510.90 508.95 513.65 508.90 514.701509.20 514 90 511.10 513.80 510.30

510.40

510.50

510.20

507.80 507.60

: oSSSSSSSSSSSSSSSSSSSSSSSSSSSSS : aagggS88S8SS88SSgSSSSSSS8SSSSS

ggggggggggggggggggggggggggggggg

33333333^3333333333388888888333 : gSgggSSSSSSSSSSSSSSSSSS*SSSSSSS

•    -4 OO OO OO *<l ^    <| -q -<| -4 -SI *<| •<! *<I ^1    *<I -<I

507.70

507.70

507.70

507.70

507.70

507.70

507.70

507.70

507.70

507.70

507.70

507.70

.507.70

507.70

507.80

507.90

508.00

508.00

508.00

508.00

508.00

508.00

,508.00

508.00

508.00

508.00

507.90

507.70

507.70

507.70

507.70

a No record, Sunday.

Current-meter Discharge Measurements of Genesee River at Rochester, N. Y

DATE.

Hydrographer.

Gage

height.

Width.

Area of section.

Mean

velocity.

Dis

charge.

1909.

Mar. 15....

Apr. 21.... May 11....

C. C. Covert. . C. C. Covert. . A. II. Patchke

Feet.

3.21

2.82

3.88

Feet.

7.7.S

Square

feet.

1,760

1,620

1,960

Ft. per second.

2.28

2.35

3.07

Second-

feet.

4,020

3,810

6,013

Mean Daily Discharge, Second-feet, of Genesee River at Elwood Ave., Rochester, N. Y.

DAY.

Jan. Feb. Mar. April. May. June. July. Aug. Sept. Oct. Nov. ’ Dec.

1909.

10

11

12

13

14

15

to • t— CO •<!

Qi >—* I⁻* “ —-I ■ 4* CO t—¹¹ 4* 4* • 4*- 4^

goofeg: SSS888: 88

to

4» ►

§§§§§§

Tf CO OO CO CO

Hi

CO CO to to

17

18

19

20

21

ooow®

i'J'lO

OOlOlO

CO CO Oi O* 4*- • to to to to to CD

12

i§i§§

5,800

22

V-,l

23

24

1,300

25

27

28

29

§ili

7,940

6,320

14,350

17,800

18,520

14,820

4- o tO i—‘ tO to • to to to to CO CO OOQO Oi O O i- • W COW ^1 wo

gggggg: gggggg

30

31

5,080

5,320

9,900

6,580

4,600

3.500 2,700 2,700 2,700 2,700 2,320 2,320 1,960 1,960 1,960

2.500 3,100

MtOtOMh-

)4^CnC0C0C04*-4^4^4-4*-4*-CJ«c04»‘Oi—

sgiiiWsssiisiWmiSssiiiWis

SSSS22SS22222222S8SgSS£SS888i!”

CO CO CO CO CO CO CO CO CO CO CO CO CO CO CO CO CO CO CO CO CO CO CO CO CO rf ■'f    ^ ■'f    •

bloicioioicioicicioioieioioioioimcajioioioioioto io »o io »o »o

Tt^COCOCOCOCOCOCOCOCOCOCOCOCOCOCOCOCOCOCOCOCOCOCOCOCOCOCOCOCOCO

i§§llllll8i§§g|||g|ili§8liil88

Mean

2,455 5,7851 4,465 4,331 5,757 1,276

487    356    340    388

436    502

Monthly Discharge of Genesee River at Elmwood Ave., Rochester, N. Y. [Drainage area 2,365 square miles.]

Run-off.

Discharge in Second-feet.

MONTH.

Maximum. Minimum.

Per

Mean. I square mile.

Depth in inches on drainage area.

January.. February. March. . . .

April.....

May......

June.....

July......

August. . . September October.. . November

Doppmhpr

1909.

Cn t—¹ CO to GG O

350>^4^^OOt00C050it0

vl'lCCO'IXtO^OtOO

oooooooooooo

400

1,000 I 1,960 ! 1,960 1,450

67ii

400

355

310

355

400

400

2,455

5,785

4,465

4,331

5,757

1,276

487

356

340

388

436

502

1.04

2.44

1,89

1.83

2.44

0.540

0.206

0.151

0.144

0.164

0.184

0.212

1.20

2.54

2.17

2.05

2.81

0.605

0.237

0.174

0.161

0.189

0.206

0.244

G enesee River at Bardin tine Bridge, N. Y.

This gaging station was originally established at the West Shore railroad bridge crossing Genesee river, by the Barge Canal Department, March 21, 1905.

The gage was of the box-and-chain type, placed in a horizontal position and secured to the lower chord of the south truss at the center of the bridge. On May 10, 1907, during repairs to this

bridge the gage was removed to the bridge crossing the mouth of Black Creek just above the West Shore bridge. On December 6 1907, the gage was removed to its present location on the downstream side of Ballintine bridge, which is located one-quarter mile up-stream from the West Shore bridge.

The datum of the gage has been maintained at elevation 506.00 since the establishment of the station. Current-meter measurements were formerly made at the West Shore railroad bridge, but were discontinued, owing to the proximity of this station to the Elmwood avenue gaging station in Rochester.

The drainage area at the West Shore railroad bridge is about 2,322 square miles, the principal tributaries intervening between the West Shore railroad bridge arid the Elmwood avenue bridge being Little Black creek on the west, draining 19 square miles, and Red creek on the east, draining 24 square miles.

Black creek, which enters between the West Shore bridge and Ballintine bridge, drains 212 square miles, leaving a net drainage area at Ballintine bridge of about 2,110 square miles.

The gage is read at 9 a. m. each day by Martin Hunkley.

Mean Daily Elevation of Water-surface (Barge Canal Datum) of Genesee River at Ballintine

Bridge, N. Y.

10

11

12

13

14

15

17

r.t

20

21

22

23

24

25

27

28

29

30

31

DAY.

1909.

Jan.

Feb.

Mar. April, j May. | June .

July.

Aug. j Sept. Oct.

Nov.

Dec.

508.20 509.80 512.20 511.60,517.70 508.90 508.10 507.80.507.70 507.70 507.90 507.90 508.10 509.50 511.40 512.10 519.75¹508.70 508.00 507.70:507.70 507.70 507.90 507 90 508.10 509.20 511.20 512.00 520.65 508.60 508.00 507.70 507.70 507.70 507.90!507.80

508.10    509.00 511.20 511.80 520.75 508.50 508.00,507.70|507.70i507.70 507.80’507 80

508.20    508.90 511.20 511.60 518.75 508.50,507.90 507.701507.70 507.70 507.80 507.80

508.70    510.95 510.00 511.80 514.90 508.60 507.90 507.70 507.70 507.80 507.80 507 80

513.60    515.15 510.50 512.50 513.10 510.10'507.90 507.70 507.70:507.80 507.80'507.80

511.30    513.00:510.60 513.40 512.35 509.70 507.90 507.70 507.701507.80 507.80 507.90

509.60    511.00 510.80 512.80 511.70 509.10 507.90:507.70 507.70l507.70 507.80 508.20

509.20    510.20 512.95 512.40 514.80 508.90 507.90 507.70 507.70 507.70 507.80 508.00

509.10    509.60,516.50 511.20 512.50 510.05 507.90 507.70 507.70 507.70 507.80 507.90

509.50    509.50 515.00 510.90 513.10 511.90 507.901507.70 507.70 507.70,507.80 507.80

510.20    509.00 512.90 510.50 511.90 510.50 508.00 507.70 507.701507.70 507.80 507.80

509.70    510.10 512.20 513.70 510.90 509.30 508.00 507.70 507.00 507.60 507.80 507 70

509.30    510.00 511.60 517.20j510.60 509.40 508.00 507.701507.60 507.60 507.80 507.80

509.20    510.50 511.00 516.20 511.20 509.00 507.90 507.70 507.60 507.60 507.80 507.80

509.20    512.10 510.60 513.30f512.50 508.70 507.90 507.80 507.60l507.70 507.80 507.80 509.10 511.50 510.20 512.50 511.70 508.60 507.90 507.80 507.60 507.70 507.80 508 00 508.90 511.00 510.00 511.80 510.80 508.60 507.90 507.70 507.60 507.70 507.80 508 20 508.80 510.60 509.90 511.20)510.30 508.50 507.80 507.70 507.60l507.70 507.80 507 90

508.50    514.10 509.80 510.90 510.00 508.50 507.80 507.70 507.60 507.70 507.80 507.80

508.60    515.40 509.70 510.50:509.80 508.40 507.80 507.70 507.60 507.70 507.90 507.80

508.90    514.00 509.60 510.50j509.60 508.30 507.80 507.70!507.60j507.80 508.00 507 80 514.25 517.17 509.60 510.50 509.50 508.30 507.90 507.70 507.60 507.80 508.10 507.80

515.30    519.10 509.70 510.10:509.30 508.40 508.00 507.70 507.70 507.90 508.10 507 80

513.30    519.501513.00 509.80 509.10 508.40 507.90 507.70 507.70 508.00 508.10 507.80

511.40    517.50 512.60 509.60 509.00 508.30 507.90 507.70 507.70 508.10 508.10 507 80

510.20    514.00 512.40 509.60 508.90 508.20 507.90 507.70 507.80 508.10 508.10 507.80

509.30    ...... 512.80    510.20 508.80 508.20 507.90 507.70,507.80 508.00 508.00 507.80

509.40    ...... 512.60    511.45 509.40j508.20 507.90 507.70 507.80l507.90 507.90 507.80

509.90    ...... 512.10    ...... 509.10!...... 507.90    507.70 ...... 507.90     507.80

Erie Canal at Rochester, 1ST. Y.

Current-meter Discharge Measurements of Flow in Erie Canal at Rochester, N. Y.

Erie Canal.

DATE.

Hydrographer.

WEST OF AQUEDUCT.

EAST OF AQUEDUCT.

Stage.a

Discharge.

Stage.6

Discharge.

1909. May 17

A. R. Patchke

Feet.

4.95

Second-

feet.

Feet.

5261

4.32

Second-

feet.

c319

a Below reference point. b Measurement made at Plymouth Ave. c Measurement made at Alexander St.

Genesee River at Mt. Morris, U. Y.

A gaging station has been established at the dam of the Mt.

Morris Water Power Company, in the village of Mt. Morris, 1ST. Y., and readings have been taken regularly twice each day, by John McAstocker, since September 1, 1905.

The station was established by Robert E. Horton, and is maintained by the United States Geological Survey in cooperation with this Department.

The dam is of masonry construction, having a horizontal crest of ogee cross-sections, 265.7 feet long. There are two wasteways, having crests each 12 inches wide and 18.0 feet and 17.9 feet long respectively, closed by stop-planks to about two feet above the main crest; also one short spillway with crest 6 inches wide and 17 feet long, and about one foot higher than the wasteways. The dam and the spillways are separated by masonry piers.

pany.

rating curve to determine the daily flow through the canal is partly developed.

A portion of the flow is diverted through a section of the old Genesee Valley canal, which is utilized as a head-race, the power being used to drive a number of mills and factories. In order to determine the amount of this diversion, a gage has been placed in the tail-race below the mills, and it is read twice each day by

F. M. Goff, electrical engineer in the employ of the Power Oom-A number of meter measurements have been made and a

Mean Daily Discharge, Second-feet, of Genesee River at Mt. Morris, N. Y.

DAY.

Jan.

Feb. March. April. May. June. July. Aug.

1909.

2.

6..

I-⁴ to 05 I-⁴

10

11

12

i.;

14

15

16

17

18

19,

29

21

22

23

24

25

26

27

28

29

30

31

C5C5<!t0C5tg00MgC5MgO05Cn^l<ICng00OC©00O0ig£04^0J^C0

tOO^OOOOOOOOHOMM^^OOHH^WWOOOOOlOC5HC»

584

O I"

674

767

909

5.370 4,220 1,680 1,460

1.370 1,040

794

1,110

sii'.i

1,560

1,560

1,420

1.130 1,180 4,390 4,900

3.300 5,430

13,400

10,800

4.300

3.130

2.300

1,740

1,650

2,600

2,230

1,520

1,360

1,480

1.590 1,650 7,680 5,810 2,790

2.590 2,120 1,710 1,580 1,260 1,110 1,160 1,150

918

9 16

SSM

903

1,820

6,760

1,880

2,290

2,310

2,060

1,730

t—⁴t—■* l—¹1—¹ h-* H-⁴ i—⁴ tO CO 04 O H-⁴ H-⁴1—⁴1—¹ to CO co to to to co to

CO

00005050000000000000000000000000

rH rH tH CvJ rH rH rH

^WOOOJbOOM^WWOOOOOOOOOOOOOOOOOOOO

612

250

118

479

479

467

562

2,000

1,160

849

659

647

4,430

2,000

1,210

946

1,210

843

777

594

659

556

443

455

419

428

377

337

2SS

2 6s

212

22 \

212

197

262

201

195

206

218

165

224

201

166

178

1M

190

105

184

184

197

190

190

87

204

190

190

1M

184

172

172

172

340

191

178

166

82

152

142

142

142

142

122

82

154

148

160

148

151

136

S2

148

CO'

1—1    H-⁴ I—⁴

OiQOOiCT*'

154

Note.— 40 second-feet added for leakage through canal and waste-gate, January to May. Flash board on waste gate June to September cut leakage down to about six second-feet.

Monthly Discharge of Genesee River at Mt. Morris, N. Y. [Drainage area 1,070 square miles.]

Discharge in Second-feet.

Run-off.

MONTH.

Maximum.

Minimum.

Mean.

Per

square

mile.

Depth in inches on drainage area.

January. February March... April....

May.....

June....

July.....

August..

1909.

7,740

13,400

7,680

13,700

18,800

4,430

346

584

SS9

946

519

212

1,540

2,870

2,170

2,940

2,660

1.44

2.68

2.03

2.75

2.49

1.66

2.79

2.34

3.07

2.87

832

.778

.87

262

340

s7

82

191

148

.179

.138

.21

.16

Current-meter Discharge Measurements of Genesee Tail-race at Mt. Morris, N. Y.

DATE.

Hydrographer.

Gage

height.

Width.

Area of Dissection. charge.

1909.

April 21.. . May 6.. . Aug. 14a.. Aug. 15... Aug. 16.. .

C. C. Covert. E. F. Weeks C. C. Covert. C. C. Covert. C. C. Covert.

tOtOc^

g£gg£T

Feet.

Square

feet.

Second-

feet.

29

29

19

28

28

76

72

25

54

58

199

181

:..s

106

114

a Measurement made at wading section below bridge.

CAN AD ICE LAKE.

Description.

Canadice Jake is tributary to Genesee river through Hemlock lake outlet and Honeoye creek. The area drained by the lake forms an irregular rectangle, the lake lying somewhat to the left of the longitudinal axis and the greater portion of the drainage being on the eastern slope. The western slope is narrow and precipitous. Bald Hill rises from an'altitude of l,090i feet at the lake to 1,800 feet at the summit and has its axis parallel to the lake at an average distance of three-fourths of a mile from it. The lake has a water-surface area of 0.7 square mile and drains a total area of 12.6 square miles, 5.6 per cent of which is lake surface.

Caxadice Lake Outlet Hear Hemlock, X. Y.

A weir was constructed at the outlet at the foot of the lake by the city engineer’s department of Rochester, X. Y., in February, 1903. The entire yield of the drainage basin passes this wier.

A standard thin-edged weir, with a five-foot crest and two end contractions, is so arranged with needle-timbers at the ends that during high water the length may be increased to 14.96 feet with no end contractions. The weir crest stands three feet above the stream channel and is never submerged by backwater. There are two additional rectangle gates each one foot square, with three complete contractions and a fourth partial contraction at the bottom. The outflow from the lake above the weir is controlled by gates.

A reading of the depth of the weir is taken each morning, and also for each change of the gates, the depth being read to hundredths and corrections being made for velocity of approach for the larger discharges. The discharge is calculated by the Francis formula. The record has been furnished by E. A. Fisher, city engineer, and John F. Skinner, principal assistant city engineer, of Rochester, FT. Y.

The record for 1909 is not yet available.

OS WEGO-ONEIDA-SENECA RIVER DRAINAGE BASIN.

Description of Basin.

Oswego river is formed by the union of Seneca and Oneida rivers at Three River Point about twelve miles northwest of Syracuse, FT. Y., whence its course is northwestward to Oswego, where it enters Lake Ontario.. The length of the river, from the junction to the mouth, is about 20.5 miles, and the drainage basin along this distance is a narrow strip of country, moderately rolling. Above the junction of Seneca and Oneida rivers the basin spreads out, attaining an extreme width east and west of about 100 miles and north and south of from seventy to eighty miles. There is, on the whole, a gradual rise from the low', level lands which border Lake Ontario to the north-south ridges which separate the various lakes south of Seneca river and which farther south become merged with the still more elevated country lying along the southern boundary of the Lake Ontario watershed.

The most remarkable feature of the drainage basin is the chain of lakes stretching across its southern border. From west to east the principal lakes are, in order, Canandaigua, Keuka, Seneca, Cayuga, Owasco, Skaneateles and Oneida. These seven lakes include a water-surface of, approximately, 280 square miles, increased by four smaller lakes--Cross, Onondaga, Otisco and

Cazenovia — to about 295 square miles. The larger of the lakes, Oneida, Cayuga and Seneca, are used for steam-towing navigation, having connection with the Eric and Oswego canals. Cayuga and Seneca lakes are noted for their depth and for the abrupt slopes of their beds. The influence of the lakes on Oswego river is of the utmost importance in contributing to the steadiness of its flow.

A fall of 100 feet in the course of the main river is largely utilized by seven dams, which also partly canalize the stream. The intervening stretches are covered by the Oswego canal, which draws its water-supply from the river.

Drainage Areas Tributary to Oneida Lake and Oneida River, a

Area in Square Miles.

LOCALITY.

Place to place.

Sub

total.

Total.

East branch, Fish creek.

Head to junction with Alden creek...............

Alder creek...............................

Junction with Alder creek to junction with Point

Rock creek..............................

Point Rock creek..........................

Junction with Point Rock creek to junction with Fall

brook..................................

Fall brook................................

Junction with Fall brook to junction with Florence

creek...................................

Florence creek.............................

Junction with Florence creek to junction with Furnace creek (Taberg)......................

Furnace creek.............................

Taberg to junction with West branch, Fish creek.. . West branch, Fish creek.

Head to lower dam, Williamston.................

Williamston to West Camden....................

West Camden to junction with Mad river, Camden...

Mad river.................................

Camden to junction with Little river.............

Little river................................

Little river to McConnellsville...................

McConnellsville to junction with East branch, Fish

creek.......................................

Junction of East and West branches, Fish creek, to

junction with Wood creek.....................

Wood creek.

Above Erie canal, Rome........................

Erie canal, Rome, to junction with Mud creek.....

Mud creek................................

Junction with Mud creek to junction with Canada

creek...................................

Canada creek..............................

Junction with Canada creek to junction with Stoney

creek...................................

Stoney creek..............................

Junction with Stoney creek to junction with Fish

creek.......................................

Oneida creek.

Head to Peterboro.............................

Peterboro to falls..............................

Falls to Munnsville.............................

Munnsville to Kenwood.........................

Kenwood to Oneida Castle (State dam)...........

Oneida Castle to Sconondoa creek, Oneida.........

Sconondoa creek...........................

Sconondoa creek to Durhamville.................

Durhamville to mouth..........................|

45.4

25.7

36.7

19.9

4.5

13.5

1.3

20.4

1.7

14.4

3.6

25.8

27.1

14.2 45.4 21 .6 52.1

4.0

11.9

27.8

10.2

2.0

20.0

6.4

31.0

1.2

20.4

31.4

13.4

6.7

15.6

27.3

10.8

2.1

34.3

4.8

28.0

71.1

107.8

127.7

132.2

145.7

147.0

167.4

169.1 183.5

187.1

25.8

52.9 67.1

112.5

134.1

186.2 190.2

202.1

389.2

417.0

10.2

12.2

32.2

38.6

69.6

70.8

91.2

122.6

122.6

13.4

20.1

35.7 63.0

73.8

75.9 110.2 115.0 143.0

143.0

Drainage Areas Tributary to Oneida Lake and Oneida Rivet--(Concluded).

Area in Square Miles.

LOCALITY.

Place to place.

Sub

total.

Total.

Canaseraga creek.

Head of Perryville.............................

Perry ville to Erie canal.........................

Erie canal to Douglas ditch.....................

Cowassalon creek.

Head to Clockville creek..................

Clockville creek........................

Clockville creek to Erie canal..............

Erie canal to mouth of Douglas ditch.......

Junction with Douglas ditch to Lakeport.........

Chittenango creek.

Erie ville reservoir, water-surface.................

Erie ville reservoir, land drainage.................

Erie ville reservoir to Cazenovia lake..............

Cazenovia lake, water-surface................

Cazenovia lake, land drainage...............

Cazenovia lake to Chittenango falls...............

Chittenango falls to State dam, Chittenango.......

State dam to junction with Butternut creek.......

Butternut creek.

Head of Jamesville reservoir.....................

Jamesville reservoir to State dam................

State dam to junction with Limestone creek.......

Limestone creek.

De Ruyter reservoir, water-surface.........

De Ruyter reservoir, land drainage.........

De Ruyter reservoir to junction with East

branch...........................

East, or New Woodstock branch.......

Junction with East branch to junction with

West branch......................

West branch, Limestone creek, enters

above State feeder dam.............

State dam to junction with Butternut creek. Junction with Limestone creek to Chittenango creek. Chittenango creek, junction with Butternut creek to

Bridgeport....................................

Chittenango creek, Bridgeport to Oneida lake........

Oneida lake drainage through main streams.-........

Big Bay creek...................................

Little Bay creek.................................

Scriba creek.....................................

Coast drainage, north shore Oneida lake............

Coast drainage, south shore Oneida lake............

Water-surface, Oneida lake........................

Land drainage, Oneida lake...................

Oneida river.

Brewerton to Caughdenoy creek.................

Caughdenoy creek..........................

Caughdenoy creek to Oak Orchard...............

Mud creek................................

Oak Orchard to Potts creek.....................

Potts creek................................

Six Mile creek.............................

Potts creek to Three River Point................

5.7

9.0

8.1

17.2

11.1

5.5

39.3

3.2

.45

3.30

30.5

1.7

8.7

14.4

17.9

28.1

47.4

5.7

19.2

1.0

17.8

4.3

12.6

34.5

24.8

18.2

1.1

30.3

4.3

26.3 11.5

45.4

54.5 28.9

78

1,274.55

4.8

19.3

25.1

34.7

5.0

22.9

24.0

4.5

14.7

22.8

17.2

28.3

33.8 73.1

95.9

99.1

3.75 34.25

35.95 44.65 59.05

76.95 105.05

47.4

53.1

72.3

18.8

23.1

35.7

70.2

95.0

113.2

186.6

185.5

291.65

321.95

326.25

1,107.95

326.25

166.6

1,274.55

1,352.55

4.8

24.1

49.2

83.9

88.9 111.8 135.8 140.3

1,357.9

1.376.7

1.401.8

1.436.5

1.441.5

1.464.4

1.488.4

1.492.9

Drainage Areas Tributary to Seneca River, a

Area in Square Miles.

LOCALITY.

Place to place.

Sub

total.

Branch

total.

General

total.

Mud creek.

Head to and including Schaffer creek.... Junction with Schaffer creek to junction with Sucker brook, Victor (formerly

Ganargua creek)...................

Sucker brook........................

Ganargua creek.

Victor to Erie canal, Macedon..........

Macedon to junction with East Red creek,

East Palmyra....................

East Red creek....................

East Red creek to Canandaigua outlet... Canandaigua lake.

Naples creek.........................

West river...........................

Other land drainage..................

Water-surface........................

Canandaigua outlet.

Foot of lake to and including Black

brook............................

Black brook to Flint creek, at Phelps. . . Flint creek.

Above Patten....................

Patten to Gorham, not including

Gorham swamp................

Gorham swamp..................

Gorham to Orleans...............

Orleans to junction with Canandaigua outlet at Phelps. . .......

Phelps to junction with Genargua creek at Lyons, forming Clyde river..........................

51.31

25.70

20.15

77.01

97.16

26.20

55.0

59.5

61.37

48.55

42.08

81.34

16.40

50.37

54.34

31.59

24.84

5.46

25.57

15.21

123.36

178.36

237.86

299.23

299.23

171.97

188.37

238.74

293.08

293.08

56.43

61.89

87.46

102.67

395.75

Clyde river.

Lyons to junction with Seneca river, foot

of Cayuga lake.....................

Seneca river.

Seneca lake.

Keuka lake.

Land drainage to outlet...........

Water-surface....................

Keuka outlet to Seneca lake.........

Catharine creek.

Above Montour Falls.............

Montour Falls to Seneca lake......

Watkins Glen creek.................

Direct lake drainage................

Water-surface.....................'■

Seneca river, foot of Seneca lake to

Waterloo..........................

Seneca river, Waterloo to Seneca Falls. .

Seneca river, Seneca Falls to Mud lock,

foot of Cayuga Lake................

Cayuga lake.

Cascadilla creek....................

Six Mile creek......................

Buttermilk creek...................

Cayuga inlet.......................

Salmon creek......................

Fall creek.

Above Freeville..................

Virgil creek....................

Freeville to Cornell dam...........

Cornell dam to Cayuga lake........

Taghanic creek.

Above Halseyville................

Halseyville to Taghanic falls.......

Taghanic falls to Cayuga lake......

Other Cayuga lake drainage.........

Cayuga lake, water-surface..........

48.36

141.11

160.96

17.51

24.80

66.46 29.91 23.53 317.76 67.16

40.90

28.55

7.52

14.38

59.05

29.16

67.02

91.13

58.68

26.00

30.62

1.56

56.96

10.40

.39

275.04

66.31

444.11

743.34

884.45

884.15

178.47 203.27

96.37

23.53

317.76

84.6S 115.20 116.76

67.36

67.75

720.29

786.60

1640.93

708.09

748.99

777.54

785.06

1,571.60

Drainage Areas Tributary to Seneca River— (Concluded).

Abba in Square Miles.

locality.

Place to place.

Sub

total.

Branch

total.

General

total.

Seneca river (Concluded).

Seneca river, Cayuga lake, to junction

with Clyde river....................

Seneca river, junction with Clyde river to

junction with Owasco outlet.........

Owasco lake.

Owasco inlet, above Moravia.........

Moravia to Owasco lake.............

Direct drainage to lake..............

Foot of lake to State dam...........

Water-surface......................

Owasco outlet to junction with Seneca

river............................

Seneca river, junction with Owasco outlet to junction with Skaneateles outlet. Skaneateles lake.

Land drainage to foot...............

Water-surface......................

Foot of lake to Willow Glen.........

Willow Glen to Seneca river.........

Seneca river, Skaneateles outlet to Carpenter brook.......................

Carpenter brook......................

Carpenter brook to Baldwinsville.......

Baldwinsville to Onondaga outlet.......

Onondaga lake.

Otisco lake, land drainage to foot.......

Otisco lake, water-surface.............

Nine Mile creek (Otisco outlet) to Onondaga lake.......................

Onondaga creek.

Above junction with West brook.....

Junction with West brook to inflow to

Onondaga lake...................

Other land drainage to Onondaga lake. .

Onondaga lake, water-surface.........|

Onondaga lake, outlet to Seneca river. . . Seneca river, Onondaga outlet to Belgium . . Seneca river, Belgium to Three River Pt.

15.42

146.23

74.33

42.92

76.24

.98

10.40

16.73

98.70

58.41

14.13

1.84

16.69

25.50

18.70

48.10

17.80

41.40

3.30

74.0

40.6

65.3 59.1

4.7

3.0

10. 12

4.4

1,587.02

2,471.47

2,617.70

117.25

193.49

194.47

204.87

221.66

72.54

74.38

91.07

44.70

118.70

105.9

283.7

288.4

291.4

Drainage Areas Tributary to Oswego River, a

LOCALITY.

Oneida river, above Three River Point Seneca river, above Three River Point. Oswego river at Three River Point

Three River Point to Phoenix......

Phoenix to Hinmansville...........

Hinmansville to Ox creek..........

Ox creek.......................

Ox creek to upper dam, Fulton.....

Fulton to Neatawanta creek........

Neatawanta creek...............

Neatawanta creek to Black creek. . .

Black creek....................

Black creek to Battle Island........

Battle Island to Minetto...........

Minetto to High dam.........*.....

High dam to Oswego dam..........

Oswego dam to Lake Ontario.......

2,839.30

2,938.00

3,029.07

3,054.57

3,073.27

3,121.37

3,139.17

3,430.57

3,440.69

3,445.09

Area in Square Miles.

Total

Place to from Three place. River Point.

Total

drainage

basin.

2.32

17.58

17.05

33.68

9.15

9.15

21.92 1.01

37.93

.92

2.11

4.87

1.22

1.21

2.32

19.90

37.15

70.83

79.98

89.13

111.05

112.06

149.99

150.91

153.02

157.89

159.11

160.32

00^40ii--00-4OcD^ia)000iMO00CnCC

WmGOOcDCOChcOGOmCCO tOi—¹QO t\5 h- cOCSOiCOOOCOCnOW

GAGES ON OSWEGO RIVER.

The drainage directly tributary to Oswego river is 160 square miles. This area comprises chiefly moderately-rolling, cultivated upland, having a good depth of soil overlying the rock, which as a rule, is visible only in the bed of the stream. A portion of the area is drained through lakes and marshes. The run-off from the direct drainage to Oswego river is moderate and the regimen differs but little from that resulting from the inflow of the two main tributaries — the Oneida and Seneca.

Gages for Determining Elevation of Water-surface on Oswego River.

Distance in Miles.¹

LOCATION.

From

curved

dam,

Oswego.

Station

to

station.

Usual time of reading gage.

Present type of gage.

Above Oswego curved dam..

Below High dam...........

Above High dam...........

Below Minetto dam.........

Above Minetto dam........

Below Braddock damf......

Above Braddock dam.......

Mouth of Waterhouse creek.. Manhattan Villa............

Above lower Fulton dam.... Above Oswego Falls dam.... Mouth of Ox creek.........

8 a. m.

1.1

1.1

1.2

2.3

3.2

.0

2.3

.7

.3

3.9

3.5

3.6

6.8

6.8

9.1

9.8

10.1

10.9

14.8

8 a. m.....

8    a. m.....

6:30 a. m.. 6:30 a. m..

9    a. m.....

9 a. m.....

9 a. m.....

9 a. m.....

9 a. m

10    a. m

11    a. m.

Below Horsehoe dam. Above Horseshoe dam

Hinmansville........

Below Phoenix dam . .

1.0

.2

.9

3.0

15.8 16.0

16.9 19.8

1 p. m . . . . 1 p. m. . . . 1 p. m. . . . Noon......

Above Phoenix dam

.1

20.0

Noon

Board with coppered staples.

Painted board scale.

Reference point.

Chain and plumb-bob.

Chain and plumb-bob.

Chain and plumb-bob.

Board with coppered staples.

Reference point.

Chain and plumb-bob. a

Painted board.

Reference point.

Board with coppered staples.

Chain and plumb-bob.

Chain and plumb-bob.

Chain and plumb-bob.

Board with coppered staples.

Board with staples.

coppered

¹

Measured along course of stream on U. S. Geological Survey topographic map. t Called also Battle Island dam. a Discontinued.

Oswego River above Curved Dam, Oswego, 1ST. Y.

A gage was erected above the State dam on Oswego river at Oswego, April 7, 1904, by this Department. The gage at present used is a %-inch by 6-inch vertical board, graduated with coppered staples and brass figures, reading from zero to 9 feet. The elevation of the zero mark of the gage was 264.26 in 1906 and 264.23 in 1907—1909. The elevation of the crest of the curved dam is 264.9. Water is diverted to the Oswego canal and to the hydraulic power canals of the Oswego Canal Company at the right-hand end of the dam and to the Yarick power canal at the left-hand side. The gage is attached to the down-stream side of the crib pier at the entrance to the Yarick canal above the dam. It is read each morning by D. D. Tompkins.

Mean Daily Elevation of Water-surface (Barge Canal Datum) of Oswego River above Curved

Dam, Oswego, N. Y.

10

11

12

13

14

16

17

18

19

20

21

22

23

21

25

2"

27

28

29

30

31

DAY.

1909.

Jan.

Feb.

Mar.

April.

May.

June.

July.

Aug.

Sept.

Oct.

Nov.

Dec.

267.33 268.13

265.73    268.23

266.83    268.13 265.93 268.13 267.38 268.13

267.73    268.53 267.73 269.03

267.83    268.73 267.43 268.73 267.73 268.53 267.53 268.53

267.53    268.43 267.43 268.63 267.63 268.73

267.63    268.63 267.73 268.33 267.73 2 68.33 267.33 268.43 267.33 268.43

267.38    268.63 267.33 269.23

267.33    269.23 267.73 269.33

268.38    269.83

268.53    270.03

268.63    270.23 269.73 268.53 270.131269.73 268.53 270.131269.83

268.33 268.13 268.53

269.93

269.83 269.73 269.73 269.63 269.43 269.63 269.43 269.33 269.13 269.23 269.43 269.43 269.53 269.43 269.43 269.33 269.13 269.23 269.13 269.13 269.03

268.83

268.93 269.33

269.93

269.93

269.83

269.83 269.53 269.93 270.03 269.93 269.83 269.93 269.93 269.83 269.83 269.73 269.83 269.73 269.83 269.63 269.83 269.63 270.13 269.63 269.93 269.93 269.93 269.63 269.93 269.73 2 69.93 269.83 269.93 270.03 269.93 270.03 270.03 270.13 269.83

270.33    269.73 270.03 269.63 269.93 269.53 269.93 269.53 269.93 269.43 269.73 269.53 269.73 269.23 269.93 269.03 269.73 268.93 269.53 268.83 269.53 268.83

269.33    268.63 269.33 268.93 ...... 269.03

268.63 267.53 268.53 267.23 268.53 267.23 268.33 267.63 268.43 267.63

268.63    267.03 268.43 267.03 268.43 266.93 268.43 266.83 268.43 266.63 268.43 268.03 268.33 267.83

268.53    267.83 268.33 267.73 268.23 267.63 268.13 267.63 268.13 267.33 268.03 267.13 267.93 266.33 268.23 266.73 268.03 266.33 267.93 267.73 267.93 267.73 267.83 267.13 267.83 267.73 267.73 267.33 267.93 267.23

267.63    267.13

267.53    266.83 267.53 267.63 ...... 267.53

267.93

266.33

266.83

266.33 267.63

267.53 267.03

267.93

266.53

266.93 266.93

266.93 267.23 266.83 267.73 266.83 266.83 267.23

267.33 267.03 267.33 267.63 267.63 267.73 267.63 267.63

267.63

267.53

267.93

265.63 267.53

267.63

267.23

267.43

267.13

267.73

267.33 267.23 267.53

266.73 267.23 267.63

267.73

265.33 267.23 267.63

267.53 267.73 267.23 267.73

265.53 267.23 267.63 267.63 267.73

267.63 267.73

266.63

267.63 267.63 267.23

267.73

267.73

267.73

267.23 267.73 267.83 267.83 267.83 267.83 268.13 267.73

268.23 268.13 268.03 267.93 267.93 267.93

267.23 267.93 268.03 268.03

268.23 267.83 267.93 267.73 268.03 268.03 267.93 267.93 267.73 267.73

267.73

268.03

268.03

268.13

268.13

268.13

268.13 268.03 267.93 267.83 267.93

267.93 268.03 267.83 267.83 267.83 267.83

267.73 267.63 267.23 267.83

266.13 267.63

266.93

267.93 267.23 267.23 268.03

266.73

267.73

267.23

267.03

267.53 267.23

267.73

266.83

266.73 267.63

267.23

266.43

266.23 268.03

265.83

266.73 267.63

267.43

267.23 266.93

268.33

266.53 267.23

267.33 267.23

267.53 268.03

267.73 267.03 267.63 267.63 267.53 267.53

Oswego Rivek below High Dam near Oswego, H. Y.

High dam is the second dam above the mouth of the Oswego river and is located 1.1 miles above the curved dam. A gage was erected below this dam, April 7, 1904. The gage is a vertical board divided to feet and tenths by means of coppered staples with brass figures. It is attached to the left-hand face of a stone-filled timber crib, forming down-stream extension of the masonry abutment at the left-hand end of the dam. The zero mark on the gage is at elevation 266.07.

Mean Daily Elevation of Water-surface (Barge Canal Datum) of Oswego River below Hig

Dam near Oswego, N. Y.

DAY.

Jan. Feb. Mar. April. May. June July. Aug. Sept. Oct. Nov. Dec.

:>

''

1"

11

12

13

14

15

16

17

19

20

21

22

24

25

2i.

27

2s

29

30

31

1909.

269.27 270.82 270.77 270.57 269.67 268.27 268.27 267.97 268.07 269.37 270.87 270.87 270.77 269.57 268.17 268.57 267.77 267.97 269.27 270.87 270.87 270.97 269.47 268.17 268.27 267.87 268.27 269.37 270.87 270.67 270.97 269.37 267.97 268.77 267.37 266.52 269.37 270.82 270.77 270.87 269.47 268.27 267.97 268.27 268.17 269.57 270.57 270.77 270.87 269.37 267.97 267.87 267.77 268.17 269.77 270.57 270.67 270.97 269.47 267.87 267.37 267.77 268.27 269.77 270.47 270.67 269.97 269.47 267.77 266.95 267.87 268.17 269.57 270.27 270.67 270.87 269.37 267.72 266.79 267.67 268.17 269.37 270.27 270.77 271.07 269.32 267.57 267.37 266.97 268.27 269.47 270.47 270.77 271.07 269.47 268.47 267.27 267.97 267.87 269.42 270.47 270.77 271.07 269.27 268.47 266.97 268.17 268.47 269.57 270.57 270.67 271.02 269.27 268.47 267.67 267.15 268.47 269.52 270.57 271.07 270.97 269.37 268.37 267.07 267.87 268.37 269.42 270.57 271.17 270.87 269.17 268.17 267.17 267.97 268.27 269.17 270.57 271.22 270.77 269.07 268.12 266.37 267.87 268.27 269.27 270.37 271.37 270.87 269.07 268.07 267.27 267.97 268.37 269.37 270.07 271.07 270.77 269.07 268.27 267.67 267.67 267.27 269.37 270.17 271.27 270.67 268.97 267.77 267.77 268.17 268.47

269.57    270.07 271.17 270.57 268.97 267.87 267.47 267.22 268.27 269.77 269.97 271.07i270.47 268.97 268.07 267.67 267.57 268.27 270.07 269.97 271.07 270.37 268.87 267.97 267.97 267.97 268.47 270.22 269.87|270.97 270.17 268.87 267.97 266.97 268.07 268.17

270.57    269.871270.87 270.27 268.77 267.67 268.17 268.07,268.27 271.07 270.27:270.77 270.07 268.77 268.37 267.97 268.07 267.67 270.97 270.87 270.67,269.97 268.77 267.77 267.97 268.27 268.17 271.07 270.77 270.57 269.87 268.77 267.67 267.77 267.07 268.35 271.07 270.87 270.57 269.87 268.97 267.47 267.87 268.07 268.27

...... 270.87 270.37 269.77 268.57 267.37 268.17 267.97 268.07

...... 270.97 270.47 269.67 268.47 267.97 267.03 267.67 268.17

...... 270.87 ...... 269.87 ...... 268.17 267.77 ...... 268.37

268 17 267.67 268.27 267.77 268.27 268.07 268.37 267.97 268.37 268.37 268.37 267.27 268.27 267.47 268.17 268.27 268.07 267.87 268.07 267.17 268.17 267.67

268.27    268.37 268.171266.57

268.17.268.27 267.671268.07 268.17 268.07

37!9fiR r17

266.77 268.17

268.17 268.37

267.77 267.87 268.47

267.17 268.27

268.27

268.27

268.27

268.17

268.27

267.67

267.87

268.47

268.37

268.47

268.47

Oswego River above High Dam near Oswego,, H. Y.

A record of the stage of the water above High dam has beeii kept since April 1, 1907. An effort was formerly made to determine the discharge from observations at this point, but owing to the undetermined leakage, this has been found impracticable. A description of the conditions may be found in Supplement to the Report of the State Engineer and Surveyor of Hew York for 1902, pages 91-96. Water is diverted to the Oswego canal on the right-hand bank, and for the power plants of the Oswego Water Works & Electric Light Company on the left-hand bank. Flash-boards were formerly maintained on the crest of the dam in the summer season. In 1903 the crest was permanently raised by masonry. The elevation of water surface is determined by measuring downward with a graduated rod from a reference point on the up-stream end of the left-hand abutment. The gages at High dam were read each morning by Samuel L. Purdy, to January 31, 1909, and by Arthur C. Owens after that date.

Mean Daily Elevation of Water-surface (Barge Canal Datum) of Oswego River above_Iligh

Dam near Oswego, N. Y,

DAY.

Jan.

Feb.

Mar.

April.

May.

June.

July.

Aug.

Sept.

Oct.

Nov.

Dec.

1909.

1 4......

...... 282.97

...... 282.25

......282.77

......1282.57

11

12

I.:

14

15

16

17

18

19

20

21

22

24

25

26

27

28

31

284.07 286.52 286.47 286.27 285.12 284.27 286.47 286.47 286.37 285.07 284.02 286.47 286.47 286.67 284.97 284.07 286.42 286.27 286.57 284.87 283.07 284.17 286.37 286.47 286.52 284.97

283.57    284.57 286.12 286.37 286.47 284.77 282.67 284.77 286.02 286.37 286.57 285.07

283.22    284.87 286.02 286.27 286.57 284.97 283.17 284.671285.92 286.27 286.37 284.87 283.17 284.571285.92 286.42|286.67 284.92 283.32 284.62 286.02 286.22 286.57 284.97 283.37 284.47 286.12 286.47 286.67 284.87

283.27    284.77 286.12 286.37 286.62 284.67 283.37 284.47 285.97 286.62 286.57 284.82 283.47 284.52'286.12 286.77 286.47 284.67 283.37 284.221286.07 286.82'286.37 284.57 283.92 284.27 285.97 286.87i286.37 284.57 283.17 284.37,285.67 286.67 286.37 284.47 283.37 284.371285.82 286.82 286.32 284.37 283.42 284.67 285.67 286.72 286.22 284.32 283.42 284.87 285.37 286.67 286.17 284.42 283.47 285.32 286.52 286.62 286.07 284.32

283.47    285.52 285.42 286.52 285.77 284.27 283.97 286.12 285.42 286.42 285.87 284.17

284.57    286.57 285.82 286.17 285.67 284.17 284.57 286.37 286.37 286.32 285.57 284.12 284.62 286.62 286.37 286.17 285.47 283.77

284.47    286.47 286.27 286.07 285.42 284.32

284.22    ...... 286.47    285.92 285.37 283.87

284.27    ...... 286.47    286.12:285.07    283.82

283.42 ...... 286.42

285.27

llllliiillllllllsppplplppppp.

i:i. s V

co co

282.47 282.37 282.47 281.97 282.27 282.17 282.17 280.72 281.85 282.27 281.87 282.27 282.27 282.27 282.07

282.27    282.07

281.27    282.17 281.97 282.17 281.57 282.27 282.37 282.37 282.37 282.17 282.17 282.17

282.27    281.62

282.27 282.47 282.12 282.37 282.07 282.37 282.27 282.47 282.27 282.47 282.37 282.37 282.27 281.07 282.27 282.57 282.07 282.57 281.34 282.57 282.17 ......

282.17 282.57 282.17 282.47 282.17 282.47 282.17 281.57 282.07 283.47 281.47 282.57 282.27 282.67 282.17 282.57 282.07 282.57

282.47

281.47 282.67 282.57

282.47 282.47 282.42 282.57 281.87 282.57 282.47 282.47 282.67 282.37 282.27 282.37 282.57 282.67 282.67 282.47 282.57 282.67

282.57 282.87 282.57 282.97 282.67 283.07 282.77 282.97 282.67 282.77 282.77 282.72 282.57 282.97 282.67 283.07 282.87 282.87 282.87 282.87 282.87 282.67 282.87 282.67 282.97 282.47 282.97 283.07 282.77 283.07 282.87 283.07 282.97 282.97 282.87 282.87 282.97 282.87 282.87 282.47 282.77 283.07 282.67 282.87 282.97 282.97 282.97 282.97 282.97 283.07 282.87 282.67 282.97 282.87 282.87 282.97 282.67 282.97 282.97 282.97 ...... 282.87

Oswego River below Dam at Minetto, R. Y.

The dam at Minetto is located 3.5 miles up-stream from Oswego. A gage was erected l>y this Department, April 18, 1904, for the purpose of determining the water-elevation below the dam. During the year 1907 a weight-an d-ehain gage was used, the box and scale being attached horizontally to the coping of the river wall at the right-hand end of the dam. The standard datum for this gage is at elevation 286.61, the chain length being 16.00. The gage is read each morning by Roy L. Smith.

Mean Daily Elevation of Water-surface (Barge Canal Datum) of Oswego River below Dam

at Minetto, N. Y.

10

11

12

13

14

15

16

17

18

O'

21

22

23

24

25

27

28

29.

30

31

DAY.

1909.

Jan.

Feb.

Mar.

April. May.

June.

July.

Aug.

Sept.

Oct.

Nov.

Dec.

289.91

289.91

289.51

289.71

289.81

289.91 290.11 290.21 290.31

290.11 290.31 290.31 290.21 290.31 290.31

290.31 290.21 290.41

290.41

250.41

290.51

290.91

291.11

291.31

292.11 292.01

291.91

291.81

291.71 291.61

291.41

291.61 293.71

291.61    293.61

291.71    293.61 291.81 293.51

291.91    293.41 292.11 293.31 292.01 293.21 292.11 293.41 292.11 293.41 292.01 293.51 292.01 293.51 292.01 293.51 292.01 293.41

291.81    293.31 292.01 293.41 292.11 293.41

292.11    293.31 292.21 293.31 292.41 293.21 292.51 293.11 292.51 292.91

292.71    293.11

293.11    293.11

293.61    293.11

293.71    293.21 293.71 293.41

293.81    293.91

293.91    293.91 293.81 294.01

...... 294.01

...... 294.11

294.211293.51 294.21 293.61 294.21 293.71 294.11 293.81 294.21 293.91 294.21 293.91 294.11 294.01 294.11 294.11 294.xi 294.11 294.11 294.21 294.01 294.11 294.11 294.11 294.21 294.31 294.41 293.91

294.51    293.91 294.51 293.81

294.51    293.71 294.41I293.61 294.31 293.51 294.21 294.11 294.01 293.81 293.91 293.91 293.81 293.81

293.51

292.71 291.01 292.71 290.81

292.71    290.61 292.61 290.51 292.61 290.61 292.51 290.51

292.61    290.41 292.51 290.31 292.51 290.21 292.51 290.21 292.41 290.11

294.01 292.41 290.21 294.01 292.31 290.11 294.01 292.41 290.01 294.01 292.31 289.91.

292.21 289.71 292.11 289.51 292.01 289.21 291.91 289.31

291.61    289.31

291.71    289.31

293.51 291.61 289.31 288.71 293.41 291.51 289.41 288.91 293.41 291.41 289.41 288.91 293.31 291.31 289.31 288.81 293.21 291.31 289.31 288.81 293.11 291.21 289.21 288.81 293.01 291.31 289.11 288.81 292.91 291.21 289.01 288.61 292.71 291.11 288.81 288.81 292.81 ...... 288.61 288.81

288.51 288.81 288.61 288.81 288.61 288.91 288.51 288.91 288.51 288.81 288.41 288.91 288.41 288.91

288.21    289.01 288.61 289.01 288.61 289.11 288.71 289.11 288.81 289.01 288.91 289.11 289.01 289.01 289.11 289.01 289.31 288.91

289.21    288.91 289.11 288.91 289.01 288.81 288.91 288.91 288.81 288.91

289.01 289.01

289.11

289.11 289.01

289.11 289.11 289.21 289.21

289.31

289.31

289.21

289.31

289.21

289.11

289.01

289.01

289.01

288.91

289.01

289.01

289.01

288.91

288.91

288.91

288.81

288.91

288.91

288.91

288.91

288.91

288.91

288.8*

289.01

289.01

289.11

289.11

289.21

289.31

289.21

289.71

289.71

289.71

289.71

289.61

289.71

289.71

289.71

289.81

289.81

289.81

289.71

289.81

289.81

289.71

289.71

289.71

289.71

289.61

289.61

289.71

289.81

289.81

289.81

289.81

289.81

289.81

289.81

Oswego River above Dam at Minetto, N. Y.

The gage used since 1907 lias been of the weight-and-chai n type, the box containing the gage scale being attached horizontally to the coping of the right-hand abutment, a few feet up-stream from the crest of the dam. The standard datum for this gage is 295.18, the chain length being 9.1 feet. The gage was established April 18, 1904, and is read each morning by Roy L. Smith. Water is diverted to the Oswego canal at the right-hand side and to the Minetto Shade Cloth Company’s race at the left-hand side of the stream.

Mean Daily Elevation of Water-surface (Barge Canal Datum) of Oswego River above Dam

at Minetto, N. Y.

DAY.

Jan.

Feb.

Mar. April.

May. June.

July. Aug. Sept. Oct.

Nov. [Dec.

K.

1909.

299.08 a 299.08 a 298.88 a 299.08 a 299.08 300.38 a 300.58 300.58 300.58

10

11

12

13

14

15

16

17

18

19

21

•J2

23

24

25

20

27

29

300.98 300.98 301.08 301.38 300.48 301.38 300.48 301.48 300.38 301.58 300.38 301.48 300.38 ......

30

301.58 301.58 301.28 300.68

301.48    301.58 301.18 300.58 301.38 301.58 301.28 300.58 301.28 301.48 301.28 300.48 301.28 301.58 301.38 300.48 301.18 301.58 301.48 300.38 300.98 301.48 301.48 300.48 301.18 301.48 301.58 300.48 301.28 301.48 301.58 300.48 301.28 301.48 301.68 300.38 301.28 301.38 301.58 300.38 301.28 301.48 301.58 300.38 301.28 301,48 301.48 300.28 301.18 301.58 301.38 300.38

301.28    301.58 301.28 300.38 301.18 301.68 301.18 300.28 301.08 301.68 301 18 300.18 300.98 301.68 301.18 300.08 300.88 301.68 301.18 299.98 300.78 301.58 301.18 299.88 300.68 301.58 301.08 299.98 300.88 301.58 301.08 299.98 300.88 301.48 300.98|299.88 300.88:301.38 301.08 299.88

300.981301.28    300.98 299.78 301.18|301.38 300.981299.78

301.48¹301.48    300.88 299.68 301.38:301.48,300.78 299.78

301.48    301.38 300.68 299.68 301.48 301.28 300.58 299.58 301.58 ......1300.68 ......

' to to b

ooc>oo5o5o5o6o6o5(55(x><^(X'd5d5o5ooooooooo6o5o6o6cocoooc5c5c5cc

SSg8888gsfe8g358S888g888gS88858SSa88a8gS8SS88Sg88S8fe

totototototoisstototototobobotobo

c§s5c§cSotocc<8cococ©cocococococococococOc©coooooooooocoooooo

S So *oo So §o So ‘oo *00 So So ‘oo oo So S S So S So So §o ‘oo So So S So oo So So QO ‘oo QO

✓ /

; : CM CM

So8o8o8oS8ol5oSo§oSSllloSSSSo‘(5oSol5oSoj5oSol5o‘ool>o8o*oo‘oo*ooix

299.88 299.98 299.78 299.98 299.68 299.98 299.58 299.88 299.58 a 299.58 299.48 a 299.58 299.68 299.68 299.78 299.88 299.88 a 299.78 299.88 a 299.88 299.88 299.98 299.98 299.98 299.88 300.08 300.08 300.08 299.98 a 299.98 299.93 299.88 a 299.98 299.98

a No record on account of ice.

Oswego River opposite Battle Island.

A gage was established September 14, 1900, on the Oswego river opposite Battle Island. This station was maintained by the United States Geological Survey in cooperation with this Department. The results may be found in the Supplement of the Report of the State Engineer and Surveyor of New York for 1902, pages 86-91; for 1903, pages 41-42, and for 1904, pages 512— 513. The gage readings were discontinued in 1905. On May 25, 1907, a gage was erected by this Department on the right-hand bank of the Oswego river opposite Battle Island and directly across the stream from the former gage. Readings of this gage have been taken by Smith Sharp. The zero of the gage is at elevation 294.42. The new gage consists of a vertical board, graduated to feet and tenths.

Mean Daily Elevation of Water-surface (Barge Canal Datum) of Oswego River opposite

Battle Island.

10

11

12

13

14

16

17

1"

19

20

21

22

23

24

25

-V.

27

28

29

30

31

DAY.

1909.

Jan.

Feb.

Mar. | April, j May. I June, j July. Aug. Sept. Oct. Nov. Dec.

i— I—‘* h-    ►—‘i—‘I—‘hh‘Oh-‘i—‘OmOO

303.22 306.42 305.85 305.62 303.32 301.27 299.42 299.92 300.32 300.02 300.62

303.22    306.42 305.82 305.77 302.97 301.17 299.57 300.12 300.22 300.17,300.72 303.32 306.22 305.87 306.17 302.84 300.76 299.52 300.07 300.12 300.321300.17 303.32 306.12 305.82 306.17 302.52 300.42 299.47 300.05 299.92 300.47 300.72

302.92    306.12 306.02 306.06 302.661300.65 299.62 299.82 300.14 300,52 300.22 303.12 305.72 305.95 306.12 303.22 300.52 299.42 300.07 300.32 300.57 300.72 303.42 305.47 306.04 306.16 303.47 300.82 299.47 300.06 300.27 300.32 300.82

303.92    305.23 305.84 306.17 303.42 300.94,300.42 300.02 300.16 300.82 300.72 303.72 305.04 305.97 305.95 303.47 300.421300.22 299.97 300.07 300.62 300.74 303.32 305.25 305.52 306.12 303.34 300.52 300.04 299.96 299.82 300.82 300.52 303.12 305.38 305.94 306.27 303.05 299 62 299.85 300.02 299.52 300.72 300.32

303.32    304.47 305.97 306.32 302.47 301.22 299.62:299.82 300.12 300.62 300.42

303.42    305.83 306.37 306.26 303.12 301.22 300.02 299.94 300.32 300.52 300.52 303.02)305.34 307.05 306.24 303 27 300.74 300.02!300,07[300.06 300.22 300.92 303.62 305.36 307.14 306.07 302.97 300.56 299.52 299.97)300.03 300.62 301.32 303.52 305.24 306.87 305.87 302.94¹300.47 299.82 300.02 300.02 300.82 301.22 303.52 304.87 306.12 306.12 302.82 300.07 300.32 300.17 299.92 300.87 300.92

303.52    304.76 306.63 305.85 302.65 299.42 300,42 300.04 300.12 300.87 300.62 303.62 304.27 306.35 305.84 302.52 299.62 300.22 299.82 300.17 300.67 300.92 303.62 304.72 306.24 305.66 302.42 300.02 299.87 300.04 300.22 300.52 301.24 303.62 304.22 306.32 305.37!302.52)299.42 299.82 300.00 300.22 300.32 301.22

304.32    304.24 306.16 305.27 302.57 299.62 299.52 300.07 300.52 300.32 301.12

304.52    305.12 306.12 304.73 302.47 299.52 299.82 300.17 299.92 300.52 301.05

305.52    305.92 305.82 304.97 302.42 299.67 300.02 300.27 299.62 300.62 301.06

306.22    305.77 305.54 304.87 301.47 299.42 300.22 300.27 300.22 300.72 301.05

306.42    306.12 305.72 304.62 302.06 299.57|299.47 299.82 300.32 300.62 300.82 306.42 305.77 305.47 304.42 301.72 299.42!300.12 299.47 300.37 300.52 300.72 306.42 305.54 305.85 304.27 301.92 299.52'300.05 300.02 300.22 300.22 301.32

1306.26 305.27 304.14 301.73 299.52 299.62i300.17 300.12 300.62 301.34 306.12 305.37'303.72 301.42:299.52 299.82 300.22 300.17 300.67 301.32 305.47 ...... 303.97 ......1299.57,299.97 ...... 299.92 ...... 301.36

I I I '

10

11

12

13

11

15

16

17

18

19

21

22

23

24

25

27

28

29..

30

31

Mean Daily Discharge, Second-feet, of Oswego River opposite Battle Island.

DAY.

1909.

Mean

Jan.

Feb.

March.

April.

May.

June.

July.

Aug.

Sept.

Oct.

Nov.

Dec.

2,800 7,495 14,252 2,280 7,495 14,252 1,830 7,690 13,804 2,280 7,690 13,580 3,020 6,910 13,580 3,930 7,300 12,700 3,140 7,890 12,150 4,980 8,890111,605 4,360 8,490 11,170 7,690 11,712 7,300 11,930 7,690 10,018 7,890 12,915 7,105 11,820 8,290 11,930 8,090 11,605 8,090 10,848 8,090 10,642 14,700 . 5,130 8,290 9,608 14,140 .1 4,980[ 8,290 10,540 13,804 . 4,5101 8,290 9,505 14,028 . 4,360 9,710 9,505 13,692 . 4,360 10,120 11,390 13,580 . 5,470 12,260 13,130 12,915 . 7,495jl3,804|12,808jl2,260 .!    7,495    14,252    13,580    12,700

.    5,470    14,252    12,808    12,150

.    5,300    14,252    12,260    13,022

.    5,130...... 13,916    11,712

.    6,910......13,580111,930

.    6,510    ...... 12,150    ......

3,140

4,220

4,220

4,510

4,510

4,660

4,360

3,270

4,660

13,022

12,915

13,022

12,915

13,355

13,242

13,355

12,915

13,242

12,260

13,130

13,242

14,140

15,732

15,850

15,260

13,580

4,494 9,057

12,106 13,394

12,480 7,690 12,808 7,008 13,692 6,818 13,692 6,170 13,467 6,448 13,580 7,495 13,692 7,990 13,692 7,890 13,242 7,990 13,580 7,790 13,916 7,203 14,028 6,083 13,916 7,300 13,916 7,593 13,467 7,008 13,022 7,008 13,580 6,725 13,022 6,448 13,022 6,170 12,590 5,995 11,930 6,170 11,712 6,262 10,540 6,083 11,060 5,995 10,848 4,435 10,330 5,385 9,915 4,820 9,608 5,130 9,403 4,820 8,490 4,360 8,992 ......

12,298i 6,476

4,145 2,000 4,000 2,135 3,565 2,090 3,020 2,045 3,335 2,180 3,140 2,000 3,530 2,045 3,725 3,020 3,020 2,800 3,140 2,580 2,180 2,425 4,070 2,180 4,070 2,580 3,400 2,580 3,205 2,090 3,080 2,380 2,635 2,910 2,000 3,020 2,180 2,800 2,580 2,425 2,000 2,380 2,180 2,090 2,090 2,380 2.230 2,580 2,000 2,800 2,135 2,045 2,000 2,690 2,090 2,635 2,090 2,180 2,090 2,380 2,135 2,525

2,580

2,745

2,910

3,080

3,140

3,205

2,910

3,530

3,270

3,530

3,400

3,270

3,140

2,800

3,270

3,530

3,595

3,595

3,335

3,140

2,910

2,910

3,140

3,270

3,400

3,270

3,140

2,800

3,270

3,335

3,270

3,400

3,565

3,400

2,800

3,400

3,530

3,400

3,466

3,140

2,910

3,020

3,140

3,660

4,220

4,220

3,790

3,660

3,660

4,100

4,070

3,930

3,832

3,846

3,832

3,530

3,400

4,220

4,248

4,220

4,276

2,808

2,470 2,910 2,670 2,800 2,635' 2,690 2,635 2,470 2,380 2,690 2,635 2,910 2,635 2,855 2,580 2,745

2.525    2,635

2.525    2,380 2,580 2,090 2,380 2,690 2,470 2,910 2,635 2,635 2,525! 2,580 2,580 2,580 2,745 2,470 2,580 2,690 2,380 2,745 2,580 2,800 2,580 2,800 2,635 3,140 2,745 2,470 2,855 2,180 2,855 2,800 2,380 2,910 2,045 2,965 2,580 2,800 2,745 2,690 2,800 2,745 ..... 2,470

2,418 2,580 2,685 3,181 3,650

Note.— Considerable ice obstruction, January 1 to 27; estimated How probably excessive some obstruction during remainder of winter.

Monthly Discharge of Oswego River opposite Battle Island. [Drainage area, 4,900 square miles.]

Discharge in Second-feet.

Run-off.

MONTH.

Maximum. Minimum. Mean.

Per

square

mile.

Depth in inches on drainage area.

January.. February. March....

April.....

May......

June.....

July......

August... September October... November December.

1909.

7,495

14,252

14,252

15,850

14,028

7,990

4,145

3,020

2,855

3,140

3,595

4,276

1,830

6,910

9,505

11,712

8,490

4,360

2,000

2,000

2,045

2,090

2,580

2,800

4,494

9,057

12,106

13,394

12,298

6,476

2,808

2,418

2,580

2,685

3,181

3,650

CHNNNrtddoOod

1.05 1.92 2.84 3.06 2.89 -1.48 0.659 0.567 0.590 0.630 0.727 0.857

Oswego River below Battle Island Dam.

A chain-and-weight gage was erected on the down-stream end of the right-hand abutment of the Battle Island, or Braddock’s dam, April 11, 1904, by H. U. Lyon, of this Department. The gage reads decimally from zero to 9 feet, the standard elevation of the water-surface, when the gage reads zero, being 301.00, and the chain length being 11.78 feet. The gage is read each morning by Smith Sharp.

Mean Daily Elevation of Water-surface (Barge Canal Datum) of Oswego River below Battle

Island Dam.

DAY.

Jan. Feb. Mar. April. May. June. July. Aug. Sept. Oct. Nov. Dee.

10

11

12

13

14

15

!'•

71

18

19

20

21

22

23

24

25

26

27

28

29

30

31

1909.

gssgggg'gggggggsgggggggggggg'gggg

ggggggggggggggggggggggggggg

306.70 306.25 305.95 304.60 303.90 302.65 302.SO 304.10 303.10 303.40 306.30 306.20 306.00 304.60 303.95 303.50 302.80 304.10 303.10 303.45 .30 306.22 306.60 304.50 303.90 303.45 302.80 302.70 303.10 303.50 .20 305.90 306.45 304.50 303.50 302.70 302.70 302.50 303.10 303.45 .00 306.40 306.30 304.50 303.90 303.15 302.05 303.00 303.55 303.05 .80 306.20 306.35 304.25 303.90 303.05 303.00 302.90 303.25 303.55 .57 306.20 306.50 304.70 303.85 303.05 302.75 303.00 302.60 303.50 .55 306.00 306.45 304.55 303.70 302.65 302.75 302.50 303.20 303.50 .53 306.20 306.15 304.60 303.60 303.20 302.80 302.75 303.05 303.40 .53 306.30 306.75 304.60 303.55 303.05 302.90 302.65 303.25 303.30 .53 305.80 306.60 304.60 303.20 302.90 302.75 302.85 303.30 303.00 .70 306.50 306.60 304.60 303.85 302.80 302.25 302.75 303.40 302.90 .70 306.15 306.60 304.30 303.60 302.80 303.25 303.00 303.30 303.60 .40 306.50 306.50 304.55 303.55 302.90 302.90 302.75 302.90 303.35 .00 306.80 306.30 304.45 303.40 301.70 302.80 302.50 303.40 303.45 .60 306.90 306.10 304.30 303.50 303.201302.75 302.50 303.30 303.45 .60 306.90 306.55 304.30 303.35 303.10 302.70 302.70 303.50 303.25 .55 306.50 306.25 304.20 302.70 303.20 .40 306.90 306.05 304.10 303.50 302.80 .25 306.75 305.95 304.05 303.35 302.70 .80 306.50 305.80 304.45 303.05 303.00 .25 306.60 305.70 304.15 303.30 302.65 .90 306.40 305.20 304.15 303.35 302.90 .90 306.35 305.60 304.15 303.40 302.90 .50 305.70 305.30 304.10 303.00 302.80 .00 306.25 305.10 304.00 303.25 302.80 .00 305.80 305.50 303.90 303.25 302.80 .75 305.70 305.00 304.10 303.20 302.85 306.55 305.55 304.80 303.95 303.20 302.65 306.35 305.95 304.50 303.90 303.15 303.20 306.25 ...... 304.90 ...... 303.15 302.90

302.80 303.10 303.40 303.30 302.55 303.00 303.30 303.40

304.90    303.00 303.20 303.20 302.80 302.70 302.90 303.35 302.85 303.20 303.45 303.30 302.80 302.50 303.30 303.30

302.90    302.55 303.25 303.40 302.90 303.15 303.20 303.45 302.55 303.05 303.35 303.40 303.20 303.00 303.30 303.30 302.85 302.85 303.10 303.60 303.10 302.80 303.50 303.60 303.50 302.80 303.35 303.65 ...... 302.55

303.45

Oswego River above Battle Island Dam.

This gage is attached to the up-stream vertical face of the right-hand abutment of the dam. It was established April 11, 1904, by II. U. Lyon, and readings are taken each morning by Smith Sharp. The gage consists of a vertical board, subdivided to feet and tenths by coppered staples, and reads from zero to 9 feet. Water is diverted to supply the Oswego canal at the right-hand side of the stream and to the raceway of a large wood pulp mill at the left-hand side. The elevation of the zero mark of the crest gage is 306.14. The crest of the dam is at elevation about 305.00.

Mean Daily Elevation of Water-surface (Barge Canal Datum) of Oswego River above Battle

Island Dam.

DAY.

Jan. Feb. Mar. April. May. June. July. Aug. Sept. Oct. Nov. Dec.

Id

11

12

13

14

I'.

16

17

18

I'¹

21

22

23

24

27,

26

27

28

30

31

1909.

8S8SSS3833Sg838888883888S8S88'o8 Jg 8 8855 gggggggsgggggggg 85558 8

i—.i—-i—‘h—i—‘i—.i—.i—i——.i—.,—.i—.1—.,—.i—.^-.i—.K—i—.i——.to

s As888888SSgSgSS8 S S hh b 8838 8 8

l_*    H-* t—'> I—I‘    <‘ H-1lKI-‘H‘ tO tO tO fcO tO tO I—‘^ t—‘ H- l—i> h-‘H‘h-‘MHH‘H■ f—¹•    1k H*

g’gfg;88888888SSa588£;88888

CO CO CO CO CO CO CO CO CO CO CO CO CO OJ CO CO CO CO 03 CO 03 CO CO CO CO CO CO CO 03 CO CO

S8888S8S!88!8888888aSSS88SS83S8S8

§188888888888188888888888888888

88S£S388SS8SS8£SS8988S938883g8 '

© © © o’ o’ © o o o © © © o o o’ © © © o o © o © © © o o © © ©

i—I i—H r—I i—4 i-H r—H H i-H rH H H *—4 t—I i—I y—I v—I vH H t-H i—4 t—4 i-H H i—4 r—4 i—4 r-4

cocoeococococ'oeocococococoeoeocococ'oeocccocoeocococcc'ocococo

8888888SS8S888SS88888888888888S

85888SSSS;S88888888;8S8S88588888

3888lSS&:88S:SSS8g883SSSS8S£S8388S

309.00

309.10

309.15

309.20

309.20

309.15

308.90

309.10

309.15

309.10

309.25

309.25

309.20

309.00

309.30

309.20

309.35

309.20

309.30

309.25

309.15

309.20

309.30

309.25

309.30

309.25

309.20

309.10

309.30

309.30

888888888888S888888SS888S;'S8S888

Waterhouse creek, sometimes incorrectly called Black creek, enters the Oswego river in the north, or lower portion of Fulton. A record of the stage of Waterhouse creek has been kept since April 9, 1904, by this Department. The stage of the water is determined by measuring down-stream from a reference point on the outer corner of a square gray stone in the west end of the north abutment of the ISTorth First street bridge, crossing Waterhouse creek between the Oswego river and the Oswego canal. The elevation of the reference point is 315.00.

Mean Daily Elevation of Water-surface (Barge Canal Datum) of Oswego River at Mouth of Waterhouse Creek, Fulton, N. Y.

DAY.

Jan. Feb. Mar. April. May June. July. ) Aug. Sept. | Oct. Nov. Dec.

■I

10

II

12

13

14

15

16

17

22

23

25

2"

27

2"

10

1909.

309.30 311.FO 313.70 312.17 311.97 311.22 310.07 308.82 308.82 309.02 309.12 309.27 309.05 311.55 312.80 312.12 312.12 310.97 310.02 309.47 308.77 308.97 309.07 309.37

309.10    311.55 312.20 312.17 312.42 310.97 309.97:309.12 308.87 308.92 309.07 309.37

309.20 311.30 312.10 312.22    312.22    310.9? 309.91    309.17 308.82    309.07 309.07    309.32

309.20    311.10 312.10 312.27    312.32    310.87 309.92    309.17 308.87    309.02 309.12    309.27

309.30 311.25 312.00 312.17    312.62    310.97 310.07    308.97 308.82    308.87 309.12    309.42

309.40    311.25 311.85 312.22    312.52    311.07 309.77    309.02 308.82:309.07 309.17    309.37

1309.40    311.45 311.90 311.97    312.27    310.97 309.72    309.07 308.97    308.97 309.17    309.37

309.60    311.50 311.75 312.121312.37 310.97l309.27 307.07 308.97 309.02 309.07 309.37 09.45 310.90 311.65|312.27;312.52 310.97 309.57 309.12 309.97 308.97 309.22 309.47

,309.70 311.00 311.75 312.27 312.42 310.97 309.67 308.97'309.02 309.02 309.17 309.02

1309.85    311.00 311.83 312.27 312.47 310.98 309.77 308.87 308.97 308.87 309.22.309.27

309.65.311.10    311.88)312.37 312.47 310.97 309.62 308.87 309.02 308.97 309.22 309.32

309.65    310.80 311.73 312.72 312.27 310.92 309.42 308.82 309.02,308.92 309.27 309.37 309.75 311.25 311.98 312.52 312.72 310.77 309.52 308.97 308.92 309.02 309.22

309.70    310.50 311.78 312.57 312.57 310.72 309.42 309.02 308.97 308.72 309.27

1309.65    310.75 311.73 312.62 312.37 310.62 309.32 309.07 308.92 308.92 309.32

309.65    310.70 311.53 312.67 312.17 310.67 309.47 309.02)308.97 308.92 309.32 309.65 310.90 311.58 312.67 312.12 310.57 309.67 309.07 308.72 309.02 309.27 309.65 311.20 311.48 312.47 311.97 310.67 309.62 309.07 309.17 308.97 309.22 '309.60 311.10 311.33 312.42 311.87 310.67 309.52 309.17 308.92 308.97 309.07

309.65    311.60 311.53 312.42 311.87 310.47 309.47 309.07 308.87 309.07 309.07 309.80 311.40 311.33 312.32 311.52 310.47 309.32 309.07 308.82 309.07 309.07

310.20    311.95 311.23 312.27 311.77 310.37 309.17 309.12 308.97 308.97 309.37

310.85    312.40 311.73 311.97 311.57 310.42 309.22 309.07 308.97 309.37 309.37

310.65    312.85 311.98 312.12 311.47 310.27 309.57 309.12 308.67 309.07 309.32

310.70    312.50 312.03 311.92 311.57 310.37 309.47 308.97 308.92 309.12 309.27 310.67 312.30 312.18 311.82)311.32 310.32 309.17 309.02 308.97 309.02 309.32

310.60    ...... 312.28 311.72 311.18 310.17 309.12 309.07 308.92 309.07 309.27

311.00 ...... 312.33 311.87 311.02 310.12 309.07 309.27 309.07 309.02 309.32

311.45 ...... 312.13 ....... 311.37     308.87    308.82 ...... 309.02    ......

309.32

309.17

309.22

309.37

309.37

309.47

309.37

Oswego River above Lower Dam at Fulton, 1ST. Y.

Tlie elevation of the water-surface at a point above the loAver dam at Fulton is determined each morning by this Department. A vertical board gage, reading to feet and tenths, is attached to the up-stream, center angle of the upper gates of the lower river lock. The gage is located on the right-hand bank of stream, a short distance above the dam, and observations have been taken since April 9, 1904. During 1909, the readings have been taken by measuring down from a reference point on the gage at elevation 338.03.

Mean Daily Elevation of Water-Surface (Barge Canal Datum) of Oswego River above Lower

Dam at Fulton, N. Y.

10

12

13

14

15

16

17

IS

19

20

21

22

23

24

25

26

27

28

2'i

DAY.

1909.

Jan.

Feb.

March.

April.

May.

June.

331.33

328.53 331.93 331.33 331.23 332.13

331.23

331.43

331.63

332.63

330.98 332.18 331.33

331.53

331.98 331.58 332.78 331.08 331.58

331.63 331.73

331.58

332.23 333,38 333.28 333.08 333.03 333.08 332.68

332.58

333.43

332.98

332.48 332.53 332.43 332.58 333.18

333.98

333.38

332.98

332.88

332.78 332.23 333.03 333.73 333.18 332.83

332.38 332.63

332.83 333.18 334.03

333.83 333.83

334.48 334.93

334.78

334.88

335.38

334.83

334.83

334.78 334.73 334.58 334.43 335.30 334.68 334.23 334.28 334.33 334.48 334.48 335.03 334.58 334.38 334.33 334.13 334.18

334.13 334.63 334.33

333.78 333.78 334.18 334.53 334.63

335.13 334.83 334.83 334.73

334.73

334.78

334.73

335.13

335.23 334.68 334.63 334.53 334.73 334.78 334.83 334.88 334.78 334.88 335.03 335.08 335.18 335.33 335.13 335.03 334.93 334.93 334.83 334.78

334.23 334.73 334.48 334.20 334.43 334.48

334.58 335.33 334.93 334.93 334.78 334.83 334.83 334.73 335.43 334.93

334.93

334.73 334.83 334.83 334.78

335.33

334.88 334.63 334.63 334.58 334.58

334.33

334.83 334.23 334.03

333.93

333.88

333.73 333.73 334.33

333.83

333.53 333.43 333.38 333.43 333.38 334.08 333.73 333.38 333.38

333.43 333.48

333.48 334.03 333.33 333.28 333.03 332.93 333.03 333.08 333.58 333.03 332.78

332.53 332.53

332.48

332.43 333.33 332.48

a Record discontinued.

Observations of the stage of water in the pond above the Oswego Falls, or Upper Fulton dam, have been taken by this Department since April 9, 1904. A gage was formerly located on the river wall at the right-hand side of the stream, 1G feet up-stream from the crest of the dam. During 1909 readings have been taken each morning by measuring down from a reference point consisting of an arrow cut in the coping of the river wall near its upstream end. The elevation of the reference point is 355.00. The water-elevation above the upper and lower dams in Fulton is controlled by mills. These mills have capacity sufficient to utilize the entire flow in ordinary or low stages of the stream.

Mean Daily Elevation of Water-surface (Barge Canal Datum) of Oswego River above Oswego

Falls Dam, Fulton, N. Y.

10

11

12

13

14

15

16

17

18

I''

20

21

22

24

25

2',

27

28

29

.'ill

DAY.

1909.

Jan.

Feb.

Mar. April.

May. June.

'July. Aug.

Sept. Oct.

Nov.

Dec.

346.30 345.80 ¹348 40 ■348.00

¹347.50 (349.80 348.65 347.40

347.30 348.70 348.15 347.00 347.25 347.35 347.30 347.20 348.90

347.55 347.75 347.35 347.35

347.10 347.25

349.55 349.00 348.90 348.85 '348.75

1349.10

¹348.50 349.45

348.,50 349.45(350.60 350.05 348.60 349.60(350.73 351.50 349.70 349.35 350.55 350.75 348.55 349.20(351.19 350.65 348.25 350.00 350.50 351.20

348.90    350.25(350.50 350.65

349.90    351.00 350.50 350.65 349.00 350.20 350.40 350.85 349.45 350.15 350.55 351.80 348.60 349.80 350.40 351.00 348.55 349.90 349.40 350.90 348.65 349.80 350.60 351.40

348.65    349.95(350.70 351.00

349.65    348.80(350.70 350.95 348.60 350.00 350.80 350.80 348.25 349.80(350.95 352.05

348.38    349.75(351.00 350.90 348.50 350.15 351.80 350.60

348.50    349.501351.05 350.70

348.90    349.50 350.85 350.60 349.85 350.20 350.70 350.50 349.70 349.40 350.70 350.40 349.70 349.20 350.65 351.10

350.39    349.50(350.60 350.30

350.90    350.20 351.35 350.10 350.80 350.10 350.40 349.95

350.50    350.20 350.20 349.85

360.40    351.05 350.15 349.85

350.60 350.05|349.80 3:0.65 350.20 350.25 350.65!......349.80

349.55    347.80 348,.50 349.40 347.45 347.85

349.45    347.40 347.30 347.25

349.40    348.95 347.30 347.95 349.35 348.05 347.30,347.55

350.40    348.75 347.40 347.50

349.65    347.05 347.551347.80

349.40    347.45 348.25 347.30 349.30 347.30 347.55(347.30 349.25 347.55 347.601347.30 349.30 348.50 347.40 347.65

349.20    347.65 347.30 347.45 350.05 347.40 347.25 347.20 349.50 347.30 347.15 346.95 349.10 347.25 347.40 347.50 349.05 347.05 347.85 347.15 348.95 346.95 347.25 347.45

348.95    348.30 347.20 346.90 348.85 347.55 347.45 347.85 349.90 346.85 347.55 347.30 349.05 346.75 347.51 346.85

348.65    347.05 348.05 346.80 348.65 347.15 347.65

348.55    347.25 347.65 348.65 348.35 347.45

348.45    346.75 347.45

349.55    347.40 347.35 347.35

348.55    347.45 347.451346.95

348.20    347.25 347.80 346.70

347.95    347.50 347.70 347.20 347.35

347.60 347.30 347.25 347.20 347.30 347.10 347.45 347.25 347.50 347.30 347.15 347.50 347.35 347.30 347.20 347.45 347.65 347.15 347.15 347.30 347.40 347.50 347.25 347.20 347.55 347.25 347.30 347.30 347.35 347.30 347.10 346.90 347.05 347.05(347.20 347.40 347.25 347.70 347.30 347.20 347.35 347.20 347.20(347.30 347.00 347.20 347.30 347.40 347.10 347.50 347.50 347.10'347.35 347.25 340.90 347.25 347.20 347.15 347.10 347.55 347.20 347.50 347.25 347.35 347.45 347.05 347.20 347.30 346.90 346.85 347.25 347.40 346.90 347.45 347.20 347.40 347.15 347.40 346.75 347.30 347.75 347.25 347.20 347.20 347.05 347.15 347.30 347.40 347.70 347.30 347.30 347.25 347.45 346.40 347.25 347.05l347.70 ...... 347.55

Oswego River at the Mouth of Ox Greek, Near Fulton, N. Y.

Ox creek enters the Oswego river four miles south, or up-stream from Fulton and on the left-hand side. A gage was established at the highway bridge just above the mouth of Ox creek, April 12, 1901, by this Department. A vertical gage, graduated decimally by copper staples and reading from zero to 9 feet, is used. The gage is attached to the down-stream side of the bridge near the left-hand abutment. The elevation of the zero mark is 347.71. Lock No. 7, or Morseman’s lock, is located across the river from Ox creek. A bench-mark is located on this lock at elevation 354.53.

Mean Daily Elevation of Water-surface (Barge Canal Datum) of Oswego River at Mouth of Ox Creek near Fulton, N. Y.

DAY.

Jan.

Feb.

Mar. April.

May. I June.

July. Aug.

Sept.

Oct.

Nov.

Dec.

1909.

7.

10

11

12

13

14

15

16

17

IS

19

20

21

22

23

24

25

2"

27

28

346.711351.61

346.511351.41

348.211351.41 348.21 351.31 348.21 351.01

349.311351.31

348.71    351.21

348.61.350.51 348.31|350.61

348.811350.51 348.61(350.41 348.31(350.41

348.31    350.31 348.31|350.41

348.41    349.91

348.411349.71 348.51i349.81 348.21 349.91 348.41|350.11 348.31 350.31

348.21    350.91 348.41 351.01

348.71    351.01

350.21    352.01 350.21 352.51 350.01 352.31 349.91 352.21 349.91 352.41

350.11 ......

351.01 ......

'351.51 ......

352.21 352.11 352.11 352.11 352.11 352.11

352.11    352.51 352.31 351.91 352.11 352.31 351.91 352.01 352.21 351.91 352.11 352.41 351.51 351.91(352.41 351.51 352.01 352.71 351.31 352.11(352.61 351.61 352.51 352.51 351.61 352.21(352.61 351.61 352.01 352.51

351.91 351.51

351.41 351.31 351.31

351.11

351.11 351.31

350.91 350.71 350.71

351.91 351.91 352.01

352.41 352.21 352.21

352.11

352.51(352.51

352.61    352.31 352.71 352.71 352.71 352.31 353.OD 352.21

352.71    352.11 352.51(352.01 352.41 351.81 352.41 351.71 352.31 351.91

352.11    351.51 352.31 351.31

351.91.351.11 351.81(351.01

351.61    350.91 351.51 350.81

351.71    351.11 ...... 350.71

352.01 350.61 348.71 348.41 352.51 350.51 348.51 348.21 352.31 350.41 348.41 347.81

349.21    347.51 349.31 347.51

348.71    347.71 348.41 347.41

348.21    347.91 348.01 347.81 348.11 347.71

348.71.347.51 348.41'347.31

348.211347.51 348.01 347.21 348.01 348.11 347.61 348.11

347.51    347.71

348.41    347.31 348.01 347.71

347.41    347.71 347.91 347.61

347.71    348.31 348.01 348.01 347.91 347.71

348.41    347.61 348.11 347.51 347.81 347.71 347.71 347.91 347.71 348.01 348.01 347.61 347.81 347.71

350.31

350.41

350.91 350.61 350.41 350.31

350.41 350.31 350.31

350.71 350.31 350.01

349.91 349.81 349.81

349.71

350.31 349.71 349.51 349.51

349.41

349.31 349.31

349.91 349.41 349.11

348.91

347.61 347.71 347.41 347.71 348.21 347.71 347.71 347.61 347.61 347.71 347.71 348.01 347.81 347.51 347.51 347.61 347.51 347.41 348.01 347.71 347.61 347.41 347.41 347.41 347.71 347.61 347.71 347.51 347.2f 347.71

347.71

347.61

347.61

347.71

347.81

347.51

347.71

347.91

347.71

347.61

347.71

347.71

347.71

347.61

347.71

347.51

347.41

347.41

347.51

347.61

347.71

347.51 347.71 347.51 347.71 347.71 347.71 347.71 347.71 347.71

347.41 347.51 347.51 347.51 347.61 347.51 347.51 347.71 347.51

347.41

347.41 347.41

347.61 347.71 347.51 347.71 347.91 347.71 347.71 347.61 347.61 347.61 347.61 347.81 347.11 347.41 347.81 347.01 347.61(347.81 ...... 347.71......

347.81

347.81

347.81

374.81 347.71 347.71 347.61 347.61 347.71 347.71 347.71 347.41 347.61 347.61 347.61 347.71 347.71 347.71 347.71 347.61 347.51 347.91 347.91 347.91 347.51 347.41 347.61 347.71 347.61 347.61 347.61

Oswego River below Site of Old Horseshoe Dam.

The gage at this station was erected April 13, 1904. It is located on the right-hand bank of the Oswego river on a strip of land between the river and Oswego canal, a short distance below guard-lock Ho. 2. The readings are taken bv means of a weight and chain in conjunction with a horizontal scale. The scale is attached at one end to a large buttonwood tree. The other end projects over the water. Readings are taken usually about noon each day by Frank M. Hughes.

Mean Daily Elevation of Water-surface (Barge Canal Datum) of Oswego River below Site of

Old Horseshoe Dam.

10

II

12

13

14

16

17

l't

20

.'I

::

23

25

27

31

DAY.

1909.

Jan.

Feb.

Mar.

April.

May. June.

July. I Aug. Sept.

Oct.

Nov.

Dec.

348.64

348.64 348.24 349.04 349.44 349.54 349.44

349.04

1348.94

[349.14

[349.44

349.64 350.04

354.14

353.94

353.64

353.54

353.34

352.84

352.64

352.54

352.54

352.44

352.34

352.14

349.34

349.74

349.64

349.54

349.44

349.44

350.74

350.54

350.44 350.34

351.44 353.14

352.54 a 350.74 352.54 a 350.74 352.44 a 350.74 a 350.64 352.54 a 350.64 352.24 352.34 352.44 352.54 a 352.54 352.84 a 352.84 352.54 352.84 a 352.44 352.74 a 352.84|352.74    „

350.64 351.94 353.04 352.74 a 352.94 351.74 353.04 a a 352.74 351.64 353.04 352.64! o .94 352.04 a ____54 351.84 353.04

350.54    351.34 352.94 a a [352.84

351.24 351.24 352.74 351.34 351.04 352.64 352.44 351.64 352.54 352.44 352.24|

352.74 352.24 352.44

352.54    352.34 352.14 a | a 352.14

.......352.54 352.14

......[352.54 352.04

......'352.54[......

347.44

347.84

350.94 351.24 352.0* 353.44 354.14 351.81

351.94 351.94 351.94 351.74 351.84 351.94

350.74

351

348.74 a 347.44 348.69 a '347.54 348.54 a 347.54 a a    347.541347.54 347.44

a 347.64 a 347.54 349.34 347.74 347.94 347.54 349.34 347.84 347.74 349.34 a 347.74 349.34 348.04 347.64 349.34 347.64 347.64 a a 347.34 347.64 347.64 349.44 347.44. a 347.54 348.04 348.64j347.54 347.64 347.541348.04 348.24 347.64 347.64 j 347.64 J a 348.241 a 347.64 347.74 348.24 348.14 348.34 347.74 347.84 347.94 348.14 348.04 347.54 a 347.94 347.84 347.34 347.84 347.84 347.74[ a 347.74 347.84

347.44

347.44

347.34

347.941348.04

347.841347.94 347.74 347.94 347.74|347.94 347.74|    a 347.74 347.94

a 347.84 348.14 347.64

347.94    347.64 347.94 347.24 347.94 347.14

352.44J    a a

352.24 350.14 347.94 352.14 a 347.84 347.84 347.74 347.64 347.84 352.04 350.24 347.94 347.64 347.64 347.54 a 351.94 349.84 348.04    a 347.64 347.44 348.14

351.94 349.74 348.04 348.34 347.74 347.34 347.94 351.94 349.64 348.04 348.14 347.74¹ a >347.94 351.84 349.54 a 347.94 347.64 347.84 347.94 351.84 349.44 348.44 347.74 a 347.74 347.94 351.84' a    348.04 347.64 347.84 347.74 347.94

351.84 349.44 347.94 347.64 347.44 347.74 a 351.84 349.14 348.14 a 347.14 347.74 348.14 a 348.94 348.34 347.74 347.04 347.741348.04 348.24 347.64

347.74

347.84

347.94

348.04

348.14

348.64

348.34

348.44

348.64

348.64

348.64

348.44

348.94

348.94

348.84

349.04

349.24

Oswego River above Site of Old Horseshoe Ham.

A gage consisting of horizontal scale with weight and chain was erected a short distance above guard-lock Ho. 2, April 13, 1904. One end of the gage box projects horizontally over the water. The observer is Frank M. Hughes. Readings are usually taken about noon each day. The elevation of the datum of this gage, as well as that of the gage below, is determined from a benchmark on guard-lock Ho. 2, having an elevation 3G0.91.

Mean Daily Elevation of Water-surface (Barge Canal Datum) of Oswego River above Site of

Old Horseshoe Dam.

DAY.

Jan. Feb. j Mar. April. May. June. July. Aug. Sept. Oct. Nov. Dec.

••

10

11

12

14

15

16

17

18

19

20

22

24

25

20

27

28

30

1909.

350.0

350.3

So?“ggg: ssiisol

co b Giioio •    4^.i—

351.4

351.9

351.0

350.7

350.6

352.2 351.4 351.4 351.4 352.1

353.3

354.4' a 354.2 a 354.1 a 354.0| a 353.7 a 353.2j a

351.7,

GO CO fcO

CO CO CO CO CO CO

CO coco to toco m co o co co o

rHOlCOOCCUO CO <M <M CO <M* cq CO CO CO CO CO CO *0 1—I 05 03 05 CO

hco'imin'hh

lOiOiOiOkOlO CO CO CO CO CO CO

352.2

352.4

<M 00 CO <M TJ4

CQ <M CO CO CO kOiOiOiOiOiO CO CO CO CO CO CO

353.7

353.6

350.4 349.6 349.7 349.7

353.6 354.0

354.0 353.3

353.1

351.4 349.7 349.8

349.7

349.8

349.7

349.7

350.0

349.9

349.9

349.9

349.9

349.9

349.8 350.0 349.9 350.0 350.0 349.9

..........    350.3

05 05005 05 O •OOOOOCO -005050500 •

a Gage out of repair.

Oswego Biver at Hinmansville Bridge.

This gage is located on the down-stream side of the left-hand span of the bridge crossing Oswego river at Hinmansville. The gage is of the chain-and-weight type. The gage box is attached horizontally to the bridge floor outside the hand-railing and the scale is graduated from zero to nine feet. The standard datum of this gage is 348.643. Length of chain is 19.95 ft. The gage was established April 13, 1904, and is read each day about noon by Frank M. Hughes. The gage is located near lock Ho. 6 on the Oswego canal. A bench-mark on this lock is at elevation 361.69. Current-meter measurements were formerly made at this bridge, but as the stream is obstructed by grass at times and there are other objectionable features, these measurements have not been continued.

Mean Daily Elevation of Water-surface. (Barge CanaVDalum) of Oswego Rv'cr at Hinmans

ville Bridge.

10

11

12

13

14

1.5

16

17

IS

19

20

21

22

23

■I

25

26

27

29

::i

DAY.

1909.

Jan.

Feb.

Mar.

April.

May.

June. July.

Aug.

Sept. Oct.

Nov.

'Dec.

350.84.354.84    355.04 355.44 355.24 353.54 351.34 349.14 349 94 350.24

350.74 354.74 355.54 355.44 355.54 353.44 351.34 349.04¹349.84 350.34

349.74    354.64 355.44 355.44 355.44 353.24 351.34 349.04 349.74 349.54 350.44354.54 355.34355.44 355.04353.24) a 349.74 349.74 349.94 350.541354.14 355.24 355.44 355.64 353.341 a 349.74 349.34'350.14 350.94 354.04 355.04 355.14 355.64 353.34)351.14 349.84 350.04|350.24 351.84) a 354.84 355.24 355.64 353.44 351.14 350.14 350.04[350.34

351.84    353.14 354.84 355.34 355.74 353.341351.04 349.14 349.84 350.24 352.04 353.74 354.64 355.44 355.84 353.241351.04 350.04 349.94 349.44

354.34    354.54 355.44 355.84 353.24)350.94 349.84 350.04)349.44 354.84 355.44 355.94 353.141350.74 349.64‘350.24 349.44 354.84 355.44 355.84 353.14 350.84 349.44 349.54 350.24 354.94 355.34 355.84 352.94)350.64 349.14 350.14

352.64    354.94 355.84 355.74 352.84)350.54 349.24 350.04

352.74    354.94 356.04 355.54 352.74 350.44 349.24 350.24

353.74    354.74 356.14 355.64)352.74 350.44 350.24 350.24 353.94 354.74 356.14 355.44 352.64-350.34 350.14 350.24

353.64    354.64 356.04 355.24 352.641350.04 350.04 350.24 352.84 354.34 356.04 355.14 352.44 350.44 350.04 349.44 353.04 354.24 355.84 355.14 352.44 349.94 350.04 349.94 352.24 354.04 355.74 354.94 352.44 350.04 350.04 349.84 353.74 354.14 355.74 354.94 352.34 350.14 349.54 349.94

353.94    353.94 355.54 354.74 352.34 350.04 350.14 350.14

355.34    354.34 355.44 354.64 352.24 350.04 350.04 350.24 355.54 354.74 355.34 354.34 352.24 349.74 349.94 349.94

355.641354.94    355.24 354.14 352.14 350.34 349.94 349.64 355.64)355.04 355.04 354.04 351.94 350.24 349.74 350.34

355.64    355.24 354.84 353.94 351.84 350.24 349.74 350.24

)355.54 354.84 353.84 351.64 350.14 349.54 350.14 355.44 355.04 353.74l351.54 350.14 350.14 350.14 355.44 ...... 353.641......'350.04 350.24 ......

351.14'354.64

351.14.355.84 351.44|353.54

351.84 352.14

352.24 352.04

1352.24

352.34

352.14 352.04

351.34

351.44 352.04

352.44 352.54 352.64 352.74

353.44

355.14 354.94

350.44

350.34

350.34

350.34

349.64

350.14

350.04

349.94

349.94

349.84

3.50.24

349.54

350.34

3.50.34

350.34 350.34 350.34 350.44 349.74

350.54 350.64 350.34 350.64 350.44 350.64 350.54 350.64 350.44 349.94 350.44 350.64

349.64    350.44 350.44 350.44 350.54 350.44 350.54 350.44 350.44 350.44 350.54 349.54

350.64    350.54 349.84 350.44 350.54 350.44 350.44 350.64 350.44 351.34 350.44 350.74 350.44 350.44 352.74 349.74 352.64 350.54 352.64 350.54 352.64 350.64 351.64 350.44 351.14 350.54 349.84 350.64 350.94 350.04 350.64 350.54 350.74 350.64 350.74 ...... 350.94

a N o record.

Oswego River below Dam at Phoenix, N. Y.

A gage was established April 10, 1904, by this Department and readings are taken about noon each day by George Archamlbeau. The gage at present used is a vertical scale divided decimally by coppered staples from zero to nine feet. It is attached to the down-stream side of the Pendergast Mill on the right-hand bank of the river. The gage zero is at elevation 352.95. The gage is located 255 feet down-stream from the right-hand end of the dam.

Mean Daily Elevation of Water-surface (Barge Canal Datum) of Oswego River below Dam

at Phoenix, N. Y.

10

11

12

13

14

15

10

17

18

19

20

21

22

23

24

25

26

27

28

DAY.

1909 .

29......

30

31

Jan.

Feb.

Mar.

April.

May. June. July.

Aug.

Sept.

Oct.

Nov.

Dec.

353.15 356.75

353.151356.55 353.10:356.45 353.10 353.10

353.25 1353.45 |353.65

1353.35

353.35 353.40 353.40 353.95

354.35

353.55

354.25 354.75

355.35 ' 355.05 354.85 355.

¹354.55 355 1354.00 ¹353.95

'354.40 357.65 ;354.75 357.95 '354.65 358.45 '354.75 358.45

......'354.80 358.45

......354.95

......1355.35

......356.05

358.45    358.15 358.15 355.70|353.45 353.20 358.35 358.15 358.35 355.55 353.45 353.20 358.35 358.15 358.45 355.45 353.35 353.15

358.35    358.20 358.40 355.35 353.35 353.15 358.25 358.15 358.45 355.351353.35 353.15 357.85 358.05 358.35 355.45 353.35 353.15 357.65 357.95 358.45 355.35 353.35 353.15 357.55 357.85 358.45 355.351353.35 353.15

357.45    357.95 358.55 355.35 353.35 353.15

357.35    358.05 358.60 355.401353.25 352.95 357.35 358.15 358.65 355.40 353.25 352.95 357.35 358.20 358.75 355.40 353.25 352.95 357.35 358.25 358.65 355.15 353.25 352.95 357.35 358.40 358.55 355.00 353.25 352.95 357.35 358.60 358.50!354.85 353.25 352.95

357.35    358.80 358.351354.75 353.25 353.25 357.15 359.00 358.25 354.70 353.25 353.25

357.15    358.95 358.10 354.65 353.25 353.25 357.051358.75 357.85i354.55 353.25 353.25

15 356.75j358.65 357.75 354.55 353.25 352.45

----551356.50 358.45 357.60 354.55 353.25 352.50

355.95 356.20 358 30 357.35:354.55 353.25 352.45 356.45 356.15 358.25 357.15 354.55 353.25 352.55 355.95 358.15 356.95|354.50 353.25 352.55 357.65 358.00 356.75j354.25 353.25 352.45 357.65 357.80 356.60 354.00 353.25 352.50 357.75 357.65 356.45 353.75 353.20 352.55 357.75 357.75 356.25 353.85 353.20 352.45

358.15    357.85 356.151353.70 353.20 352.35

358.35    357.95 355.95 353.75 353.20 352.65

358.15 ...... 355.85 ...... 353.20 352.65

356.15

355.95

355.65

354.95 355.25

355.55

355.95 356.15

355.95 355.25

354.65 354.65

354.95 355.35 354.85

353.55

352.25 352.65 352.65 352.45 352.35 352.65 352.65 352.55 352.45

352.35 352.30 352.45 352.55 352.65 352.70 352.60 352.50

353.35 352.65 352.50

352.35 352.35 352.35 352.30 352.30 352.55 352.45 352.35 352.25 352.25

352.30

352.25

352.25

352.25

352.25

352.30

352.30

352.35

352.35

352.25

352.20

352.25

352.25

352.20

352.25

352.25

352.25

352.25

352.25

352.25

352.25

352.25

352.25

352.20

352.20

352.25

352.25

352.25

352.25

352.20

352.55

8 S S S § § 8 8 'oi Si S S S O O O S O 'o O O 'cii 'o! Cri Cr«

352.00 352.00 352.05 352.05 352.35 352.10 352.05 352.05 352.05 352.20 352.15 352.25 352.10 352.95 352.05 352.15 352.20 352.25 352.50 352.30 352.25 352.20 352.15 352.15 352.20 352.35

Oswego River above Dam at Phoenix. N. Y.

Observations of the stage of water in the pond above Plicenix dam have been taken by George Archambeau about noon each day, beginning April 16, 1904. The gage at present used is a vertical scale graduated to feet and tenths by copper staples and reading from zero to nine feet. It is attached to the west side of the bulkhead wall, 105 feet east of the east, or right-hand end of the dam. The gage is a few feet above the line of the crest of the dam and is in the entrance of the hydraulic canal. The zero mark is at elevation 357.31. The crest of the dam is at elevation about 359.13. Datum of this gage, as well as that of the gage below, is determined from a bench-mark on the Phoenix guard-lock, the elevation of which is 365.40. Water is diverted to mills at both ends of the dam. Flash-boards are placed on the dam at times. During extreme high water the dam is submerged by back-water from below.

Mean Daily Elevation of Water-surface (Barge Canal Datum) of Oswego River above Dam at

Phoenix, N. Y.

DAY.

Jan.

Feb. Mar. April. May. June. July. Aug. Sept. Oct. | Nov. Dec.¹

1909.

359.51    362.21 363.66 363.46 363.51 362.51 361.31    .06    360.71 360.51 360.66 360.86

360.31 362.06 363.51 363.46 363.71 362.41 361.21    .36    360.51 360.51 360.61 360.86

360.91 362.01 363.61 363.41 363.61 362.36 361.01    .16    360.61 360.51 360.51 360.81

360.81 361.91 363.46 363.56 363.61 362.36 361.41    .46    360.611360.51 360.41 360.81

360.56    361.81 363.31 363.41 363.661362.31 361.41 360.61 361.01 360.46 360.21 361.21 361.16 362.21 363.26 363.41 363.61 362.41 361.11 360.81 360.56 360. H 360.01 360.91

361.56    362.31 363.31 363.31 363.61 362.31 360.96 360.81 360.71 360.41 361.01 360.81

361.21 362.26 363.06 362.11 363.71 362.31 360.86 361.06 360.76 360.36 360.81 360.76

361.21 362.26 362.91    363.31 363.81    362.261360.81    360.81    360.81,360.36    360.71    360.66

361.51    362.31 363.06    363.41 363.71    362.26 360.76    360.71    360.71 360.41    360.76    359.26

361.46 362.21 363.21    363.56 363.61    362.21 361.21    360.61    360.61,360.41    360.81    360.01

361.66 362.21 363.21    363.51 363.711362.21 360.91    360.51    361.01 360.41    360.91    360.81

361.41 362.16 363.21;363.51 363.815362.16 360.61 360.51 360.81 360.36i360.961360.81

361.51 362.21 363.31 363.56 363.71 362.16 360.56 360.46 360.71 360.36 361.41 360.81

361.56 362.01 363.21 363.66 363.61 362.11 360.71 361.11 360.76)360.31 361.01 360.86

361.51 361.91 363.11 363.71 363.66 362.06 360.71 360.66 360.76 360.31 360.96 360.81

361.61 £61.51 361.51 361.51

361.31 361.36

361.46 361.96 362.21

362.211363.66 362.21:363.61 362.261363.81 363.61

362.46

362.31

361.96 363.01 363.81 363.51 362.01 360.31 360.66 360.76!360.S1 360.911360.81

361.96 362.96 363.81 363.51 361.96 360.61 360.61 360.76 360.26 360.61 360.81

361.96 362.81 363.76 363.46t361.91 360.31 360.66 361.0ll360.26 360.71 361.21

362.21 362.81 363.76 363.31 362.01 360.36 360.6r360.86 360.21 360.76 361.06 362.71 362.96    363.71    363.16 362.01    360.46 360.61    360.71    360.11 361.16    360.96

362.61 362.76    363.61    363.11 362.01    360.61 361.06    360.66    360.01 361.06    360.91

362.81 362.76 363.61 363.01 361.96 360.46 360.81 360.61)360.16 360.76 360.81

363.31 362.31    363.51    362.91 361.86    360.41 360.61    360.61    26 360.71    360.76

363.51 363.16    363.51    362.91 361.81    361.11 360.61    360.61    31 360.76    360.76

360.71

360.31

363.41 363.46 362.61 361.36 360.71|360.61 363.411...... 362.61,...... 360.66 360.51

a No record.

GAGES ON ONEIDA LAKE AND RIVER.

Oneida lake lias a water-surface area of 80 square miles and lies at au elevation of 370 feet above tide. The drainage basin within a radius of 10 miles to the south and west is relatively flat, with numerous swampy tracts. The lake receives, through Chittenango and Oneida creeks, drainage from an extensive area of the central New York plateau and, through Wood and Fish creeks on the east, drainage from a portion of the west slope of the plateau bordering the Adirondack mountains. On the north the drainage area is less extensive and the inflowing streams are small.a

The outflow from the lake through Oneida river joins Seneca river at Three River Point, forming Oswego river. From Brewerton to Three River Point the distance, in a straight line, is but eight miles; following the windings of the stream it is sixteen miles.

Gages for Determining Elevation of Water-surface on Oneida River.

Distance in Miles.¹

LOCATION,

From

Pjace Three Place.

Usual time of reading gage.

Present type of gage.

Three River Point......

Below Oak Orchard dam. Above Oak Orchard dam. Below Caughdenoy lock. Above Caughdenoy lock.

Brewerton.............

Sylvan Beach..........

7 a. m. 6 a. m.; 7 p. m. 5.3    6 a. m.; 7 p. m.

12.7

12.7

16.7 38.3 i

5.3

8 a. m. 8 a. m. 8 a. m. 8 a. m.

Board with coppered staples. Board with coppered staples. Board with coppered staples. Board with coppered staples. Board with coppered staples. Board with coppered staples. Graduated board.

Oneida River at Three River Point, 1ST. Y.

A vertical gage is attached to the right-hand side of the upstream end of the pier nearest the left-hand bank of Oneida river on the highway bridge crossing the river at Three River Point. This gage is so located as to show the water-level at the mouths of Oneida and Seneca rivers, and at the head of Oswego river. The gage is graduated decimally from zero to nine feet and has been read each morning by J. Chamberlain, beginning April 1G, 1904.

Mean Daily Elevation of Water-surface (Barge Canal Datum) of Oneida River at Three River

Point, N. Y.

10

11

12

13

14

15

16

17

IS

I"

20

.'I

25

26

27

28

30

DAY.

1909.

Jan.

Feb.

Mar.

April.

May.

June.

July.

Aug.

Sept.

Oct.

Nov.

Dec.

360.17 360.67

360.67

360.57

360.47 361.27

361.67

361.47 361.47 361.47 361.67 361.47 361.67

361.57 361.47 361.47 361.67 362.57 361.67

361.67 361.47 361.47 361.47 361.47

361.47

362.47

362.57 362.57

362.67

363.47

302.67 362.69

362.67 364.67 362.57 364.67 362.57 364.57 362.47 364.57 362.47 364.47

362.57    364.37 362.67 364.37 363.17 364.17 363.17 364.17 363.17 364.17 363.17 364.17 362.67 363.67 362.67 361.67 362.67 364.27 362.67 364.37

362.67    364.17 364.17

362.47 364.17

362.37    363.67

363.67    363.67

363.17    363.27

363.37    363.67

363.57    363.47 364.77 363.47

365.17    363.67 365.17 364.37

364.67    364.37 364.67 364.67

...... 364.67

...... 364.67

...... 364.67

364.77 364.47 363.37 361.57 364.77 364.97 363.27 361.47 364.77 364.97 363.17 361.57 364.87 364.77 363.17 361.57 364.77 364.47 363.17 361.47 364.67 364.97 363.27 361.57 364.67 364.97 363.27 361.47 364.57 364.27 363.27 361.27 364.67 364.28 363.17 361.27 364.87 365.17 363.17 361.17 364.87 364.28 362.67 361.17 364.87 364.28 362.67,361.27 364.77 364.28 362.67 361.47

364.27    364.27 363.67 361.17 365.17 364.27 363.07 360.67

365.27    364.27 362.47 360.57 365.27 364.97 362.47|360.67

365.37    364.77 362.47 360.67

365.27    364.77 362.47 360.57 360.57

365.17    361.97 362.47 361.17 360.67

364.28    364.57 362.47)360.47 360.67 364.28 364.37 362.37 361.17 360.57

364.27    364.27 362.27 360.67 360.67 364.97 364.17 362.27 360.471361.17 364.77 363.67 362.27,361.17 360.57 364.67 363.57 362.17 360.47 360.57 364.47 363.47 362.27 361.17

364.37    363.47 362.27 360.67

364.17    363.37i362.17 360.67

304.27    363.37 361.67 360.67

...... 363.47j...... 360.57

360.67

360.57

361.17

360.57

360.57

361.07

360.67

360.57

360.67

361.17

360.57

360.57

363.57

360.57 360.57 360.57 361.17 360.67

360.57

360.57

361.47

360.67

360.57

360.57

360.57

360.57

361.07

360.57

360.57

360.67

360.57

360.67

360.67

360.57

361.27

361.17

360.67

360.57

360.67

360.57

360.67

360.67

361.17

360.67

360.67

360.67

360.67

360.67

360.67

361.17

360.67

360.57

360.57

360.57 361.27 360.67 360.67 360.67 360.67 361.07 360.57 360.67 361.17 360.57 360.67 360.67 360.47 361.17 360.67 360.37 361.27 361.07 360.59 361.17 360.57 361.27 360.67 360.57 361.17 360.67 361.07 361.17 360.17 361.17 361.17 359.67 360.67 361.17 360.57 361.07|360.67 360.27 361.07)361.27 361.17 360.57,361.27 360.67 360.57)360.67 360.57 361.07(360.67 360.67 361.17 360.67 360.67 360.57 360.67 361.27 360.57 361.17 361.37 360.57 361.17i360.67 360.37 361.17 360.67 361.07 361.17 360.57 360.57 361.17 360.57 360.67 360.67 360.57 360.57 360.57 361.37 361.07 361.17 361.37 361.07 361.27 361.17

361.07 361.37 360.67 360.57 361.17 360.57 360.671...... 360.57

m2

Oneida River at Schroeppel’s Bridge, Euclid, 1ST. Y.

The gaging station was established August 30, 1902, and is maintained by the U. S. Geological Survey in cooperation with this Department. It is located seven miles up-stream from Three River Point.

Observations of stream stage, which are taken each morning and evening by Louis McArthur, are made from a gage above Oak Orchard State dam, 0.4 mile above Schroeppel’s bridge. The gage readings have been taken above the dam to avoid backwater from ice or other causes as far as possible. A calibration curve for the cross-section of the stream at Schroeppel’s bridge has been obtained by current-meter measurements.

Above a certain stage the dam becomes submerged and the discharge is modified. A special rating table, deduced from measurements made during the period of submergence, is used to calculate the discharge during the high-water period. Allowance is made for the opening of lock-paddles in winter, and for flash-boards when used. .

Mean Daily Discharge, Second-feet, of Oneida River at Schroeppel’s Bridge, Euclid, N. Y.

10

11

12

13

11

15

16

17

18

19

2'l

21

22

23

24

25

26

27

2S

30

DAY.

1909.

Jan.

Feb. Mar. April. May. June. July. Aug. Sept. Oet. Nov. Dec.

3,460 3,362 3,362

6,655 6,366 4,226 2,090 7,024 6,366 4,226 2,015 7,149

4,226

722 1280 722 265 654 320 460 621 370 540 566 540 654 566 722 722

722:

758

830|    958

958! 1,002

912:

'T"

70 2

1.21

1,048 1,145 1,145 1,249 1,145 1,196 1,303 1,249 1,249 1,249 1,303 1.358

ggggigissggi

1,471 1,162 1,471 1,208 1,532 1,305 1,598 1,208 1,532 1,162 1,471 1,030 1,471 1,072 1,414 1,208 1,249 1,255 1,048 1,305 1,196 1,305 1,358 1,305 1,358 1,208 1,358 1,162 1,414 1,208 1,030 1,208 814 1,208 814 1,208 814 1,255 814 1,305 752 1,305 726 1,255 752 1,305 814 1,208 781 1,356 918 1,409 952 1,356 1,030 1,305 1,162 1,305 1,208 1,208 ...... 1,208

Mean.

2,095 3,841 6,095 7,365 6,346 3,663 1,021    675    667    878 1,144 1,242

Monthly Discharge of Oneida River at Schroeppel’s Bridge, Euclid, N. Y. [Drainage area, 1,400 square miles.]

Discharge in Second-feet.

Run-off.

MONTH.

Maximum. Minimum. Mean.

Per

square

mile.

Depth in inche drainage area.

s on

January. February March...

April.....

May......

June.....

July......

August... September October. . November. December.

1909.

3,756

7,542

7,542

9,298

7,929

4,676

1,874

830

958

1,358

1,598

1,409

814

2,819

4,719

5,022

4,226

2,015

I'M

565

320

265

726

1,030

2,095

3,841

6,095

7,365

6,316

3,663

1,021

675

878

1,144

1,242

05^iOCOCO<N(NOOt^(NrHCO

rJU>eO(NiOCOt^^^COOOGO

t-h <N* ^    <N O O © O O O*

00 CO rH lO

THiOOC5i-lCOeO*OCO<Ni-i(M

t^GQ©00<N©00*0*Ot>©0

H<NiOiQiO<NOOOOO»-i

Oneida River below Oak Orchard Dam.

A gage was erected by this Department, April 23, 1904, on the fender piles at the lock exit below Oak Orchard dam. The gage is graduated decimally from zero to nine feet, by means of coppered staples. Readings are taken each morning and night by Louis McArthur.

Mean Daily Elevation of Water-surface (Barge Canal Datum) of Oneida River below Oak

Orchard Dam.

DAY.

Jan.

Feb.

Mar.

April. May.

June.

July.

Aug. [ Sept. | Oct. j Nov.

Dee.

1909.

10

11

12

13

14

15

I'.

17

18

21

22

23

24

25

26

27

23

29

360.87 364.32

360.87    364.27 361.12 364.32 361.62 364.47 362.02 364.32

361.97    364.12

361.87    363.97 362.02 364.22 362.07 364.67 362.17 364.62

362.22    364.27 362.42 363.97 362.57 363.87 362.57 363.82

362.87    363.87

362.97    363.92 363.07 363.87 362.97 363.97 362.97 364.22

362.97    364.37 363.07 364.42

363.22    364.72

363.47    364.92 363.72 365.82

363.97    366.02

364.22    366.22

364.47    366.52 364.47 366.67

364.47 ......

364.37 ......

364.37 ......

364.42 362.32 360.67 360.79 360.66 364.52 362.17 360.67,360.83 360.66 362.07 360.67',360.97 360.92 361.97 360.52 361.07 360.07 361.97 360.52 360.79 360.87 364.47 363.62 360.7 1 360.83 361.87 360.72 360.79 360.87 361.92 360.92 360.70 360.87 361.87|360.97 360.66 360.97 361.82 360.87 360.75 360.92 361.771360.77 360.79 360.87 364.37 361.77!360.77 360.79 360.79 364.22 361.62 360.67 360.79 360.70 364.17 361.57 360.72 360.87 360.66 364.17 361.57 360.77 360.87 360.62 361.27

367.27    366.37 364.12 361.47 360.77 360.79 360.66 361.22 367.17 366.32 363.97 361.27 360.82 360.83 360.70 360.97 367.22 366.17 363.87 361.12 360.87 360.87 360.83

367.17    366.02 363.67 361.07 360.92 360.97 360.87 367.12 365.97 363.52 360.87 360.82 360.97 360.87 366.97 365.72 363.32 360.87 360.77 360.97 360.97 366.82 365.52 363.27¹360.97 360.67 360.92 360.92 366.57 365.32 363.27 360.82 360.72 360.87 360.97

366.27    365.17 363.17 360.67 360.62 360.87 360.97

366.17    365.02 363.07 360.77 360.52 360.97 360.97 361.32 366.17 364.87 362.97 360.77 360.57 360.97 360.97 361.42 366.02 364.77 362.97 360.77 360.52 360.92 360.97 361.47 366.07 364.67 362.82 360.77 360.67 360.87 361.07 361.57 366.02 364.52 362.77 360.72 360.72 360.79 361.12 361.47

364.42 362.52 360.72 360.77 360.79 361.17 361.47 364.37 ...... 360.67 360.77 ...... 361.17 ......

366.67 366.57 366.37 366.67 366.52 366.47

366.67    366.47 366.57 364.57

366.62    366.37 366.52 364.57

366.37    366.37 366.47 364.52 366.17 366.37 366.47 364.47 366.02 366.17 366.57 364.47 365.97 366.02 366.57 364.52

365.87    366.27 366.57 364.57 365.82 366.62 366.57 364.42

365.77    366.671366.62 364.37

365.67    366.67 366.77 365.67 366.67 366.87 365.67 367.12 366.72 365.67 367.27 366.52

365.62 365.42 365.12 364.92

364.87

364.77 364.77

365.32 366.17

366.37

366.32 366.22 366.17 366.17

366.32 366.47 366.52;......

361.42 361.02 361.47 360.66 361.47 360.62 361.47

560.49    361.52 360.37 361.47

360.49    361.47 361.12 361.47 361.22 361.47 361.17 360.86 361.07 361.07 361.07 361.12 361.22 361.17 361.32 361.17

361.22 361.42 361.47 360.97 361.47 360.97 361.52 361.07 361.72 361.32 361.87 361.27 361.87 361.17 361.87 361.17 361.72 361.62 361.57 361.57 361.57 361.52 361.47 361.47

361.17

Oneida River above Oak Orchard Dam.

Readings of the water-surface elevation above Oak Orchard dam were taken by the U. S. Geological Survey from a reference point on the lock wTall, beginning August 30, 1902, as described in connection with the gagings at Sehroeppel’s bridge. April 23, 1904, a gage was placed on the fender piles a short distance above the entrance to the lock above Oak Orchard dam by this Department. Preceding June 5, 1907, the zero of this gage was at elevation 360.64. Beginning June 5, 1907, the datum has been at elevation 360.83. Readings are taken each morning and night by Louis McArthur. The gage is vertical and is graduated decimally by means of coppered staples.

Mean Daily Elevation of Water-surface (Barge Canal Datum) of Oneida River above Oak

Orchard Dam.

DAY.

Jan. Feb. Mar. April. I May. June. \ July. Aug. I Sept. ' Oct. Nov. Dee.

__ I_____i____________! .

11

13

14

15

16

17

is

19

20

21

23

23

24

25

27

28

1909.

364.43 366.43 367.73 367.53 367.53 366.48 365.13 364.58i366.28 367.68 367.53 367.58 366.43 365.08 364.78 366.23 367.63 367.53 367.73 366.58 365.03 365.03 366.23 367.48 367.53 367.68 366.63 364.93

365.53 366.28 367.28 367.53 367.68 366.63 364.93 365.38 366.23 367.13 367.53 367.83 366.63 364.88 365.18 366.13 367.13 367.23 367.83 366.63 364.93

365.23    366.18 367.13 366.78 367.68 366.58 364.88 365.33 366.33 366.98 367.13 367.68 366.581364.83 365.38 366.18 367.081367.53 367.73 366.58 364.78 365.43 366.13 367.13 368.03 367.78 366.53 364.63 365.48 366.18 367.03 368.03 367.93 366.48 364.33

365.48    366.13 367.03 368.08 367.93 366.38 364.08 365.53 366.13 367.03 368.33 367.78 366.23 363.78 365.53 366.18 367.03 368.43 367.73 366.23 363.68 365.53 366.13 367.03 368.33 367.68 366.23 364.03 365.53 366.18 366.98 368.28 367.64 366.13 363.98

365.481366.23    366.78 368.23 367.53 366.13 363.98

365.43    366.28 366.58 368.18 367.33 366.13 363.93 365.33 366.33 366.63 368.13 367.23 366.13 363.98 365.33 366.33 366.63 367.88 367.03 365.98!364.13

365.58    366.43 366.63 367.78 366.88 365.78 364.18 365.78}366.63 366.83;367.63 366.78 365.73 364.28 365.98 367.13 367.33l367.53 366.73 365.63!364.48

366.23    367.18 367.43 367.53 366.73 365.53 364.53

366.58    367.38 367.38 364.88 366.Si' 365.53 364.53

366.631367.63    367.28 367.53 366.53 365.53 364.43

366.63    367.73 367.28 367.48 366.48 365.48 364.53

366.48    ...... 367.38 367.33 366.43 365.28 364.63

366.43    ...... 367.531367.33 366.43 365.23 364.63

366.43 ...... 67.58!...... 366.43 ...... 364.53

CO

364.48 364.33 363.33 365.03 364.38 364.33 364.33 363.28 365.13 364.43 364.33 364.23 363.43 365.13 364.53 364.33 363.88 364.18 365.18 364.43 364.23 363.58 364.03 365.23 364.38 364.23 364.08 364.03 365.18 364.23 364.23 364.23 364.08 365.13 364.28 364.23 364.33 364.33 365.13 364.43

364.281364.33.364.38    365.08 364.48 364.23 364.48 364.63 364.93 364.53 364.23 364.63 364.68 364.73 364.53 364.18 364.58 364.43 364.88 364.53 364.23 364.53 364.18 365.03 364.43 364.33 364.48 364.08 365.03 361.38

364.38    364.38 364.03 365.08 364.43 364.43 364.48 364.03 364.53 364.43 364.33 364.63 364.18 364.23 364.43 364.33 364.63 364.23 364.63 364.28 364.58 364.28 364.43 364.23 364.23 364.18 363.93 364.23 363.58 364.13 363.43 364.18 363.83 364.23 363.78 364.23 363.73 364.08 363.63 364.08 363.63 364.33

364.63 364.13 364.43 364.73 363.93 364.48 364.83 363.93 364.53 364.83 363.83 364.53 364.93 363.78 364.48 364.83 363.83 364.53 364.88 363.93 364.43 364.98 363.88 364.58 364.93 364.08 364.63 364.93 364.13 364.58 364.93 364.23 364.53 364.18 364.38 364.53 365.03 364.43 364.43 365.03

Oneida River below Lock at Caughdenoy, 1ST. Y.

A vertical gage was erected by this Department on the fender piles at the left-hand side of Oneida river below Caughdenoy lock, April 22, 1904. The gage is divided decimally to feet and tenths by means of coppered staples and reads from zero to nine feet. The zero mark is at elevation 363.93. Readings of this gage and also of the gage above the lock are taken each morning by Adniram TIart.

Mean Daily Elevation of Water-surface (Barge Canal Datum) of Oneida River below Lock at Caughdenog, N. Y.

DAY.

Jan.

Feb.

Mar.

April.

May.

June.

July.

Aug.

Sept.

Oct.

Nov.

Dec.

1909.

364.63    367.23 369.33 364.73 367.03 369.23

364.73    366.93 369.23

364.83    366.83 368.93 365.03 366.73 368.73

365.63    367.13 368.83 365.63 366.93 368.73

365.43    366.93 368.53

365.33    367.03 368.53 365.53 367.53 368.43

365.83    367.03 368.23 365.83 367.03,368.43 365.93 366.93 368.43 366.03 366.93 365.83 366.83 368.33 365.83 367.03 368.33

368.23 368.03 £65.93 367.03 367.93 365.83 367.03 367.83 365.83 367.33 367.73

365.73    367.63 367.73 365.93 367.83 367.73

366.33    368.53 367.73

366.43    368.43 368.33 368.13 368.53

368.73

308.73 368.83 368.83

366.03,366.93

365.83(366.93

366.53 368.93 366.73(369.23 366.73(369.43

366.83 ......

367.13 ......

367.03 ......

369.03 369.33 367.43 369.03 369.33 367.43 369.13 369.43 367.23 369.03 369.53 367.23

369.13    369.43 367.53

369.23    369.43 367.43 369.33 369.43 367.63 369.53 369.33 367.63 369.73 369.33 367.63 369.83 369.33 367.63 369.83 369.33 367.43 369.93 369.53 367.43 370.03 369.63 367.33 370.03 369.53 367.23

370.23    369.33 367.03 370.43 369.43 366.93

370.23    369.23 366.83

370.13    369.13 366.63 370.03 369.03 366.53 369.73 368.93 366.53

369.93    368.93 366.53

369.63    368.73 366.53 369.53 368.43 366.43 369.33 368.23 366.43 369.53 368.03 366.33

369.23    368.03 366,23 369.23 367.93 366.13

368.63    367.83 366.03

368.93    367.63 365.93

369.83 367.53 365.83 ...... 367.53¹......

365.63 364.43 365.43 364.43

365.23    364.33 365.13 364.23 365.13 364.43 365.13 364.23 365.13 363.93 365.03 363.93 365.03 364.03 365.03 363.73 365.03 363.93 365.03 364.03

364.83    364.03 364.53 363.93 364.53 364.03 364.73 364.43 364.53 365.13

364.23    364.33 363.93 364.03 364.43!364.03 363.93 363.93 364.23¹364.03 364.63|364.03

363.83    364.03

363.63j364.13 364.23 364.23 364.53 364.03

364.33:364.13 364.33(364.33 364.33,363.93 364.03 363.93

363.93

363.53

363.93

363.93

363.73

364.13

364.03

363.93

364.03

363.43 365.03 364.33

363.23    364.93 364.43 363.03 364.93 364.53 363.03 364.83 364.43 363.93 364.63 364.43

364.23    364.53 364.03 363.93 364.83 364.93 363.83 364.83 364.03 364.23 364.83 363.83 364.53 365.03 364.03

364.33 364.63 364.93 364.03 364.03 364.43 364.83 364.43 364.33 363.73 364.93 364.93 364.43 363.73 364.93 364.33 364.53 363.93 365.03 364.23 364.33 363.43 364.83 364.33 364.03 363.33 364.43 364.33 364.03 364.03 364.03 364.43 364.03 364.43|363.93(364.33 364.53 364.53 363.93(364.53 364.43 365.13 363.93 364.43 364.63'364.43 364.53i364.43

364.231364.73    363.83(364.43

363.73    364.53 364.03 364.43

363.63’364.83 364.03 364.43 363.73,364.93(364.13 363.73'364.73 364.43 363.63:364.73 364.43 363.73 364.63 364.13 363.63 364.83 364.33 ...... 365.03 ......

364.43

364.53

364.43

364.43

364.43

364.43

a No record.

Oneida River above Lock at Caughdenoy, Y. Y.

This gaging station was established Aprill 22, 1904, the gage being located just above the lock at Oaughdenoy. During 1908 and 1909 the eel weirs, which were formerly located at this place, were removed and a masonry dam constructed across the Oneida river. A side-cut canal extends for several hundred feet up-stream from the dam and lock. The gage is located in its former position above the lock in the side-cut canal, and accordingly it shows approximately the level of the river as it exists at the head of the side-cut several hundred feet above the dam.

During the year 1909 the conditions were arbitrarily changed from time to time, as a result of construction, which was in progress.

The zero mark of the gage is at elevation 365.31, Barge canal datum. The gage consists of a vertical board, 7⁷/k x 6 inches, divided to feet and tenths by coppered staples and reading from zero to 8 feet.

Readings are taken each morning by John P. Ilillyer.

Mean Daily Elevation of Water-surface (Barge Canal Datum) of Oneida River above Lock

at Caughdenoy, N. Y.

10

11

12

L3

14

15

16

17

18

19

jn

21

22

23

24

20

27

28

:o

31

DAY.

1909.

Jan.

Feb.

369.91    370.91

1369.91    370.91 370.01 370.81 1370.01 370.81

370.11    370.71 370.21 370.81

370.21    370.81 j370.31 370.91 370.41 370.91

370.51    371.01

1370.51    370.91

370.51    370.91 370.511370.91 370.51 370.41 370.51 370.51 370.51 370.51 370.51 370.51 370.51 370.51 370.71 371.01

371.11

371.21 371.21 371.31 371.21 371.11

370.81

370.81

370.91

370.81

370.81

370.91

370.81 371.01 371.21 371.31

371.61 371.51

371.81 371.01

370.61

Mar. April.

370.51 369.71

370.41    369.81

370.51    369.81

370.31    369.71 370.21 369.81 370.21 369.71 370.01 369.91 369.91 369.31 369.81 370.21 369.71 369.41

369.51    37C.31 369.71 370.41 369.71 370.41

370.51 369.61 370.61 369.71 370.81 369.71 370.51 369.61 370.31 369.61 369.61 369.71 369.81 369.71 370.01 369.51 369.61

369.41    369.61

369.31    369.41 369.71 369.71 369.61 369.31 369.81 369.41 369.81 368.81 369.71 369.11 369.71 369.91 369.71 ......

May. June. July. Aug.

Sept.

Oct.

Nov.

Dec.

369.41 371.51 370.41 370.01 369.51 369.41 371.41 370.31 370.11 369.91 369.51 371.31 370.31 370.11 369.51 371.31;370.111370.11 369.41 371.51 370.lll370.ll 369.41 371.51 370.21'370.01 369.51 371.61 370.11 370.01 370.01 369.41 371.61 370.01 370.01 369.91 369.41 371.61 370.01 370.01 369.91 369.51 371.61 370.11 369.91 369.41 371.31 370.01 369.91 369.61 371.41 370.11 369.81

369.61    371.41 369.81 369.91 369.51 371.31 369.91 370.01

369.41    371.21 370.01 370.01

369.71    371.21 370.01 370.11

369.51    371.11 369.91 370.61

371.51    370.81 370.01 370.01

370.81    370.91 369.91 370.01

372.41    370.91 370.11 370.01

372.61    370.91 370.01 370.01 372.41 370.81 370.01 370.01 372.31 370.81 370.31 370.01 372.11 370.71 369.61 370.11 372.11 370.61 369.91 370.01 372.01 370.61 370.11 370.01 371.91 370.51 370.11 369.91 369.71

371.81    370.41 370.11 370.01 369.71

371.71    370.41 370.11 369.91 369.81

371.61    370.41 370.01 369.91 369.81 371.51

370.11 370.11

369.51 370.01 370.11 369.61 370.01 370.21 369.91 369.81 370.01 369.91 369.81 369.91 369.71 369.81 369.81 369.81 369.81 369.91 369.81 370.11 369.91 370.01 369.81 370.01 369.91 370.01 369.81 369.81 369.81 369.91 369.81 379.81 369.91 369.61 369.91 369.91 369.61 370.01 370.01 369.81 370.01 369.91 369.21 370.01 369.91 369.31 369.81 369.91 369.71 369.91 369.91 369.81 370.01 369.91 369.81 370.01 369.91 370.31 370.01 370.01 369.81 370.21 369.81 369.81 369.91 369.71 369.81 370.11 369.81 369.81 370.01 369.81 369.91 370.11 369.81 370.21 370.01 370.21 369.61 370.21 369.91 370.21 370.01 ......

*3

370.11

370.11

370.11

370.59

371.39

370.79

370.59

370.69

370.79

370.79

371.09

370.69

370.69

370.79

370.79

370.89

370.89

370.99

370.99

370.99

370.89

370.89

370.89

370.89

370.99

370.89

370.89

870.89

370.89

a No record.

Oneida River at Highway Bridge, Brewerton, H. Y.

A gage is attached to the left-hand face of a square timber crib filled with stone, adjacent to the fender piles immediately upstream from the center pier of the swinging span of the highway bridge at Brewerton. This bridge is located close to the foot of Oneida lake and the gage shows very nearly the stage of the lake. The gage was erected April 22, 1904, and was read during 1909, each morning by W. M. Ilubbard.

Mean Daily Elevation of Water-surface (Barge Canal Datum) of Oneida River at Highway

Bridge, Brewerton, N. Y.

DAY.

Jan. Feb. Mar. April., May. June. July. Aug. Sept. Oct. Nov. Dec.

1909.

10

11

12

13

14

15

16

17

18

19

21

22

23

24

25

27

28

29

30

8g8SSSSaS88SSS8£kskS3SftSg8SSSSSS8SSSSS83

371.38

371.38

371.38

371.38

371.38

371.28

371.28

371.18

371.18

371.18

371.28

Ol1.40

371.28 :71.28

371

371

371

371

371

372

372.48

wwwwcowccwcococococowcowcowcowcocccowcocowwcowco

371.98 373.18 371.48 370.18 369.88 369.58 369.38 369.68 369.88 372.08 373.28 371.48 370.18 369.88 369.48 369.38 369.68 369.88 372.181373.38 371.48 370.08 369.78 369.58 369.38 369.68|369.88

372.18    373.28 371.48 370.08 369.78 369.68 369.38 369.681369.88

372.28    373.18 371.48 369.98 369.78 369.98 369.38 369.6S 369.88 „„ 372.48 373.28 371.48 370.08 369.78 3fi« 681369.48 369.68 369.88 98 371.88 373A8 371.58 369.(8 369.68 58 369.48 369.68 369.98 88 372.68 373.28 371.58 369.98 369.68 58 369.48 369.68,369.98 78 372.78 373.18 371.58 369.98 369.58 58 369.48 369.68 369.88 78 372.78 373.18 371.48 369.98 369.68 58 369.48 369.68 . 88 78 372.88 373.18 371.38 369.88 369.68 58 369.48 369.68 . 88 68 372.88 373.08 371.38 369.78 369.68 58 369.48 369.68 . 88 68 372.88;373.08|371.28 369.78 369.68 58 369.48 369.68 .18 68 372.98 373.08 371.18 369.68 369.68 369.581369.48 369.68 369.88 58 372.68 372.98 371.08 369.68 369.88 369.68 369.48 369.68 369,88 58 373.18 372.98 371.08 369.68 369.78 369.581369.38 369.68 369.88 58 373.58 372.98 370.98 369.58 369.78 369.58 369.38 369.68,369.88 48 373.68 372.88 370.88 369.48 369.68 369.58 369.38 369.68i369.88 38 373.68 372.88 370.58 369.58 369.68 369.68!369.48 369.68 369.78 48 373.68 372.78 370.68 369.68 369.68 369.58 369.48 369.68 369.88 28 373.88 372.68 370.68 369.68 369.68 369.58 369.58 369.58 369.88 18 373.78 372.58 370.68 369.68 369.68 369.58 370.08 369.68 369.88

370.58 369.78 369.68 369.58 369.48 369.68 369.88 370.48 369.88 369.68 369.581369.481369.68 369.88 370.48 369.88 369.68 369.48 369.58 369.78 369.88

373.28    372.08 370.48 369.88 369.68 369.48 369.58 369.78 369.88

373.18    371.88 370.48 369.88 369.58 369.48 369.58 369.88 369.88 373.18,371.88 370.38 369.88 369.58 369.48|369.58 369.88 369.88 373.38j371.78 370.28 369.98 369.48 369.48 369.58 369.88 369.88 373.18 371.68 370.28 369.88 369.58 369.48 369.58 369.88 369.88 ......1371.58 ...... 369.98 369.68 ......1369.581...... 369.88

373.48 372.48 373.38'372.38

Fish Creek at Sylvan Beach, 1ST. Y.

Fish, creek enters Oneida lake at the eastern end of the lake. The channel of the creek is being enlarged to serve as the entrance of the Barge canal to Oneida lake and an approach is being extended into tho lake.

A gage was erected July 1, 1904, near the mouth of the creek, the readings of the gage showing lake level at this point. The position of the gage has been slightly changed at several times during Barge canal construction. The gage is vertical and consists of a % by G-inch board, divided to feet and tenths, the lower 5-foot section being of enameled steel and the upper portion being subdivided by coppered staples.

The zero mark of the gage was at elevation 370, May 21, 1906, to October 5, 1909, when it was removed to elevation 368.0, Barge canal datum.

Readings are taken at 8 a. m. daily by William H. Dunn.

Mean Daily Elevation of Water-surface (Barge Canal Datum) of Oneida Lake at Mouth o Fish Creek at Sylvan Beach, N. Y.

DAY.

Jan. Feb. Mar. April. May. June. | July. Aug. Sept. Oct. Nov. Dee.

1909.

5,

10

11

12

13

14

15

17

is.

19

20

21

22

23

24

25

20

27

2*4

;n

COCOCOCOCOCOOCCOCOCOOJCOCOOOCOCOCOCaCOCCOCOCOCOCOCCCOOOCOOOCOCO

88S88S88888S88888S888gS888888S8

8888888888333388888888838888889

2888888888888888888/888888888 CO CO CO CO CO CO CO CO CO cococococococococococococococococococo

ggggggggggggggggggggggggggggggB

888883388833888888888888888838

effffKgKKSSKK'KfSKSSisSiSgiSffSisigigiSSSe

OOCOCOCOCQCOCOCOCOCOCO CO CO CO CO CO CO CO CO CO CO CO CO CO CO CO CO CO CO CO

S888888SS8S8S8ga8888888888gasg

SSSSSSSSSSSgggggggggggSSSSggggg⁻

gggggggggggggggggggggggggggliSg

ggggiiSiggggggoooogooooogggoooooo

.............. pgiipgippgg§__

888888888888888888888888888888

•: sipppgpppipppsiiiSiSiiiiiiiiii

88888888888SSSS855S5S55SSS5S5S

PPPPPPPPPPPPiiPPPiggg98g§§iggg§g

ONEIDA GREEK.

Description.

The head waters of Oneida creek are in northeastern Madison county. Above Peterboro the drainage is mostly through a swamp averaging one-lialf mile in width by 2^2 miles in length. The stream flows easterly from this swamp to the foot of the falls above Munnsville. In the vicinity of the falls the stream descends from elevation 1,100 to elevation 700' in about three miles. From Munnsville to Oneida the creek flows through a somewhat dissected valley of one mile average width, bordered by steep slopes rising 500 feet or more within a distance of one mile on either side. North of Oneida Castle the drainage is rather flat. Oneida creek enters the eastern end of Oneida lake near South Ray, the elevation of the lake being at 370. Water-power is utilized at Oneida Community and at Munnsville. A feeder dam at Oneida Castle diverts most of the low-water flow to the Erie canal through a feeder 2.9 miles long entering the canal at Durhamville. The drainage basin as a whole is irregularly pear-shaped and the upper basin is broad. The slopes are steep and the tributaries are well distributed and moderately branching. This basin is shown on the Morr'isville, Oneida, Chittenango and Cazenovia sheets of the Y. S. Geological Survey topographic map.

Oneida Creek at Kenwood, N. Y.

A gaging station was established at the Oneida Community Dam and Silk Mill, June 11, 1907, by Robert E. Horton. A four foot enamelled steel gage graduated to hundredths of feet is attached to a tree on the left-hand bank of Oneida creek, 175 feet 'up-stream from the dam. The dam is of timber, having a crest length of 79.25 feet. The crest is nearly level and the cross-section is uniform throughout the entire length. A board gage with painted lOth-foot marks was also placed in the tail-race immediately below the silk mill. The silk mill contains one 21-inch Hercules and one 24-inch Camden water-wheel. Records are kept by Carl Hatch, showing the crest and tail-race gage readings each morning and night, together with the gate opening and number of hours run per day for each water-wheel. The elevations are referred to an assumed bench-mark consisting of a chiselled cross on the up-stream corner of the right-hand abutment of the dam.

100.00 94.01 95.60 82.97

Elevation of assumed bench-mark Elevation of crest of gage zero. .

Mean crest elevation about.....

Tail-race gage zero...........

Current-meter measurements were made in the tail-race to determine the turbine discharge in 1907.

The results of gagings at this station, 1898 to 1900, inclusive, may be found in the report of State Engineer and Surveyor for 1902, supplement, pages 49-52. Additional data is given in the report for 1906, supplement, pages 138—139.

Mean Daily Discharge, Second-feet, of Oneida Creek at Kenwood, N. Y.

DAY.

Jan. Feb. Mar. April. May. June. July. Aug. Sept. Oct. Nov. Dec.

7.

in

11

12

13

14

15

In

17

18

19

20

21

22

23

24

25

26

27

29

1909.

306    92

46

165    43

140

46

2891 43

331

61

2891 106 126 ²103

178

175

*125

171

140

146

M,

62

44

40

117 ²95

106

85

*211

OX

17

■ 11

10

*57

56    17

74

43

41

41

67

21

*55

■>

72

I iz

19

*68

112

281

ox

71

38

83

*109;

263    171

*157    34

134

|xj

17    71

17

13

*3

T-² T—!    T—I    T—I 1-H    T—I »—I    ² T—(

_²___²_²_

C0O^O^05QGC'0f0OO00iCCCTfiNN(N'^0500r-i00>l5®OiC(NW

*    ²    T-t —<    1—<

_² _ _²_

Mean

104    208    167    155    160    63.6

29.9    31.7    35.3    68.4    80.8

Monthly Discharge of Oneida Creek, at Kenwood, N. Y. [Drainage area, 63 square miles.]

Run-off.

Dischahge in Second-feet.

MONTH.

Maximum. Minimum. Mean.

Per

square

mile.

Depth in inches drainage area.

on

January. February March...

April.....

May......

June.....

July......

August... September October. . November. December.

1909.

326

821

.17 1

385

331

131

92

Vi

96

OfNCO

HHH

16

01

71

0"

11

11

15

104

208

167

155

160

63.6

44.7 29.9

31.7

35.3

68.4

80.8

1.66 3.30 2.65 2.46 2.54 1.01 0.710 0.475 0.503 0.560 1.09 1.28

1.91 3.43 3.05 2.76

2.92 1.13 0.816 0.546 0.563 0.644 1.22 1.47

CHITTENANGO CREEK.

Description.

Chittenango creek is the principal tributary of Oneida lake from the south. It comprises three main branches: Butternut creek, Limestone creek and Chittenango creek proper. The three branches join near North Manlius. Above the junction of Butternut creek, Chittenango creek flows through an irregular dumbbell-shaped area extending in a northwest and southeast direction. This area lies chiefly in the dissected, hilly region south of the line of the New York Central railroad. The length of the basin is about 22 miles. Its width in the upper portion is 9 miles; in the middle portion, 4 miles; in the lower portion, 7 miles. The drainage basin is deeply rolling, mostly cleared and has a heavy, impervious soil with extensive sodded-meadow areas. The soil is underlaid by shale rock, often outcropping, and affording numerous springs. The stream tributaries are somewhat sparse. Marsh and swamp areas are very limited, with the exception of the Nelson swamp, about two square miles in area.

There were formerly several water-powers in use in the deep narrow valley between Chittenango falls and Chittenango. The outflow from Cazenovia lake is regulated and there is also a reservoir at Erieville. These reservoirs are used to supply the summit level of the Erie canal. The capacities of these reservoirs are

given as follows in New York State Barge Canal Report for 1901 page 663:

Erieville Reservoir.

318,424 cubic feet 5.4 square miles 340 acres

8.7    square miles 206,997 cubic feet

1.7    square miles

Storage capacity......

Tributary drainage area Water-surface........

Cazenovia Lake.

Tributary drainage area

Storage capacity......

Water-surface.......

The head of the stream is near Erieville reservoir, which is formed by a dam crossing a small stream valley, formerly tributary to Chenango river through Eaton brook. Results of gagings of Chittenango creek at Bridgeport, where the stream debouches into Oneida lake, may be found in the report of the State Engineer and Surveyor for 1902, Supplement, pages 57-61. Cazenovia lake is located 10 miles below Erieville reservoir, which is at the head of the stream at elevation 1,190. From its outlet to the foot of the plateau at Erie canal crossing the stream descends 770 feet, the distance, following the general trend of the valley, being 11 miles. At Chittenango falls there occurs a precipitous descent of about 100 feet.

Chittenango Creek at Chittenango, N. Y.

A current-meter gaging station¹ was established at Main street highway bridge in Chittenango village, May 22, 1901, by R. E. Horton, for the IT. S. Geological Survey, by which it was maintained until July 9, 1905, when it was transferred to the care of this Department. Current-meter measurements have been taken and rating table made, from which the accompanying tables have been computed.

The stream at this point is entrained between parallel walls, affording a channel 50 feet wide, over which the bridge passes at a single span. The bridge stands at an angle to the thread of the stream, and has a span between abutments of 57 feet. The gage board is secured in a vertical position to the right abutment on the

up-stream side, and reads decimally from 0 to 8 feet- The stage of the stream is observed twice daily by the gage-reader, Bessie M. Kellogg. The bench-mark is on the up-stream corner of the coping of the right-hand bridge abutment.

458,39

450.16

E1 eva t i on, bench-ma rk Elevation, gage zero. .

The gaging station is one-half mile above the State dam, diverting water for the supply of the summit level of Erie canal. The freshet of December 15, 1901, changed the cross-section of the stream at the gaging station. Separate rating curves have been prepared for the periods preceding and following that, date.

Mean Daily Elevation of Water-surface (Barge Canal Datum) of Chittenango Creek at Chitten-

ango, N. Y.

DAY.

Jan.

Feb. Mar. April. May. June. July. Aug. Sept. Oct.

Nov.

Dec.

1909.

61

7.

10

11

12

13

14

15

16

51

17

18

19

20

21

451.96 451.91 452.51 452.76 451.96 452.01 452.51 452.71 451.86 452.01 452.66 452.41 451.81[451.96 452.56 452.21 452,46;452.01 452.46 452.26

452.611452.21    453.06 452.51 451.66 452.11 451.71[452.01 452.011452.11

451.26    452.31 452.061452.96 451.81 452.81 452.21 452.76 451.61 452.36 452.31 452.41 451.81 452.21 453.61 452.41

452.26    452.11 452.86 452.31

452.21    452.11 452.66 452.46 452.06 451.96 452.56 452.31 451.96 451.86 452.51 452.21 452.21 451.91 452.31[452.01

453.91    451.96 452.36[452.01

451.91    451.96 452.31 451.91

453.26 452.61 452.81 452.51 452.51 452.41 452.31 452.66 452.21 452.81

71 451.26 451.41 451.31 451.51 71 451.36 451.41 451.51 451.56 66 451.46 451.46 451.56 451.51 71 451.36 451.41 451.46 451.66 11 451.26 451.41 451.51 451.61 91 451.31 451.51 451.46 451.46 81 451.21 451.41 451.36 451.51 71 451.41 451 41 451.26 451.46 76 451.51 451.36 451.31 451.51 01 451.41 451.41 451.51 451.51 91 451.31 451.46 451.51 451.56

22

22

24

25

36

454.01 451

2'.

453.06i451.96 452.11 4 452.311453.46 452.01:4 452.061453.31 452.01 4

27

28

29

30

452.21 452.6l[451.81

...... 452.56 451.76

......452.31 452.16

...... 452.31......

71 451.11 451,26|451.41[451.56 71 451.21 451.51,451.36 451.51 86 451.11 451.56 451.41 451.61 61 451.31 451.61 451.56 451.61 .06 451.41 451.66 451.41 451.56 . 71 451.46 451.511451.36 451.61 .61 451.51 451.71[451.26 451.66 .61 451.41 451.561451.36 451.61 .66 451.51 451.61 451.26 451 61 451.46 461.31 451.61 451.31 451.31 451.66 451.41 451.71 451.51 451.61 451.61 451.51 56 451.61 451.31 451.56 451.46 61 451.56 451.36 451.51 451.56 61 451.46 451.36 451.46 451.51 51 451.41 451.41 451.51 451.61 36 451.41 451.36 451.56 451.41 ..[451.46 451.36 ...... 451.46

.61 451.66 .61 451.71

451.51 451.41 451.51 451.36 451.61 451.26 451.61 451.31 451.51 451.31 451.51 451.41 451.51 451.51 451.46 451.61 451.41 451.51 451.51 451.56 451.61 451.51 451.56 451.41 451.51 151 56

451.51 151.46 451.46 151.41 451.41 151.41 451.36 151.46 451.26 151.56 451.31 151.46 451.41 151.51 451.61 151.56 451.71 151.66 451.51 151.51 451.46 151.46 451.51 151.41 451.51 151.61 451.56 151.81 451.41 152.01 451.41 151.91 ...... 151.86

Current-meter Discharge Measurements of Chittenango Creek at Chittenango, N. Y.

DATE.

Hydrographer.

Gage

height.

Area of section.

Mean

velocity.

Dis

charge.

1909.

May 13.... July 30... . Aug. 27... .

A. R. Patchl e E. C. Niles.. . . E. C. Niles....

Feet.

2.24

1.40

1.50

Square

feet.

Ft. per nd.

124

70.4

74.5

seco 2.30 0.697 0.917

Second-

feet.

285

49.1

68.3

Rating Table for Chittenango Creek at Chittenango, N. Y., for 1909.

Gage height.

Discharge.

Difference.

Gage height.

Discharge.

Difference.

Gage height.

Discharge.

Difference.

Gage height.

Discharge.

Difference.

1.00

1.10

1.20

1.30

1.40

1.50

1.60

1.70

1.80

30

3.5

l"

.51'

60

70

85

100

115

.5

10

10

10

15

15

15

20

1.90 135 20 2.00 155 25 2.10 180 30 2.20 210 30 2.30 240 35 2.40 275 40 2.50 315 40 2.60 355 40 2.70 395 45

2.80

2.90

3.00

3.10

3.20

3.30

3.40

3.50

3.60

440

485

530

580

630

680

735

790

850

45

3.70 3.80 3.90 50    4.00

50    4.10

4.20

45

50

•5.5

.5.5

tin

60

Mean Daily Discharge, Second-feet, of Chittenango Creek at Chittenango, N Y.

DAY.

Jan. Feb. ; Mar. April, j May. j June. ! July. | Aug. Sept. Oct.

Nov. Dec.

•    1—¹    MMMMMMI-itOMtObOCOW^MMMMtOOJCn^tOfcOCCtOtO

•    OiOOjOh-tOtOt^CJOOCOH-cOCh^D-CDOJCOOiffiCDOiMOOGOj^^MOiCh

•    OiChtOCnOiOtOiQOOOiOOiGOOTOiOi tO Oi OO OO Cn QOOiOOiOCnOtQOOO

_    m M MM M M M bO H>tOtOOOOOCObObOtOfcOl—'lt-‘tOCOCO

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•    ^ChOiOJOOiO-^aMOJa^ojcoQ^j^iooObOGOMcoo^MMMM

•    OChChCnOOiOtOOOOiChOOthOiOOOOOCnGOaiOiOOtOOOCJTOOOOOOO

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g&gggggasgggggggggiggiggggggggggo.

SSgggggSSS&SiS&gg&SggSSgg&gggSS

Mean

84.2    201    203

252    190    88.0; 47.2    49.6    48.8    59.5    53.2    58.9

Monthly Discharge of Chittenango Creek, at Chittenango, N. Y. [Drainage area, 79 square miles.]

Run-off.

Discharge in Second-feet.

MONTH.

Maximum. Minimum. Mean.

Per

square

mile.

Depth in inches on drainage area.

January. February March...

April.....

May......

June.....

July......

August... September October. . November, December.

1909.

225

45

84.2

1,002

C.MI

762

375

295

78

78

To

78

125

35

85

7s

40

*_'s

35

35

45

35

35

201.

203.

252.

190.

88.0

47.2 49.6

48.8 59.5

53.2

58.9

GO GO CO CO CO O*0»0r-iTjtT-U0C0C0t^C0t>. n M* N CO N h O O O O O O

1.23

2.64

2.96

3.57

2.77

1.24

0.687

0.722

0.692

0.866

0.754

0.858

LIMESTONE CREEK.

Description.

Tlio natural source of Limestone creek is on the slope of Tin-selor hills near Erieville, Madison county, N. Y. In the construction of the Chenango canal, Tioughnioga creek was diverted and DeRuyter reservoir receives the drainage tributary to this stream above the point of diversion and also that from additional area tributary to Limestone creek, making a total area above the reservoir outlet of 18.8 square miles. The reservoir has a capacity of 504,468,000 cubic feet, and a surface area of about 1.0 square mile. The stored waters are discharged through Limestone creek during the canal navigation season. Water is diverted to a feeder by a dam below Manlius. The feeder is used as a water-power canal to supply several mills ot Fayetteville, at which place there is a second diverting dam. The feeder enters Erie canal 1.2 miles below Fayetteville. Power is also developed on Limestone creek at Manlius and Edwards Falls. The head waters of Limestone creek are at elevation 1,900 feet.. DeRuyter reservoir is at elevation 1,286 feet. The fall of the stream is rapid in the first three miles below the reservoir, the elevation at the lower end of this reach at Delphi being 900 feet. From Delphi to Buellville the creek follows a winding course over a flat valley bottom averaging about one-half mile in width. The descent in 8 miles between these points is 150 feet. Between Buellville and Manlius, a distance of two miles, a fall of 200 feet occurs, mostly concentrated at Edwards Balls, The west or Watervale branch of Limestone creek joins the main stream below Manlius. The precipitous descent of about 100 feet in a short distance occurs at this branch at stone quarry falls. The drainage basin is shown, on the Syracuse, Tully, Chittonango and Oazenovia sheets of the United States Geological Survey topogrophic map.

This is

Limestone Creek at Fayetteville, U. Y.

This gaging station, which is located above the State dam at the head of the Erie canal feeder in Fayetteville, was established August 27, 1905, by C. A. Poole.

The gage is a vertical board, graduated in feet and tenths, and is secured to retaining wall on south side of gates at entrance to feeder, about 55 feet above crest of dam. The elevation of zero of gage is 429.53. The elevation of bench-mark on east end of north retaining wall of feeder, 42 feet east of gates, is 434.74. Observations are taken twice daily by C. B. Dunlop.

The dam is of masonry and in good condition, having been rebuilt in 1897. It is of trapezoidal shape with an approach slope of 1 on 6 and vertical down-stream facc\ The length of crest is 99.1 feet at an average elevation of 431.18. The discharge over the dam has been calculated by means of the weir formula, using coefficients derived from the Cornell University experiments made in 1898.

The flow in the feeder is controlled by gateways at entrance. There are four openings in the bulkhead, which are regulated by means of drop planks.

A gage was temporarily maintained in the canal feeder at Fayetteville, but the fluctation was so slight that it has been discontinued.

Water is also diverted through the cement mill on east side of creek. Current-meter measurements were formerly made in the raceway to mill, and in the canal feeder. The freshet discharge of the stream can be determined at this site, but a separate gaging station was established at Manlius in July, 1907, to determine the low-water flow.

Mean

Daily Elevation of Water-surface (Barge Canal Datum) of Limestone Creek above Dam at Fayetteville, N. Y.

DAY.

Jan.

b. ( Mar. April. May. June. July. Aug. Sept. Oct. Nov. Dec.

1909.

10

11

12

13

14

15

16

17

18

I'¹

20

21

22

23

24

25

2f.

27

28

29

30

31

rc x x x x xxxx oc cocoacoccocoeococococoeoacoccoeoeoooeoeoco b-ONXXC0rH0105©C0rH©05050iXXb-NCDN©TfC0C0iH05 050505 T—t HHHHNNHHN 03 (MC'l'-l'-lr-liH»HiH-HTT^H03C3C:JC3C3 v—I t—I i—I 1—1

cocococoeocococococococococococococococococococccococococococo

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C*CCOCO>COCOG3COCOCOCOCOCOCOCOG5COCOOOCO)COCOCOCOCOCOCOCOCO

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COOCCOOOOOOC'CCaCaOOOCOCOCOOOCOCOCOOOOOCO OOOO OOOOCOOCOOOOOOCO • coco<Mr-icocoTj4^»o©t>.oqb-r^t^0500t^oooiooooooi-4©oot^25^«o •

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Mean Daily Elevation of Water-surface (Barge Canal Datum) of Limestone Creek Feeder at

Fayetteville, N. Y.

DAY.

Jan.o Feb.a Mar.a April.o May. June. July. Aug. j Sept. Oct. | Nov. Dec .a

19C9.

10

11

12

13

14

17

If.

17

19

20

21

22

23

25

27

28

2'i

mi

429.17 429.07 429.02 428.97 428.87 428.97

429.12    428.97 429.07 429.02 429.02 429.07 429.17 429.07 428.92 428.92:428.97 429.07 429.07 428.92 428.92 428.92 428.97 429.02 429.22 428.92 429.02:428.97 428.92 428.921

249.12    429.02 428.72 428.92!429.02 429.02! 429.07 428.97 428.67 428.97(429.07 428.97 429.07 428.87 428.67 428.871429.02 429.02 429.02 429.02 428.62 428.971429.07 429.07 429.17 429.07 428.67 429.07 429.02 429.07

429.12    428.97 428.72 429.07 429.07 428.97 429.07 428.97 428.67(429.07 429.07 428.92

1429.12    428.87 428.77 429.07 429.07 428.87 a (429.17 428.82 428.77(429.02 429.02 428.87

.87 429.07 428.87 428.82 429.07 429.07 428.97 .17(429.12 428.92 428.87 429.12 428.t7 428.87 ''"429.17 429.02 428.92 429.07 428.92 428.77 429.27 429.07 429.02 429.02|428.97 427.57

429.12    429.07 429.07 429.07 428.87 429.07 429.02 429.02 429.07 428.97 429.07 429.02 429.07 429.12 428.92 429.02 428.92 429.02 429.07 428.97 428.97 428.97 429.07 429.02 428.92 429.07 429.02 428.97 429.12 428.97 429.07 429.07 429.02 429.07 429.02 429.02 429.02 429.07 428.97 429.07 429.07 429.07 429.07 428.97 429.07 429.12 429.07 428.97 428.92(429.07 429.17 429.02 428.87)428.87 429.02 429.12 429.07 428.82 428.92 429.07

429.02:428.87 ...... 429.07

12

17

.17

a Navigation closed, water drawn out of feeder.

¹

n U. S. Geological Survey topographic map. hown on the Syracuse, Chittenango, Oneida, Oriskany, Morrisville, Cazenovia and Tully topographic atlas sheets of the United States Geological Survey,

²

Indicates Sundays.

Limestone Creek at Manlius, X. V.

A gaging station was established July 23, 1907, by Bober t E. Horton, for this Department, at Wilcox avenue bridge in Manlius. The gage consists of a triangular box containing a scale graduated to tenths from zero to 7.4, and a chain and weight by which the readings are taken. The gage is attached to the bottom chord on the down-stream side of the bridge. The length of the chain and weight is 14.00 feet. Readings are taken by John Carroll at 7 a. m. and 6 p. m. each day. Current-meter measurements are made from the down-stream side of the bridge, starting at the face of the left-hand abutment as an initial point. The bridge is subdivided into 2.5-foot sections for purposes of measurement. The span is 73 feet.

Mean Daily Gage Height, in Feet, of Limestone Creek at Wilcox Avenue Bridge,

Manlius, N. Y.

DAY.

Jan.

Feb.

Mar. April. | May. June. ! July. Aug. Sept. Oct. Nov. Dec.

1909.

10

11

12

13

14

15

16

17

18

10

20

21

22

23

21

25

26.

27

2.s

20

30

31

totototoooooooootototototototototototototototototooototototcto

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^►^^►^rf^^^^CNtOtOOOOOOO.tOOOOOOOOOOOOOOOOOOOtOtOtOtO

: : :' ggaSp&ggggggggSSgS&Sgfe&gjSgSSSg

totooooooooooooooooooooooooooocooooototoootooooooooooooooo^^

83£8SS8£8888S88S:8Sg;8g88S8S58gsS8

OO OO OO OO CO

2.82

3.42 3.38 3.40'

3.42

3.55

3.28

3.35

3.75

3.60

3.65

3.48

2.72

2 6(1

3.22

3.32;

3.40

3.32

3 35

13

3.40

3.45

3.32

3.62

75

3.75

3'72

3.70

3 52

3.70

3 05

3.70

3 7n

3.68

3.65

mi

3.65

3.78

3.68

3'78

3.65

3.68

3.55

3.40

3 50

:: ns

3.10

3.12

3^00

2.85

3 'I"

3.10

to to to to to to to to to to CO OO CO to CO co to to to bo to tO CO CO OO CO CO CO oo to

ss&ssasasgag s pa g s a §a    ssp s s § gpjg

2.38

2.35

2.55

2.65

2.35

2.50

2.38

2.60

2.50

3 i.2

2 .'58

2.68

2.50

2.48

2.38

2.50

2.38

2.58

2 42

2.75

2.52

2.42

2.70

2.80

2.62

2.48

2" 60

2.50

2.52

2 65

tototototototototototototototototototototototototototototototo

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totototototototototototototototototototototototototototototo

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tototototototototototototototototototototototototototototototo

• totototototototototototototototototototototototototototototo

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Current-meter Discharge Measurements of Limestone Creek at Manlius, N. Y.

DATE.

Hydrographer.

Gage Area of Mean Dis-height. section, velocity, charge.

1909.

Feb. 11... . Clark and Gehring

July 29. . . . E. C. Niles.......

Aug. 26. . . . E. C. Niles.......

Oct. 27 ... . A. R. Patchke....

Cn Cn Oi CD r*-too*

Square

feet.

35.4

31.9

31.1

28.1

Ft. per second. 3.14 1.98 2.02 1.70

Second-

feet.

63.1

62.7

47.8

BUTTERNUT CREEK.

Description.¹

The head waters of Butternut creek lie at elevation 1,700 feet, near the south line of Onondaga county. This stream drains a narrow basin about 24 miles in length and having an average width of about 3 miles. The stream flows in a southerly direction. Jamesville reservoir is located 14, miles below the source at elevation about 640. North of Erie canal the stream flows out into the flat lands, at elevation about 400, which border Oneida lake for a width of several miles. Butternut creek is joined by Limestone creek near North Manlius at a point about D/2 miles above its junction with Chittenango creek. Erie canal crosses the stream 4be miles below Jamesville. Above Erie canal crossing the slopes are steep and the tributaries are mostly short laterals. Jamesville reservoir has a capacity of 170,000,000 cubic feet. The water-surface area is 252 acres. At a distance of 2.35 miles below Jamesville is a dam which diverts part of the stream to the Orrville feeder. This feeder is 2.25 miles in length.

Butternut Creek near Jamesville, N. Y.

A gaging station was established on Butternut creek at the first bridge above the head of the Orrville feeder, July 25, 1907, by Robert E. Ilorton, for this Department. The gage is located about 2 miles below Jamesville, and measurements at this point will show the supply to the canal available from Jamesville reservoir and the Orrville feeder. A box-and-chain gage is bolted to the hand-rail of the bridge on the up-stream side. The gage scale reads from zero to 7.5 feet, and the length of the chain is 13.00. The current-meter measurements are made from the down-stream side of the 'bridge, using the face of the right-hand abutments as an initial point. The bridge is subdivided at two-foot intervals and the span is. 40 feet. The gage is read at 7 a. m. and 6 p. m. by Marie Brandt.

Mean Daily Gage Height, in Feet, of Butternut Creek near Jamesville, N. Y.

1.

|.

10

11

12

14

15

10

17

18

I'I

20

21

22

23

'    24

25

20

27

29

30

31

DAY.

1909.

Jan.

1.00

1.00 0.90! 0.90'

0'80

0.80

0.80,

0.80

1.50

I 40

Feb.

Mar.

April.

May.

June.

July.

A"g. Sept

Nov. Deo.

1.00

2.80

3.20

0.20

1 00

1.40

1 40

1 .50

I 40

1.30

1.00

1.00

,, ',n

1.40    0.90

P40

1.50

1.30

1.30

1.20

1.00

0.95

ii '.in

1 20

1.40

I 4n

1.40

1.30

1.10

1.10

1.05

1.00

POO

1.00

2.40

2.00

2.00

2.00

2.10

2.30

2.40

2.35

2.50

......

0.95

1.00

......

I, Ml

0 Ml

i, 'in

1.75

I 00

3.00

3.15

3 2ii

3.50

3.45

3.00

3.00

2.70

2.90

2.15

2.15

2.00

2.00

2.15

2.45

2 On

2.90

2.00

2.05

2.00

2.25

3 HI

3.00

3 II"

3.40

3.50

3.40

3.55

3.15

3.25

3.35

3.35

3.15

3.00

2.45

1.75

1.60

1.55

I 44

1.60

1.50

1.95

1.95

1.85

1 Ml

1.70

1.55

1.85

1.90

2.00

2 DO

2.15

2.75

2 si)

0 10

,, pi

n ;;i i

o •■■si

0.40

0.35

0.20

0.20

ii .'ii

0.20

0.10

0.35! 0.10

0.45

0.45

0.55

0.55

ii I.’,

ii

0.30

o'30

0.25

0.25

II 15

0.10

0.10

0.10

0.15

0 20

n 2U

0.10

o Hi

o'10

0.55

1 .00

0.10, 1.20 0.10! 1.20

0.10

1.10

0J0    140

1 20

g gggggggj g g g g g ° g g gggggg ggggggggg

2.00

2.00

2 tm

2.00

2.00

2.10

2.20

2.05

2 0.1

2.00

1 '.in

I s.4

1.85

1.85

1.95

2 "'i

2.00

1 00

1.35

1.15

1.10

1.10

L10

1.10

1.10

P05

1.05

1.05

₍_*H^H-*i-*i-‘i-‘h-*i-‘i-‘H-*h-*00000000000000000000

88g8S££83S££S8S88S3S8:833333£S8S

Current-meter Discharge Measurements of Butternut Creek near Jamesville, N. Y.

DATE.

Hydrographer.

Gage    Area of Mean Dis-

height. section, velocity, charge.

1909. Feb. 11. May 13. July 29. Aug. 26. Oct. 27.

Clark and Gehring

A. R. Patchke.....

E. C. Niles.......

E. C. Niles.......

A. R. Patchke....

Feet.

1.65

1.94

1.35

1.60

1.33

>3

(O Oi I- O 03 S. re CD 4^. <1 GO o • *•*

U1

~ >1 GO Cn 00 o a 2. ^ CaOOCO 4^ GO •

Cu ton-

GAGES ON SENECA RIVER.

Seneca river receives the drainage from the central group of lakes lying southward from Lake Ontario. The drainage basin is rolling, though not precipitous, excepting for the deep, narrow valleys crossing it, in which the lakes are situated, and certain additional valleys not at the present time occupied by lakes.

Gages have been maintained on Seneca river and its main tributaries during 1909 at the places named in the following table:

Distance in Miles

FROM—

STREAM.

Location

Three    Station

River j to Point.    station.

Present type of gage.

Seneca river.

Seneca river

Seneca river,

Seneca river.....

Onondaga outlet.

Onondaga lake... Seneca river

Seneca river.....

Seneca river

Seneca river.

Seneca river.

Seneca river.

Seneca river.....

Seneca river,

Clyde river......

Clyde river......

Ganargua creek.. Ganargua creek..

Three River Point a.............................

Gascon reef.....................................

Belgium (new bridge)............................

Mud lock (foot of Onandaga outlet)................

Foot of Lake, Long Branch.......................

Near Iron pier—head of lake—Syracuse............

Below dam, Baldwinsville........................

Above dam, Baldwinsville........................

Below Jack’s reef, Eel weir.......................

Above Jack’s reef, State ditch.....................

Bonta’s bridge, 1 mile west of Cross lake...........

Mosquito point bridge............................

N. Y. C. & H. R. R. bridge, 11 miles west of Fox Ridge.

West Mud lock, foot of Cayuga lake...............

Clyde..........................................

Lyons..........................................

2 miles west of Newark..........................

21 miles east of Palmyra (Harrison mill)...........

.9

1.9

7.0

7.9

12.5

12.4

12.5

20.8

23.2

26.4

35.6

40.8

49.0

56.4c

67.6

76.3

81.0

Board with coppered staples. Board with coppered staples. Chain and plumb-bob.

Board with coppered staples. .9 Board with coppered staples.

4.6    | Refer nee point. 5.46 : Chain and plumb-

bob.

0.1 Galvanized staple I gage.

8.3    Board with cop

pered staples

2.4    I Board with cop

pered staples.

3.2    ! Board with coppered staples

Board with coppered staples.

5.2    Chain and plumb-

bob.

8.2    j Board with cop

pered staples. 15.6c Chain and plumb-bob.

11.2 j Chain and plumb -bob.

8.7    Chain and plumb-bob.

Board gage.

o CO o

5.1

9.2

4.7

a Gage on Oneida river highway bridge. b Continuing on Seneca river.

c Leaving Seneca river at mouth of Clyde river near Montezuma 45.8 miles from Three River Point.

Seneca River at Head of Gascon Reef near Belgium, Y. Y.

one-

A gage was established at the head of Gascon reef, about half mile north of Belgium, 1ST. Y., April 16, 1904, by this Department. The gage is vertical and consists of a board graduated from zero to 8 feet, attached to the down-stream end of the right-hand face of the wall of a culvert under the towing-path on the right-hand bank of Seneca river about midlength of the breakwater at Gascon reef. The zero of the gage is at elevation 360.31, and readings are taken each morning by Solomon Walts.

Mean Daily Elevation of Water-surface (Barge Canal Datum) of Seneca River at Head of Gascon Reef, near Belgium, N. Y.

DAY.

Jan. Feb. Mar. | April. May. June. July. Aug. Sept. Oct. Nov. Dec.

::

10

11

12

13.

14

15

16

17

18

•2"

21

22

21

25

26

27

28

29

30

1909.

361.41 362.61    364.91    364.91    365.11    360.61    361.61    360.91    360.81    360.81

361.81    362.91    364.71    364.81    365.21    U    360.41    360.71    360.31    360.31

361.61 363.21    364.61    364.81    360.81    61    360.41    360.31    360.31    360.31

361.51 363.21 364.511364.91 360.81    21 361.21 360.91 369.81 360.31

361.71 360.61 364.41    364.81    365.41    21    361.21 360.31 360.81    360.31

362.01 360.61 360.71    364.91    360.81    11    361.21,360.31 360.81    361.11

361.91    363.01    364.51    365.01    360.81    11    361.11    360.81    361.01    360.91

362.11    .91    364.81    365.11    360.81    363.21    361.11    360.31    361.01    360.31

362.01    .81    364.81    365.21    365.21    363.11    361.011360.31 360.81    360.31

362.01    .71    364.91    365.61    365.11    362.91    360.811360.71 360.31    360.31

364.711365.81    365.21 362.81)360.81 360.91 360.81 360.31 364.51j366.01 360.81 362.81 360.81)360.81 360.31 360.31 364.411366.01)365.21 362.71 360.71 360.31 360.81 360.81

360.71    366.01 365.01 362.71 361.21 360.81 364.11)365.91 364.81 362.81 360.31 360.31 364.01 365.61 364.71 362.71 360.31 360.31

363.91    360.81 364.61 362.51 360.91 360.81

363.71    360.81 360.71 362.511361.01 360.91

363.81    360.81 364.21 362. 1 361.21 363.61 365.01)364.11 362.41 361.21

364.91    364.81)363.91 360.51

365.21) 364.61)363.81 362.21 365.011364.41 363.71 360.51 365.011364.21 363.71 362.11 365.11 364.51 363.71 361.91

365.21) ...... 363.63 ......

OO CO GO OO CO OO 05 05 05 05 05 05 CC GO GO OO O 03

.11

.61

MtOCObOtOtOtOtOl—

.61

,363.61

'363.41

160.81

,360.81

361.11

361.01

360.91

360.91

360.81

361.01

31

361

31

360.31

360.31

360.21    361.11 361.01 361.11 360.81 361.01 360.81 360.91 360.81 360.41 360.61 361.11 360.91 360.91

361.21    360.91 361.01 369.91 361.21 360.31 361.21 360.41 361.21 360.61 361.11 360.81 361.21 360.81 360.41 360.91

360.41    360.81

361.41    360.81

360.41    360.71 361.21 360.91 361.21 360.81

361.41    360.81 361.41 361.01

361.41    360.91 361.51 360.81 361.21 360.81 361.01 361.11 361.21 361.21

360.41    361.21

361.41    360.41 361.11 361.21 ...... 361.21

Seneca River at Highway Bridge, Belgium, H. Y.

A box-and-chain gage was established on the down-stream end of the right-hand pier of the bridge across Seneca river at Belgium, April 14, 1904, by this Department. The gage- scale reads decimally from zero to 9 feet. The standard chain length is 20 feet and the gage datum 358.27. Readings are taken each morning by Solomon Walts.

Mean Daily Elevation of Water-surface (Barge Canal Datum) of Seneca River at Highway

Bridge, Belgium, N. Y.

DAY.

Jan. [Feb. Mar. April. May. June. July. Aug. Sept. Oct. Nov. Deo.

10

11

12

i::

14

15

I'.

17...

1'

19

21

22

23

24

25

2'.

27

28

1909.

360.07 362.97 365.47 360.77 362.57 365.37

360.87    362.77 365.27

360.77    362.67 365.27

360.67    362.87 365.27 361.27 362.77 365.07

361.77    362.97 364.87 361.47 363.17 364.77 361.37 363.17 3(54.57 361.57 363.27 364.47

361.87    363.27 364.37 361.77 363.07 364.57

361.97    362.97 3(54.87 361.77 362.87 364.87

361.67    362.77 364.97 361.67 362.77 364.87

361.77    362.67 364.77

361.87    362.67 364.67 361.57 362.47 364.57 361.57 362.97 364.37 361.57 363.27 364.27 361.47 363.97 364.17

361.57    363.87 364.07

362.57    364.47 363.97

362.77    365.67 363.77 362.77 365.27 364.27

362.97    365.47 364.67 362.97 365.47 364.87 362.97

362.87 362.97

364.97

365.27

365.27

C^COCOCOCOC^COGJCOOOGSCO COCOCOCOCOCOCOCOCOCOCOCOCOCOCOCOCOCOCO

-vjoqoqcoot-^^cnbs^iisscoH-bo^cocobiosoos^iosCTi^bococo^tobo

~-I *<I *<I “U *'4    *<|    J

CO CO CO CO CO CO CO CO CO CO CO CO CO CO CO CO GO CO CO CO CO CO cocococococococo

OtOCOtOC04^CnCnO*C5*^J“<I*<IOOOOCOt—‘COt—‘i—‘tOtOCOCnrf^COfcOCOCnOi

361.871360.67    360.67 360.67 361.17 360.97

361.77)360.87 360.57 360.87 360.97(360.97 361.77 360.47 360.57 360.57 360.77(360.87 QR1 77    .47 360.57 361.07 360.67 360.77

.57 360.87 360.87 360.67 361.17 .87 360.77 360.77 360.37 360.97 .67 360.77 360.57 360.67 360.77 .67 360.67 360.57 361.17 360.77 .07 360.77 360.67 360.97 360.77 360.77 360.77 360.47 361.17 359.77 360.77 360.67 360.97 361.07)360.17 360.57 360.97 360.77 361.07)360.47 360.67 360.97 3(50.57 360.97 360.67 360.67 360.87 360.57 361.07(360.67 360.87 360. (57; 360.67 361.27) 3(50.77 360.97 360.77 360.67 361.27 360.87 360.87 360.67) 360.67) 361.37) 360.87 360.67 360.77i360.87 361.07 360.77 360.87)360.87(360.77(360.97)360.97 360.67 360.67 360.67 360.97 360.77 360.67 360.67 360.67 360.87 360.57 360.87 360.67

360.67    360.77 360.9713(50.67

361

361.17

361.17

361.27

361.37

361.27

361.07

360.87

360.87

360.87

360.77

361.17

360.67

360.97

360.77

360.77

361.07

360.87

361.17

360.97(360.77 360.97 360.87 360.87' 360.77 361.171360.87 360.87 360.37 361.17 360.97 360.87 360.37 361.17 360.77 360.87)360.47 361.271360.67 360.87 3(50.87 361.17 360.67 360.77| 360.67^360.77) 360.97 361.07 360.67(360.97 361.17 360.77)360.471361.07 361.17 360.67 360.37 361.27 361.27 360.87 360.47 360.97 361.17 ...... 360.77 ...... 361.17

Seneca River at Mud Lock near Long Branch, Liverpool

P. O., H. Y.

A gage was establshed at the junction of Oswego canal with Seneca river, April 16, 1904, by this Department. This gage also shows approximately the water-level at the junction of Seneca river and Onondaga outlet. The gage is vertical and reads from zero to 9 feet and is subdivided to tenths of feet by coppered staples. The gage zero is at elevation 360.49. Readings are taken daily by Frank Shane.

Mean Daily Elevation of Water-surface (Barge Canal Datum) of Seneca River at Mud Lock near Long Branch, Liverpool P. O., N. Y.

DAY.

Jan.

Feb. Mar. April.

May.

June.

July. Aug. Sept. Oct. . Nov. Dec.

1909.

7.

10

II

12

13

14

r.

16

17

14.......

•21

22

23

24

25

2'<

27.

28

eOCOCCCOCOCOCOCOCOOOCOCOC'OCOOOCOCOCOCOCOCOCOCOCOCOCOOOCO

(N(NN(NWCOCOC,OCOCCCCCOCOCCCCWCOCOCOCClCO>fr+uOOCOiO»n

;u

OOOwOCCOCD'OOcD

cococococococococococo

31

365.39 364.09

365.19    363.99 365.49 363 99 365.79 363.89 365.99 363.89

366.19    363.79 366.19 363.79 366.09 363.79 366.19 363.69 366.19 363.69 366.29 363.59

366.29    363.49

366.19    363.49 366.09 363.39 365.99 363.19 365.99 363.19 365.99 363.19 365.89i363.09 365.79|363.09

305.59    362.99

365.49    362.89

365.39    362.79

365.19    362.79 365.09 362.79 364.89 362.79

364.59    362.59

364.49    362.59

364.39    362.49

364.29    362.39

364.19    362.29

364.09 ......

ggg'sssss sssg ggggg s So saasss g s ssss

111

gggg£££££££gggggggggggggggggggg

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ONONDAGA CREEK.

Description.

ous

very slight. The stage is affected hy a growth of aquatic plants so that the discharge from the outlet is apparently not a direct function of the stage. The stage of the lake is also affected by

Onondaga lake receives the drainage from two principal tributaries, Onondaga creek and Otisco lake outlet, or Nine Mile creek. The lake is drained by a short outlet about one mile in length, entering Seneca river at Mud Lock. The outlet was formerly improved by the State for the purpose of draining lands adjoining the lake and reducing the flood level. The accompanying table shows the maximum recorded stages in the lake at vari-times. The fall from the foot of the lake to Seneca river is

the stage of [Seneca, river. It is stated that flows in Onondaga lake usually recede before the maximum stage of Seneca river, so that at times the current in the outlet is reversed and water flows from the river into the lake. A detailed description of the drainage basin, with results of current-meter measurements made in the outlet, may be found in the report of the State Engineer and Surveyor for 1904, pages 494-501.

Onondaga Outlet near Long Branch, Liverpool P. O., 1ST. Y.

A gage was established by this Department, April 16, 1904, in the head of Onondaga outlet. The present gage is a vertical board scale reading from zero to 9 feet, divided into tenths of feet by coppered staples. It is attached to a branching willow tree on the right bank of the outlet about 300 feet above the highway bridge, leading to Long Branch station of the Syracuse & Bald-winsville Electric railroad. Readings are taken each morning by Joseph Kennedy. The gage zero was at elevation 360.97, preceding March 27, 1907, and at elevation 361.07, beginning March 27, 1907.

Mean Daily Elevation of Water-surface (Barge Canal Datum) of Onondaga Outlet near Long Branch, Liverpool P. O., N. Y.

DAY.

Jan.

Feb.

Mar.

April.

I May. June. July. I Aug. Sept. Oct. Nov. Dec.

1909.

10

11

12

13

14

15

16

17

18

19

21

22

23

24

25

27

29

30

31

363.37:366.07 363.17 366.07 363.17 365.97 363.07j365.87

363.17    365.77

363.27    365.67 363.47 365.67 363.77 365.57 363.77 365.57 363.67 365.47 363.67 365.47 363.57 365.37 363.57:365.37 363.47 365.27 363.47 365.27 363.47 365.17 363.47 365.17 363.57 365.07 363.57 364.97 363.57 364.87

363.57    364.87 363.87 364.97

364.57    365.07

365.57    365.17 366.07 365.37

366.17    365.57

366.27    365.77 366.17 365.77

...... 365.77

...... 365.77

...... 365.77

365.87

365.87

365.97

365.97

365.97

365.87

365.87

365.87

365.77

365.77

365.77

365.87

365.97

366.17

366.47

366.47

366.47

366.37

366.37 366.27

366.27

366.17 365.97 365.77 365.67 365.57

365.37

365.27

365.17 365.17

365.77

365.87

365.97

366.07

366.07

366.07

366.17

366.17

COCDCOCO CO CO CO CO

364.27 362.67 361.67 361.17 361.47 361.17 361.57

364.27    362.47 361.67 361.17 361.47 361.17 361.57

364.171362.27    361.57 361.27 361.47 361.17 361.47 364.17|362.17 361.57 361.27 361.47 361.17 361.47 364.07j362.17 361.57 361.27 361.47 361.17 361.47 364.07|362.07 361.47 361.27 361.37 361.17 361.47

363.87    362.07 361.47 361.27 361.37 361.17 361.47 363.571362.07 361.47 361.27 361.37 361.271361.47 363.67!361.97 361.47 361.37 361.37 361.47 361.47

363.871361.97    361.47 361.37 361.37 361.47 361.47 361.47 361.37 361.37 361.47 361.47 361.47 361.37 361.37 361.57 361.47 361.47 361.37 361.27 361.57 361.47 361.47 361.37 361.27 361.57 361.47 361.47 361.37 361.27 361.57 361.47 361.47 361.37 361.17 361.57 361.47 361.47 361.37 361.17 361.57 361.47 361.47 361.37 361.17 361.57 361.47 361.47 361.37 361.17 361.57 361.47 361.57|361.37 361.17 361.57 361.47 361.57 j 361.37 361.17 361.57 361.47 361.571361.37 361.17 361.57 361.47 361.57 361.37 361.17 361.57 361.47

363.07 361.67 361.57 361.47 361.17 361.57 361.47

362.97    361.67 361.47 361.47 361.17 361.57 361.47 362.97 361.67 361.371361.47 361.17 361.57 361.57 362.97 361.67 361.37j361.47 361.17 361.57 361.57

362.87    361.67 361.27 361.47 361.17)361.57 361.57 362.87 361.67 361.17 361.47 361.17 361.57 361.57 362.87 361.67 361.17 361.47 361.17 361.57 361.57

361.57

.97 363.77 361.97 .97 363.77 361.87 366.07 363.67 361.87 366.07 363.67 361.77 366.07 363.57j361.77 365.97 363.47{361.87

365.87    363.37j361.87 365.77 363.27 361.77

365.67    363.271361.77 365.57 363.171361.77 365.57 363.17 361.67

365.47    363.07 361.67 365.27 365.07

364.87

364.67

364.47 364.47 364.47 364.37

1361.67:361.17

361.17

Onondaga Lake at Syracuse, X. Y.

A record of the water-level of Onondaga lake at the entrance of Onondaga creek in Syracuse has been kept by this Department, beginning May 14, 1904. A chain-and-box gage was formerly maintained on the abutment of the Xew York Central bridge crossing Onondaga creek. A bench-mark on the angle of the down-stream side of the left-hand abutment of this bridge, consisting of a bolt head in the bridge-seat is at elevation 369.55. During 1909 the readings have been taken by measuring downward from a reference point.

Mean Daily Elevation of Water-surface {Barge Canal Datum) of Onondaga Lake at Syracuse,

DAY.

Jan. 1 Feb. I Mar. j April.

May.

June.

July.

Aug.

Sept.

Oct.

Nov.

Dec.

1909.

<OQ0-<IO5Crt^O0tC>i—

361.55 363.45 366.25|366.05 361 45|363.35 366.15 366.05 361.45 363.25 366.15 366.05 361.45,363.15 366.05 366.05

361.75    363.15 365.85 366.05 362.05 363.55 362.05 363.75 361.95 363.85 361.951363.85 362.05:363.85 362.25|363.85

362.251363.75

365.45 365.95 366.15 366.15 366.15

365.85 366.00 366.25 365.65 365.95 366.35 365.551365.95 366.40 365.45|365.85 366.35 365.35 365.85 366.35 365.65 365.85!366.45 365.85,365.80 366.45 362.25 363.65 365.95 365.75 366.35 362.25 363.55 365.95 365.95 366.35 362.35 363.55 365.851366.45¹366.25 ¹362.35|363.55 365.75,366.551366.25 362.35,363.45 365.65 366.55 366.25 362.35 363.35 365.55 366.551366.15

362.35    363.25 365.35 366.55!365.95

1362.35    363.65 365.25 366.55 365.85

362.35    364.25 365.05 366.35 365.65 362.35 362.55 362.85

364.55    364.95 366.25 365.55 364.75|364.85 366.15 365.45

365.55    364.79 366.051365.35 363.35 366.25 364.95|365.85!365.15 363.45 366.551365.651365.751365.00 363.55 366.38 365.85 365.65 364.85 363.55 366.25;365.95;365.45¹364.75

363.55 ......i366.05 365.25 364.70

363.55 ......366.05)365.25 364.60

363.55 ......j 366.05 ...... 364.45

364.40 364.35

364.15 364.05 364.05 364.10

364.10 364.05 363.95 363.95 364.00

363.95 362.45 363.95 362.45 363.85 362.35 363.85|362.15

363.751362.15 .65,362.15 .65 362.05

363.551362.05 363.451362.05 363.45!362.10

363.40    361.95 363.35j361.95 363.301362.05 361.95 363.25 362 15 363.25 362.15

363.15    362.05 363.151362.05

363.10    362.05 363.05 362.05 ......362.05

:a;::

363.00 362.05 362.85 362.05 362.85 361.95 362.80 361.95 362.75 361.95 362.65 361.95 362.65 361.85 362.65 361.85 362.60 361.95 362.55 361.95 362.75 361.95 361.85 361.85 361.75 361.75 361 361.95 361 361.95 361.95 361.95 361.95 361.95 361.85 361.85

361.75

361.75

361.75

361.75

361.75

361.75

361.75

361.75 361.75 361.75 361.65 361.65 361.65 361.65 361.65 361.65 361.95 361.75 361.75 361.75 361.65 361.75|361.75 361.65 361.75 361.75 361.65 361.75 361.75 .65 361.75 361.80 .75 361.75 361.85 361.75 361.75 361.85 361.75 361.75 361.80 361.75 361.75 361.75 361.75 361.75 361.75 361.75 361.75 361.75 361.65 361.75 361.75 361.65 361.75 361.80 361.75 361.75 361.85 361.75 361.75 361.85 361.75 361.75 361.85 361.75 361.75 361.85 361.75 361.75 361.85 361.85 361.75 361.85 362.05 361.75 361.85 ...... 361.75 ......

361.85 361.75 361.85 361.75 61.85 361.75 361.85 361.75 361.75 361.80 361.75 361.85 361.75 361.80 361.75 361.75 361.75 361.75 361.75 361.75

361.75 361.75 361.75 361.75 361.75 361.75 361.70 361.65 361.65 361.65 361.65 361.65 361.65 361.65 361.65 361.65 361.65 361.65 361.65 361.65 361.65 361.65 361.65 361.65 361.65 361.65 361.65 361.65 361.65 361.65 361.65

Onondaga Creek at Temple St., Syracuse, X. Y.

A gaging station was established on Onondaga creek at Temple street bridge, Syracuse, by Guy Moulton, for this Department, January 16, 1908. The elevation of water-surface when the gage reads zero is 376.11. Observations are taken each morning and night by L. Moulton. Current-meter measurements have been made from the bridge by the Syracuse Intercepting Sewer Commission.

In the fail of 1908 a coffer-dam was constructed by the Intercepting Sewer Board, which caused backwater at the Temple St. gaging .station, making it impossible to determine the discharge for the portion of the year not covered by the accompanying daily discharge table. The creek crosses under the Erie canal between the Temple St. and Bolden Ave. stations, and water wasted or drawn from the canal and discharged into Onondaga creek greatly increases the flow in the creek at times, so that the record at Belden Ave. does not show that natural drainage of the creek itself and is not comparable with the Temple St. record, although by taking the difference between the recorded flow at the two stations on any given day the amount of water entering the creek from the Erie canal may be approximately estimated. The drainage area at the point of gaging is 108 square miles.

Mean Daily Elevation of Water-surface (Barge Canal Datum) of Onondaga Creek at Temple

St., Syracuse, N. Y.

ID

11

12

13

It

15

16

17

18

I'.'

2"

21

22

25

26

27

2-"

2'. i

DAY.

1909.

Jan.

Feb. Mar. April. May. June, j July. Aug. Sept. Oct. Nov. Dec.

3§33SSgi§g£§9§§iil3S§§§§Sl§g§S!

::;    gi3§§₀₀ giisilliliiiii

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: KKK*;5,35,t«““«&»SSSSSfi5SSS&5?;SSSfiS!3 5i3 5fiSS5!5!5&?5o “ »

5L

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cococococococococococococococococo_CO CO_cocococo

eg2g£g£g2g£g2g2gEg2g2g2g2g2 ³g£g£g2g2g2 ³ggg ³g°g ³

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CO CO CO CO (M (M <M (M <M <M (M (M CO CO (M CO <M Ol (M CO »-H CO lO    CO CO CO -rf

sssggsssssssgsses'ggsggssgg3 eg°g°g°'g°

COCOCOCOCOCOCOCOCOCOCOCO COCOCOCOCOCOCOCOCOCOCOCO_CO CO CO CO •

cxfo O ' ‘005 p-iiCOiOCOOOCOCOCOiOCONCOOOOO'>tCOWXT}H <NCOCO(MCq(N(Nr-iCO(MCFM<N(N‘0^rt'if5COCO(N(MCO(N(N(NClTt'ClW

CO CO CO CO CO CO CO CO CO CO CO CO COCO COCOCOCOCOCOCOCOCOCOCOCOCOCPCOCO *C Ol —<    CC1~ -t- ■'•tOCNNNOOOCrHOC'lN —i -f Ol CO 5C

rfioco    iciOTf '-r^^r^cococO'^^iO'^^TtHiot- rf co co »o co

KSS 3 3gg°g eg'g°g°g°gg£g2g2?2g£8g°g° ⁰g2gfSg2 2S

cococo cococo cocccocococo coco cococococococo CO CO CO CO - CO ^NaQ(NMa3NiCCOCCC't*-⁽C'lQ05N(NiOO^CO(N-HNCO-HiM . 7 05O0505‘C(N0005NC5‘0O3OIM»hOXiCih000000N00OC0‘CCDi©>

£g£g°gg'g2gSg°gggggg£g2gggg2g°gg28g2gg2g23

COCOCOCOCOCOCOCOCOCO CO CO CO CO CO CO CO CO CO CO CO CO CO CO CO CO CO CO CO CO r^OXuOCDOH ^NOOCCOSOSkOOSCOOOfH^HWOlOiHiO Tt|XCI0500^«O^ONrHO05 05rH'^00 00NNiON^'^ (MC^CO-rf

CO COCOCO CO CO CO CO CO CO CO CO CO CO CO CO CO CO CO CO CO CO CO CO CO CO CO CO

a No record.

Seneca Biver at Baldwinsville, 1ST. Y.

This station was established November 12, 1898, by Geo. W. Rafter, for the U. S. Deep Waterways Commission. It is maintained by U. S. Geological Survey in cooperation with this Department. The gaging station is located at the State dam in Baldwinsville, 12.5 miles along river from the junction of Seneca river with Oneida river. These two streams unite at Three River Point to form Oswego river.

The location of the gaging station is shown on the Baldwinsville sheet, United States Geological Survey topographic map.

The discharge over the main dam is calculated by the formula for a broad, flat-crested weir when flash-boards are removed. Discharge over flash-boards is oaluclated by the Francis formula. Gage readings in the river channel below the dam are utilized to determine the average working head on turbines. Discharge through the three main canals is determined from records of the run of water-wheels, kept in each mill, and from the recorded lockage and opening of paddles at.the Oswego canal lock at the foot of the canal.

Current-meter measurements, to determine the leakage of the several mills, have been made during 1909, as in preceding years.

Discharge data for 1909 is not yet available.

Seneca River below Dam at Baldwinsville, N. Y.

The gage below the dam at Baldwinsville was establshed to determine the head at the mills in connection with the record of discharge, and is also used to determine the elevation of water-surface. A box-and-chain gage is located on the up-stream side of the D., L. & W. railroad bridge near the left-hand end of the bridge. The standard datum of the gage is at elevation 3G1.75; the chain length 12.77 feet. Gage readings are taken each morning and night.

I"

11

12

i:;

14

15

Id

17

18

19

21

22

23

26

27

28

29

31

DAY.

1909.

Jan.

Feb. Mar. April. May. June. July. Aug. ( Sept. | Oct. Nov. Dec.

362.65 363.75 366.40 366.15 365.87 362.65 363.60 366.35 366.20 366.20 362.80 363.40 366.35 366.20 366.42 362.90 363.45 366.40 366.20 366.50 362.90 363.45 366.35 366.17 366.50 362.95 363.70 366.05 366.15 366.55 362.95 363.85 365.75 366.10 366.75 362.95 363.90 365.55 366.02 366.75 362.90 363.95 365.45 366.02 366.75 362.90 363.95 365.40 366.05 366.85 363.00 364.00 366.40 366.00 366.85 362.95 363.95 365.80 365.95 366.77 362.95 363.95 365.85 366.00 366.75 362.95 363.85 365.90 366.25 366.62 362.95 363.90 365.90 366.57 366.52 362.85 362.85 362.90 362.90 362.80 362.90 362.90 362.95

363.65

363.85

363.95

363.80

363.70

363.60

363.70

362.90    365.80 366.70 366.50

363.90    365.80 366.70 366.40 364.00 365.80 366.75 366.32

364.15    365.80 366.75 366.20 363.95 365.17 366.72 366.02 364.25 365.15 366.65 365.92 365.05 365.25 366.50 365.75

365.15    365.10 366.40 365.57

365.40    365.00(366.20 365.47 367.35 365.10 366.05 365.20

367.15    365.10 365.92 365.15

366.40    365.85 365.80 364.92

365.40    365.90 365.60 364.90

...... 365.90 365.45 364.80

...... 365.90 365.60 364.75

...... 365.90 ...... 364.75

cococococoeocoeoeoeoeoeocococococo

wwojcococcccww

COCCCOOO^-COCOCOOO

363.47

363.35

363.35

36

17

15

362.87

362.87

362.87

362.87

52.65

362.75

a    362.90 363.05    363.30 363.15

a    362.95 362.98    363.37 383.17

a    362.95 362.78    363.37 363.15

a    362.92 363.02    363.40 363.15

a 362.80,363.08 363.47 362.70 a 363.00!363.10 363.47 363.10 a    362.95 363.10    363.35 363.20

a    362.92 363.08    363.33 363.20

a    362.98 363.02    363.27 363.20

a    362.951362.85    363.27 362.95

a    362.90 362.92    363.23 363.00

a 362.801363.05 363.20 362.95 a    362.95 363.00    363.20(363.10

a    362.90|363.00    362.95 363.10

a    362.92 363.05    363.15 363.15

a (362.92(363.05 363.17 363.20

363.15 362.95!362.75i363.17 363.20

362.951362.981362.95    363.15 363.20

362.95    362.831363.101363.17 362.75 362.92(363.02(363.15 363.07 363 00¹363.00 (362.80 363.05

362.98) 363.02(363.05 362.97 363.02)363.12)363.17 362.97

362.98) 363.05 363.15 363.00 363.00 363.25:363.10 362.80 362.85 363.25)363.17 363.08 363.25 363.17 363.05 363.25!362.97

362.95 363.25 363.17 ______

362.98 363.25(363.15 362.95

363.25)...... a

363.02

363.02

362.87

363.02

362.95

362.95

362.95

362.92

362.95

362.75

362.92

362.90

6 .75 362.95 362.97 362.97

a No record.

Seneca River above Dam at Baldwins vie le, j\t.Y.

The elevation of water-surface above Baldwinsville dam is determined from the readings of the crest gage, which was established for the purpose of gaging the discharge. The gage i.s vertical and reads from zero to 8 feet and is divided to feet and tenths by galvanized staples. It is attached to the down-stream face of the river wall at the up-stream end of the left-hand abutment of the dam. The zero mark of the gage is at elevation 372.27, which is also the elevation of the masonry crest of the dam. When the water is drawn below the crest level the readings are taken by measuring downward from the zero mark on the gage. Gage readings are taken each morning and night.

Mean Daily Elevation of Water-surface (Barge Canal Datum) of Seneca River above Dam

at Baldwinsville, N. Y.

10

11

12

13

14

15

16

17

18

19

20

21

22

23

24

25

2'.

27

28

20

::n

81

DAY.

1909.

Jan.

Feb.

Mar.

April.

May. June. July.

Aug.

Sept.

Oct.

Nov.

Dee.

372.17 371.29 371.77 371.57 371.77 371.59 371.72 371.72 372.85 371.62 371.99 372.69 371.57 372.52 371.70 372.45 371.65 372.42 371.60 372.52 370.87 372.72 370.80 372.55 370.85 372.49 371.25 374.65 373.55 372.47 371.75 374.67 373.471372.45 372.17 374.77 373.42!372.45 372.02 374.62 373.39 372.52 371.97 374.59 373.37 372.59 372.02 374.55 373.42 372.22 371.92 374.52 373.47 371.99 371.85 374.45 373.27 371.67 371.92 374.37 373.25 371.59 372.71 374.39 373.25 371.97 371.92 374.25 373.22 372.25 371.62 374.17 373.17 372.37 371.45 374.05 373.22 372.02 371.42 373.99 373.27 371.991371.32 373.92 373.07 372.15 371.42 373.95 372.97 372.27 371.97 374.07 372.89 372.07 371.72 373.95 ......1372.05 371.32

370.97    373.12 374.92 374.49 374.37 373.82 372.89 372.02 373.02 374.92 374.42 374.65 373.75 372.75 372.62 372.77 371.87 374.42 374.57 373.69 372.75 372.32 372.77 374.92 374.62 374.59 373.69 372.92 371.77 372.72 374.92 374.49 374.69 373.72 372.47 373.07 374.92 374.45 374.77 373.77 372.42 373.37 374.22 374.47 374.77 373.65 372.42 373.62,374.22 374.47 372.79 373.65 372.47 374.02 374.22 374.39 374.89 373.59 372.62 373.77 374.27 374.39 374.82 373.59 1372.27 373.621374.57 374.55 374.77 373.57 '372.39 373.32 374.32 374.32 374.69 373.62 372.07!373.221374.37 374.37 374.67 373.67 371.32|373.52 374.47 374.52 371 57 373.52 374.37 374.37 371.37 372.77 374.32 374.62 |371.97 372.57 374.27 374.69 371.85 372.62 374.32 374.82 371.27(373.02 374.32 374.65 370.52 373.97 374.27 374.65 370.67 373.67 374.27 374.65 370.92 373.97 374.17 374.62 '371.45 374.07 373.87,374.59 373.051374.32 373.62 374.52 !373.22 374.92 373.67 374.57

373.27.374.97    373.97 374.37 373.22 374.97 374.37 374.32 ;373.22i375.02 374.37 374.29

373.07j...... 374.42 374.25

1372.75...... 374.42 374.25

373.05...... 374.42 ......

372.45 a 372.87 372.45 a 372.75 373.52 a 372.67 373.19 a 392.55 372.95 a 373.07 371.97 372.67 a 372.95 371.57 372.35 a 372.52 371.42 372.32 a 372.52

371.32    371.87 a 372.47 371.29 372.32 a 372.67 371.371372.25 a 372.27 371.87|372.05 a 372.77 371.95|372.09 393.12 372.42 371.72!372.09 373.32 372.19 371.79 372.19 373.27 372.27 372.02i372.05 372.99 372.27 372.05 372.55 372.79 372.19 372.05 372.62 372.47 371.92 372.37 372.05 372.42 372.47 372.22 372.07 372.55 372.02 372.07 372.17 373.25 371.57 372.17 372.95 373.62 371.32

372.32    373.32 373.57 371.32 372.67 373.57 373.39 371.27 372.72 373.67 373.59 372.02 373.05 373.77 373.39 372.27 372.92 373 99 372.85 371.47 372.27 374.19 373.37 371.32 372.12 374.25 373.47 371.12 372.05 374.19 373.17 371.12

...... 370.97

a No record.

Seneca River at Foot of Jack’s Reef, Memphis, Y. Y.

A gage was established on Seneca river below Jack’s Reef, April 20, 1904, by this Department. The gage is attached to a willow tree on the left bank of the stream and is located a few hundred feet below the entrance of the State ditch and also below a series of eel weirs at Jack’s Reef. The gage is vertical and reads from zero to 9 feet and is subdivided to tenths by coppered staples. Readings are taken by Frank Burns at 8 a. m. each day.

Seneca River above Jack’s Reef, Jordan, jNT. Y.

A gage was established on the Seneca river above Jack’s Reef and near the head of the State ditch, April 20, 1904, by this Department. Several gages have been used. The readings have been taken during 1909 from a vertical gage attached to a large tree on the right-hand bank of the stream below the old cofferdam at the head of the State ditch. The bench-mark used to determine the elevation of the gage zero is a nail in the root of a large poplar tree, to which the gage is attached. The bench-mark is at elevation 382.482.

April 20, 1906, to March 24, 1907, 374.81;

10

11

11

13

14

15

K:

17

1-

19

20

21

22

21

25

2' ■

27

28

29

31

DAY.

1909.

Jan.

372.00

372.10

372.50

372.50

372.20

372.50

372.70

372.70

372.70

372.70

372.70

372.70

372.60 372.40 372.40 372.30 372.40

372.50

372.20 372.10 372.10 372.10

372.40

373.20

373.50 373.80 374.00 373.90 373.80

373.60

373.40

Feb. | Mar. April. May. June. July. Aug. Sept. Oct. Nov. Dee.

eOCOCOCOCOCOCOTf^’^^Tti-^COCO-ff'^COCOCOT^-^^iO^iOiO©

cocococoeocococococococoeocoeoeocoeoeocoeocoeoeccoeococo

cococococ^cococococococococococococococococococococ^cococ^coco

8888888888833883883888888888333

COCOCOC^COCO^OCOCOCOCOCOCaJCOCOCOCOCOCOC^COCOCOOCCOCOOCCOCOCO

. 88gg588885888888SSS33588888888

OjWCOWWWWOJWCCMMWMWMWCOWWCCCOWOOWCOCOCOWCOCO

8888388388388888888388888883888

CO CO CO COCOCOCOCOCOCOCO COCOCOCOCOCOCOCOGOCOCOCOCOCOCOCOCO CO CO

8S88888S3333888833888SS8SSSS88

COCOCOCOCOCOCOCOCOCOCOCOCOCOCOCOCOCOCOCOCOCOCOCOCOCOCOCOCOCOCO —4 —4 J —I ^1 —4 —4 —4 “*4 *^I “-4 “U ~4 —I “^J    —4 —I ~4 -4 —4 —4 -^J -U

cococococococococococococococococococococococococococococococo

_S8888888 38838888 8888SSSSS88338S

coco cococococococococococococococococococococococococococococo

COCOCOCOCOCOCOCOCOCOCOCOCOCOCOCocOCObObOCOCOCOCOCOCOCOCOCOCOCO

8338333388888338388888338883333

• CO CO CO CO CC CO CO CO CO CO CO CO CO CO CO CO CO CO CO CO CO CO CO CO CO CO CO CO CO CO CO CO CO CO CO CO CO CO CO CO CO CO CO CO CO bO CO CO bO bO bo bo bO bO CO CO CO CO CO CO

388388883 33883 88888 8 8888588888

CO ( ©<

COCOCOCOCOCOOjCOCOCOCOCOCOCOCOasCOCOCOCOCOCOCOCOOOCOCOCOCOCOCO

8888888S883S883858333g58S8S8883

WCOWtOWWCOWWWCOOJWCCOJCOWCOWWCCWWWCCWWWWCO

5888SS38 888888888888388883 8833

COCCOOWCJCOCOCOCOWWWCCOJWWCOCOCOCCWCOWWWWWCOCCCCC*:

88388888885S888?S8S8SSSS8S8838388

The gage datum has frequently been changed. During 1907 it was as follows:

March 25 to May 17, 1907, 377.07; May 18, 1907, to date, 375.44. Readings are taken each morning by John P. Watts. The gage is located one-half mile below the outlet of Cross lake and is about 4 miles north of the village of Jordan.

Mean Daily Elevation of Water-surface (Barge Canal Datum) of Seneca River above Jack’s

Reef, Jordan, N. Y.

DAY.

Jan. Feb. Mar. April. May. June. July. Aug. Sept. Oct. Nov. Dee.

in

11

12

14

15

In

17

18

19

20

21

27

24

25

26

27

31

1909.

Cc^3^3COCOC^CCa5COO3CCCOCCCOCOCCCOCOCOO0CCCOCOCOCOC*3COCOCOO5CO

SjL| S2 S stss S S SSS SKK £ S S S2 se S2 S2 K is 5£ s s s s

^iG0Cn-<|00C©tO44^COi—‘OJHCDOobcobb

WWCOCOWOJWWWWWWCOWWWWWWWWMCOCCWWWCCWCOW

379.14 378.74 377.84 375.17 374.44 379.14 378.94 377.44 375.64 374.34 379.14 379.24 377.34 375.54 374.34 379.24 379.44 377.24 375.3 374.24 379.14 379.64 377.24 375.14 374.24 379.14 379.84 377.24 375.14 374.24 379.04 379.94 377.24 375.04 374.14 379.04 380.04 377.14 374.84 374.14 378.94 380.04 377.14 374.64 374.14 377.04 374.54

378.94    379.94 377.04'374.44 374.04

388.94    379.84 376.94 374.44 373.94 379.04 379.74 374.94 374.44 378.94 379.04 379.641376.84 374.34 373.84 379.24 379.54!376.84 374.34 373.84 379.34 379.44 376.74 379.44 379.34 376.74 379.64 379.24 376.64 379.64 379.14 376.54 379.64 379.04 376.44

379.54    378.84 376.34

379.44    378.74 376.34

379.24    378.64 376.24 379.14 378.54 376.24

378.94    378.54 376.14 378.74 378.44 376.14

378.54    378.34 376.04

378.44    378.34 375.94

378.24    378.24 375.94 378.24 378.24 375.84 ...... 378.04

378.94 380.04

374.04

374.34 374.04 374.34 394.24 374.34 374.24 374.34 374.34 374.34 374.24 374.34 374.14 374.44 374.14 374.54 374.14 374.64 374.14 374.641374.14 374.64 374.14 374.64 374.14 374.54 374.04 374.64 374.04 374.64 374.04 374.64 374.04

COCOCOWCOOJCOWOOOJWCOCOCOCCWWWWWCOWWWCOCOWWWW

14

^■r^CO^.'COCOCOCOCOCOCOCOCOCOCOCOeOCOirOCOCOCOCOCOCOCO'^'^'rti^tH-^

eocococoeococococococococococococococococococorccococococococo

04 374.24 373.14 .04 374.34 373.14 .94 374.44 373.04 >4 374.44 373.04 .64 374.44 373.04 54 374.44 373.04 44 374.34 372.94 24 374.24 372.94 24 374.04 372.94 .24 373.84 372.84 24 373.74 372.84 .24 373.64 372.84 24 373.54 372.84 .24 373.54 372.84 24 373.54 372.74 24 373.44 372.74 24 373.44 372.74 24 373.44 372.74 24 373.44 372.64 24 373.44 372.54 34 373.54 372.44 34 373.74 372.34 44 373.64 372.34 54 373.54 372.24 74 373.54 372.24 94 373.44 372.24 04 373.34 372.14 04 373.34 3.2.14 14 373.24 372.04 14 373.24 371.94 24 ...... 371.84

Seneca Rivee at Highway Bbidge above Ceoss Lake, Jobdan, 1ST. Y.

A gage was erected May 1, 1904, by H. U. Lyon of this Department at the highway bridge, commonly known as “ Iron Bridge,” over the Seneca river about one-half mile above Cross lake, for the purpose of obtaining a record of the fluctuation of the water-surface of the river at this point and of Cross lake. The elevation of water-surface is practically the same, there being very little appreciable slope in the river between the lake and the gaging station, except, perhaps, in time of high water.

The gage is a vertical board, graduated in feet and tenths, and is fastened to a willow tree on bank of river, on up-stream side of bridge, about 20 feet from south abutment, with its zero mark at elevation 373.79. Observations of the stage of the stream are taken daily by Mark Quimby.

The current of the stream is sluggish, especially during low water, but quite uniform. The river channel is of mud and straight for a considerable distance each way from the bridge.

II)

11

12

13

14

15

H,

17

18

19

21

22

23

24

25

27

28

29

30..

31

DAY.

1909.

\ Jan.

Feb.

Mar.

April.

May.

June.

July. Aug.

Sept.

Oct.

Nov.

Dec.

373.99 375.09 379.69 373.99 375.09 379.69 373.99 375.09 379.69 373.99 375.09 379.69 374.09 375.09 379.24 374.19 375.54 378.84 374.29 376.34 378.79 374.39 376.79 378.69 374.39 376.89 378.69 374.39 376.89 378.74 374.39 376.64 378.94 374.39 376.34 379.14 374.39 376.09 379.24 374.29 376.09 379.29 374.29 375.89 379.24 374.29 375.69 379.14 374.19 375.44 379.04 374.09 375.24 378.84 374.09 375.19 378.64 373.99

373.99

374.14 374.39

375.14    378.79 377.99

375.99    379.39 378.14

376.54 379.39 378.49 376.64 379.54 378.84 376.49 379.64 379.04 376.09 ...... 379.19

379.29 379.29

375.74    378.54

376.74    378.34 377.44 378.14 377.94 377.99

375.59

375.24

378.69 377.74 375.79 374.59 374.19

379.14    377.59 375.69 374.59 374.09 379.54 3 7.49 375.59 374.49 374.09 379.74 377.39 375.44 374.49 374.09 379.84 377.39 375.29(374.49 374.09 380.04 377.39 375.19 374.39 374.09

380.14    377.39 375.14 374.39 374.09 380.14 377.39 375.09 374.29 374.09 380.09 377.29 375.09 374.29 374.09 380.19 377.29 375.09,374.19 373.99 380.09 377.19 375.19 374.14 373.99

______ 380.09 377.19 375.24 37 .09 373.99

378.79    379.99 377.19 375.29 374.09 373.99 379.19 379.84 377.09(375.24 374.09 374.09 379.44 379.74 376.99(375.14 374.09 374.09 379.54 379.64 376.89¹375.09 374.29 374.09

379.74    379.44 376.79 374.99 374.39 374.19

379.79    379.39 376.69(374.89 374.39 374.19 379.79 379.39 376.59(374.79 374.39 374.19 379.79:379.24 376.49(374.69 374.29J374.19 379.69 379.04 376.49(374.69 374.29 374.19 379.69 378.94 376.49 374.69 374.29 374.29 379.54 378 74 376.39 374.74 374.29 374.29 379.34 378.64 376.39 374.79 374.29 374.39 379.14 378.44 3 6.29 374.79 374.19 374.39 378.94 378.29 376.29 374.79 374.19 374.39

378.74    378.14 376.19i374.69 374.19 374.39 378.59 378.04 376.09(374.69 374.19 374.39 378.49 377.94 375.99|374.69 374.19,374.29 378.49 377.89 375.89!374.69 374.19 374.29 ...... 377.89 ......374.69 374.19......

379.29

379.29

379.39

379.39

379.39

379.29

379.29

379.24

379.19

379.09

378.99

378.89

374.29    374.49

374.24 373.99 373.99 373.89 373.64 373.44

373.29 373.19 373.19 373.19

373.24 373.29 373.84 373.29 373.69 373.29 733.69

373.29    373.69 373.19 373.54 373.24 373.44 373.19 373.39 373.09 373.39 373.09 373.49 373.19 373.89 373.44 373.89 373.69 373.79 373.84 373.69 373.99 373.59 374.14 373.39

374.29    373.44

374.34 373.54 374.39 373.69 374.49 ......

373.54 374.54 373.39 374.59 373.29 374.59 373.19 374.59¹373.09 374.49 373.19 374.49(373.29 374.49 373.19 374.39,373.09 374.19 372.94 374.09 372.79 374.04 372.69

372.79 372.79 372.89 372.89 372.89 372.79 372.69 372.69

372.54 372.49 372.39 372.34 372.29 372.39 372.39 372.34 372.29 372.19 372.09

Seneca River at Mosquito Point Bridge, Port Byron, RT. Y.

A gage was establshed at Mosquito Point bridge on Seneca river by this Department, April 21, 1904. Beginning in 1907 a vertical gage attached to a post set in the reed beds at the left-hand side of the stream above the bridge has been used. The gage is divided decimally by burned marks and reads from zero to 9 feet. Readings are taken each morning by William Prettie. The gage is located 3 miles north of Port Byron and is just below the entrance of Owasco lake outlet to Seneca river.

Mean Daily Elevation of Water-surface (Barge Canal Datum) of Seneca River at Mosquito Point Bridge, Port Byron, N. Y.

10

12

13

14

15

L6

17

I'.'

20

21

22

23

24

25

:■

27

28

29

30

31

DAY.

1909.

Jan.

Feb.

Mar. ! April.

May. | June. July. Aug.

Sept.

Oct.

Nov.

Dec.

377.251376.05 380.55|380.15 379.55 378.35 376.45 375.25 375.15 377. 5 376.05 380.65 380.15 380.15 378.25:376.35 375.25 375.05 377.35 376.051380.55 380.25 380.55 378.151376.25 375.25 374.95 377.25 375.95 380.35 380.25 380.75 3 8.15 376.15 375.15 374.85 377.15 375.95 380.25 380.15 380.85 378.25 376.05 375.15 374.85 376.95 376.55 380.05 380.15 381.05 378.15 375.95 375.15 374.85 376.85 377.35 379.65 380.05 381.151378.05 375.85 375.05 374.85 376.85 377.75 379.45 379.95 381.15 378.05 375.85 375.05 374.85 ... 376.85 377.65 379.35 379.85 381.05 377.95 375.75 374.95 374.85 ... 376.85 377.45 379.35 379.85 381.05 377.95 375.75 374.95 374.95 .-...1376.75 377.15 379.65 379.75 381.05 377.95 375.75 374.85 374.95 . 376.85 376.85 380.05 379.65 380.95 377.85 375.85 37 . 85 374.85 . 376.85 376.85,380.151379.55 380.85 377.75 375.95!374.85 374.85 . 376.75 376.751380.15,379.95 380.751377.75 375.95 374.85 374.95 . 376.65 376.75 379.851380.35 380.65:377.65 375.85 374.95 375.05

376.75    376.75 379.85 380.55 380.55 377.55 375.75)3 5.35 375.05 376.85 376.55(379.75;380.65 380.35(377.55 375.65i3 5.25 374.95 376.95 376.55(379.55 380.75 380.25 377.45 375.55 3 5.05 374.95 377.05 376.45 379.35 380.75 380.15 377.35 375.55 3.5.05 374.95 377.05 376.85 379.25 380.65 380.05 377.25 375.45(3 4.95 375.05 376.95 377.85 379.15 380.55 379.95 377.15 375.35 374.95 375.05 376.85(378.55 378.95 380.45 379.85 377.15 375.35 3 4.95 375.15 37 '.55 379.05 378.85 380.35 379.65 377.05 375.45 3 4.85 375.15

377.451379.75    378.65 380.15 379.45 377.05 375.55 3 4.85 375.25 i377.05(380.25 378.85 379.85 379.25(376.95 375.55 3 4.95 375.15 377.35 380.45 379.35 379.75 379.05 376.95 375.45 3 4.95 375.15 377.35 380.35 379.75 379.45 378.85 376.85 375.45 374.95 375.05 376.95 380.45 379.85 379.35 378.75(376.75 375.35 3.4.95 375.05

¹376.75    ...... 380.05    379.25 378.65 376.65 375.35 3 4.95 374.95

376.35!...... 380.25    379.25 378.55 376.55 375.35 3 4.85 375.15

376.25......380.15    ...... 378.45...... 375.35 374.85 ......

375.05 374.95 374.25 374.95 374.95 374.25 374.85 374.95 374.25 374.85 374.95 374.25 374.75 374.95 374.25 374.75 374.95 374.15 374.65 375.05 374.15 374.65 375.05 374.15 374.65 374.95 374.15 374.55 374.95 374.25 374.55 374.95 374.25 374.85 374.75 374.25 374.85 374.65 374.25 374.85 374.65 374.45 374.85 374.55 374.45 374.75 374.55 374.35 374.55 38 . 55 374.25 374.55 374.55 374.25 374.55 374.65 374.15 374.45 374.65 374.15 374.45 374.85 374.15 374.75 374.65 374.05 374.85(374.65 374.05 374.75 374.55 374.05 374.65(374.45 374.05 374.75 374.35 374.05 374.85 374.35 373.95 374.85 374.35 373.95 374.85 374.35 373.95 374.85 374.35 373.85 374.85 ...... 373.85

iSeneca River at X. Y. (C. R. R. Bridge near Fox Ridge, Savannah P. O., X. lr.

This gage is located on the X. Y. C. railroad bridge crossing Seneca river and Montezuma marsh 114 miles west of Fox Ridge station. The gage was established by this Department, May 4, 1904. Readings are taken each morning by J. H. Rupert, engineer in the adjacent pumping station. The gage is located on the ties of the up-stream track at the left-hand side of the stream. A box-and-chain gage is used.

Mean Daily Elevation of Water-surface (Barge Canal Datum) of Seneca River at N. Y. C. R. R. Bridge near Fox Ridge Savannah P. O., N. Y.

DAY.

Jan. Feb. Mar. April. May. June, j July. Aug. | Sept. Oct. ! Nov. Dec.

1908.a

382    380

.TO

381

.60

10

11

380

12

13

14

15

16

17

18

16

20

21

22

380

60

23

21

25

2'1

27

380

2-

.60

HHHHHi-4iHrHr-HHrH(N)MNCOfOCOMfCCOCOWfO(NllM(NlClfN OO GO OO GO CO OO OO OO CO GO GO OO GO CC GO OO OO OO QO GO GO GO OC GO GO CO GO GO GO

cococococococccocococococococorococoeococococococorocococo

.30

60

30

380

.30

382.60

co :c ic ic 1C ic ic ic ic 1C 1C 1C 1C 1C 1C 12 1C i: ic ic i: ic ic ic ic ic ic co lo co

.10

.30

382

379

380

381

.30

382

.30

378

380

379

gs£g8gsgg88ggsasssasas888g'sgsss8a

cococococococococococococococococococococococococococococococo

84 377.54 377.84 378.04 377.44 64 377.74 377.74 377.94 377.64 441377.54 377.64 377.94 377.64

34¹377.64    377.64 377.94 377.64

54.377.64    377.54 377.84 377.54 54,377.64 377.54 377.94 377.34 44 377.64 377.64 378.04 377.34 54!377.54 377.64 378.04 377.34 44 377.54 377.64 377.94 377.64 34 377.64 377.74 377.94 377.54 24 377.64 377.74 377.94 377.54 34 377.64 377.64 377.84 377.44

377.54 377.64 377.S4 377.34 377.54 377.74 377.84 377.54 377.44 377.74 377.84 377.14 377.44 377.64 377.74 377.14 34 377.54 377.64!377.74 377.04 34 377.54 377.64 377.74i377.04 24 377.44 377.64 377.64¹377.04 24 377.44 377.64 377.54 377.14 14 377.44 377.74'377.54 377.14 14 377.44 377.84 377.54 377.54 04 377.54 377.94 377.54 377.44 94 377.54 377.94l377.54 377.34 84 377.64 377.94 377.54 377.24 84 377.64 378.04 377.44 377.24 74 377.74 378.14 377.34 377.24 74 377.84 378.24 377.34 377.04 64 377.94 378.34 377.24 377.24 64 377.84 378.24 377.34 377.04 377.14

34

0,4

378.14

a This table supersedes that appearing in State Engineer’s report for 1908, page 524, which is referred to incorrect gage datum.

Mean Daily Elevation of Water-surface (B irge Canal Datum) of Seneca River at N. Y. C. R. R. Bridge near Fox Ridge, Savannah P. O., N. Y.

DAY.

Jan.

Feb. Mar. April. May. June. July. Aug. Sept. Oct. Nov. Dec.

1909.

10

11

12

13

11

15

16

17

IN

16

21

22

26

21

25

26

27

28

29

376.94

377.04

377.14

377.44

377.44 377.34 377.24 377.14 377.14 377.34 377.34 377.24

377.24 377.14 377.14 377.14 377.04 377.04 377.14 377.14

377.14

377.34

377.74 378.84

379.34

379.24

379.14 378.84

378.44

378.74 378.84

cococococococococococococococococococococococococococo

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\ •oeococococococococococococococococococococococo'

XJOOOOOOOOOOOOOOOOQOOOOOOOOOOCGCOOOOOOOOOOOOOOQO

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WWWCOCOCOWCOWCOWW CO CO CO COCOCOCOCOCOCOCOCOCOCOCOCOCOCO QOQOOOOOOOOOOOOOQOQOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOCOCOOOQO H-H-l—‘tOl—‘tototototot—‘h-*l—*1—‘I—‘f—‘H- tototoi—‘H—

OOGOCOOMCOOi-NlOobbH-MtOMbbiMtOCO^Oia^ICOMtOh-OOOi 4*- 4* 4*- 4* 4*- 4- 4-- 4-_4^ 4*- 4- 4-*- 4*> 4*- 4*-

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gSggggggjggggggi&gigg'gsegggaEgigggsiggg

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4^^!-'4>-‘*<I^i£jS3COCOCOCOCOCOCOCOCOCOCOCOCOCOCOCOCOCOCOCOCOCOCO

Seneca River below West Mud Lock near Cayuga, 1ST. Y.

A gage was established by this Department, October 10, 1905 at West Mud Lock, which is at the junction of Seneca river, Cayuga lake and Cayuga and Seneca canal. A vertical painted gage, reading from zero to 6 feet, is nailed to the docking at the left-hand end of the towing-path bridge crossing Seneca river at the foot of the lake. Readings, are taken twice daily by A. Dumont.

Mean Daily Elevation of Water-surface (Barge Canal Datum) of Seneca River below West Mud Lock near Cayuga, N. Y.

■■

10

11

12

13

14

15

16

17

18

1"

2"

21

22

24

25

26

27

2! i

31

DAY.

1909.

Jan.

Feb. Mar. April. May. June. July. Aug. Sept. Oct. Nov. Dec.

381.36 381.26 383.76 383.56 383.86 383.36

1381.46    381.66 383.66 383.46 384.16 383.26 ;381.36 381.36 383.66 383.46384.36 383.26 381.36 381.36 383.56 383.56 384.46 383.16 381.36 381.36 383.56 383.661384.36 382.96

361.26    381.46 383.46 383.56 384.26 383.06 ,381.26 381.56 383.46 383.46 384.36 383.06

381.26    381.66 383.56 383.66 384.36 382.96 ,381.36 381.66 383.46 383.66|384.26 382.86 •381.46 381.56 383.66 383.76 384.36 382.96 381.30 381.56 383.76 383.861384.26 382.86 381.26 381.56 383.76 383.76'384.26 382.96 381.36 381.66 383.66 383.96 384.36 382.96 381.36 381.66 383.56 383.86,384.36 383.06 381.46'381.56 383.66 383.86 384.26 382.96 381.30 381.56 383.66 383.86 384.16 382.86 381.50 381.76 383.56 383.76 384.16 382.76

.46,381.86 383.46 383.76 384.06 382.66 ____36 382.16 383.36 383.86 384.00 382.56

381.26    382.46 383.26 383.66 383.96 382.56

381.36.382.46    383.36 383.66 384.06 382.46 381.40 382.76 383.26 383.76 383.96 382.56 381.36 382.86 383.16 383.66 383.86 382.46

1381.26    383.16 383.26 383.56 383.76 382.46 ¹381.26 383.36 383.16 383.66j 383.76 382.36 381.36 383.46 383.26 383.66 383.66 382.26 1381.361383.66 383.36 383.96 383.86 382.16

381.36    383.56 383.26 383.56 383.66 382.06

|381.46 ...... 383.361383.66 383.46 382.16

|381.36 ...... 383.461383.86 383.56 382.16

1381.36    ...... 383.46¹...... 383.46

381

381

COCCWWOOCOCOWCOCOCAaWCOCOCOCCCCWCOCOCOWWCOCOWWCCWCCM ‘Ml—‘I—*1—‘H-h-tOh-H-t—‘Ml—‘lOtOi-bObCIO

66

36

^H t-H t-H i-H t-H ^H i-H t—4 i-H t-H i-H t—4 t-H C4 04 04 —H t-H i—4 t-H i-H i-H i-H i-H t—4 i-H i-H i-H t-H i-H i-H

CO OO 00 00 CO GO 00 00 OO 00 00 OO 00 00 00 GO C© 00 QO 00 CO GO GO OO 00 CO CO CO 00 GO GO eococccocococococococococococococoeocococococococococococococo

CC0i0i05050i05^JC0MCC00«0G000OC0O'Y'05aTC5O5Ci0'.Oi®Cl0iaitt*' C3 05 05 c: 05 05 05 05 05 05 05 05 05 05 05 05 05 05 05 05 05 05 05 05 05 05 05 05 05 05 05

T—4 t-H ^H i-H ^H t-H ^H ^H t-H t—4 1—4 t-H t-H ^H —H i-H ^H

cooooooocooocooooooooooocooooooooooo

oorococ'Soococococoeococoeocoooeoooeo

.76

382.16

381.86

381.86

381.86

381.66

381.70

381.70

381.86

381.86

wwwwwwcowwwwcoccwoowwcccococccowcowcccowcoww

0r4nC04*-Cn050i4nCrt-v|C©Cn-8l05 05-<l',<lO'>"C0c0«<I»4-<I«<|-<I*<I*O*<I*<I^r H-056-05^H‘CiOU-‘H-C:H‘h-C;0505C5H‘f-H-02^8iail-*003C505ai05

t—4 t—4 i-H ^H ^H t-H ^H ^H ^H i—H i-H i-H i—H i—H t-H i-H i-H t—4 ^H ^H i-H ^H i—4 t-H i-H ^H t—H ^H i—4

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cocococococococococococococococococococococococococococococo

•    t— © tO I—‘ I—‘ © © CO OO *— CO CO l— tO CO tO CO rfn CO rf*- © rfn 05 Cn CO tO CO Cn

•    OSI-MOOiaMOMOOOMMMOi 05 05*—I— 05H-05H- 05 05 05 *-* 05 05

COWCOOiCOCOWCOWWWOJWCAJOJCOCCWCCWCOlWWCCCCWCOCOlWWW M*©00©0©0©0©©00*—I— I— *—*—Ol—*— ©►— M*l—‘M**—‘1—t-^M»

OCOCOCOCOOcOCOOCOtOtOOOOOOOHtOOO-JOOiOHOOHM *—05 05 05 05*—05 05 05 05 05 05 05 05*—*— 05 05 05 05 05 05 05 05 05 05 05 05*—*—

a No record.

Seneca River above West Mud Lock near Cayuga, IN’. Y.

A gage was established above West Mud Lock near the foot of Cayuga lake in August, 1909, by L. S. Hulburd for this Department. A gaging station is also maintained below West Mud Lock and readings of both gages are taken twice each day by the same observer, A. Dumont. The gage below West Mud Lock shows the water-level in Cayuga lake. The gage above West Mud Lock shows the water-level in the Seneca river, or Cayuga and Seneca

canal, at the east, or down-stream, end of the level extending from the lower lock at Seneca Falls to West Mud Lock. The gage consists of a 2-foot enameled steel section, reading to feet and hundredths and is attached vertically to the timber docking of the lock approach at the right-hand side of the canal just above West Mud Lock. The zero mark of the gage is at elevation 384.73, Barge canal datum.

Mean Daily Elevation of Water-surface (Barge Canal Datum) of Seneca River above West Mud Lock near Cayuga, N. Y.

10

11

12

13 .

14

15

16

17

18

19

20

21.

22

24 ... .

25

26

27

28 ... .

30

31

DAY.

1909

Aug. Sept. Oct.

Nov.

Dec.

385.68    385.91    386.35

385.63    385.98    368.38

385.53    385.91    386.38

385.58    386.08    386.35

385.63    386.18    386.33

385.58    385.98    386.28

385.58    385.98    386.13

385.63    385.95    386.38

385.63    386.03    386.38

385.63    385.88    386.51

385.58    385.95    386.43

385.53    386.18    386.45

385.58    386.15    386.31

385.58    386.21    386.15

385.63    386.23    386.35

385.53    386.23    386.38

385.58    386.01    386.21

385.63    386.21    386.11

386.11    386.11

386.31    386.11

386.41    385.91

385.91    386.38    386.03

386.11    386.25    386.11

385.88    386.15    386.05

386.03    386.35    385.98

386.31    386.41    385.95

385.98    386.35    386.18

385.95    386.25    385.81

385.93    386.31    386.18

386.23    386.35    386.03

....... 386.23    ......

386.11 385.98 386.05 386.03 385.81 385.98 386.05 386.15 386.13 386.01 386.05 385.81 386.01 386.15 386.11 386.13 386.08 386.C8 385.88 385.95 386.03 385.98 386.03 386.08 385.73 385.73 385.95 386.08 386.05 385.75 386.20

a No record.

Cayuga Lake at Ithaca, jST. Y.

A gaging station was established by E. C. Murphy for the United States Geological Survey at the head of Cayuga lake, at Ithaca, August 6, 1905. A vertical gage board was used and was fastened to the wall of the breakwater about 150 feet from, the lighthouse. This gage was maintained by the United States Geological Survey in cooperation with this Department, preceding 1909. During the year 1909 it was taken over by this Department and arrangements made to secure a continuous record and to have readings made daily.

The zero mark of the gage here used is determined from the United States Geological Survey datum and may differ slightly from Barge canal datum.

The record as far obtained during 1909 is given in the accompanying table.

Mean Daily Elevation of Water-surface (Barge Canal Datum) of Cayuga Lake at Lighthouse

near Ithaca, N. Y.

DAY.

April.

May.

June

Oct.

Nov.

Dec.

1909.

384.22 384.12 384.22 384.12 384.12 384.22 384.12 384.02 383.92 384.12 383.82 383.72

384.22 384.52

084.72 384.92 384.82 384.72 384.52 384.42 384.32 384.12 384.22 384.42 384.32 384.32 384.22    383.72

384.32 384.32 384.12 384.22 384.12 384.22 384.22 384.12 384.22 384.12 384.12 384.22 384.22 384.32 384.22 384.22 384.12 384.22

383.72 383.62 383.52 383.72 383.72 383.52 383.52

382.05 382.05 382.05 381.95 381.95 381.95 381.95 381.95 381.95 381.95 381.90 381.90 381.90 381.90 381.85 381.80 381.85 381.85 381.80 381.80 381.85 381.85 381.80 381.80

381.75 381.70 381.65 381.65 381.75 381.75 381.70 381.65 381.65 381.65 381.60 381.55 381.55 381.50 381.50 381.50 381.50 381.55 381.50 381.45 381.40 381.35 381.45 381.50 381.50 381.50 381.45 381.40 381.45 381.45

381.40 381.45 381.40 381.45 381.40 381.40 381.35 381.40 381.40 381.40 381.40 381.35 381.35 381.35 381.35 381.35 381.35 381.35 381.35 381.35 381.35 381.35 381.35 381.35 381.35 381.40 381.35 381.35 381.35 381.40 381.35

Seneca River below Lock Xo. 7 at Seneca Falls, X. Y.

A gage was established on Seneca river below the lower lock at Seneca Falls, August 7, 1909, by L. S. Hulburd for this Department. The gage consists of a 5-foot enameled steel section mounted on a % x 10-inch hardwood plank, spiked to timber docking at the down-stream end of the lower approach to the lock. The zero mark of the gage is at elevation 384.62, Barge canal datum. Readings are taken twice each day by Daniel Havens, by whom a record of the operation of the lock above the gage is also kept.

Mean Daily Elevation of Water-surface (Barge Canal Datum) of Seneca River below Lock No. 7 at Seneca Falls, N. Y.

DAY.

Oct.

Aug.

Sept.

Nov.

Dec.

10

11

12

I:;

14

15

16

17

18

19

20

21

22

23

24

25

26

27

29

30

31

1909.

387.12

386.59

386.82

387.07

387.12

387.12

387.12

387.02

386.97

387.02

386.66 386.77 386.87 386.87 386.92 386.97 386.77 386.72 386.82 386.72

386.72 386.82 386.67 386.62 386.62 386.72 386.82 386.77 386.72 386.62 386.52 386.77 386.82 386.62 386.77 386.82 386.77 386.57 386.62 387.22 386.67 386.77 386.87 386.72 386.62 386.82 386.82 386.77 386.92

380.72 386.77 386.62 386.77 386.67

386.72 386.62 386.62 386.62 386.62 386.67 386.87 386.97 386.87 386.82

386.82 386.72

386.82 386.92 386.87 387.02 386.97 386.87 386.77 386.92 386.97 386.87

386.82 386.77 386.87 386.72

386.87

386.82

386.82

386.87

386.82

386.77

386.67

386.77

386.82

386.87

386.87

386.87

386.77

386.72

386.82

386.82

386.67

386.52

386.52

386.52

386.32

386.52

386.42

386.42

386.22

386.37

386.42

386.22 |

386.22 |

386.52 |

386.47 386.17 386.42 386.52 386.22 386.42 386.37 386.57 386.52 386.47 386.42 386.22 386.22 386.42 386.52 386.52 386.37 386.42 386.12 386.22 386.37 386.22 386.37 386.32 385.97 385.92 386.17 386.27 386.22 386.17 385.92

Seneca River below Lock USTo. 6 at Seneca Falls, N. Y.

The gage was established on Seneca river below Seneca Falls on November 16, 1909, by L. S. Hulburd for this Department. The gage consists of a 2-foot enameled steel section mounted on a % x 10-inch hardwood plank, spiked to the timber docking at the down-stream end of the lower approach to the lock. The zero mark of this gage is at elevation 391.62, Barge canal datum. Readings are taken twice each day by Daniel Havens.

Mean Daily Elevation of Water-surface of Seneca River below Lock No. 6 at Seneca Falls, N Y

10

11

12

13

14

15

16

17

18

19

20

21

22

23

24

25

26

27

29

30

31

DAY.

1909.

Nov.

Dec.

392.36

392.37 392.26 392.30 392.20 392.12 392.22 392.20 392.22 392.17 392.20 392.14 392.12 392.24 392.26

392.24

392.24

392.25 392.28 392.12

392.26

392.23

392.24

392.26 392.24 392.21 392.12 392.21

392.27 392.26

392.28 392.26

392.21 392.10

392.22 392.14 392.04 392.06 392.08 391.86 391.85 392.10 392.08 392.04 392.06 392.08

Seneca River above Seneca Falls, R. Y.

This

A gage was established on Seneca river above the locks at Seneca Falls, August 6, 1909, by L. S. Hulburd for this Department. The gage is located in a dock slip a short distance above the up-stream end of the river wall, or long weir at Seneca Falls. It therefore shows the water-level in the river above the first diversion for canal or water power uses at this point. The gage consists of one 5-foot steel section, reading in feet and tenths, and one 2-foot section, reading in feet and hundredths, was attached vertically to a hardwood plank and spiked to sheeting at the end of the slip. Current-meter measurements have been made at the highway bridge crossing the river a short distance up-stream from the gage. The conditions however, are not, such that a continuous record of the discharge can be obtained. The stage of the stream does not bear a constant relation to the amount of discharge, partly on account of the growth of aquatic foundation in the stream channel, but chiefly on account of leakage in the river wall or spillway and the drawing

down of the water-level in the pond below the river wall. Owing to the varying amount of leakage taking place under these conditions, the flow of the stream varies even though the stage may remain approximately constant. The results of current-meter measurements which have been made are shown in the accompanying tables.

Mean Daily Elevation of Water-surface (Barge Canal Datum) of Seneca River above Ser.eca

Falls. N. Y.

DAY.

Aug.

Sept.

1909.

429.80

429.80

429.80

429.90 429.92

429.80

429.80 429.45 ! 428.64

429.75 ! 429.80 s 429.90 1 429.80 i 429.80 | 429.80

429.80

429.80 I 429.80 | 429.80 i 429.80

429.80 i 429.77

429.80

429.75 : 429.80 i 429.80 ! 429.80

429.80

429.80

429.80

429.80

429.80

429.75

429.80 429.70

429.75

429.80 429.70

429.80

429.80

429.80

429.80

429.85

429.80

429.85

429.85

429.80

429.80

429.80

429.80

429.80

429.80

429.80

a No record.

Current-meter Discharge Measurements of Seneca River at Seneca Falls, N. Y.

DATE.

Hydrographer.

Gage Area of Mean height, i section. \ velocity.! charge.

Dis-

Remarks.

1909. Aug. 5.. Aug. 6. . Aug. 6. . Sept. 9. . Sept. 28.. Nov. 29. .

Ciark and Angus . . Clark and Angus . . Clark and Angus . . Clark and Robbins.

A. T. Clark.......

A. T. Clark.......

Feet.

2.60

2.60

2.65

2.50

2.50

2.60

Square

feet.

720

893

891

924

868

866

Ft. per second. 0.603 0.489 0.444 0.343 0.409 0.384

Second-

feet.

434

437

376

317

355

333

High bridge. Kingdom bridge. Kingdom bridge. Kingdom bridge. Kingdom bridge. Kingdom bridge.

Seneca River below Waterloo, X. Y.

A gage was established on (Seneca river below the locks at Waterloo, August 11, 1909, by L. S. Ilulburd for this Department. The gage, consisting of a 5-foot enameled steel scale divided to feet and tenths, is attached to the canal side of the first pier from the down-stream end of the tow-path bridge crossing the east, or lower branch of the river. The gage is read twice each day by Geo. W. Graves. The elevation of the zero mark of the gage is 428.49, Barge canal datum.

Mean Daily Elevation of Water-surface (Barge Canal Datum) of Seneca River below

Waterloo, TV. F.

DAY.

Oct.

Aug.

Sept.

Nov.

Dec.

1909.

10

11

12

13

14

15. .

16

17

18

19

20

21

22

23

24

25

26

27

28

29

30 .

31

429.64 430.24 430.39 430.39 430.19 430.39 430.34 430.39 430.39 430.44 430.49 430.39 I 430.39 430.49 430.44 430.59 430.54 430.39 430.54 430.49 430.44

! 430.49 i 430.54 ! 430.59 | 430.54 I 430.44 430.49 430.59 430.54 j 430.54 j 430.54 I 430.54 430.44 I 430.49 I 430.44 I 430.39 430.44 430.44 430.44 430.49 430.54 430.54 430.59 430.44 430.54 430.54 430.39 430.49 430.59 430.54 430.54

430.49 430.49 430.39 430.49 430.54 430.39 430.39 430.39 430.39 430.34 430.39 430.34 430.44 430.39 430.39 430.39 430.24 430.39 430.34 430.39 430.39 430.39 430.34 430.19 430.29 430.34 430.24 430.24 430.29 430.39 430.09

430.29

430.29

430.29

430.24

430.24

430.29

430.14

430.14

430.24

430.24

430.24

430.14

430.24

429.99

.430.09 i

430.14 ;

430.09 !

430.14 !

430.14

430.14

429.89

430.09

430.09

430.04

429.94

429.99

430.04

429.69

430.04

429.99

429.99 430.04 430.04 430.04 429.69 429.99 429.99 430.04 429.99 429.94 429.94 429.59 429.79 429.94 429.94 429.94 429.84 429.84 429.59 429.79 429.84 429.89 429.84 429.84 429.64 429.49 429.74 429.84 429.84 429.74 429.74

Seneca River above Waterloo, A. Y.

A gage was establised above Lock Xo. 1 at Waterloo, August 11, 1909, bv L. S. Ilulburd for this Department. The gage consists of a 5-foot enameled steel section, reading to feet and tenths, and is mounted on a hardwood plank secured to the right-hand side of the timber work dividing the navigation canal from the water-power head-race. The gage is read twice each day by Geo. W. Graves. The elevation of the zero mark of the gage is. 413.577.

1909.

10

11

12

13

14

15

16

17

18

19

Jo

21

22

24

26

27

28

29

31

444.98 445.03 444.73 444.63 445.03 444.93 444.63 444.63 444.63 444.58 444.53 444.68 444.68 444.53 444.53 444.38 444.33 444.53 444.53 444.38 444.43

444.43 444.33 444.18 444.23 444.43 444.33 444.08 444.03 444.08 444.13 444.13 444.48 444.38 444.18 444.73 444.38 444.28 444.08 444.23 444.28 444.23 444.23 444.23 444.23 444.23 444.38 444.23 444.03 444.33 444.23

444.23 444.28 444.33 444.18 444.18 444.23 444.33 444.28 444.48 444.48 444.38 444.33 444.23 444.43 444.38 444.33 444.68 444.38 444.23 444.18 444.23 444.28 444.43 444.63 444.43 444.23 444.58 444.53 444.38 444.28 444.68

444.43

444.38

444.43

444.43

444.28

444.33

444.73

444.53

444.33

444.38

444.38

444.48

444.33

444.63 |

444.53

444.28

444.48

444.38

444.33

444.28 I

444.58 >

444.28 !

444.28

444.13 |

444.58

444.43

444.33

444.78

444.28

444.23

444.23 444.28 444.18 444.18 444.68 444.23 444.18 444.18 444.13 444.23 444.08 444.48 444.33 444.18 444.08 444.13 444.23 444.13 444.58 444.23 444.08 444.13 444.13 444.03 444.43 444.48 444.03 444.18 444.08 444.13 444.13

DAY.

Aug. | Sept.

Oct.

Nov.

Dec.

Seneca River below Regulation Works near Geneva, K. Y.

A gaging station was established on August 2, 1909, by L. S. Hulburd for this Department, on Seneca river just below the foot of Seneca lake and also below the Stoney gates constructed by the State to regulate the lake-level. The gage consists of a 5-foot enameled steel section mounted vertically on a hardwood plank and secured to the piling on the right-hand approach to the lock near the down-stream end. The datum of the gage is at elevation 446.04 and readings are taken twice each day by Wm. Van Kirk.

Mean Daily Elevation of Water-surface (Barge Canal Datum) of Seneca River below Regulation Works near Geneva, N. Y.

DAY.

Oct.

Aug.

Sept.

Nov.

Dec.

10

11

12

13

14

15

16

17

IS

19

20

21

22

23

24

25

26

27

28

20

311

31

1909.

446.79 446.69 446.79 446.79 446.79 446.69 446.69 446.69 446.64 446.69 446.69 446.74 446.69 446.69 446.69 446.59 446.59 446.59 446.59 446.69 446.89 ! 446.59 447.09 ! 446.59 446.89    446.59

446.99    446.49

446.99    446.59

446.89 | 446.49 446.89 i 446.49 446.89 I 446.49 446.89 I 446.49 446.79 I 446.49 446.89

447.04 446.99 446.99 447.04 447.04 446.94 446.94 446.94 446.89 446.94 447.04 447.04 I 446.99 446.99 446.99 446.99

446.49 446.39 446.39 446.39 446.39 446.39 446.39 446.29 446.29 446.29 446.29 446.29 446.29 446.39 446.19 446.19 446.19 446.09 446.09 446.09 445.99 445.94 445.99 445.99

445.99

345.99

445.99 445.99 445.89

i 445.79 445.79

445.79 445.79 445.79 445.79 445.69 445.69 445.79 445.79 445.69 445.69 445.79 445.79 445.69 445.69 445.69 445.59 445.59 445.59 445.59 445.59 445.59 445.59 445.49 445.49 445.39 445.39 445.39 445.59 445.59 445.34

445.34 445.34 445.34 445.34 445.34 445.44 445.44 445.34 445.44 445.34 445.24 445.24 445.34 445.34 445.34 445.24 445.24 445.24 445.24 445.24 445.24 445.14 445.14 445.14 445.14 445.14 445.14 444.94 444.94 444.94 444.94

Seneca River above, Regulation Works near Geneva, K. Y.

The gage was established August 2, 1909, by L. S. Ilulburd for this Department at the foot of Seneca lake as described below. The gage is attached to the north side of a timber crib forming part of the lock approach, about 50 feet up-stream from the guard-lock and a like distance up-stream from the Stoney gates constructed to regulate the lake-level. This gate shows substantially the water-level in Seneca lake. It consists of a 5-foot enameled steel section mounted on a hardwood plank.’ The gage reads from zero to 5 feet by tenths and the zero mark is at elevation 445.94, Barge canal datum. Readings are taken twice each day by Vm. Van Kirk.

Mean Daily Elevation of Water-surface (Barge Canal Datum) of Seneca Lake above Regulation Works near Geneva, N. Y.

DAY.

Oct.

Aug.

Sept.

Nov.

Dec.

10

11

12

13

14

15

16

17

18

19

20

21

22

23

24

25

26

27

28

29

30

31

1909.

447.04 446.99 446.99 447.04 447.04 446.94 446.84 446.94 446.89 446.94 447.04 447.04 446.89 446.89 446.89 446.89 446.79 446.99 446.79 446.89 446.89 446.79 446.79 446.79-446.79 446.69 446.79

446.69 446.59 446.69 446.69 446.69 446.59 446.59 446.59 446.54 446.59 446.59 446.54 446.59 446.59 446.59 446.49 446.49 446.49 446.49 446.59 446.49 446.49 446.49 446.39 446.49 446.39 446.39 446.39 446.39 446.39

446.39 446.29 446.29 446.29 446.29 446.29 446.29 446.19 446.19 446.19 446.19 446.19 446.19 446.29 446.09 446.09 446.09 445.99 445.99 445.99 445.99 445.99 445.89 445.89 445.89 445.89 445.89 445.89 445.79 445.69 445.69

445.69 445.69 445.69 445.69 445.59 445.59 445.69 445.69 445.59 445.59 445.69 445.69 445.59 445.59 445.59 445.49 445.49 445.49 445.49 445.49 445.49 445.49 445.39 445.39 445.29 445.29 445.29 445.49 445.49 445.24

445.24 445.24 445.24 445.24 445.34 445.34 445.24 445.34 445.24 445.24 445.14 445.14 445.24 445.24 445.24 445.14 445.14 445.14 445.14 445.14 445.14 445.04 445.04 445.04 445.04 445.04 445.04 444.94 444.94 444.94 444.94

CLYDE RIVER AVD GAYARGUA CREEK.

Description.

Clyde river joins Seneca river in the Montezuma marsh near the foot of Cayuga lake. Clyde river is formed by the' junction of Canandaigua outlet and Ganargua creek, at Lyons. Its total length is about 20 miles and the greater portion of its course lies through a broad, marshy valley. Ganargua creek proper rises near Victor. Its course is northeasterly to Macedon. It then flows easterly, winding broadly through the system of duplicate valleys extending easterly from Macedon. The principal tributary of Ganargua creek is Mud creek, which rises in the hilly region near the head of Canandaigua lake and flows northward about 20 miles, entering Canargna creek at Victor. Ganargua creek is often called Mud creek throughout its course to Lyons. The valley through which it flows is, however, called Ganargua valley. The tributary drainage is of the characteristic glacial kame type and the tributaries are rather sparse, flowing oftentimes first north and then south between elongated hills, until they find their way to Canargua creek.

Clyde Biyee at Clyde, 1ST. Y.

A gage was established at Sodus street bridge in the village of Clyde, October 20, 1905, by E. V. B. Payne, of this Department. A gage of the box-and-chain type is used. The scale is divided decimally from zero to 8 feet. The elevation of water-surface, when the gage reads zero, is 380.00. The chain length is 22.09. The gage is located on the down-stream side of the central span of the bridge. The bridge has a total length between abutments of 174 feet. It is subdivided into 5-foot sections on the down-stream side for current-meter measurements, the initial point being the fact of the right-hand abutment. Beadings are taken each day by

J. F. Wickham.

Mean Daily Elevation of Water-surface (Barge Canal D itum) of Clyde River at Clyde, N. Y

DAY.

Jan. I Feb.

Mar. j April, j May.

June.

July.

A g.

Pept. I Oct.

Nov.

Dec.

1909.

4......

10

11

12

13

14

15

Hi

17

18

19

20

21

22

23

74

27

28

. i382.00 382.30 . .1381.9C 382.20 1381 10 382.10 381 10 381.90

381.60

382.10

384.10

383.40

382.60

382.10 381.90 381.80 381.80 381.80

381.90 382.30 381.80

381.60

381.50 382.00

384.10

384.10 ,384.80

386.10

388.40

388.90 388.70

387.50

30

■I

1381.00 : 381.00 381.00 |381.00 1381.50 ,1381.30 1381.40 1381.50 1381.50

1381.40 i381.30 1381.60 1381.50 1381.50

381.40

1381.40 381.30

381.30 j381.90

383.30

383.60 382.70 382.10 381.80 382.20

382.60 382.60

385.10 384.90 384.801386.00 381.90 381.85 381.80 382.05 382.05 382.00 381.85 381.75 381.70 381.75 381.85

384.80    381.70

384.40    381.65 384.20 381.55

385.90 384.60 381.55 385.60 384.90 381.50 385.10 384.60 381.45

384.10    381.35 384.00 383.70 381.35 383.80 383.60 381.35 383.70 383.20 381.35

383.10    381.35 383.00 381.35

382.80    381.25 382.60 381.25 382.50 381.28 382.50 381.45

382.40    381.45

382.30 381.45 382.30 ......

386.10 384.90

384.30    384.30'387.40 383.80 383.90,387.10 383.60 383.70 386.40

383.40    383.60 386.10

383.30    383.50 385.80 383.20 383.30 385.60

383.20    383.10 385.50

383.80    382.90 385.30

385.30    383.10 385.30

385.40    382.00 385.30 385.00 382.00

384.20    383.70

383.60    385.30

383.50

383.10

382.50

382.80    384.70

382.60

382.40

382.20

382.20    383.40

382.10    383.00 382.60 382.90

384.30    382.30

384.50    382.70

384.80    382.70

385.30    382.70

385.40    382.30

385.20 ......

381.35 381.45 381.38 381.45 381.35 381.45 381.35 381.45 381.45 381.55 381.15 381.55 381.35 381.55 381.15 381.50 381.25 381.45 381.35 381.45 381.25 381.40 381.55 381.50 381.60 381.45 381.45 381.45 381.45 381.45 381.45 381.55 381.45 381.65 381.45 381.80 381.55 381.65 381.55 381.65

381.54    381.65 381.45 381.65

381.55    381.55 381.55 381.55 381.55 381.65 381.45 381.70 381.55 381.70 381.55 381.65 381.55 381.55 381.55 381.55 381.45 381.55

: gsgsgggsggggssggsggsgsgggggggggggggg : aaa£aaaaag8ag;&ga8sasa&afeaasaas

ggggggsggggggggggggggggggggggigsggsg

g£ssgsasgggag££aas:aaaag&&g£&&aaa

381.12

381.12

381.12 381.20

381.13 381.30 381.25 381.20 381.15

381.17 381.15 381.10 380.95 381.10

381.12 381.20 381.20

381.13 381.13 381.15

381.12 381.20 381.00 381.10 381.10

381.13 381.15

381.18 381.20 381.20 381.20

a Record missing.

Current-meter Discharge Measurements of Clyde River at Clyde, N. Y.

DATE.

Hydrographer.

Gage

height.

Area of Mean section, velocity.

Dis

charge.

1909.

April 14. . May 12. .

J. P. Newton., A. R. Patchke

Feet.

3.92 5.30

Square

feet.

676

Ft. per second. 2.25 2.37

Second-

feet.

1,522

2,042

Clytde River at Lyons, 1ST. Y.

A gage was established at Geneva street bridge in the village of Lyons, September 25, 1905, by this Department, The gage is of the weight-and-box type and is attached to the down-stream side of the bridge on the right-hand span. The gage is divided decimally from zero to 14 feet. The elevation of the water-surface, when the gage reads zero, equals 390.00. Standard chain length 18.72. Readings are taken at 1 p. m. each day by men from the Barge canal office at Lyons. The gage is located below the inflow of Canandaigua outlet. The down-stream side of the bridge is subdivided at 5-foot intervals for current-meter measurements, the initial point being the face of the left-hand abutment.

Mean Daily Elevation Water-surface (Barge Canal Datum) of Clyde River at Lyons, N. Y

7.:

in

11

14

15

16

17

18

19

20

21

22

24

27

28

DAY

1909.

. Jan.

Feb.

Mar. April.

May. June. I July. Aug. Sept.

Oct.

Nov.

Dec.

II

cgcgcgcgcgcgcgcgcgcgc^wwcg^co^^c^cgcgcgcgcg

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KlCXlOCDOi^WWMh-MMtOlOtOtCltCtO

gg£Sg;SS8S8Sg8gSgggg88885S88S

C4 CO CO CO CO CO CO

395.00

393.50 393.10

392.80 392.60

392.40

392.70 393.00 393.00

394.70

396.40

394.80

394.30

393.80

393.20

392.80

392.50

392.30

392.20 392.20 392.20 392.20 392.20

392.20

393.30

393.80

394.20

395.20

396.20 395.90

395.50

395.00

394.50

394.10

394.50

394.30

394.10

393.90

394.20 394.40

394.80 394.00 393.00

394.40

395.80

397.10 396.00

394.90

394.50

393.90

393.40

393.50

393.20

392.90 392.60

392.50

392.30

392.10 392.50 393.20

393.80

8gSSSS88a88S8S88agga888888fe8fe88

• Cg Cg Cg CO 00 Cg Cg Cg Cg Cg Cg Cg Cg Cg Cg Cg Cg Cg Cg Cg Cg Cg Cg Cg Cg Cg Cg Cg Cg Cg

S88SS8SS85S888S8g3ggg8888S838S

Sgg3gg8gS888888S888gggg88gggggg

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8S83838SS88S8$g3g88S888g88ggS8

391.5C 391.50 391.60 391.60 391.60 391.60 391.60 391.60 391.40 391.30 391.40 391.90 391.60 391.40 391.50 391.40 391.20 391.90 391.80 391.40 391.50 391.70

391.60 390.80 391.50 390.80 391.30 390.90 391.60 391.10 390.60 391.30 391.00 390.50 391.50 391.00 390.90 391.10 391.00 390.90 391.20 390.95 390.70 391.20!...... 390.60

391.30|390.90 391.20 391.00 391.00 391.10 391.10 391.00 391.20 390.70 391.30 390.70 391.30 391.30 391.30 391.00 391.10 390.90 391.20 390.80 391.10 391.10 391.10 391.20 391.20 391.30

391.10    391.30 390.90 391.40 391.00 391.30

392.10    391.00 391.40 390.80 391.30 390.90 391.40 390.80 391.50 390.90 391.30 391.00

390.40 390.70 390.70

Current-meter Discharge Measurements of Clyde River at Lyons, N. Y.

DATE.

Hydrographer.

Gage

height.

Area of section.

Mean

velocity.

Dis

charge.

1909.

April 12. . May 11..

J. P. Newton. A. R. Patchke

Square

feet.

Feet.

2.90    413

5.18 !    817

Ft. per second. 1.62 1.83

Second-

feet.

668

1,494

Ganargua Creek north of Newark, NT. Y.

A gaging station was established on the highway bridge D/h miles up-stream from Newark railroad station, November 29, 1905, by James Kelly, for the Department. A box-and-chain gage, reading from zero to 13.9 feet, is attached to the down-stream side of the bridge. The elevation of water-surface, when the gage reads zero, is 406.00; chain length 15.02. Current-meter measurements were formerly made at this bridge. The bridge is located at a bend in the stream and the banks are overflowed during high water. Headings are taken about noon each day by Wm. J. Swartz. A bench-mark located on the west wing wall of Peck’s highway bridge crossing the Erie canal 1.9 miles west of Newark consists of a chiseled square, the elevation of which is 449.767.

Mean Daily Elevation of Water-surface (Barge Canal Datum) of Ganargua Creek north of

Newark, N. Y.

Jan.

DAY.

10

11

12

13

14

15

17

18

19

21

22

23

24

25

26

27

28

29

30

1909.

407.8

407.8

407.9 407.9 408.0

408.1

408.2 408.4 408.4

408.3

418.2

408.2 408.1 408.1 408.0 408.0 408.0 407.9 407.9 407.8 407.8

407.8

407.9 408.8 410.0 409.6! 409.2| 408.71 408.6 408.5 4ns si

408.4

408.4

408.4

408.2

408.1

408.2

408.3

408.7

409.4

414.7

415.4

414.5 413.2 412.0

lO G005®000500t^05C<l05GOrH

409.9 412.3 409.8 412.81 409.7 412.4 409.6 411.4 409.6 411.0 409.6 411.6 409.5 411.5

409.5    411.3

409.6    411.0

409.7    410.8 'OLS 410.6

410.2    410.5 410.6 410.3 412.0 410.2 412.4 410.2

408.1 407.6

408.1    407.6 408.0 407.5

408.2    407.4 408.2 407.4 408.1 407.5

408.1    407.5

408.2    407.4 408.2 407.4 408.2 407.3 408.1 407.3 408.1 407.5 408.0 407.7 408.1: 407.8 408.01 407.7 408.0! 407.6 418.0; 407.6 408.ll 407.7 408.0; 407.7 407.9j 407.9; 407.6 407.8 407

407.8    407

407.9    407 407.8 407 407.7 407 407.8; 407 407.7! 407 407.7i 407.6 407.6! 407.7 ......: 407.7

407.6

ZO t>- !>• CD CD I>-

407.9 407.2 407.5 407.6 407.5 407.9 407.2 407.6 407.6 407.5 407.8 407.3 407.5 407.7 407.6 407.8 407.4 407.6; 407.6 407.6

407.3    407.3 407.6; 407.8 407.5 407.7 407.3 407.7 408.0 407.5

407.6    407.2 407.7 408.1 407.4

407.4    407.2 407.8 408.0 407.5 407.2| 407.1 407.9; 408.0 407.5 406.9; 407.1 408.0! 408.1 407.4

406.7    '07.0 408.0; 408.1 407.4 406.5i 407.2 408.0, 408.1 407.5 406.4; 407.2 408.1 408.3 407.5 406.3! 407.3 408.2 402.2 407.6 407.0 407.4 408.3 408.0 407.6

407.5    407.4 408.5 408.2 407.7 408.0 407.6 408.6 408.2 407.8

408.5    407.6 408.5 408.3 407.7

408.8    407.6 408.3 408.3 407.8

408.6    407.7 408.1 408.5 407.8 .4 407.7 407.8 408.0 407.8

407.7 407.7 408.3 407.7 407.6 407.5 408.4 407.7 407.6 407.7 408.6 407.7

407.4    407.8 408.4 407.8

407.5    407.8 408.31 407.9

407.4    407.7 408.0 407.8

407.5    407.6 407.8 407.7

407.6    407.7 407.S 407.7

407.5 407.6 407.6 407.6 ...... 407.5 ...... 407.6

CjJUi.lOco'otOCn-siOtO

Ganargua Creek near Palmyra, IN. Y.

A gaging station was established at Harrison’s mill between Palmyra and East Palmyra for this Department in 1907. The dam is of timber and lias main crest of.44.2 feet in length obstructed by two piers and in addition a wing spillway 31.1 feet in length. The elevation of the water-surface deduced from the daily reading taken above the dam is shown in the accompanying table.

Mean Daily Elevation of Water-surface (Barge Canal Datum) of Ganargua Creek near

Palmyra, N. Y.

DAY.

Jan.

Feb. Mar. April. May. June. July. Aug. Sept. Oct. Nov. Dec.

422.23 422.83 423.33 424.03 422.28 421.53 421.73 421.73 421.73

422.23    422.73 423.28 425.23 422.13 421.63 421.58 421.58 421.68 422.18 422.93 423.13 423.83 422.03 421.78 421.53 421.13 421.68 422.18 422.73 422.93 423.43 422.18 421.63 421.48 421.88 421.63 422.28 422.43 422.93 423.23 422.23 421.63 421.43 421.58 421.78

423.68 422.63 422.83 423.23 422.23 421.58 421.78 421.83 421.83

423.23    422.93 423.03 423.58 422.28 421.48 421.68 421.58 421.93 422.98 422.68 422.93 423.33 422.08 421.73 421.48 421.73 421.53

422.68    422.93 422.68 423.08 422.13 422.28 421.63 421.78 421.63

422.63    424.03 422.63 423.13 422.23 421.83 421.73 421.23 421.73 422.43 423.83 422.78 423.33 422.33 422.03 421.53 421.13 421.83 422.38 423.48 422.63 423.13 422.28 422.03 421.48 421.23 421.83

422.43    423.43 422.53 422.93 422.23 421.93 421.43 421.03 421.98 422.33 422.88 424.43 422.83 422.23 421.93 419.63 421.83 421.98 422.33 422.88 424.03 422.88 422.18(422.03 420.78(421.73 421.93

422.23    422.83 423.43 423.48 422.18 422.13 420.93 421.83 421.98 422.13 422.53 423.33 423.23 421.93 422.03 422.03 421.78 421.98 422.08 422.73 423.13 423.08 421.93 421.93 421.93(421.73 421.83 422.08 422.63 423.08 622.88 421.93 421.98 421.68)421.68 421.93 422.73 422.63 423.08 422.88 421.98 421.93 421.68 421.63 421.98 423.08 422.63 422.93 422.63 421.93 421.78 421,63|421.58 421.93 422.98 422.53 422.93 422.53 421.98 421.93 421.58 421.73 421.93

423.63    422.53 422.88 422.53 421.93 422.03 421.53(421.78 422.03

426.23    422.48 422.83 422.53 422.03 422.13 421.68(421.83 422.03

425.43    423.23 422.73 422.43 421.73 421.93 421.78 421.73 422.08 424.03 423.33 422.43 422.33 421.83 421.98 421

423.43    423.78 422.43 422.33 421.68 423.03 423.83 422.68 422.23 422.03

...... 423.93 422.63 422.33 421.83

...... 423.63 423.03 422.28 421.53

422.23 ......

422.03

423.43

.98 421.73

421.93 421.93)421.63 421.98 421.83 421.78 421.73 421.78 421.88 421.53)421.33 421.88 421.33)421.63 421.93 421.68 421.53)...... 421.83

421.83

421.93 422.03 422.03 421.93 422.08 421.78 422.13 421.68 422.08 421.53 422.13 421.68 421.73 421.68 421.93 421.73 421.83 421.83 421.93 421.48 421.73 421.33 421.73 421.18 421.83 421.43

421.78    421.73 421 83 421.88 422.03 421.93 422.58 421.98 422.68 422.03

422.78    421.68 422.48 421.68 421.93 421.63 421.93 421.58 421.98 421.63 421.93 421.58 421.88 421.63 421.73 421.63 421.83 421.58 421.681421.53 422.03 421.53 421.98 421.63 ...... 421.58

CAAAjn I)AI GITA OUT LET.

Description.

Canandaigua lake occupies one of the elongated depressions extending in nearly a north and south direction in the central lake region of Yew York. The drainage tributary to the lake is chiefly short lateral streams from the steep slopes of adjacent hillsides. The outflow from the lake is regulated to some extent by gates constructed by the State. The lake is at elevation about 686. From the foot of the lake at Canandaigua the outlet flows a little north to Manchester, a distance of 7 miles. In this distance a. fall of 100 feet occurs, which is chiefly concentrated at several water-power dams. From Manchester the stream flows easterly 12 miles and thence northeasterly 8 miles joining Ganargua creek at Lyons to form the Clyde river. In the easterly portion of its course the stream winds with, large bends through a broad sloping valley of fertile land. The fall is mostly utilized at water-power dams. The tributary drainage is moderately rolling and is interpersed with glacial kames. These are lenticular hills extending usually in a north and south direction. At Phelps, Flint creek, which is the largest tributary, enters the outlet. Flint creek drains a valley similar to the adjacent lake basins. This valley is not at present occupied by a lake, but contains an extensive swamp, reaching several miles southward from Gorham.

Canandaigua Outlet at Alloway, A. Y.

This gaging station Avas established. September 18, 1906, by

F. T. Williams for this Department. It is located at a highway bridge crossing the stream 2¹/2 miles above Lyons. The gage has a vertical scale divided decimally and reading from zero to 11 feet. It is attached to the down-stream face of the left-hand abutment of the bridge and has its zero mark at elevation 403.32. Current-meter discharge measurements are made from the down-stream side of the bridge, which has a span of 95 feet between abutments.

Mean Daily Elevation of Water-Surface (Barge Canal Datum) of Canandaigua Outlet at

Alloway, N. Y.

DAY.

Jan.

Feb.

Mar. April.

May.

June.

July.

Aug.

Sept.

Oct.

Nov.

Dec.

1909.

403.52 [403.52 403.52 403.52 |404.12 403.82 (403.72

403.72

1403.72

403.72 403.72 403.72 [403.72 403.72 403.72 403.72 403.72 403.72 403.72 403.72 403.82 404.62 406.02 405.42 409.52

405.12    408.02 404.32 407.22

404.12    407 404.12|406.92

404.12......

404.37......

404.82!......

404 72 406.22 406.42 407.72 405.02 404.32|405.62 406.12 409.02 044.92 404.32 405.22 406.02 409.22 404.92

404.32    405.12 405.92 407.42 404.92 404.12 404.92 405.72 407.02 405.32 405.72 404.92 405.52 406.72 405.22

405.32    404.92 405.42 406.62 405.12 405.02 405.02 405.22 406.22t404.92

404.32    405.32 405.12 406.22j404.92 404.32 407.42 405.12 406.42:404.82 404.32 406.22 405.32 406.82:404.72 404.32 405.32 405.32 406.42|404.72 404.32 405.22 405.22 406.02j404.72

404.12    405.12 407.72 405.92 404.52 403.77 405.32 407.12 406.12j404.42 404.32 405.32 406.52 406.92j404.52

405.12    405.22 406.52 406.62 404.32

404.32    405.02 406.32 406.22|

404.42 405.12 406.12 405.82(404.32 405.72 404.92 405.72 405.521404.32

405.32    404.72 405.72 405.52 404.32

405.52    404.72 405.72 405.42 404.32

406.52    404.72 405.42 405.321404.32

404.82    405.32 405.32)404.32

405.62    405.32 405.121404.22 405.32 405.22 405.12 404.12

405.82    405.22 405.12 404.32 406.42 405.12 405.32 404.42

406.82    405.12 405.22 404.32

400.62    405.92 404.92 404.12

406.52 ...... 405.02 ......

oil

12

403.72 403.92 403.62 404.12 403.52 404.12 403.72 404.12 403.72 404.12 403.72 404.12 403.72 404.12 403.72 404.12 403.72 404.12 403.92 404.02

203.82    403.92

403.82    403.92 403.92 403.82

403.92    403.72

404.92    403.72 404.12 403.72

403.92    404.02 403.92 404.12 403.92 404.12 403.82|404.12 403.72)404.12 403.92 404.12 403)92 404.12 403.92 404.12 403.92 404.12 403.92 4C4.32 404.12 404.22

404.12    404.12

104.12    404.02

404.02 403.92 403.92)......

403.92

403.92

403.72

403.72

403.72

403.72

403.72

403.72

403.72

403.72

403.72

403.72

403.92

403.92

403.92

403.92

403.82

403.72

403.72

403.72

403.72

403.82

403.92

403.92

403.82

403.72

403.72

403.72

403.72

403.72

403.72

403.62 404.12 403.52 403.92 403.52 403.92 403.62 403.92 403.72 403.72 403.72 403.72 403.72 403.92 403.72 403.92 403.72 403.92 403.72 403.92 403.72 403.72 403.72 403.72 403.72 403.82 403.72 403.92 403.72 403.92 403.42 403.92 403.32 403.92 403.52 403.92 403.62 403.92 403.92 403.72 403.92 403.72 404.02 403.82 404.12 403.92 404.12 403.92 404.12 403.82 404.02 403.72 403.92 403.82 403.92 404.02 404.12 404.12 404.12 404.12 ...... 404.12

Current-meter Discharge Measurements of Canandaigua Outlet at Alloway, N. Y.

DATE.

Hydrographer.

Gage Area of Mean Dis-height. section, velocity, charge.

• CO

05 rH

J. P. Newton.....

A. R. Patchke. . . . Clark and Robbins A. T. Clark.......

Feet.

Square

feet.

2.0

321

3.4

1 12

0.55

0.55

182

186

Ft. per second. 1.32 2.11 0.41 0.39

Second-

feet.

423

933

73.8

73.3

Mean Daily Discharge, Second-feet, of Canandaigua Outlet at Alloway, N. Y.

DAY.

Jan. Feb. Mar. April. May. June. July. Aug. | Sept, j Oct. Nov. | Dec.

1909.

51

i.

10

11

12

14

K.

17

18

I"

20

21

22

24

2'>

27

28

2'.'

30

sS88£i8S8SiHiii'i£8S£S8SSiglii

31

§llilillS18pli§lliSSSSS8SiS5li

g8S8a8S888888IBS88ggSSSISS33SS

SM I III 1111§ 511 |i| ||5    i..

s s s m ffimrIf safes'«TT

gsisississssWfgggsllfSgggf nm

Mean

197    607    609    683    867    3001    136    127    168,    109;    112|'    133

a Estimated.

Monthly Discharge of Canandaigua Outlet at Alloway, N. Y. [Drainage area, 440 square miles.]

Run-off.

Discharge in Second-feet.

MONTH.

Maximum.

Minimum. I Mean.

Per

square

mile.

Depth in inches on drainage area.

January.. February. March. . . .

April.....

May......

June.....

July......

August. . . September October. . November. December.

1909.

800

2,550

1,500

1,600

2,250

258

185

233

138

185

185

76

197

128

607

354

683

:;79

■M‘,7

is.",

::imi

96

61

96

96

48

96

136

127

168

109

112

133

0.448

1.38

1.38

1.55

1.97

0.682

0.309

0.289

0.382

0.248

0.255

0.302

0.515

1.44

1.59

1.74

2.27

0.764

0.355

0.332

0.428

0.285

0.286

0.347

Canandaigua Lake and Outlet at Canandaigua, 1ST. Y.

A gaging station was established by A. T. Clerk for this Department, September 10, 1909, at the foot of Canandaigua lake in the village of Canandaigua. The gage consists of two 5-foot enameled steel sections reading to feet and tenths, attached vertically to dock piling at shore end of the boathouse pier near the lake outlet. The zero mark of the gage has not been determined with reference to Barge canal datum. The gage is read twice each day by A. H. O’Beilly. This gage shows the water-level in Canandaigua lake. The outflow from the lake is controlled by gates. Meter measurements made from the bridge over outlet below Canandaigua are given in the following table.

Current-meter Discharge Measurements of Canandaigua Outlet at Canandaigua, N. Y.

DATE.

Hydrographer.

Reference point, a

Area of section.

Mean

velocity.

Dis

charge.

Remarks.

1909.

Sept. 10... . Clark and Robbins. Sept. 29... . A. T. Clark

Feet.

5.9

Square

feet.

1 10

67.4

Ft. per second. 0.72 0.51

Second-

feet.

79.1

34.5

Lake gage = 5.5. Lake gage = 5.3.

t a Reference point is corner of right-hand abutment, up-stream side.

SKAYEATELES LAKE.

iSxANEATELES LAKE OUTLET AT WlLEOW GLEN, Y. Y.

Skaneateles lake outlet enters Seneca river above Cross lake, crossing the Erie canal at Jordan. The fall from the foot of the lake to this point is 465 feet.

The surface of the lake has an elevation of 865 feet above tide. The valley on each side of the lake has an average width of 2.5 miles, and in this distance there is a rise of 400 to 800 feet, the greater part of it being within a, mile of the lake. The inflow to the lake is through numerous short lateral feeders flowing down these slopes. The drainage areas of the lake are shown below:

Drainage areas of Skaneateles Lake*

Land surface above State dam at Skaneateles..........................

Water surface of lake at Skaneateles..................................

Total drainage area above foot of lake (water surface = 17.46 per cent)

Total area above Willow Glen weir....................................

Area above Erie canal at Jordan......................................

Square miles. ....    60.25

....    12.75

73.00

74.25

93.00

The station was established March 10, 1895. It is located in the village of Willow Glen, 1.5 miles below the foot of Skaneateles lake.

Observation is made of the daily discharge over a thin-edged weir, having a crest length of 27 feet, with two end contractions. The discharge is calculated from the observed depth on a stake set with its top at crest level, 5.2 feet up-stream from the weir, by means of the Francis formula, including corrections for end contractions and velocity of approach.

Since July 1, 1894, the water-supply of the city of Syracuse has been drawn from Skaneateles lake, and the amount of this diversion should be added to the discharge over Willow Glen weir to obtain the total run-off of the drainage basin. The calculated diversion, as determined from the record of gate openings and head at the inlet gates, using the formula for orifices with a constant coefficient stated as 0.62 has been furnished by the city of Syracuse. The observations at the weir and gates were taken by Edward Conron. The 1909 record is not yet available.

A complete description of earlier gagings of this stream is contained in the report of the State Engineer of Yew York, supplement for 1902, pages 61—76.

on

* Areas here given have been taken from proceedings in condemnation of water-powers Skaneateles outlet. The lake and its tributary area are shown on the Skaneateles, Tully, Cortland and Moravia topographic atlas sheets of the United States Geological Survey.

NIAGARA RIVER DRAINAGE.

General Features.

Niagara river connects lakes Erie and Ontario. It receives the drainage from Tonawanda creek and adjacent smaller areas in New York.

Erie Canal at Change Bridge, Pendleton, N. Y.

A gage was established January 30, 1905, by this Department at Change bridge crossing the Erie canal just east of the junction of the canal with Tonawanda creek at Pendleton. A vertical gage with painted division marks is attached to the piling of the left-hand side of the stream near the down-stream side of the bridge. The gage reads from 12 to 18 feet. The reading of the gage, added to 560.00, gives the elevation of water-surface. Headings are taken each afternoon by Jacob Snell, Jr.

Mean Daily Elevation of Water-surface (Baroe Canal Datum) of Erie Canal at Change Bridge,

Pendelton, N. Y.

10

11

12

13

14

15

16

17

18

19

2(1

21

22

23

24

25

26

27

28

29

30

31

DAY.

1909.

J:m. j Feb. Mar. ; April. May. June.

570.60    569.50

571.20    569.40 570.40 569.00 570.30 369.50

570.40    569.00 570.30 570.45

570.20    571.10 570.77 571.00 570.80 571.00 570.45 570.00

569.60    569.60 569.00 569.50

569.20    569.40

569.501569.40

569.40    569.80 569.22 569.80

569.201570.20 569.,50 569.80 569.00 569.70

569.50

571.10 570.20 569.50 569.40

569.10

569.50

570.60

571.20 570.80 569.70 569.40

569.20 569.20 569.30

569.90

575.00

575.75

575.80

575.60

573.00

569.90

569.90

571.90 571.68 573.42 572.60 572.00

570.80 570.40

570.30 570.10 570.00 570.00 570.10 570.05 570.00 570.10

571.80 571.80 571.90 573.70

572.30 572.00 571.65

571.00 571.00 571.05

571.10

570.60

570.25 571.00

570.50    571.88 570.00 571.60

569.60    572.50 569.70 574.30 570.00 573.20 570.28

572.25

572.80 572.86

571.50 571.05 571.60 570.90 570.70

570.25    571.10

570.10    570.95 570.20 570.96 569.95 571.60

570.80    571.40 570.00 571.20 570.20 571.45 569.48 571.20 569.30 571.22 569.70 571.50 572.13 571.60 ...... 571.30

575.05 571.05 575.30 571.18

574.75    571.10 573.45 571.06 573.00 571.40

571.75    571.48 571.70 571.20

571.05 571.06 571.26 571.10 571.20 571.90 571.50 570.85 571.10 571.10 571.00 574.78 570.90 573.00 570.95 571.20 571.00 571.25 570.90 571.00 571.00 571.00 571.10 571.18 571.30 571.15 570.95 571.00

July.

Aug.

Sept. Oct. Nov.

Dec.

571.10

571.30

571.10

571.25

570.70

570.90

570.80

570.85

570.95

570.90

571.30

570.90

570.80

570.90

570.91 571.15 571.10 571.40 571.15 570.95 570.80 570.85 571.05 571.20 571.30 571.20 571.00 570.90 570.98 570.85 570.80

570.90 570.70 570.65 570.75 570.70 570.90 570.88 571.15

570.30 570.70 570.65 570.80 570.80 570.85 571.20 571.20 571.10

571.15

571.16 571.20 571.25

571.30 571.20 571.10 571.15 571.15 571.00 571.00 571.34 571.10 570.95

G< in in Oi G< Gi G» Gt G» G« in in in in in in in in in in in in in in in in in in in in

855*885*88858585*8888885*55*8858888

Gi Gi G» G« G\ G< in G» G« G» in in in in in in in in in in in in in in in in in Gj in in 5n

S85i85Sg*S*88Sg*g*8g*SS88g5*fegS85858g*g

35S88s:s:ffiS88888S883888S8S888g;88 i

570.90 571.00 571.05 571.10 571.10 571.20 571.00 570.95 570.80 570.60

570.70

570.50 571.10 572.75 572.00

571.70

571.50 571.50 571.20 571.00 571.00 571.20 571.40 570.85 571.00 571.35 571.20 571.30 571.32 570.85 570.80

a No record.

Erie Canal at Main Street Bridge, Tonawanda, X. Y. Between Pendleton and Niagara river Tonawanda creek is canalized to form the Erie canal. The (State dam at Tonawanda controls the water stage in this level. A gage was established at

Delaware—Main street bridge, Tonawanda, January 23, 1905, by this Department. The gage is a vertical scale with painted 10th marks and is attached to the protection piling below the center pier of the bridge. The reading of the gage, added to 560.00, gives the water-surface elevation. Readings are taken each afternoon by Chas. Montage.

Mean Daily Elevation of Water-surface (Barge Canal Datum) of Erie Canal at Main St.

Bridge, Tonawanda, N. Y.

10

11

12

13

14

15

1"

17

18

21'

21

22

DAY.

1909.

23.......

24

25

26.

28

31

Jan.

Feb.

Mar.

April.

May.

June.

July.

Aug.

Sept.

Oct.

Nov.

Dec.

569.40 569.65

569.10

570.50    569.10

570.60    569.50 570.70 570.00

570.70 570.80 569.70

570.80    569.60 569.40

570.00 569.30 569.00 568.80

569.50    569.00

569.70

569.60    569.70

569.60    569.60 569.90

569.00 569.60

568.60    569.40

567.80    568.70 567.30

567.60    569.25 569.00 569.20

572.10

570.40    572.45

570.50    571.80

569.60    571.00

569.40 569.20

569.80

569.60

569.42

569.20

569.00

569.00

570.40

570.40

570.40

572.80

■i

569.90 569.60 571.20 571.40 571.40 571.00

570.40

570.10

569.80

569.60

569.80

569.60

569.60

569.60

570.80

570.90

570.90

571.40

571.40

571.05

570.75

570.15

569.90

570.60

570.05

569.80'

569.65-

572.60 572.30

571.60 571.10 571.10 570.80

•i

569.80

569.85

571.55

571.45

571.45

571.40

571.10

572.60

572.10 571.80

571.60 571.80

570.60 570.10 569.80 569.70

569.60 569.60

571.80

571.40

571.20

571.00

571.10

571.15

569.95 569.20

568.95 569.75 570.80

571.80

571.55

571.75

571.50

571.40

571.40

571.40

571.40 571.50 571.40 571.50 571.40 571.50 571.40 a 571.40 571.40 a 571.30 571.40 571.20 571.40 571.18 571.50 571.20 571.50 571.30 571.60 a 571.60 571.30 a 1571.10 571.60 571.30 571.35 571.25 571.35 571.25 571.35 571.30 571.35 a 571.35 571.50 a 571.35 571.35 571.20 571.35 571.20 571.50 571.25 571.20'571.50 571.30 a 571.50 571.45 a 571.35 571.60 571.20 571.50 571.20 571.50 571.15 ...... 571.15

571.40 571.10 571.40 571.00 571.40 571.00 571.35 571.00 571.00 571.30 571.20 571.10 571.15 571.50 571.20 571.50 571.30 571.60 571.35 571.50 571.50 571.40 571.50 571.18 571.20 571.60 571.15 571.60 571.15 571.60 570.95 571.55 571.50 571.08 571.60 571.08 571.15 571.60 571.15 571.50 571.05 571.40 571.00 571.40 571.40 571.20 571.40 571.30 571.35 571.40 571.20 571.40 ......

571.10

571.00

571.00

570.60

570.70

570.70

570.80

570.70

571.10 570.70

570.10 570.20 570.40 570.60

571.20

570.70

570.80

570.60

571.20

571.10

57E20

571.20

571.20

571.10

571.00

571.20

571.20 571.00 571.10 571.00 571.20 571.00 571.20 571.00 570.40 570.40 571.00 571.20 570.50 571.00 570.40 571.00 570.40 571.10 570.40 571.20 570.50 570.70 571.10 571.20 571.00 571.00 571.00 571.00

570.40    571.00 570.80 571.00

571.40 571.40 571.00

570.80 570.90 570.90 571.10 570.80 571.10 570.90 571.10 570.80 571.10 571.20 570.80 570.80 571.00 570.80 571.00 570.70 ...... 570.70

a No record.

Niagaba Rivee at Tonawanda, X. Y.

A gage was established January 23, 1905, by this Department, near the mouth of Tonawanda creek and below the State dam. The readings of this gage, added to 560.00, show the elevation of Niagara river at its junction with Tonawanda creek. The gage is a vertical scale graduated to feet and tenths from zero to 10 feet and is attached to the protection piling at the right-hand end of the draw span of the New York Central bridge in the lumber district at Tonawanda.

During 1909 the record at this station has been obtained by means of a recording gage and is in the form of weekly graphical records.

HUDSON RIVER DRAINAGE BASIN.

Description of Basin.

The principal sources of Hudson river lie in the wildest portion of the Adirondack mountains, in Essex county, northeastern New York. A number of branches, any one of which might possibly be considered the main stream, form its upper waters; but if the highest collected and permanent body of water be assumed as the true head, then the source of the Hudson becomes Lake Tear-of the-Clouds, which lies at an elevation of 4,322 feet bove tide, in the center of the triangle formed by Mounts Marcy and Skylight and Gray Peak.

The river hows rather irregularly southward until it reaches the northern boundary of Saratoga county, when it makes a sharp turn and flows eastward for about 12 miles by general course, passing through the mountains and forming, as it cuts across the rocky strata, several notable waterfalls. At Sandy Hill, just below Glens Falls, it makes another abrupt turn and flows southward, continuing in this direction until it empties into New York bay.

From Lake Tear-of-the-^Clouds to the mouth of the river the distance by water is probably about 300 miles. The totol area drained is 13,366 square miles. The river is tidal to Troy, which is also at the head of navigation.

The tributaries of the Hudson are numerous, and many of them are largo and important. Indian river, Scroon river, and Sacandaga unite with the main stream above Glens Falls, and between the latter point and Troy Hudson river receives Batten kill, Fish creek, Hoosic river and the Mohawk. The tributaries below Troy include Catskill, Esopus and Rondout creeks and Wallkill river from the west, and Kinderhook creek, Jansen kill, Wappinger creek, Fishkill creek and Croton river from the east.

LOWER HUDSON RIVER DRAINAGE BASIN.

Description.

Below Troy the bed of Hudson river is depressed below tide-water level. The stage of the stream is controlled by tidal action, by the inflow of the main stream and by the lateral drainage jointly. The drainage tributary to this portion of the stream includes the south and east slopes of the Catskill mountain region on the west bank and a series of streams heading near the Hew York—Massachusetts and the Hew York-Connecticut lines on the east. These streams include the principal present and proposed sources of municipal water-supply of Hew York city.

Kinderhook Creek, at Rossman, H. Y.

A gaging station was established at Rossman highway bridge on Kinderhook creek, March 17, 1906, by Robert E. Horton. This gaging station is maintained by the United States Geological Survey in cooperation with this Department. The gage is of the weight-tape-and-reel pattern, and readings are taken morning, noon and evening by Wesley Ham.

The channel is rock, and is nearly straight for some distance above and below the gage.

The station is about one-quarter mile below a dam, and very little ice obstruction occurs except in extreme cold weather.

A description of Kinderhook creek, with the results of gagings made in 18'92-1894, may be found in the report of the State Engineer and Surveyor for 1902, Supplement, pages 252-27)6.

10

11

12

13

14

15

D’>

17

18

20

21

22

23

24

25

27

28

29.

30

31

Mean Daily Gage Height, in Feet, of Kinderhook Creek at Rossman, N. Y.

DAY

1909.

. Jan.

Feb.

Mar.

April.

May.

June.

July.

Aug.

Sept.

Oct.

Nov.

Dec.

26.34 26.38

26.47 26.59 26.83 29.61 28.19 28.72 27.81 27.52 27.46

27.52 27.17 27.81 27.36

27.53 27.56

27.48 27.45 27.41 27.32

27.17 26.92 27.40

28.18 28.11 27.89 27.66 27.86

27.34 27.68

27.29 27.19 27.23

27.35 26.94 28.42

28.56 27.96 27.84 27.86

26.36 27.88

27.64

27.56 27.54 27.72

28.14 27.71

27.65

34.14

30.30 29.18

28.57 28.67 30.05 28.50 28.42 28.27

27.73 28.56 27.70 28.36

27.66    28.42

27.67    28.37

27.59    28.23 27.27 28.27

27.41    28.72 27.43 28.86 27.29 28.42 27.93 28.22 29.54 27.89

28.41    27.82 28.25 27.75 27.88 28.18 27.86 30.22 27.79 29.64 27.72 28.95 27.61 28.58 27.52 28.31 27.56 28.15

27.36    28.03

27.42    27.92 27.35 27.92 27.31 27.99 27.48 27.74

29.59    27.80

28.68    27.78 28.82 27.66

29.37    27.90

28.78 27.84 28.58 ......

28.12

28.32

28.15

28.27

28.37 28.18 28.03 27.90 27.80 27.66 27.55 27.52 27.46 27.35 27.35

27.38 27.52 27.60 27.55

27.34 27.19

27.28 27.30

27.16 27.01 26.92 26.97 27.12

27.35 27.35 27.22

26.92 26.88 27.03 27.04 26.99 26.76 26.91 27.10 26.81 26.90 27.06

26.93 26.66 26.76

26.89 26.85 26.84 28.21

27.93 27.52 27.38 27.15 27.03 27.12 27.18 26.99 26.72

26.90 27.02 26.83

26.78

26.81

26.74

26.50 26.46 26.62 26.59

26.54 26.62

26.51 26.27

26.55 26.58

26.52

26.54

26.55

26.53 .26.40

26.22

26.42 26.46

26.43

26.44

26.45 26.37

26.56 26.42 26.48 26.52 26.51 26.51

26.40

26.45

26.31

26.38

26.61

27.22

26.84

26.60

26.64

26.57

26.62

26.48

26.34

26.45 26.38 26.60 26.52 26.62 26.59 26.59 26.70 26.42 26.56 26.50

26.46 26.52 26.38 26.37 26.42 26.37 26.42

26.32

26.37

26.42

26.39

26.37

26.37

26.39

28.41

26.47 26.44 26.51 26.32

26.48

26.48

26.49

26.50

26.42 26.36 26.31 26.31 26.26

26.29 26.27

26.41 26.31

26.30

26.42 26.66 27.00 26.78

26.66

26.62

26.46

26.53

26.54 26.50 26.48

26.50 26.52

26.46

26.43

26.48

26.49

26.51

26.50 26.50 26.38 26.50 26.40 26.37 26.40

26.47 26.46 26.30 26.59 26.67 26.63 26.61 26.58 26.56

26.44

26.56 26.60 26.54 26.58

26.48    26.59 26.56 26.56

26.57    26.56 26.56 26.53

26.42    26.49 26.49 26.40

26.58    26.62 26.37 26.69 26.61 26.86 26.56 26.83 ...... 26.49

Note.— This stream rarely freezes over at the gage. It is probable, however, that the relation of stage to discharge was more or less affected during the winter months for brief intervals, due to backwater from ice conditions below the gage.

Current-meter Discharge Measurements of Kinderhook Creek at Rossman, N. Y.

DATE.

Hydrographer.

Gage

height.

Width.

Area of section.

Dis

charge.

1909.

Feb. 28.. June 8.. Oct. 27..

D. M. Wood.....

Covert and James Covert and Hoyt.

Feet.

28.11

26.86

26.67

Feet.

154

155

141

Square

feet.

Second-

feet.

349

138

'."a

210

124

Catskill Creek at South Cairo, H. Y.

The basin of this stream receives the run-off from the north slope of the Catskill range and lies, for the most part, in the timbered highlands of Greene county. The slopes are precipitous, there are no lakes, and the amount of artificial storage is small. The underlying rock formation is chiefly Devonian shale. The topography of the area is shown on the Durham, Coxsackie and Catskill sheets of the United States Geological Survey topographic atlas. The stream flows over a rock bed through much of its course and enters tide-water of Hudson river at Catskill.

The gaging station was established July 4, 1901, by Robert E. Horton and George B. Hollister, and is located at the highway bridge in the village of South Cairo. It is maintained by the United States Geological Survey in cooperation with this Department.

The stream channel is rock, covered in some places with earth. The bridge has a single span of 194.5 feet between abutments.

The stage of the stream is observed each morning and night from a standard chain gage, which is attached to the bridge and the elevation of which is referred to a circle near the outer corner on the up-stream side of the bridge-seat on the right-hand abutment. The elevation of the bench-mark is 21.29 feet above gage datum.

This station has been maintained by the board of water supply of Hew York city during 1907-8-9.

Data for 1909 is not at present available.

Esopus Weir Hear Olive Bridge, H. Y.

The wier is constructed of concrete, having a cross-section similar to that experimented on in the hydraulic laboratory at Cornell University by the United States Geological Survey, in Series-30, described in Water Supply and Irrigation Paper Ho. 130-a.

The average height of this weir above the rock on which it is founded for its entire length is 7.54 feet; length between abutments, 193.90 feet. In order to form a channel of approach, the abutments have been extended up-stream at right angles with the* axis of the weir for a distance of 1G feet and the area of the chan-

a “ Weir Experiments, Coefficients and Formulas,” by Robert E. Horton.

nel of approach below the crest of the weir is 1,462 square feet. The abutments extend 14 feet above the level of the crest and it is estimated that a flow of 40,000 cubic feet per second can be taken care of.

Measurements of the head on the weir are made in a well 24 inches in diameter, situated 53 feet up-stream from the crest of the weir. Water is admitted to this well through a %-inch pipe extending 16 feet out into the stream, in which, spaced 6 inches apart, are %-inch holes bored vertically through 1 lie pipe. The center of this pipe is placed 18 inches above the bed of the stream. A continuous record of the head at this point is kept by means of a Friez automatic water-stage register, geared 1 to 1 and running twenty-four hours. Observations of the flow were first begun on October 17, 1906, though the automatic gage register was not installed until December 5. Prior to this latter date heads were read three times daily and reduced in the usual manner.

Computations of the discharge over this weir are made from a formula which has been deduced from the results of the experiments made by the United States Geological Survey and referred to above. During the winter the ice which forms between the wing walls that form the channel of approach is kept away so that . there may be no change in the conditions of flow due to this cause.

The watershed of Esopus creek above the weir is 239 square miles, as measured on the topographic maps of the United States Geological Survey.

The data for 1909 is not at present available.

Bondout Creek at Kosendale, 4ST. Y.

The Posen dale gaging station is located on the highway bridge and was established by Robert E. Horton for the United States Geological Survey in cooperation with the Hew York City Water Supply Departments on July 6, 1901; it was assumed by the Board of Water Supply of the city of Hew York on June 1, 1907, at which time a new standard Board of Water Supply chain gage was put in to replace the old one.

Measurements are taken from the bridge at high and medium stages and by wading at a point about 1,000 feet below the bridge at low stages.

The gage is located on the down-stream side of the bridge in the middle panel. The length of the chain from end of weight to marker is 34.53 feet.

The bench-mark is a circular cut on rock on up-stream corner, right abutment. The elevation is 33.56 above the datum.

The water is confined to one channel under the single span steel bridge, which is 135.7 feet between abutments, at all stages.

A portion of the water of the creek is diverted by a dam below High Falls and sent through the Delaware and Hudson canal, and is discharged into the creek below the gaging station. At Rock Locks, which is about D/c miles below Rosendale, there is an overflow weir, from which the approximate discharge of' the canal may be obtained. The weir, which has a crest of 3.8 feet, is located at the left end of the lock and is equipped with a standard Board of Water Supply staff gage.

The data for this station for 1909 is not at present available.

MOHAWK RIVER DRAINAGE BASIN.

Description.

Mohawk river, the largest of the tributaries 01 the Hudson river, rises in the sandy hills south of Boonville, in western Xcw York, about 40 miles from the east end of Lake Ontario. Its uppermost tributaries are fed by large springs, and in addition the stream receives considerable water brough in from the adjacent Black river drainage basin for the supply of the Black River and Erie canals.

The Mohawk flows southward until it reaches the city of Rome, at which point it turns to the east, flowing across the state in a course a little south of east until it enters the Hudson at Cohoes, a few miles above Troy. Tt has a length by actual course of 140 to 145 miles, and a drainage area, measured at the mouth, of about 3,468 square miles.

The immediate valley of the Mohawk is broad and open, at many places a mile or two in width, from which there is a rise, usually gradual but sometimes abrupt, to hills which attain altitudes several hundred feet above the stream. Toward the mouth of the river the valley becomes more contracted and the meadows disappear. The flats which border the stream have a rich alluvial

soil; the more elevated lands are covered with gravelly loam and clay.

Above Rome the Mohawk flows through a. deep gorge in shale rock; from Rome eastward to Little Falls the valley is deeply filled with alluvial deposits, and the flood plains on either side become submerged during freshets, thus acting to some extent as storage reservoirs. At Little Falls the river cuts through a rocky gorge, whose walls rise precipitously 500 or 600 feet.

Below Rome the fall of the river is small and rather uniform, being made up of long quiet reaches with slight riffles; but at Little Falls this uniformity is broken, and the stream descends in a succession of falls about 45 feet in 2,500. The average fall between Rome and the lower aqueduct at Crescent, a distance of 110.7 miles, is 2.43 feet per mile; thence to the level of slack water above Troy dam there is a farther descent of 149.5 feet in 4.4 miles, but of this 105 feet is included within the improved power at Cohoes.

The principal tributaries of the Mohawk below the source are, successively, Oriskany, West Canada, East Canada and Schoharie creeks.

The Erie canal runs parallel to the Mohawk through most of its course below Rome and derives a part of its water-supply freon the river. Feeder dams for purposes of diversion are located on the river at Delta, Rome, Little Falls, Rocky Rift and Rexford Flats. A dam at Oriskany creek also diverts into the canal a portion of the flow of that tributary, as well as waters brought into the Mohawk basin from storage reservoirs located in the upper drainage basin of Chenango river near Hamilton, FT. Y. There is also a diversion dam near the mouth of Schoharie creek, the largest tributary of the Mohawk.

Mohawk River at Waterford, Y. Y.

The gage is attached to the coffer-dam across the lower end of Barge canal lock Yo. 2, about 50 feet north of the Fourth street bridge, and adjacent to the present Waterford side-cut canal. This gage replaces the one formerly attached to the old wooden highway bridge across the Hudson river at Waterford, which was destroyed by fire July 10, 1909, necessitating the removal of the gage to the location described.

Mean Daily Gage Height, in Feet, of Mohawk River at Waterford, N. Y.

DAY.

Jan. Feb. March. April. | May. June. July. Aug.

Sept.

Oct.

Nov. j Dec.

1907.

10

11

12

13

14

RRRRRRRRRRRRRR

15

16

17

19

21

22

24

25

27

28

29

30

31

HHhJMHMHHHHh-HMHHHM

0i050i0i0*0i0*0h0i0b**4CTS0i0iCn0*Cn

boOH-fcoip^lQOtOCTtfcobi^Iw'fcoboboQO

OlOOsOiOOOOOCllOtOiOCJ.OiOlO

• R ft R R R Oi Or Oi O* Oi Oi Ox Oi Oi Cn Oi C71 Oi Cn Oi Or Oi    Ox

tOtOtOHMMKHMHHMHHKHMh-HMMMMHMHMHMMI-* H*0000<lOOOOCO^^OOOOOO(XlOOOOMOtOiOiOTOtOiOiOiOt^OtCnOiOt !

0000OO00000t0iC^C^0i0i05a>0505*^05ai05050505*^MM<I00OO

ggS85a8aS8a888gg8a858g88ggg58S

OiOiOiOtOiOiOiCnOiOiOTOlCJtCnO-iCnOiOJOSOiOhOS-vJOoOOQOOO-^lOOOOOO

8Sa8588g588888Saa88SSS8gS55Sg85;

8S8888§888gS88g888S8^§8Sg8S88

t—I i-H r—I i-H t-H t-H t-H t-h t-H t-H t-H t-H t-H H H H t-H t-H t-H t-H t-H t-H t-H t-H rH t-H H H vH

15.40

15.35

15.50

15.80

15.20 15.60

15.40 15.35 14.65

14.20 14.20

14.80 15.30 15.30 15.05 14.65

14.40 15.25 15.05 14.95 15.30 15.25 15.00 14.90 15.25! 15.35! 15.50 15.60;

15.40 15.00 14.80

15.30

15.25

15.15 15.05 16.05 16.00 16.60

16.15 16.40

15.50 15.00 15.70

16.40 16.10 15.20 15.20 15.25 15.30

15.40 15.40 15.20

13.90 14.35 14.45 14.45 14.60 14.55

14.50

14.90

15.50

19.25

16.35

16.95 18.50 17.80

17.35 20.70 23.10

20.55

19.55 18.60 17.65 17.00 16.60

16.25

15.95 15.75 15.60

15.85

15.65

15.15 15.25

16.15

16.30 15.90

15.85 16.95

17.30

16.85

16.65

16.45 16.15 15.75

15.45 15.20 15.45 14.75| 15.35 14.601 15.20 14.60¹ 15.15 14.70, 15.10 14.651 15.20 14.60! 15.20 14.55! 15.20 14,40' 15.20 14.45! 15.20 15.10 15.20 18.95! 15.20 18.95! 15.35 17.55......

15.20

15.10 15.00

14.80 14.70 14.60 14.60 14.60

14.70

15.50

21.75

19.50 17.90

17.10 17.10

16.50

16.20 16.25

15.80

15.75 15.65 15.95

15.70 17.85

19.35

18.35 18.00

17.50

18.70

17.75 17.90

a No record.

Mean Daily Gage Height, in Feet, of Mohawk River at Waterford, N. Y.

DAY.

Jan.

Feb.

Mar.

April.

May.

Dec.

1908.

10

11

12

13

14

15

16

17

18

19

20

21

22

23

24

25

26

27

28

29

30

31

SSSSSSSSgggSSSSSSSSSSSSSoSSwa'oS!

16.05

16.15 15.00

15.15 14.95

13.90 14.60 14.30

14.90 15.15 i 14.55 1 14.50 14.65 i 14.80 17.85

17.30

17.00

16.60

16.15

15.80

15.70

15.55

16.55 16.05

15.65 15.45

15.45 16.00 15.85

15.85 15.70 15.70

15.50

15.80

15.70

15.60

16.80

19.50 19.95

20.35

18.70

17.65

17.15 16.80

16.45

16.35

16.70

18.15

19.25 18.00

18.85

19.60

21.25 21.30

20.45

19.40

18.80

18.55

17.75

17.00

16.95 17.30 17.60 19.90

19.65 19.40 19.40

18.95 18.50 18.25 18.00 18.00

17.65 17.60

17.95

17.75

17.15 17.00 16.85 17.60 18.05

18.75 19.35 19.45

19.15

19.30

20.80

15.30

15.30

15.25

15.05

15.15

oNo record.

b For record, May 3 to December 26, inclusive, see Hudson river at Waterford, p. 425.

Mean Daily Gage Height, in Feet, of Mohawk River at Waterford, N. Y.

11

12

13

14

15

16

17

18

19

20

21

22

23

24

25

27

2S

30

31

DAY.

1909.

Jan.

Feb. Mar. April. May. June. July. Aug. Sept. Oct. Nov. Dec.

16.55

15.10 15.60 15.25 15.25 15.25 15.05

15.15

15.55

19.65

19.85 19.45

18.50

17.85

17.30 16.75

16.00 17.70 19.20 16.75 18.70 18.40 16.55 23.35 17.6C 17.40 16.40 23.45 17.25 17.65 16.35 22.55 17.70 17.85 16.15 21.00 17.55

17.55    14.90 20.55 17.30

22.70    14.95 20.20 16.75

20.95    15.05 20.50 16.35 19.351 15.05 19.80! 16.20 18.80 15.00 19.25| 16.20

18.55    15.00 18.95 16.05

21.70    1 6.50 18.4C! 15.70 S 19.90 18.35 17.7C 15.45 18.55 17.50 17.40! 15.35

17.95    17.35 17.10 15.20!

.....i 18.20 17.60 15.35

.....i 17.30 17.35! 15.40

.....! 16.95......i 15.45

...... 13.80

...... 13.70

...... 13.70

...... 13.70

...... 13.80

...... 13.80

...... 13.80

...... 13.80

...... 13.65

...... 13.60

13.60 13.55 13.70 13.60 13.45 13.30 13.30 13.55 ! 13.50 13.60 13.50 13.65 13.50 13.65 13.65 13.35 13.45 14.30

13.40    14.40 13.55 14.30 13.50 14.30

¹ 13.55| 14.10 14.00 13.90 14.15 13.90

14.40    13.85 14.20 14.15 14.15 14.25 14.10 14.80 14.05 14.95

i 13.90 14.75

14.25 15.05 15.30

13.70    15.05 15.40 14.05 15.25 15.30 14.10 15.35 15.10 14.40 15.10 14.65 14.35 15.10 14.70 14.65 15.00 15.40 14.60 14.70 15.10 14.80 14.85 14.80 15.15 15.00 14.75 15.30 14.90 14.95 15.15 14.70 15.00 15.00 13.50 15.20 15.05 15.75 15.50 14.90 13.75 15.45

14.70    14.10 15.35 14.50 15.00 15.00 14.95 14.70 14.00 14.90 14.20 15.20 14.95 14.45 15.50 14.90 15.20 15.45 15.00 15.00 15.35 13.75 15.20 15.40 14.10 15.65 15.30 14.90 15.60 15.45

15.40 15.55 15.30 15.50 15.00 15.30 15.40 15.00 15.25 15.35 15.05 15.15 15.70 ..... 15.50 ......

15.00

15.00

hhphhhmhmmhhmmmhhmpmhpmmhmhhmhm

8SSS888g:38gS8gS:g88g5Sgg8SSSS;8:83

b For record, June 6 to July 10, inclusive, see Hudson river at Waterford, p. 4£6.

Mohawk River at Cohoes, R. Y.

This gaging station, which is located at the Cohoes Water Company’s dam, was established April 1, 1904, by E. A. Lamb of this Department in conjunction with the United States Weather Bureau. The gage board is secured to inside of breakwater at north end of forebay about 200 feet above the dam, with its zero mark at elevation 153.47. The gage is graduated in feet and tenths and is read twice daily by William Butler.

The present dam is of masonry, and is built immediately downstream from old wooden dam, which now acts as a timber approach, having a slope of 1 on 2%- The top of the masonry dam slopes away from crest at the rate of 1 on 5, the total width being ten feet. The average elevation of crest is 154.2 aand its length is 1,279 feet; there is an additional spillway in gate-house of 24 feet, making total length of spill, 1,303 feet.

Mean Daily Elevation of Water-surface (Barge Canal Datum) of Mohawk River at Cohoes,

N. Y.

10

11

12

13

14

15

16

17

18

19

20

21

22

23

24

25

26

27

28

29

30

31

DAY.

1909.

Jan.

Feb.

Mar. ! April. May. June.

tO ^4 ^4^4 to ^43^?oSfe^^4^SStoS^4^4^^S^^^4^4

HikHMH H*    t—H I-* M H* H h- M H H‘ H-‘

bo Oj Uj tO    CO    ^    O    CO    O    io CO ^    ^    OO CO g Cn ^ g ^ o

•    Cn Oi CJi 0* Oi O* O* Oi O* Cn Cn Cn O* O* O* Oi O* Oi Oi CJt Cn Ox Cn Ot Oi Ot Oi CJ* On

•    On On On On On 05 05 05 05 05 05 05 --4 OO OO 05 On 05 05 05 -SI —4 05 05 05 05 05 05

bocobn’osbo’o©*—cooo^ibooootoiocoboooncoo-sicoco^io^ibnco •<1 tO -4 —1 tO —4 —I —4 -<l —-I tO tO -4 tO -4 —4 —A —3 tO tO tO ~4 —-I tO tO —I tO tO    -4

saassaaaaaaaasssaasssasssssss^s

biobbbbbbtoicwoicbbMcobwoo'CDMbHtooo^MOw

July. Aug. Sept. ! Oct.

Nov.

154.321154.47    153.42j154.11 154.27,153.76,153.33 155.67 154.37 153.68 153.33 156.27

154.47    153.35 153.46 155.47 154.47 153.81,153.45 155.62 154.12 153.63 153.41 155.72 154.07 153.78 153.37 155.62 153.97 154.57 153.83 154.66 153.97 154.57 153.83 155.22 154.32 154.571153.67 155.82

4.52 154.57 154.42 154.47 3.76|154.47 154.92 153.89 153.88 153.85 154.39 154.97 155.77 154.41 154.69 155.47 155.37

154.32 154.82 155.27 155.52

155.32 155.22 154.67

154.62 154.72 154.57 154.77 154.82......

154

153.67 154.47 154.62 153.55 154.47 153.82 153.49 153.59j153.45

153.58    153.21 153.42 154.32 153.17 153.23 154.37 154.52j153.51 153.72 154.72 154.47 153.71 154.72 153.68 153.67 154.62 153.09

153.59    154.67[153.04 153.59 154.32)153.09 154.22 154.02jl53.47 154.92 153 154.82 15 154.62 154 57 154.37 154.22

154.42 152.89'

.93 154.17 .8 1155.72 153.76jl54.77 153.83|154.82

154.42    154.02

153.42    154.02

154.12

154.03

154.03

153.98

153.98 153.75 154.92 154.09 153.95

153.86 154.03 154.08 153.91

154.87 153.95 15 .81 153.89

153.91

154.92 155.02 155.07 154.67 154.62 154.77 155.17 154.82 154.82

154.99

Mohawk Rived, near Dunsbacii Ferry, N. V.

This gaging record is kept at the dam of the West Troy Water Company, one-fifth mile above Dunsbach Ferry bridge, 1) miles from the month of the river. The dam is in two sections, situated on opposite sides of a Hudson river shale island. The left wing at the upper end of the island has a crest length of 380 feet. The right wing, 500 feet down-stream at the foot of the island, has a crest 280 feet long.

The record was established, March 12, 1898, for the primary purpose of checking a system of levels for the United States Board of Engineers on Deep Waterways, by D. J. Howell, C. E., who has furnished the earlier portion of the record. Xo record was kept from April 1, 1890, to August 1, 1900. During the period 1900-1907, the record was maintained under the direction of the United States Geological Survey in coooperation with this Department. During 1908 the record was maintained by this Department.

inches in diameter.

In the pumping station adjoining the dam there are two turbines of the old American type, one 66 inches and the other 75 A new 54-inch Victor turbine was installed

during 1902. The discharge is calculated from the recorded daily run of the water-wheels and working head. The turbines drive pumps, taking water from the river for water-supply purposes, the capacity of the pumps being 3,500,000 gallons per day, equivalent to a continuous flow of 5.4 second-feet.

The dam is of masonry, with a flat granite crest 5.5 feet wide. It was rebuilt in 1903, and a new profile obtained. The crest gage is attached to the timber cribbing 50 feet above the lower section cf the dam, with its zero mark at elevation 172.00, referred to the United States Deep Waterways datum. Gage readings are taken twice daily at intervals of about 12 hours, by Robert Wilson. The mean of the two daily readings is used in computing the tiow. The discharge over the main dam has been calculated by means of the weir formula, using coefficients, derived from the United States Geological Survey experiments.

During high water the current of the stream through the cross-section of the channel leading to the lower dam lias a velocity of several feet per second. The head due to this velocity has been added to the observed head as a correction for velocity of approach to the lower dam. The upper dam is situated 450 feet up-stream from the crest gage.

Mean Dally E'e nation of Water-surface (Barge Canal Datum) of Mohawk Rive at Duns bach.

Ferry, N. Y.

10

11

12

14

15

17

18

19

20

21

22

23

24

26

27

28

29

31

DAY.

1903.

Jan.

Feb.

Mar. April. May. June. July. Aug. i Sept. Oct. Nov. | Dec.

174.63 175.'3 176.98 177.38 177.23 175.23 174.53 174.63 175.78 176.63 177.58 177.98175.08 1 4.48

174.73 175.78 176.48 177.68 177.58 175.03 174.53 174.68 175.63 176.33 177.88 177.13 174.881174.58 174.63[175.58 176.23 178 28|176.63| 174.83'174.58 175.43 175.63 176.08 178.08176.53 175.08 174.53 176.47 176.88 175.98 178.33 176.33175.68 174.48

176.98 177.28 175.83 178.63 176.03 175.48 174.43 177 03 176.63 175.93 178.23 175.68 175.18 174.48 175.28 174.53

176.73    177.53 176.28 175.53 174.43

176.68    177.08 178.38 175.68 174.33

176.43    178.88 177.93 175.58 174.33 176.18 177.93 177.28 175.68 174.23 176.08 179.88 176.88 175.78 174.28 176.03 181.08 176.88 175.63 174.38 175.93 179.43 177.13 175.53 174.53

175.73    178.63 176.68 175.43 174.43

175.68    177.88 176.28 175.23 174.38 175.53 177.53 176.03 175.23 174.33

175.43    177.28 175.78 175.23 174.33 175.23 176.98 175.63 175.13 174.33 175.23 176.78 175.53 174.98 174.23 175.33 176.58 175.43 174.93 174.33

175.63    176.53 175.43 174.83 174.58 177.78 176.38 175.38 174.83 175.08 177.88 176.28 175.23 174.73 174.98

38 177.93 176.18 175.28 174.68 174.78 . .178.18 176.28 175.53 174.63 174.53 1177.83 176.43 175.53 174.63 1 4.38

177.63

176.63 176.38 176.13 178.13 175.53

1176.13    176.23

175.93    175.93 175.68 175.93 175.58 176.03 175.33 175.98 175.23 175.93

175.23    176.03

175.13    176.08 175.28 176.13 175.18 179.03 175.03 180.33

174.93    179.08 175.08 178.28 176.08)177.93 179.03179.98

178.73.171.23 177.78178.08 177.08 177.

176.53 ....

176.08 ....

175.83 ....

175.38

‘    ^    ‘    ‘ h— H- H-‘ I—k t—1>—‘    * t—‘I—M—‘ I—'‘I-‘ I—‘‘I—‘t—‘t—‘I—*1—I t—‘t—* H—

aggggggggggggaaag .rgggggggggggg

ggggfessaasssssssgggssggsgssssss

H-¹ t—'‘HiHHHHHKHHH‘H-l—**—*>—*1—‘H-‘H-‘h-

gaaasassaggaaisisgiggssigssgasgsss

174.53 174.98 174.48 175.03 174.43 175.03 174.43 175.13 174.48 175.08 174.53 174.98 174.58 174.93 174.63 174.93 174.68 174.88 174.78 174.83 174.83 174.73 174.73 174.63 174.63 174.58 174.63 174.53 174.63 174.63 174.68 174.73 174.98 174.73 175.08 174.73 175.08 174.83 175.03 174.93 175.03 174.83 175.08 174.73 175.13 174.73 175.03 174.63 175.03 174.63 175.13 174.63 175.08 174.63 175.03 174.73 174.93 174.63 174.93 174.53 ......174.43

Mean Daily Discharge, Second-feet, of Mohawk River at Dunsbach Ferry, N. Y.

DAY.

Jan.

Feb.

Mar. April. May. June. July. Aug. Sept. Oct. Nov. Dec.

1909.

S2888^SgSgSS8SSS|5S5;s:5BCS<eoor*<»?.:*»MM

*2

.... 12

*12

*10

10

*39

21

29

10

*15

17,081....... 4,411!...... 951    621    ......*1,584

2 >61

1,411

Mean......    7,601 13,790! 9,669 17,607    9,534 3,752 1,529 1,133 1,294 1,766 2,395 2,278

* Indicates Sundays.

Monthly Discharge of Mohawk River at Dunsbach Ferry, N. Y. [Drainage area, 3,440 squire miles.]

Discharge in Second-feet.

Run-off.

MONTH.

Maximum.] Minimum.

Mean.

Per

square

mile.

Depth in inches on drainage area.

January.. February. March. . . .

April.....

May......

June......

July......

August. . . September October. . November December.

1909.

27,901

39,798

21,091

37,481

22,641

6,171

3,261

2,931

1,871

3,254

3,431

3,431

1,871 5,271 3,584 8,191 i 3,761 1,871

951

621

621

1,181

1,234

1,411

7,601

13,790

9,669

17,607

9,534

3,752

1,529

1,133

1,294

1,766

2,395

2,278

2.210

4.010

2.810

5.120

2.770

1.090

0.445

0.330

0.376

0.513

0.696

0.662

2.540 4.170 3.230 5.730 3.190 1.220 0.512 0.380 0.421 0.590 0.780 0.761

Mohawk River at Rexford Fi.ats, X. Y.

A gage was established August 24, 1905, by this Department, above the State feeder dam at Rexford Flats. A box-and-chain gage is located on the right-hand, or south abutment of the dam, a few feet up-stream from the crest line. The elevation of water-surface, when the gage reads zero, is 208.10 ; standard chain length 10.75. Readings are taken each morning and afternoon by J. Reepmeyer, Jr., and a record was formerly maintained at this dam to determine the discharge. The results may be found in the report of the State Engineer and Surveyor for 1902, Supplement, pages 186-192. During the navigation season part of the flow of the Mohawk river is diverted to Erie canal through the Rexford Flats feeder.

Mean Daily Elevation of Water-surface (Barge Canal Datum) of Mohawk River at Rexford

Flats, N. Y.

DAY.

Jan.

Feb. Mar. April.

May. | June. July.

Aug.

Sept.

Oct.

Nov.

Dec.

1909.

a 210.01 211.41 209.46 209.96 210.96

1209.56    209.86 210.56 209.66 209.81 210.46 212.61 |209.68i209.76(210.41 212.61

1210.61    209.91 210.21 212.58 211.64 211.66 210.16 213.51

211.21    211.36 210.16 214.16 210.68 210.86 210.61 213.46

1210.46    210.71,211.61 212.71

210.46    210.58 211.41 212.06 210.51 210.61 211.08 211.41 209.96 210.76 211.31 210.96 209.66 210.511211.36 212.48

209.66    210.46 211.21 214.91

209.56    210.31 211.11 214.16 l209.56!210.16j210.91 209.56 210.06 210. 1

209.46    210.51 210.36

209.46    214.16 210.16

1209.46    213.96 210.01

209.61    213.01 209.91 210.91 212.56 209.86

212.61    213.31 209.76 211.11 209.86 212.36 214.31 210.66 211.06 209.76 212.06 213.161212.81

211.66    212.36 211.66 211.31 211.91 211.06 211.11 210.71

210.21

210.46

210.66

210.96

211.06 212.16 209.66 209.66 209.46 211.41 212.61 209.66 209.66 209.46 212.01 212.21 209.66 209.76 209.46 212.16 209.86 209.76 209.46 212.01 210.01 209.66 209.46 211.81 210.11 209.66 209.46 211.611210.38 209.66 209 46 211.41 210.11 209.66 201.36 211.11 209.91 209.56 209.36 210.76 209.76 209.56 209.31 212.06 209.96 209.46 209.26 212.51 210.06 209.41 209.26 211.61 210.06 209.26 209.26 211.01 210.26 209.38 209.26 210.68 210.11 209.56 209.26 210.66 209.96 209.56 209.26 213.21 211.41 209.91 209.56 209.66

212.76    211.21 209.86 209.61 210.31 212.51 210.91 209.86 209.66 210.36 212.46 210.71 209.81 209.56 210.11 212.34 210.36 209.7 6 209.56 209.96

211.96    210.01 209.76 209.56 209.86 211.41 209.91 209.66 209.56 209.76

209.66 209.81 209.71 209.66 209.76 209.66 210.98 209.76 209.66 209.66 209.56

210.96    209.66 209.66 209.56 209.56

210.76    209.76 209.76 209.46 209.46 210.86 209.91 209.71 209.46 209.46 211.11 209.76 209.66 209.46 209.46

......<209.46 209.46

209.46 209.56 209.46 209.56 209.46 209.56 209.46 209.56 209.46 206.56 209.46 209.56 209.46 209.56 209.46 209.56 209.46 209.56 209.46 209.56 209.56 209.56 209.56 209.56 209.56 209.56 209.56 209.56 209.56 209.56 209.46 209.56 209.46 209.56 209.46 209.56 209.46 209.66 209.46 209.66 209.46 V09.66 209.46 209.66 209.46 209.66 209.46 209.96 209.46 210.21 209.46 210.36 209.46 210.21 209.56 210.01 209.56 209.86 209.56 209.86 ......209.86

209.86

409.86

209.86 209.81 209.76 209.76 209.66 209.66 209.66 209.66 209.66 209.66 209.66 209.66 209.76 209.91 210.08 210.06 210.06 210.06 210.06 210.08 210.06 210.01 209.96 209.96 209.96 209.96 209.96 209.96

209.96

209.96

209.96

209.96

209.96

209.96

209.96

209.91

209.86

209.86

209.86

209.86

209.86

209.86

209.86

209.91

210.01

210.06

210.06

210.06

210.06

210.06

210.06

210.06

210.06

209.96

209.96

209.96

409.96

209.96 209.96

a No record.

• Mohawk River at Schenectady, X. Y,

A gage was established in the Mohawk river at Scotia bridge, Washington street, Schenectady, April 3, 1904, by this Department. The gage is attached to the down-stream end of first pier from right-hand side of the bridge. A gage zero is at elevation 208.76. Readings are taken by Win. C. Yrooman. This gaging station is maintained in cooperation with the V. S. Weather Bureau, by this Department.

Mean Daily Elevation of Waler-surface (Barer Canal Datum) of Mohawk River at Schenectady, N. Y.

■7

10

11

12

13

14

15

16

17

18

19

20

21

22

23

24

25

26

27

28

29

30

31

DAY.

1909.

Jan.

Feb.

Mar. April. May. June. July. Aug. Sept. Oct. ( Nov. Dec.

209.86 210.76 212.91 209.86 210.76 212.01 209.76 210.76 211.76

209.76    210.76 211.76 211.71 210.56 211.56 218.: 6 210.71 211.16 212.56 214.16 211.0

211.76    213.71 210.86

211.76    213.26 210.56 211.46 212.51 210.66 210.16 211.61 213.51 210.16 211.76 212.16 210.16 211.36 211.66 210.16 211.46 211.26 210.16 211.36 211.11 210.16 211.36

210.16    211.56

1210.16    211.76

210.16    211.76 210.16 217.31 210.16 217.51 210.16 215.31

210.16    215.01 211.26 216.51 215.51 218.51

1215.16    215.31 214.96 214.46

213.76    214.06

212.76    ......

212.76 ......

212.56 ......

211.01 218 210.86 215 210.61 214 210.56 214 210.41 214 210.46 214 210.06 213

210.16    213 210.46 212 212.01 212 214.91 211 213.36 211 213.31 212

214.16    212

213

213(06

213.56    209.96 209.26 209.86 209.66 209.76 210.56 210.46 215.01 209.96 209.26 209.76 209.66 209.761210.71 210.26 214.41 209.61 209.26 209.71 209.66 209.76[210.76 210.26 214.36 209.46 209.26 209.66 209.66 209.76,210.76 210.16 213.71 209.51 209.26 209.76 209.66 209.76 210.46 210.06 213.2 i 2 0.16 209.26 209.11 209.66 209.16 210.51 209.96 212.76 211.01 209.31 209.66 209.66 209.86 210.66;209.86 212.76 210.46 209.26 209.66 209.66 209.86 210.66 209.96

212.56    209.91 209.26 209.56 209.66 209.86|210.56 209.96

212.16    209.76 209.16 209.56 209.76 209.76 i 210.36 209.96 214.26 209.96 209.11 209.56 209.86 209.66 210.16 209.86

214.16    210.66 209.06 209.56 209.96 209.66j209.91 209.86 212.96 210.41 ] 209.06 209.56 209.81 209.66 209.81 209.86

209.76¹209.86 209.<61209.86 209.761209.86 209.76 209.86

209.76    209.86 209.761209.86 210.36 i09.86 210.06 209.86 210.16 209.86 210.16 209.86 210.56 209.86

210.76    209.86 210.56 209.86 210.26 209.86 210.16 209.86 210.26 209.86 210.26*209.86 ......209.86

212.06 210.661209.36 209.56 209.71 209.66 211.46 210.56|209.76 209.56 209.66 209.66

211.46    210.26|209.76 209.56 209.66 209.66 212.71 210.01 209.86 209.76 209.66 209.76 212.41 209.96 209.86 210.56 209.66 209.66 211.86 210.66 209.86 210.56 209.66 209.66 211.31 210.411209.86 210.51 209.66 209.66 210.91 210.21(209.86 210.31 209.66 209.66 210.61 209.86; 209.86 210.16 209.56 209.66

210.46    209.76 209.86 210.01 209.56 209.66 210.46 209.66 209.96 209.96 209.76 209.76 210.36 209.56 210.56 209.96 209.76 209.76 210.16 209.46 210.56 209.81 209.76 209.86 209.96 209.46 210.41:209.76 209.76 209.96 110.0 5 209.36 210.21 209.76 209.86 209.96 _10.41 209.26 210.06 209.66 209.76 210.06 210.36 209.26 209.96 209.66(209.76 210.26 210.06 ...... 209.96 209.66!

210.36

Mohawk. River at Tribes Hill, X. Y.

This gaging station, which is located at the suspension bridge over tht' Mohawk river between Fort Ilnnter and Tribes Hill, was established April 3, 1904, by E. A. Lamb of this Department in cooperation with the 1". S. Weather Bureau. The gage is a vertical board attached to the down-stream end of the north abut-

It is graduated in feet and tenths

ment of the suspension bridge, and the elevation of zero was 267.71 till May 26, 1909, after

which the zero vras changed to 267.75.

The elevation of bench-mark, marked “ II. S. Weather Bureau Tablet No. 13,” set in second course of the northeast anchorage of this bridge, is 295.021. Observations of the stage of the stream were taken twice each day.

Current-meter measurements are taken from the down-stream side of the suspension bridge, which is 535.6 feet long between abutments. The channel of the river is straight for some distance each way from the bridge, and the cross-section directly under the bridge and below the bridge is quite uniform. About 300 feet above the bridge rapids are formed during low water, the river being shallow and having a rough and stony bed.

This gaging station is located about 1,000 feet below the junction of the Mohawk river and Schoharie creek, and the record here will show the combined discharge of these streams.

Beginning in 1907 the conditions at this station have been modified by construction work for the Barge canal, in progress near-by.

Mean Daily Elevation of Water-surface (Barge Canal Datum) of Mohawic River at Tribes

Hill, N. Y.

■■

10

11

12

13

14

15

17

18

19

J-i

21

22

23

24

25

:■

27

2S

29

30

::i

DAY.

1909.

Jan.

Feb.

Mar. i April. May. June. ! July. Aug. Sept. Oct.

267.91 269.46 270.81 271.46 272.11 268.75 267.95 267.55 267.35 267.55

268.56    269.31 270.31 271.56 273.11 268.65 267.85 267.55 267.: 5 267.55 268.26 269.06 270.16 271.81 272.16 268.55 267.85 267.55 267.35 267.60 268.11 269.06 269.96 272.26 272.11 268.40 267.95 267.45 267.35 267.75

268.21    268.96 269.81 272.21 271.61 268.35 267.95 267.45 267.35 267.75 271.31 271.21 269.31 272.26 271.36 269.50 267.95,267.45 267.35 267.60

271.66    271.61 269.06 272.31 271.61 269 85 267.85 267.35 267.55 267.50 27 . 06 271.26 268.91 274.36 271.36 269.30 267.75 267.25 267.75 267.45 270.81 271.36 269,01 273.81 270.91 268.85 267.75i267.25 267.75 267.45

270.21    270.96 269.96 272.96 270.61 268.55 267.551267.25 267.65 267.45

269.761270.56    271.16 271.86 272.46 269.71 269.86 270.811271.06 271.96

269.66    269.66 270.61 270.61 271.26 269.61 269.001269.91 272.51 270.46 269.51 269.86! 269.51 [275.61 269.96 269.51 270.06 269.36 274.91 269.91

269.36 270.51 269.31,273.21 270.86 268.80 267.95 267.50 267.45 267.45 270.46 268.96 272.46 270.61 269.15 267.55 268.55 267.45 267.45 270.011268.76)272.36 270.11 269.65 267.55!268.75 267.45 268.15 275.911268.911272.16 269.81 269.25 267.55 268.40 267.45 268.25 267.551268.25 267.45 268.05

267.55    268.15 267.45 268.05 257.5> 267.95 267.45 268.55 268.80 268.65 267.45 269.10 1269.00 267.45 267.55 268.90

268.85    267.35 267.55 268.70

268.55    267.35 267.55 268.45 268.35 267.35 267.55 268.20 268.15 267.35 267.55 268.05

267.85    267.35 267. 5 268.05 267.75 267.35

95 267.45 267.25 267.65 267.45 65 267.35i267.25 267.65 267.45 40 267.25 267.25 267.65 267.45 60 267.25 267.25 267.55 267.45 40 267.25 267.25 267.45 267.45 05 267.251267.25 267.45 267.45

Nov. ! Dec.

269.26 269.21 269.06 269.01 268.96

268.91 270.21)273.08 269.21

273.26    274 .01 269 .41 272.11 272.46 273.26 271.81 271.81 271.26 271.36 271.51 271.46 270.61 270.16

269.91

271.36

271.26

271.41

270.31

270.76

270.76

270.96

269

268.95

totototototototo

267.95

268.001268.75 267.95 208.65 267.95l268.60

267.951268.40 268.05 268.25

267.95    268.25 267.85|268.30 267.85:268.30 267.85 268.45 267.95'268.55 268.05 268.10 268.05 267.95 268.05 267.95 268.05 268.10 268.05 268.30 268.05 268.45 268.05 268.55 268.15 268.65 268.15 268.60

268.40    268.65 268.55 268.70 268.55 268.70 268.65 268.65 269.25 268.75 269.25 268.95 269.10 269.05 268.75 269.15 268.65 269.15 268.80 268.95

268.95    268.85 ...... 268.75

SCHOHARIE CREEK DRAINAGE BASIN.

Description of Basin.

The source of Schoharie creek is about two miles east of Tan-nersville, at an elevation of 1,940 feet. The source is within about four miles of the easterly escarpment of the Cat-skill plateau. The stream valley is broad and the slope moderate throughout the upper regions. A small area, which apparently was formerly tributary to Schoharie creek, has been cut off by erosion and has thus become tributary to Kaaterskill. Nearly the entire drainage basin is irregular and precipitous. It is extensively covered with second-growth forests.

The basin of Schoharie creek is largely overlain by slaty rocks, into which water percolates only to a slight depth. The valley soil is largely thin plastic clay, formed by disintegration of the native rocks. Passing from the head waters toward the mouth, Schoharie creek crosses successively the Devonian sedimentary rocks, chiefly of the Catskill, Oneonta, Ithaca and Hamilton formations. All of these may be considered fairly impervious and free from fissures. It then crosses, belts of Silurian formations, including Ilelderberg, Saline, Niagara and Medina sandstone and limestone. These rocks are underlaid by impervious Hudson river shales, but are themselves permeable, yielding numerous springs at the lower partings.

The entire drainage basin is shown on the topographic maps of the U. S. Geological Survey, the elevation and area at different points along the stream being as follows:

Drainage Areas of Schoharie Creek¹

LOCATION.

Reservoir site.......

Prattsville gage.....

Devasego Falls......

Gilboa.............

NorthBlenheim.....

Breakabeen........

Middleburg.........

Schoharie..........

Mouth of Fox creek.. Above Cobleskill er’k Mouth of Cobleskill.

Esperance..........

Burtonsville........

Mill Point branch. .. Mouth (Ft. Hunter).

Distance in MiLES.f

Fall in Feet.

Drainage Area In Square Miles.

From From Place mouth. Prattsville. to place.

Elevation.

Place    Per    j Point |

to place, mile.    | to point.!

Total.

i.4 u

62.5

.ji

55.5

48.5

43.0

35.0

29.5

24.0

24.0

18.0

14.5

6.0

© T-H CO 00

►£¹>ooco©©©©i4^©i—‘cu ©©C7i©'©©OOt    OxOxOtOTi

OiOOCOOiO^l-^CnOOOi^ICntOH-¹ O Cn Cn O OOiOi Oi © © © Ox

1,240

1,160

1,100

1,000

800

710

620

585

580

520

280

sssgoo.o.sssiiss

MMtOtOWOt

‘OStOOOCO

to CO Ol to CO ’© '© CO

11.4

21 1

7.5

228

228

10.4

8.1

58.5

92.9

23.8

105.7

26.6

14

05 CO tO CO OO CJt

238.4

246.5

305

397.9

421.7

527.4

644.5

657.3

793.2

856.4

870.4 900.7

909.3

Gaging op Streams: Mohawk River Basin.

449

Tlio results of gagings of this stream at stations formerly maintained may be found in the report of the State Engineer and Surveyor for 1902. Supplement pages 1G9—ISO.

Schoharie Creek at Fort Hunter, 1ST. Y.

A gage was erected on Schoharie creek above the State feeder dam at Fort Hunter, November 17, 1904, by C. A. Poole, of this Department. The gage is maintained in cooperation with the IT. S. Weather Bureau. The gage is attached to the down-stream wing wall of the right-hand abutment of the West Shore R. R. bridge. It is vertical and divided to feet and tenths and is in two sections, the lower section reading from zero to 3.9, the upper section reading from 3.9 to 10 feet. The zero mark is at elevation 280.5. Readings are taken at 8 a. m. and 0 i\ m. each day.

Mean Daily Elevation of Water-surface (Barge Canal Datum) of Schoharie Creek at Fort

Hunter, N. Y.

DAY.

Jan. Feb.a Mar.s April. May. June. July. Aug. Sept. Oct. Nov. Dec.

10

11

12

13

14

15

16

17

I'

19

21

22

•21

25

20

27

29

30

31

1909.

281.50 2 1.60 281.50 281.50 282.10 . 284.95 . 283.65 . 282.60 . 282.35 . 282.10 . 282.30 . 282.30 . 282.30 282.30 282.30 282.30 . 282.30 . 282.30 . 282.30 . 282.30 . 282.30 . 282.30 . 282.30 . 284.60 . 284.30 . 283.90 . 283.40 . 283.05 . 282.75 . 282.45

282.80 281.80 280.40 279.35 279.05 28 >.45 281.75 2;0.45 279.40 278.90 282.95 281.70 280.25 279.15 278.94

283.35    281.70 280.20 280.05 278.72 283.00 281.: 0 280.lu 278.95 278.90 282.85 281.80 280.05 279.25 278.85 283.15 281.80 280.00 279.35 278.90

282.80    281.70 279.10 278.80 278.95 282.55 281.65 279.15 278.95 278.95 282.70 281.70 278.70 279.00 278.90

283.80    281.85 278.65 278.80 278.95 283.00 282.05 279.15 278.85 279.10 282.55 281.90 279.20 279.05 278.95 282.40 282.10 279.35 278.95 278.85 282.30 282.05 279.00 278.90 278.80 282.45 281.95 279.05 279.05,278.75 282.70 281.85 279.25 279.05:278.75 282.60 282.10 279.80 278.901278.85 282.45 282.35 279.60 278.85 278.95

282.35    282.15 279.60 279.15 278.90 282.30 281.90 280.05 280.80 278.95 282.30 281.85 279.70 280.30 278.90 282.20 282.05 279.90 279.75 278.90 282.20 282.20 279.65 279.70 278.95

282.30 282.20 281.80 279.85 279.60 278.95 282.30 282.05 281.55 280.25 279.25 278.90 282.25 281.85 281.40 280.30 279.10 278.85 282.35 281.85 281.30 280.00 279.20 278.95 282.30 281.80 280.80 280.25 279.20 278.95 282.35 281.85 280.95 279.45 279.20 278.90 279.70 279.10 ......

281.85

278.95 280.00 281.15 278.95 279.15 281.20 279.00 279.30 281.25 278.90 280.20 281.25 278.95 279.15 281.15 279.00 279.15 281.25 278.85 a 281.05 278.90 279.60 281.15

278.80    279.65 281.25 278.85 -79.75 -81.15 279.00 279.75 281.10 279.30 281.00 281.20

279.15    279.60 281.15

279.15    279.85 281.35 278.95 280.30 281.25 279.00 281.70 281.15

279.10    279.70 281.45 i78.90.279.50 281.55

279.15.279.80    281.35 279.70 280.55 281.20 278.95.281.20 281.25 279.05 281.10 281.25 279.05 281.10 281.55 279.001281.10 281.45 279.25 281.25 281.35

280.10    281.20 281.45 279.30 281.25 281.40 278.85 281.15 281.40 278.95 281.25 281.20 279.00 281.20 281.30 279.00 ...... 281.35

a No record.

Schoharie Creek at Centrae Bridge, 1ST. Y.

A gaging station, established April 3, 1904, at Central Bridge is maintained by this Department in cooperation with the U. S. Weather Bureau. Preceding July 30 the readings during 1907 were taken by measuring clown to water-surface with a steel tape from a reference point on the 1). & II. It. R. bridge. Beginning July 30, 1907, a box-and-chain gage has been used. The gage is attached to the ties of the up-stream track near the right-hand end of the bridge. The standard chain length 33.00 feet. The scale is graduated to feet and tenths from Eero to 14 feet. Readings are taken at 6 a. m. and 6 p. m. each day by A. M. Spencer. The gage is located a short distance below the junction of. Cobleskill with Schoharie creek. Elevation of water-surface, when gage reads zero, is 565.96.

Mean Daily Elevation of Water-surface (a) of Schoharie Creek at Central Bridge, N. Y.

DAY.

Jan. Feb. Mar. April. May. June. July. Aug. Sept. Oct. Nov. Dec. .

1909.

2...

1(1

11

12

i:;

14

15

16

17

18

19

21

23

25

26

27

28

29

31

566.80 570.25 568.90 569.40 570.55 568.02 567.28 566.65 566.65 567.22 566.70 567.02 566.80 570.10 569.05 569.45 570.68 567.98 567.12 566.65 566.60 567.22 566.70 567.00

566.70    570.05 568.75 569 40 569.85 567.85 567.25 566.62 566.60 566.12 566.70 566.90

566.85    570.20 568.55    50    572.05 567,55 567.22 566.62 566.60 567.00 566.70 566.85

568.40    570.20 568.37    55    570.88 567.95 567.18 566.60 566.55 566.88 566.70 566.80

572.40    572.10 568.25    85    571.15 568.02 567.05 566.60 566.55 566.85 566.70 566.70

570.05 570.20 568.42    00    570.28 567.90 567.02 566.58 566.55 566.80 566.70 566.82

571.95 569.20 568.35    75    569.92 567.72 567.00 566.58 566.55 566.80 566.65 566.92

571.70    568.55 568.30    75    569.68 567.68 566.95 566.55 566.55 566.78 566.65 566.85

571.35    568.22 570.80    45    569.55 567.75 566.90 566.52 566.55 566.75 566.65 566.72

571.30    568.50 571.25    15    572.35 569.00 566.82 566.50 566.60 566.75 566.62 566.65

571.02 568.75,569.50    95 570.52 568.50 566.78 586.50 566.58 566.75 566.60 566.62

570.40    568.75 569.20    85    569.95 568.20 566.72 566.48 566.55 566.75 566.60 566.68

570.40 568.80 568.95    50    569.50 568.30 566.72 566.45 566.55 656.78 566.60 566.82

570.38 569.30 568.85    15 569.451568.25 566.72 566.45 566.60 566.78 566.60 566.82

570.30    570.05 568.70    25    569.40 568.25 566.72 566.45 566.70 566.78 566.60 568.21

570.28 571.25 568.60    80    570.15 568.50 566.98 566.52 566.68 566.72 566.60 568.44

570.20 569.45 568.45 570.05    569.90 569.30    566.88 566.68    560.62 566.70    566.55 568.28

570.20    569.25 568.35 569.85    569.50 569.08    566.92 566.85    566.58 566.70    566.55 568.24

570.35    584.80 568.35 569.75    569.18 568.15    566.80 567.18    566.55 566.70    566.55 568.26

570.40 571.65 568.25 569.55    568.95    25    566.80 567.08    566.55 566.70    566.55 568.28

570.85    570.60 568.12 569.50    568.80    12    566.75 567.00    566.52 566.70    566.55 568.28

572.55 570.40 568.02 569.38    568.80    08    566.75 566.95    566.50 566.70    566.55 568.21

575.25 572.52 568.15 569.25    568.75    95    567.12 566.88    566.60 566.72    566.55i568.16

573.30    573.85 569.20 569.15    568.55    78    567.08 566.08    566.58 566.80    566.551568.21

570.65 570.20 572.88 569.02    568.35    65    566.98 566.78    566.55 566.75    566.60 568.31

569.70    570.10 571.50 569.02    568.15    60    566.92 566.72    566.65 566.75    566.62 568.51

569.20    569.65 571.15 568.75    568.45    82    566.82>566.70    566.72 566.72    566.72 568.44

568.70    ...... 571.00    568.68    568.42    50    566.78 566.70    567.30 566.72    566.82 568.36

568.58 ...... 569.70    568.85    568.25    42    565.72 66.70    567.25 566.72    506.92 568.36

568.52 ...... 509.45    ...... 568.08    ..    566.85 66.65    ...... 566.72

OrOiCaOiOiOiOiOiCaOT

Ob Ob Ob Ob Ob Ob Ob Ob Ob Ob

-<ioo c© oo

568.36

a Arbitrary datum.

Schoharie Creek at Midtu.eburg, 1ST. Y.

A temporary gaging station was established at Middleburg August 24, 1906, by Robert E. Horton for this Department. The gage consists of an enameled steel scale subdivided to hundredths of a foot, which is attached vertically to a pile forming part of the shore protection on the right-hand bank of the stream, about 300 feet below Middleburg bridge. The zero mark of the gage is

27.6 feet below the top of the iron rod at the upper end of the pile. The stream channel is straight for a considerable distance below and above the gage. The bod is of gravel and cobblestones fairly smooth and permanent. The stream is confined near the right bank during low water and measurements are made by boat or by wading opposite the gage. At ordinary high stages the stream can be measured from the Middleburg bridge. Gage readings are taken each morning and night by Minnie E. Wheeler.

Discharge at this station for 1909 is not at present available.

Mean Daily Gage Height, in Feet, of Schoharie Creek at Middleburg, N. Y.

::

10

11

12

13

14

15

I-

17

18

I'*

20

21

22

•24

25

2"

27

2"

21¹

31

DAY.

1909.

Jan.

Feb. Mar. April. May. June. July. Aug. Sept. Oct. Nov. Dec.

1.80 3.58 3.30 3.18 2.05 3.80 3.10 3.15 1.95 3.68 3.00' 3.30

1.75    3.45 2.85 3.60

2.57    3.62 2.50 3.25 5.85 9.40 2.62 3.32 3.98 3.60 2.60 4.18 3.10 3.10 2.55 4.28 2.90 2.62 2.40 3.72 2.78 2.75 5.00 3.42

2.75    3.75 4.50 3.05 2.65 2.80 3.48 2.98 2.82 2.90 3.35 2.88 3.28 3.10 3.10 7.53 3.c5 3.22 2.72 7.25

3.58    3.(50 2.75 5.25 3.20 4.50 2.75 4.45

3.32    3.35 2.55 4.02 3.12 3.20 2.45 3.75 3.05 10.70 2.55 3.75 3.05 5.15 2.30 3.45 2.90 4.35 2.30 3.42

4.18    3.90 2.20 3.30 6.05 5.62 2.25 3.32

5.32    5.75 2.85 3.00 4.15 3.75 4.72 3.25 3.50 3.85 3.45 3.02

3.18    3.70 4.08 3.10

2.80

3.98

2.98

::

3.42

3.30

4.42

3.25

fcOfcOtObOtOtOfcOtOCOfcOOOCCC*aCO^COOOCOCO^OlCOCO^»-p^rf^^OT^».^.^

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1.08

l .or,

1.00

1.00

1.1111

1.00

1.00

1.00

1.00

1 1,11

0.95

0.95

0.95

0.90

0.90

0.90

0.98

1.08

1.70

1.55

1.42

1.32

1.2<

1.22

1.15

1.18

1.15

1.10

1.05

1.05

0.98

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Mean Daily Discharge, Second-feet, of Schoharie Creek at Middleburg, N. Y.

DAY.

Jan. Feb. Mar. April. May. June. July. Aug. Sept. Oct. Nov. Dec.

1909.

215 1,490 322 1,750 164 1,610 196 1,354 614 1,550

5.100    16,000 1,970 1,520 1,032 1,032

1,193 1,032 1,460 1,147 1,490 1,520 1,124 2,700 1,239 1,262 1,055 1,124 986 21,500 986 3,750 850 2,460 2,225 1,890 5,520 4,650 4,060 4,900 2,200 1,700 1,400 1,800

1.101    1,640

757

735

780

2,560

M M H ls2 H C*5    MMMtOCO    t-⁴*-*

SSil¥HS8liSSi8gglS3i§il88S!lil

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2,360

1,670

1,331

830

9,470

8.700 3,950 2,600 2,025

1.700 1,700 1,354 1,331 1.216 1,239

2,200

2,800

2,025

4,020

2.460 3,150 2,225 2,025 1,610 1,400 3,950 2,360 1,750

1.460 1,430 1,915 2,025 1,700 1,400 1,124

940

VI

940

’940

700

1.170

’963

598

532

1,032

’920

735

10

1,216

145

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Mean

1,439 3,003 1,102 1,972 1,642    496    82    47    31    40    37 ₁114

Monthly Discharge of Schoharie Creek at Middlehurgh, N. Y. [Drainage area, 527 square miles.]

Discharge in Second-feet.

Run-off.

MONTH.

Maximum.

Minimum.

Mean

Per

square

mile.

Depth in inches on drainage area.

January.. February. March... .

April.....

May......

June.....

July......

August... September October. . November. December.

1909.

5,520

21,500

•3,500

9,470

4,020

1,750

164

6 IS

390

S30

445

196

1,439 3,003 1,102 1,972 1.642

’496

I .’iii

180

101

79

368

22

22

31

Ml

36

82

47

31

40

37

114

2.73 5.70 2.09

3.74 3.12 0.941 0.156 0.089 0.059 0.076 0.070 0.216

3.14

5.9S

2.40

4.19

3.59

1.05

0.179

0.102

0.066

0.087

0.078

0.248

Schoharie Creeic at Prattsville, 1ST. Y.

Schoharie creek above Prattsville. drains a rugged, mountainous area, almost entirely wooded. The watershed, 238 square miles in extent, lies wholly within Greene county. Rocks of the Catskill formation, chiefly sandstones and conglomerates, lie at or near the surface over most of the area. The basin is [surrounded by nearly continuous mountain ranges, and intervening ridges divide the main stream from its principal tributaries — Batavia kill, East kill and West kill.

The gaging station was established November 7, 1902, by Robert E. Horton for the IT. S. Geological Survey in cooperation with the New York Water Supply Department, on the highway bridge. It was assumed and continued by the Board of Water Supply of the city of New York on May 7, 1907, at which time a new standard board of water supply chain gage was installed. The old datum was preserved and the present readings conform to those already obtained.

The gage is attached to the floor of the bridge on the up-stream side near the left bank. The chain length is 27.05 feet. The elevation of the datum of the gage is 1,130.03 (U. S. G. S. B. M.). The gage datum is referred to a bench-mark — a circle of white paint marked on a boulder at the right end of the down-stream side of the bridge, elevation 1,151.00, or 20.97 above the datum of the

gage.

Gage readings are made each morning and evening by Miss Enda M. Snyder of Prattsville, N. Y.

The bridge is a single span steel highway bridge, 187.8 feet between abutments, and all the water passes between them at all but the very highest stages.

In high water measurements are made from the bridge, while in low water stages they may be made by wading at a point about 500 feet below the bridge.

The data for 1909 is not at present available.

Mohawk River at Eultonville Bridge, Fonda, N. Y.

This gaging station was established April 29, 1906, by R. H. Merrill, for this Department. A box-and-chain, reading decimally from zero to 12 feet, is located on the down-stream guard-rail of

the middle span of the bridge. The stream channel is straight and the river uniform for about one-half mile above and below the bridge. The river becomes ice covered in winter, but the conditions are generally good for current-meter measurements. The bridge comprises three spans and is subdivided to five-foot intervals on the down-stream side, the initial point being at the face of the left-hand abutment.

Mean Daily Elevation of Water-surface (Barge Canal Datum) of Mohawk River at Fulton ville Bridge, Fonda, N. Y.

10

11

12

13

14

15

16

17

18

19

20

21

22

23

24

27

28

30

DAY.

1909.

Jan

Feb.

Mar.

Apri .* May. June

July.

Aug.

Sept.

Oct.

Nov. Dec.

284.00

280.05

284.75

283.65

282.60

281.05

280.05

279.25 279.00

278.25 277.85

277.70

277.55

277.40 277.05 278.80

279.10

278.90 277.85 277.50

277.35

277.30

276.90

276.55

276.35 276.20

276.20 276.35 276.95 279.05

282.10

281.30

282.70

281.20

280.40

278.30

279.17,279.10

279.32    280.50 279.97|279.80 279.821279.85 279.92; 278.80 281.17,278.00 283.07,278.40 284.07,278.35 282.87 278.00 282.02 277.65 278.871278.50 277.92 279.85

278.47    277.95 281.82 277.25 285.07 276.80 284.07 277.40 282.07 277.65

281.17    277.40

280.57    276.80 280.77 276.45

280.37    276.00

279.47    275.55

279.17    275.40

278.57    275.30

278.32    275.10 277.72 274.95

277.37    274.85 278.42 275.05 278.12 275.35 278.27 275.15 ...... 275.00

274.73 274.48 274.43

274.43

274.63 276.03

276.73

275.63

275.13

274.93 275.83

275.93 275.58 275.98

275.73

275.23

274.73

275.43 275.78

275.78

275.18

274.78

274.63 274.48 274.38 214.28

274.23

274.18

274.13 274.13

274.10

274.05

274.00

274.00

274.00

273.90

273.90

273.90

273.75

273.70

273.70

273.70

273.65,

273.60

273.65

273.70

273.85

273.80

273.85

273.75 273.80

273.80 273.90

274.75 275.25 275.15

274.80 274.45 274.20 273.95 273.90

273.83

273.68

273.68

273.68

273.68

273.68 273.58 273.53 273.43 273.38 273.28 273.28 273.33 273.38 273.28 273.43 274.48 275.03 274.78 274.73

274.68

274.48 274.08

273.68 273.68 273.58 273.63 273.68 273.63

273.48 273.23

273.61

273.46

273.36

273.36

273.56

273.56

273.76

273.86

273.86

273.91

274.06

274.11

273.81

273.51

273.26

273.16

273.26

273.51

273.46

273.41

273.36

273.41

273.46

273.51

273.66

273.71

273.76

273.76

273.86

274.01

274.04

274.14

274.04

273.99

273.94

273.94

273.89

273.79

273.69

273.fi4

273.69

273.64

273.59

273.74

273.69

273.64

273.69

273.99

274.14

274.29

274.24

274.34 274.44

275.34 275.49

275.54

274.54 274.24 274.09 274.19 274.24

a No record.

Mohawk River at Canajohaeie, FT. Y.

A gaging station was established by this Department at the highway bridge crossing Mohawk river at Canajoharie, September 1G, 1908. The gage is of the weight-and-chain variety contained in a box of standard form fastened to the hand railing of the upstream side of the bridge. The gage reads from zero to 11 feet by feet and tenths. Length of gage-chain from end of weight to marker is 42.35 feet. The datum of the gage is 282.45. The drainage area at this gaging station is given as 1,862 square miles in the Barge canal report of 1901. Gage readings are taken each morning and night. The observers were M. J. Powers, from September 1G, 1908, to January 31, 1909, and TI. M. Hoag, beginning February 1, 1909.

Mean Daily Elevation of Water-surface (Barge Canal Datum) of Mohawk River at Canajoharie, N. Y.

1"

11

12

14

11

16

17

I"

21

22

23

24

25

26

27

28

DAY.

1909.

Jan. Feb. Mar. April. May.

June. July .

Aug.

Sept.

Oct.

Nov.

Dec.

280.20    290.15 286.45 289.80

286.50    289.70

286.45    289.05

286.70 287.95    ... _____ . ...

290.60 293.35 289.60 292.95 289.50 292.10 293.80 289.70 295.30 289.90

291.45    293.30 289.30 296.25 290.00

290.85    293.30 289.05 295.10 290.20 290.35 291.90 289.00 292.55 289.25 289.35,290.75 291.30

289.00 290.75 291.75

288.45.290.50    291.35 290.20 289.45 288.10!290 50 291.25 295.10 288.80 287.75)290.05 290.80 296.90 288.45 289.65 290.85 289.65 295.80 288.80

289.501290.85    289.40 293.75 288.90 288.90 290.75 288.70 292.95 288.70 1288.85(290.40 288.40)292.20 288.05 ’,288.55 296.35,288.25 293.10 287.50 288.151296.05 287.90)292.15 287.15 288.05 295.55 287.95)291.05 286.80

288.20    295.15 288.00 290.75 286.80

291.20    294.50 288.80 289.75 286.65 (294.15 296.90 292.10 289.20 286.40 294.40 296.85 293.75 289.25 286.20 293.45 295.75 286.00 289.80 286.00 292.10 294.70 292.35 289.80 286.40

(291.25!...... 291.05    289.65    286.80

[290.05)...... 289.55    290.00    286.55

to to to to to O CO to O CO

OHH-tOtO

290.35 291.15 290.75 292.35 291.50 291.50 292.10 291.35 291.90 290.30

290.50 291.40 289.60 291.40

286.05 284.80 284.35 283.80 284.14 285.15 286.55

285.85    284.70 284.20 283.90 284.04 285.10 286.15 285.50 285.00 284.20 283.90 284.84 285.10 286.10 285.50 284.75 284.10 283.90 284.89 285.15 286.00 286.05 285.10 284.00 284.10 284.79 285.10 285.95

288.20    284.95 284.05 284.35 284.89 285.10 285.70

287.85    284.80 283.95 284.90 284.69 285.05 285.80 286.75 284.65 283.70 284.65 284.39 284.95 285.70 286.25 284.05 283.80 284.55 284.19 285.35 285.45 286.10 284.30 283.75 284.25(284.24(285.50 285.35 286.00 284.25 283.65 285.15)284.14,285.40 285.70

286.20    284.35 283.80 284.75 284.04 285.30 285.85 286.65 284.45 283.70 284.30 284.54 285.20 286.00 286.20 284.30 283.55 284.10 284.39(284.95 286.25 286.70 284.15 283.50 284.15 284.39,284.95 286.40 286.35 284.70 283.60 284.10 284.34!284.85 286.35

286.15    284.60 286.60 284.25 284.29 284.35 286.20 286.95 284.35 286.50 284.05 285.04 286.30 286.05

287.15    284.40 286.15 283.85 285.84 286.60 285.90

286.75    284.60 285.50 283.80 285.59,286.15 285.85 286.35 284.65 285.40 283.65 285.34 286.00 285.85 286.00 284.50 284.80 283.80 285.74 286.05 285.85

285.75    284.65 284.65 283.95 286.54 286.80 285.75 285.55 286.65 284.50 284.45 286.89 287.30 285.70 285.50 286.75 284.45 284.65 286.59 287.05 285.75 285.30 286.50 284.30 284.40 286.15 286.55 285.65

| 285.25 285.95 284.10 284.25 286.05 286.35 285.75 i 285.25 285.40 283.95 284.25 285.50 286.15 285.75 i 285.25 285.00 283.85 284.55 285.45 286.40 285.65 i 285.00 284.70 283.85 284.30 285.20 286.90 285.65 i...... 284.55 283.75 ...... 285.25 ...... 285.75

¹

From U. S. Geological Survey topographic raap“. t Measured along general course of stream. i From head.

Mohawk River at Fort Plain, FT. Y.

A gage was established on the highway bridge crossing the Mohawk river at Fort Plain, December 30, 1905, by C. A. Poole, for this Department. A box-and-chain gage is attached to the

bridge guard-rail on the down-stream side, 50 feet from the right-hand abutment. The elevation of water-surface, when the gage reads zero, is 290.47. The standard chain length is 29.30. The bridge is subdivided to five-foot sections for current-meter measurements. The initial point is the face of the left-hand abutment on the down-stream side of the bridge.

Mean Daily Elevation of Water-surfcuce (Barge Canal Datum) of Mohawk River at For

Plain, N. Y.

DAY.

Jan. Feb. Mar. April. May. June. July. Aug. Sept. Oct. Nov. Dec.

10

11

12

Li

14

15

16

17

l''

19

21

23

25

26

27

29

31

1909.

292.47 294.82 299.72 296.17 297.02 292.52 291.39 290.87 290.57 290.77 291.27 292.42 294.77 298.52 296.67 298.17 292.27 291.27 290.67 290.47 290.97 291.37 292.45 294.29 297.47 297.42 297.42 292.17 291.62 290.67 290.47 291.32 291.37 292.42 294.02 296.82 297.87 297.07 292.07 291.57 290.57 290.47 291.27 291.47 293.65 293.95 295.82 297.57 296.32 292.27 291.47 290.57 290.67 291.22 291.37

296.17    298.55 295.12 298.57 295.57 294.62 291.37 290.57 290.87 291.07 291.57

296.62    300.27 295.07 300.62 296.17 294.17 291.32 290.57 291.42 290.92 291.37 295.97 299.87 294.92 301.32 296.02 293.22 291.22 290.37 290.97 290.67 291.42 295.27 299.37 294.72 300.47 295.77 292.77 291.97 290.27 290.87 290.67 291.87 294.89 297.97 294.92 298.22 295.37 292.67 290.72 290.17 290.77 290.67 291.87

294.12    297.19 296.82 296.62 297.32 292.62 2 *0.77 290.17 291.57 290.67 291.77 293.79 296.89 296.92 295.52 297.17 293.52 291.07 290.17 290.87 290.72 291.62 293.52 296.79 293.02 296.77 293.15 296.22 293.99 297.07 293.69 297.07

293.22    296.97 293.19 297.12 293.15 302.32 293.05 302.82

292.82    302.52

293.12    301.67 296.07 301.32

299.82    303.27

300.62    302.52

299.17    301.77

297.82    301.02

296.62    ......

295.22    ......

294.92 ......

296.67    296.32 295.57 293.17 290.97 290.17 290.72 291.07 291.57

295.42    301.37 294.97 293.72 290.87 290.17 290.47 290.77 291.47

294.92    302.17 294.47 293.22(290.82 290.17 290.52 290.77 291.37

294.72    300.97 294.92 292.82 291.37 290.97 290.52 290.87 291.32

294.37    299.22 295.37 292.52 291.17 292.72 290.77 291.02 292.07

293.72    298.77 294.92 293.521290.95 292.92 290.57 292.0' 292.72

293.67    297.97 294.37 293.671290.97 292.47)290.37 292.12 292.87 293.67 298.97 294.12 293.42 293.32 298.17 293.62 292.77 293.47 297.07 293.27 292.47 293.47 296.57 293.17 292.27 294.02 296.22 293.22 292.07

296.92    295.42 292.92 291.97 298.27 295.42 292.67 291.82

297.42    295.12 292.52 291.67 297.02 295.82 292.97 291.77

296.37    295 62 293.27 291.72 295.82'295.87 293.12 291.57

292.82 ......

295.77

290.97 291.87 290.37 292.02 292.42 292 290.97 291.77 290.37 291.82.222.57 291

290.97    291.22 290.371292.32 292.77 292 291.47 290.87 290.37 293.12 293.37 292 293.12 290.77 290.97)293.47 293.82 292 293.27 290.67 290.92(293.22 293.47 292

292.97    290.57 290.87 292.77 293.02 292 292.42 290.57 290.87 292.12 292.62 292 291.82 290.57 290.87 291.87 292.67 291 291.47 290.37 290.97 291.97 293.12 291 291.37 290.37 290.771291.57 293.42 291 291.02 290.271......1291.57 ...... 291

gissassSLsissgssgisjsisiisssgsssasissswssssissiSig

Current-meter Discharge Measurements of Mohawk River at Fort Plain, N. Y.

DATE.

Hydrographer.

Gage

height.

Area of section.

Mean

velocity.

Dis

charge.

1909.

Oct. 26. . .

Patchke and Robbins

Feet.

2.15

Square

feet.

1,266

Ft. per second. 1.36

Second-

feet.

1,720

East Canada Creek at Dolgeville, N. Y.

A gaging station on this stream was established for the U. S. Board of Engineers on Deep Waterways in 1898. It has since been maintained by the U. S. Geological Survey in cooperation with this Department.

Observations are taken at High Falls, near Dolgeville, about 7 miles from the outlet of the stream. The gaging station is located at the dam of the Herkimer County Light and Power Company. The dam is of rubble masonry, 19 feet high, and has a flat crest 6 feet wide and 190.25 feet long between abutments. The elevation of the up-stream edge of the crest is 1 foot below that of the lip. The impounded water is conducted to the powerhouse, 500 feet below the dam, through a wrought-iron flume, 10 feet in diameter.

Readings of the depth on the crest are taken from a vertical gage board attached to the bulkhead, G feet up-stream, twice each day by Godfrey Aman. The mean of the readings is used in computing the discharge. A record is also kept of the run of the water-wheels and the elevation of water in the tail-race. The record since January 1, 1903, has been computed from a discharge curve based on the United States Geological Survey experiments on a full-sized model of the dams, made at Cornell University. The flow through the turbines for this period has also been computed from current-meter measurements, made in the tail-race of the electric power-plant instead of from the manufacturer’s rating tables for the water-wheels, as formerly. The turbines are of a special Victor cylinder-gate type. The two main wheels are each 36 inches in diameter, and their speed is controlled by Lombard governors. Beginning November 12, 1907, a pair of 30-inch Rodney Hunt turbines have also been in use. Owing to changing flash-board conditions, the record for 1909 is approximate only. During the winter the dam is more or less obstructed by ice at times. The reduction in flow is estimated.

iSpruce creek, the principal tributary of East Canada creek enters 1 mile above Dolgeville, and drains an area of 50 square miles. Water is diverted from this creek and from Beaver creek, one of the tributaries, at Diamond Hill, and is carried to Little Falls through a cast-iron conduit, 9 miles long. The water-supply of Dolgeville is taken from Cole brook, a tributary of East Canada creek. No allowance for diversion of water-supply has been made in computing the run-off for East Canada creek.

;8

10

11

12

13

16

17

is

21

22

23

27

30

31

Mean Daily Discharge, Second-feet, of East Canada Creek at Dolgeville, N. Y.

DAY.

1909.

Mean

Jan. Feb. Mar. April. May. June. July. Aug. Sept. Oct. Nov. ;Dec.

234

149

257

743

1,140

’948

806

*781

758

202

376

416

312

247

155

388

*1,373

1,948

1,596

1,081

591

480

*563

1,598

*2,905

2,299

2,538

2,361

2,360

2,414

2,050

*1,587

201    156 ......

*162

233

*320

161

616 1,291    535 3,088 1,232    499    220    211    10.

II

to

to

* Indicates Sundays.

Monthly Discharge of East Canada Creek at DolgeviUe, N. Y. [Drainage area, 256 square miles.]

Dischahge in Second-feet.

Run-off.

MONTH.

Maximum.

Minimum. Mean.

Per

square

mile.

Depth in inches on drainage area.

January.. February. March....

April.....

May......

June.....

July......

August. . . September October. . November, December.

1909.

1,948 2,905 K 816 7,537 •    2,720

1,203

149

616

763

631

463

768

460

378

2S4

317

962

380

210

99

85

129

95

147

142

1,291

535

3,088

1,232

499

220

211

204

266

300

221

2.41

5.05

2.09

12.06

4.81

1.95

0.860

0.825

0.797

1.04

1.17

0.864

CHHOCOtOCnWtoOitO

cCCOtOGCcCcOi—‘OiCnrfi-tOM OUOO

Mohawk River at Little Falls, Y. Y.

A gaging station was established at the lower (Gilbert’s) dam at Little Falls, 3ST. Y., for the United States Board of Engineers on Deep Waterways in 1898. It has since been maintained by the

U. S. Geological Survey in cooperation with this Department. The dam is of masonry, having the form of a circular are, and furnishes power for the Astoronga Knitting Mill and the mill of the Little Falls Paper Company. Records of the crest gage and run of the water-wheels at the Astoronga mill are taken by John Schmelze. At the paper mill a record has been kept, beginning June 1, 1907, by C. T. Barrett.

There are three dams at Little Falls. The upper one is a State dam, diverting water for the supply .of the Erie canal; the lower two are used for water-power development. The gage record kept at the lower dam shows the amount of water flowing down-stream from Little Falls, but does not include the diversion at the State dam above the gaging station, and hence does not represent the total yield from the tributary drainage area of about 1,306 square miles.

Mean Daily Discharge, Second-feet, of Mohawk River at Little Falls, N. Y.

''

10

11

12

19

14

15

16

17

18

19

20

21

22

23

,il

24

27

I's

::i

DAY.

1909.

Jan.

Feb. Mar. April. May. June. July. Aug. Sept. Oct. Nov. Dec.

(,SS

(‘in

*637

s:;s

916

959

733

'■•5s

*774

«<IOO OO CO GO 05 CO OO to >— 0 1^05^05

> 00

894

852

749

Ss2

*71 is

s.:|

828

I'g § S g S 2S 8 s lb Vggsg gs 5 &

>H-*tOcOtOC5-<IO5O5004^O5O5t—*051—‘OlOO'

^ Q Q H-*    iXOiCOQift-H‘tQH-*-^H->0JOt04^t0^ICA3QQg0

cl

1,120 1,963 1,042 1,664 1,042 1,621 1,120 1,569 1,085 *1,033 1,154 1,514 *887 1,391 1,154 1,391 1,189 1,353 1,313 1,090 1,189    660

1,189    *947

977 1,135 *846 1,135 919 1,301 977 1,505 1,225 1,326

2.287    1,116 2,340 *1,163

1.665    1,213 *1,726 1,213

1,976 1,217 2,865 1,146

Mean

3,153 4,926 3,517    8,544 4,387 1,852    999    849    746 1,128 1,591 1,212

* Indicates Sundays.

Monthly Discharge of Mohawk River at Little Falls, N. Y. [Drainage area, 1,306 square miles.]

n el:

Run-off.

Discharge in Second-feet.

MONTH.

Maximum.

Minimum.

Mean.

Per

square

mile.

Depth in inches on drainage area.

January. . February. March. .. .

April.....

May......

June......

July......

August. . . September October. . November. December.

1909.

10,377

10,553

7,026

16,327

8,825

4,541

2,361

1,591

1,404

2,448

3,288

1,963

841

1,400

1,349

3,629

1,398

702

637

415

492

629

s-IU

660

3,153

4,926

3,517

8,544

4,387

1,852

849

746

1,128

1,591

1,212

2.41 3.77 2.69 6.54 3.36

1.42 0.765 0.650 0.571 0.864 1.22 0.928

2.77

3.92

3.09

7.32

3.86

1.59

0.880

0.748

6.40

0.994

1.37

1.07

Mohawk River above State Dam at Little Falls, 1ST. Y.

This gage was established Xovernbor 18, 1904, by E. A, Lamb and is maintained by this Department in cooperation with the United States Weather Bureau. A vertical gage with painted tenth-foot marks reading from zero to 12 feet is attached to the down-stream portal wall of the discharge culvert of Erie canal waste-weir Yo. 12 on the right-hand bank of Mohawk river 400 feet up-stream from Ilansen avenue. The State dam at Little Falls is a low, timber structure located on the ledge at the head of the falls. The stream is divided by an island, the left-hand wing of the dam being at the upper and the right-hand wing at the lower end of the island. The old Erie canal at the left-hand end of the dam is utilized as a mill-race. At the right-hand end water is diverted for power purposes through Whitman’s race. The Erie canal feeder is also located at the right-hand end of the dam. Measurements to determine the flow in these channels during 1909 are given in the accompanying tables. The elevation of the zero mark of the gage is at 360.31. Readings were taken each morning and afternoon by William Quackenbush, preceding December 1, 1907, and by John Stark after that date.

Mean Daily Elevation of Water-surface (Barge Canal Datum) of Mohawk River above State Dam at Little Falls, N. Y.

DAY.

Jan. Feb. Mar. April. May. June. July. Aug. Sept. Oct. Nov. Dec.

1909.

11

12

13

14

15

l>.

17

18

19

20

21

22

23

24

26

27

28

29

tl

363.61 364.06 363.61 363.91 363.61 363.81

363.61    363.81 364.11 363.81 365.56 365.11 365.46 365.31 365.06 365.31 364.66 365.21

364.61    364.61

364.41    364.41

364.26    364.51 363.91 364.51

363.81    364.41 363.91 364.41 363.91 364.41 363.91 364.41 364.31 366.66

1363.81    364.31 364.01 366.31 (363.76 364.41 363.91 366.11

363.81    366.06 363.91 366.36 363.81 366.31 363.91 365.91

363.81    366.81 363.91 365.71 364.01 366.11 363.91 365.51

365.41    365.91 364.21 365.21

366.26    366.76 365.41 364.81

366.81    366.31 365.76 364.61

365.76    366.06 365.61 364.51

365.31    365.71 365.46 364.61

364.76

364.31

364.26

cocococococococococococococococo

365.46

365.46

365.31 366.01 366.01

366.51 367.61 368.16

367.51

366.31 365.41 364.91 365.21 367.51 368.11 367.51

363.71 363.41 363.41 363.81 363.51 363.31 363.31 363.81 363.51 363.31 363.31 363.31

363.71    363.31 363.31 363.91 364.46 363.36 363.31 363.91

364.71    363.51 363.21 364.11 364.41 363.51 361.21 36U1 364.21 363.31 363.21 364.11 363.96 363.31 363.11 364.11 363.86 363.31 363.11 364.11 364.21 363.31 363.91 364.11 364.06 363.31 363.81 363.91 364.01 363.31 363.71 363.81 363.96 363.31 363.66 363.81 363.91 363.31 363.71 363.81

383.81

363.81 363.91 364.11 363.81 363.81 363.81 363.81

365.41 364.61 365.16 364.91 365.01 ......

363.81 363.31 .06 363.71 363.31 .31 363.71 .51 .31 364.06 .51 .16 363.91 .41 .11 363.76 .36 .91 363.61 .31 .91 363.51 .51 .91 363.51 .06 .91 363.51 .11 .91 363.51 .06 .91 363.51 363.91 .81 363.51 363.56 .81 363.51 363.41 .81 363.51 363.41 363.81 ...... 363.41 363.81

CO CO CO CO CO CO ^

CO O co cO cO cO cO cO cO cococococococococo

cocococococococococococococo

CO CO CO CO CO CO CO

oicnbi-GM^JMtxxicoojcowooMcobcDbbbbbbMMh-Mtobb

t—‘ I—‘H-‘ ¹ H-* t—'‘ I—'¹ t—¹ I—‘I—¹‘H‘ I—'‘    ‘ h-‘Hi H* H'H-‘I—* I—‘I—M—*1—*(—‘I—‘ K h->

363.51 363.91 363.51 363.91 363.51 363.91 363.51 363.71 363.51 363.71 363.51 363.71 363.51 363.71 363.51 363.61 363.51 363.61 363.51 363.61 363.51 363.51 363.51 363.41 363.51 363.41 363.51 363.61 363.31 363.61-363.31 363.61 363.51 363.71 363.51 363.71 363,66 363.71 363.71 363.61 363.71 363.61 363.76 363.61 363.71 363.61 364.21 363.61 364.16 363.61 363.91 363.61 363.81 363.61 363.81 363.61 363.81 363.61 363.71 363.61 ...... 363.61

Current-meter Discharge Measurements of Little Falls Paper Co.’s Head-race, Little Falls,

N. Y.

DATE.

Hydrograplier.

Gage height.a

Area of section.

Mean

velocity.

Dis

charge.

1909.

Aug. 20.. .

Newton and Angus

Feet.

8.90

Square

feet.

115

Ft. per second.

2.71

Second-

feet.

312

a Reference point is top of wall, left-hand, down-stream side of bridge across raceway.

Current-meter Discharge Measurements of Upper Gilbert Mill-race (Old Erie Canal), Little

Falls, N. Y.

DATE.

Hydrographer.

Gage height.a

Area of section.

Mean

velocity.

Dis

charge.

1909. Aug. 19 Dec. 13

Newton and Angus E. C. Niles........

Feet.

8.95

8.60

Square

feet.

70.80

47.20

Ft. per second. 3.47 4.51

Second-

feet.

246

a Below reference point.

Note.— The same reference point was not used for both measurements,

Current-meter Discharge Measurements of Erie Canal Feeder at Bellinger St., Little Falls.

N. Y.

DATE.

Hydrographer. .

Gage height, a

Area of section.

Mean

velocity.

Dis

charge.

1909. Aug. 18

J. P. Newton

Feet.

6.00

Square

feet.

77.1

Ft. per second. 0.559

Second-

feet.

43.1

a Below reference point.

Current-meter Discharge Measurements of Whitman’s Race, Little Falls, N. Y.

DATE.

Hydrographer.

Gage height.a

Area of section.

Mean

velocity.

Dis

charge.

1909. Aug. 18 Dec. 13

J. P. Newton E. C. Niles...

Feet.

2.20

2.95

Square

feet.

163

122

Ft. per second.

1.37

1.25

Second-

feet.

223

153

a Reference point is top of spike in wall, right-hand, down-stream side of bridge across

race.

Erie Canal near Little Falls, 1ST. Y. Current-meter measurements of the flow in Erie canal at the first bridge west of Little Ealls were made during 1909, as shown in the accompanying table.

Current-meter Discharge Measurements of Erie Canal at First Bridge West of City Limits,

Little Falls, N. Y.

DATE.

Hydrographer

Gage Area of height.a section.

Mean

velocity.

Dis

charge.

1909. Aug. 185

J. P. Newton

Feet.

5.70

Square

feet.

447

Ft. per second. 0.345

Second-

feet.

154

a Below reference point.

5 Initial point is at face of left-hand, down-stream abutment. Reference point is the top of lower step of down-stream, right-hand abutment.

Moiiawk River near Herkimer, 1ST. Y.

This gaging station, which is located at the highway bridge over the Mohawk river between Herkimer and Mohawk, was established November 23, 1904, by C. A. Poole for this Department. The gage is a vertical board secured to the left-hand, or north abutment of the bridge. The gage is in two sections reading from zero to 3.4 feet and from 3.4 to 15.0 feet, respectively. It is graduated in feet and tenths and the elevation of zero is 377.43. Observations of the state of the stream are taken twice each day by Henry Edick, Jr.

Preceding the fall of 1908 current-meter measurements were made from the down-stream side of the bridge. Later measurements have been made from the up-stream side of bridge, which has a single span, of 124.3 feet. The river channel is of uniform cross-section and straight for several hundred feet below the bridge. About 200 feet above the bridge there is a slight bend to the south. During extreme high water the river overflows its banks and flows through additional openings in the dike formed by the highway, and it is necessary to measure this additional flow in order to get the total flood discharge at this station.

This gaging station is located about one and one-quarter miles above the junction of the Mohawk river and West Canada creek. The drainage area of West Canada creek, above its junction with the Mohawk river, is 583 square miles and the drainage area of the Mohawk, above the same point, is about 112 square miles.

The stream channel is obstructed by aquatic grass during the summer months, so that there is. not a constant relation between gage height and discharge.

Mean Daily Elevation of Water-surface (Barge Canal Datum) of Mohawk River near

Herkimer, N. Y.

10

11

12

14

15

16

17

IS

21

22

23

.'I

25

2'.

27

28

2'.'

*30...

31

DAY.

1909.

Jan.

Feb. Mar. April. May. June. July. Aug. Sept. Oct. Nov. Dec.

378.53 380.28 383.78 383.63 378.43 380.18 382.13 383.53 378.33 380.18 381.48 384.43 378.58 380.53 381.28 384.58 380.03i381.63'380.33 384.48 383.28 384.58 380.08 385.13

382.98

382.38

381.88

381.53 3-1.38 381.18

380.98

380.88

380.53 380.78 380.98 381.23 382.73

385.88 386.68

386.68 385.33

384.68 382.28

380.68

380.38

382.23    381.93 383.33

381.98    382.58 380.28 381.83 380.93 381.78 381.18 380.18 383.68

380.98    379.98 385.58

381.28    379.93 385.83 381.53 379.88 384.63 381.53 379.43 383.18 381.88 379.28 382.48 385.73 379.13 381.98

386.23    378.98 381.53

386.28    378.93 381.13 385.73 379.03 381.13

385.43    380.13 380.28

386.43    382.53 379.78

385.98    384.13 379.63 385.8- 384.93 379.53 385.13 384.28 379.68

...... 383.53 379.98

...... 383,08 380.53

...... 382.83 ......

3333333333338888338888888888888

378.38 378.53 378.78 378.88 378.28 378.53 378.83 378.93

378.23    378.63 378.73 378.93 378.13|378.88 378.78 378.88 379.33 378.68 378.88,378.98 381.53)378.83 378.83 379.18 380.83:378.68 378.88 379.18 379:33 378.53 378.98 379.08 378.781378.58 378.93 378.98 378.73;378.48 378.98 378.88 379.68 378.78 378.83 379.08 379.53 378.93 378.83 378.98 378.98 378.63 378.73 378.83 379.08 378.73 378.78 378.83 378.98 378.68 378.68 378.73

378.78    378.78 378.73 378.93 378.73;378.83 379.08 379.18

379.23    378.78 379.38 379.08

379.43    378.83 379.73 378.98 8.93 379.08 379.38 378.88

378.63 378.98 379.23 378.83

378.48¹378.78    378.93 378.78

378.43    379.23 378.88 378.78 378.43 380.03 378.78 379.08 378.48 379.48 378.83 379.28 378.43 379.33 378.83

378.481379.23    378.83 378.48 379.18 378.83 378.53|378.88 378.83 378.38 378 «»

378.98

379.08

j378!83j 378!83 j

378.88

379.13

379.13

379.03

378.93

378.93

379.03

378.93

378.83

378.88 378.73 378.63 378.63 378.73 378.68 378.63 378.73 378.83 378.93 379.03 379.13 379.18 379.08

379.88 379.78 379.38 379.13 378.83 .378.88:

378.88    : 378.88

378.83 379.38 378.78 379.08 378.73 379.03 378.83 378.78 378.73 378.83

337.63    378.78

378.63    378.78 378.68 378.93 378.68 378.83

378.58    378.68

378.53    378.53 378.48 378.58 378.43 378.68 378.43 378.78

378.48    378.83 378.63 378.88 379.03 378.88

379.58    378.88

379.48    378.83 379.38 378.78 379.28 378,83 379.38 378.78 379.23 378.78 379.^3 378.83 379.23 378.73 379.08 878.83 U8.98 378.78

378.93    378.78

379.53    378.73

379.93    378.63 ...... 378.73

0 J

Current-meter Discharge Measurements of Mohawk River near Herkimer, N. Y.

DATE.

Hydrographer.

Gage    Area of Mean

height, section, velocity.

Dis

charge.

1909.

April    20    Clark and Niles. ,

May    13    E. C. Niles......

May    24    Clark and Angus

July    28    Niles and Angus.

m •"*

Feet.

4.62

3.20

1.2

Square    Ft. per Second-

feet.    second. feet.

3,363 1,996 720

1,060

770

528

2.3

655

3.17

2.59

1.36

0.93

61 1

WEST CANADA CREEK DRAINAGE BASIN.

Description of Basin.

West Canada creek rises in West Canada lakes, in son tliwest-central Hamilton county, and flows southwestward, then southeastward into the Mohawk at Herkimer, N. Y.

The drainage area is shown on the Utica, Little Ealls, Remsen, Wilmurt, Old Forge and Canada lakes quadrangles, U. S. Geological Survey topographic map.

There are about fifty small lakes and a few undrained ponds in the watershed of the stream. Most of these are situated near the head waters and above the gaging station, the largest single water-surface being Honnedega lake, 1.4 square miles in extent. There is also a small amount of controllable storage, in reservoirs formed by three dams. Swamps and marshes are numerous in the region of the head waters, usually adjoining lakes and tributaries and having an extent of one-half square mile or less each.

Much of the region above Twin Rock is timber-covered. There are extensive sand areas in the central and upper drainage basins. The soil of the upper watershed is underlaid by granitic gneiss usually at or near the surface, excepting in alluvial valleys. From a point just above Twin Rock bridge and extending down stream beyond Trenton Falls, the underlying geological formation is Trenton limestone.

Compacted snow accumulates in the woodlands in winter, often to a depth of three or four feet, and representing an inch of water for each five or six inches of snow. This melts slowly, feeding the stream in March and April, which months may show a runoff greatly exceeding the precipitation.

In order to determine the precipitation on the drainage basin of upper West Canada creek, three rainfall and snow-gage stations were established in the fall of 1905. The gages were erected by Daniel L. Mott. The observers are as follows:

Iloffineister’s.— Mrs. Augustus II. Ilofi'meister.

North Lake.— George C. Pauli.

Ilonnedaga.— A. D. Barber. (Abandoned.)

Twin Rock.— Frank McArthur. (Established in 1908.)

Trenton Falls.— C. W. Young. (Established in 1908.)

The results of gagings at a station formerly maintained on this stream at Middleville are given in the report of the State Engineer and Surveyor for 1902, Supplement, pages 145-149.

West Canada Creek at Kast Bridge near Herkimer, N. Y.

This gaging station, which is located on West Canada creek about four miles from its junction with the Mohawk river, was established May 15, 1905‘ by Bobert E. Horton, hydrographer, U. S. Geological Survey. The station has since been maintained by this Department.

The gage is of the weight-and-reel type and is placed in a box secured to the north railing of bridge at first panel point from east abutment. The readings are taken by measuring down from a scale in the box to the water-surface by means of an iron weight suspended by graduated tape, which is attached to the reel. The scale in box is one foot long, graduated to tenths and hundredths, with its zero at elevation 464.04. The end of weight used to locate the water-surface is 49.80 feet from zero of tape, which is graduated to feet. The elevation of bottom of weight, when zero of tape is opposite zero of scale, is, therefore, 414.24. The elevation of bench-mark on north end of bridge-seat of right-hand abutment is 458.02.

Observations are taken twice daily by Lloyd East.

Discharge measurements arc made from the down-stream -side of the bridge, to which the gage tape is attached. The initial point for soundings is the top face of the left abutment, down-stream side. The drainage area at this point is 574 square miles, or 58 per cent greater than at Twin Bock bridge.

This portion of the basin is underlain by Hudson river and Trenton shales. The topography is moderately rolling. The soil is ordinarily rather impervious and usually under culture. The precipitation and snow storage are considerably less than in the upper part of the drainage area.

Mean Daily Elevation of Water-surface (Barge Canal Datum) of West Canada Creek at East Bridge near Herkimer, N. Y.

DAY.

Jan.

Feb.

Mar.

April.

May.

June.

July.

Aug.

Sept.

Oct.

Nov.

Dec.

1909.

10

11

12

13

14

15

1"

17

18

19

20

21

22

23

24

25

27

28

29

30

31

442.86 443.20 444.12 443.02 443.30 44 092 442.99 443.18 443.>-6 443.00 443.14 443.75 443.48 443.19 443.38

445.28    445.18 443.44 445.38 444.64 443.33 445.23 444.86 443.28

444.28    444.42 443.28 444.02 444.14 443.44 443.98 444.05 443.90 443.68 443.96 443.92

443.28    443.92 443.70

443.13    443.72 443.58

443.42    443.82 443.53 443.10 443.71 443.48 442.78 444.14 443.34 442.96 444.10 443.25

a 443.94 443.19 446.18 446.30 443.20 445.74 446.00 443.10 445.26 445.76 443.16

445.14    445.18 443.11 445.50 446.05 443.34 a 446.00 446.36 444.63 a

445.80    445.92 444.44 a 444.90 445.31 443.98

444.42    444.60 444.01

443.93 ...... 444.18

443.80    ...... 444.04

443.46 ...... 444.10

444.57    445.62

444.73    446.10 445.30 445.46 445.10 444.88

445.50    444.86 446.04 444.70

447.16    445.52

447.62    445.87 446.56 445.38

445.58    445.57

444.74    446.60 44

444.58    440.02 443.49

445.46    445.13 443.38

447.96    444.36 443.35

448.16    444.22 443.34 447.00 444.70 443.20

446.50    444.57 443.04 446.64 444.40 443.46

446.38    444.11 443.50

447.40    443.84 443.38

446.46    443.64 443.18 442.28

445.96    443.68 443.03 442.28 445.86 443.88 442.77 442.83

443.36 442.72 443.12 443.25 442.82 443.55 443.08 442.57 443.41

445.38    443.03 442.80 443.02

445.62    443.42 442.57 442.71

445.40    443.52 442.64 442.46

445.58    443.25 442.49 442.62 ...... 443.27

443.08 442.44 442.34 442.96 442.48 442.34 442.80 442.64 442.44 442.70 442.74 442.32 443.40 442.83 442.36 444.17 442.66 442.48 443.72 442.56 442.38 443.34 442.36 442.30 443.16 442.38 442.18 443.28 442.38 442.32 3.661442.50 442.27 442.50 442.32 442.40 442.34 442.24 442.25 442.32 442.26 442.46 442.58 442.44 442.80

442.42    442.88 442.34 442.93

442.43    442.76

442.58

442.32 442.63 442.76 443.24 442.10 442.70 442.77 442.94

442.45    442.76 442.80 443.04

442.46    442.66 442.70 443.05 442.68 442.58 442.92 443.05 442.94 442.28 442.81 443.00

a 442.43 442.74 442.94 a 442.41 442.84 442.88 a 442.60 442.92 442.64 a 442.56 442.93 442.59 442.57(442.14 442.92 442.75 442.27 442.57 442.86 442.76 442.30 442.50 442.72 442.77 442.26 442.40 442.74 443.06 442.34 442.56 442.63 442.96 442.37 442.62 442.78 442.97 442.46 442.72 442.77 442.90 442.18 443.18 443.29 442.92 442.02 443.16 443.28 442.80 442.15 442.92 443.09 442.86 442.48 442.34 442.76 443.05 442.84

442.38    442.36 443.12 443.20 442.90 442.54 442.40 443.86 443.89 442.98 442.56 442.46 443.81 444.06 442.68 442.22 442.28 443.38 443.78 442.86 442.41 442.64 443.10 443.58 442.78 442.26 442.30 442.95 443.27 442.77

442.39    442.44 442.98 443.20 442.93 442.33 442.46 442.94 443.46 442.74

442.40    442.53 442.80 443.44 442.68

442.29 ...... 442.89

a No record.

Current-meter Discharge Measurement of West Canada Creek at East Bridge near Herkimer

N. Y.

DATE.

Hydrograplier.

Gage

height.

Area of section.

Mean

velocity.

Dis

charge.

1909. April 20 April 27 May 24 July 28 Sept. 14

Clark and Niles.

E. C. Niles......

Clark and Angus Niles and Angus. E. C. Niles.....

Feet. 33.18 30.82

29.28 29.14

28.29

Square

feet.

Ft. per jsecond.

Second-

feet.

405

454

302

2.32

2.37

1.16

fa

1,079

1,076

:;:>i

a No discharge computed at tkis time, owing to lack of meter rating.

Mean Daily Discharge, Second-feet, of West Canada Creek at Kast Bridge near Herkimer,

N. Y.

DAY.

Jan.

Feb. Mar. April. May. June. July. Aug. Sept. Oct. Nov. Dec.

1909.

10

11

12

13

14

15

l'.

17

18

19

20

21

22

23

24

25

26

27

28

4,295 o4,032 4,585 2,786 4,150 3,265 2,142 2,372 1,735 1,910 1,700 1,805 ol,299 1,665 o891 1,595 o760 1,324 al,018 1,455 o782 1,3M a504 1,910 o636 1,840 a 1,630 a7,130 7,495 a5,600 6,450 a4,222 5,685 a3,914 4,032 a4,875 6,705 6,450 7,788 5,770 6,195 3,324 4,368 2,372 2,694

1,630 ......

1,420 ......

al,070 ......

to to

WiWssi    gS5fs*8*fS|| $ §1 111!

2,648

2,978

4,295

3,796

4,875

6,620

11,248

13,700

8,470

5,165

2,978

2,694

4,802

15,840

17,120

10,425

8,275

8,860

7,885

12,440

8,178

6,365

6,025

4,585

5,238

4,585

5,165

l—¹ H-¹    t-i I-* H-I H-* to to to to to CO 05 OC Grc rf*- 05 rf* tO CO CO 05 Or

ii§i§giii¥ii¥isii¥s¥iig§ili¥i¥g

05 QOrf^QOrf^03QT<I^J«<ICOC^Orf^t-*tOOTOJOiCOl—^lOtO^CnCOOSCOOSCO

OOOOOMOH

r>- oo co ^ (M

<M v-t CO CO rf CO

COCOCOtO^tOCOCOtOtOtOH-itOCOtOtOtOtOtOCO

M^MOtOOi^KCOGOOOiK^COOO^OOTCO

OitJMMQO^tO^OiOi^OiQitOOC^QOMtOi^

C7iCnOC5C5*<ICOtl:*-Oi«<ia^Oi-<J*<^4^COCOCOOO' CO i—* to cj* to OO GO o* to Cjt go o OC c© 05 H—¹ CO h—‘ ©5 CO 1 rf* 00 t—t QO OO CJt CJ* to CO Q5 to CK QO O ^ I—* ^ <

OO 00 OC ^OOor nSocoOOCOcCOIO^I^OsS^SS^^JtoSoiH^CO

Mean

,2531 3,018 1,326 7,232 2,993    808    430    330    312    567    754    577

a Excessive ice obstruction.

Monthly Discharge of West Canada Creek at Kast Bridge near Herkimer, N. lr. [Drainage area, 574 square miles.]

Discharge in Second-feet.

Run-off.

MONTH.

Maximum.

Minimum.

Mean.

Per

square

mile.

Depth in inches on drainage area.

January... February.. March....

April.....

May......

June.....

July......

August. . . September October. . . November, December.

1909.

7,130

7,788

2,786

17,120

8,665

1,945

1,172

562

767

737

2,648

687

356

257

2,531

3,018

1,326

7,232

2,993

430

0.5 I

621

1,525

1,805

215

165

200

423

404

330

312

567

754

577

4.41 5.26

2.31 12.62

5.21

1.41 0.749 0.575 0.544 0.988

1.31 1.01

5.07

5.47 2.66

14.13 5.99 1.58 0.861 0.661 0.609 1.14

1.47 1.16

West Canada Creek at Poland, 1ST. Y.

A gaging station was established by this Department on West Canada creek at the first highway bridge below the village of Poland, July 3, 1908. The gage is of the weight-and-chain variety, contained in a box of standard form, which is fastened to the hand railing of the down-stream side of the bridge near the left-hand end. Length of chain from end of weight to copper rivet marker is 22.65 feet. The gage is read each morning and night by Harrison Fisher. Current-meter measurements obtained during 1908-1909 established a consistent rating curve for low stages of the stream. The accompanying discharge tables have been deduced by the use of this curve. These results are believed to be substantially correct, but may be revised upon completion of the rating curve of a wider range of stages.

The drainage area at point, of gaging is 470 square miles.

Mean Daily Gage Height, in Feet, of West Canada Creek at Poland, N. Y.

10

11

12

13

14

15

16

17

18

19

20

21

22

23

24

25

2’u

27

28

29

MO

■\

DAY.

1909.

Jan.

3.80

3.65

3.60

3 Ml

3.15

5 |M

6.65

6.00

5.65

5.45

5 35

Feb. Mar. April. May. June. July. Aug. Sept. Oct. Nov. Dec.

4.3C

4.0,

4'00

4. CO

4.0C

5.10

5.55

5 3"

5 IN,

5.10

5 on

5.15 4.80 4.90 5.40 4.60 5.90 4.50 6.40

4.40 6.15 4.40 6.80 4.20 8.25 4.15 9.70 4.20 8.40 4.20 7.10

4.50

6.10

5.05 5.00 4.85 5.80 4.80 4.90 4.75 6.30 4.50 4.70 4.40 9.95 4.25 4.75 4.20 10.05 4.30 4.80 4.10 8.90 4.15 4.65 4.00 8.35 4.00 4.50 4.10 8.50

I 15

4.75

4.05

8.10

6.75

7.50

6.50

5.95

5.85

5.50

6.60

7.20

7.10

7.50

4.05

3.80

3.85

4.95

5.75

4.70

4 Mil

4.10

4.10

7.85    4.15

7.75    4.40

6.85

5.70

5.45

5.60

5.05

5 25

3.22

3.27

:: 12

3 50

4 Mo

4.35

4.40

4 MU

4.15

4.30

4 5"

I lo

6.20

4.05    8.90

4.85

4.15

3.70

7.20

4.05

8.25

4.80

4.10

4.00

4.45

5.65

7.05

6.95

5 95

5.11

5.05

1.7u

3.22

3.37

3.57

3.67

52

3.47

3.47

3.17

3.45

3.27

3.27

3.27

3.22

3.32

3.37

3.55

3.27

3.17

4.02    3.25

3.82    3.30

3.22 3.22 3.52 3.22 3.42 3.32 3.12 3.27 3.37 3.17 3.32 3.52

3.25

3.45

m."

3.30

M2

3.12

3.27

3.27

3.07

3.27

M M2

3.52

M M2

M M2

3.17

3.22

3.22

M 22

3.37

3.47

3.87

3.77

3.52

3 M2

o MO

6.45

7.90

7.25

6.40

5.65

4.85

4.85

4.40

1.20

I Oil

3 90

4.35

4.50

l .o

4.70

4.15

3.95

M Ml

3.75

3.75

3.65

3 50

3.45

3.40

3.35

3.32

3.72

4.12

4.22

3.97

3.77

3.37

3.47

3.47

3.32

3.27

3.27

3.32

3.17

3.17

3.07

3.07

3 22

3.17

3.12

3.32

3.25

3.32

mu

3.22

MU

3.17

3.12

3.22

2 92

3.32

3.27

i;

3 M2

3.12

3.37

3.67

3.27

3.27

3.32

3.42

3.40

3.45

4.25

3.95

3.70

M INI

4.05

5 Ill,

1 Ml

I |o

4.25

1 05

M 90

3 SII

3.75

3.70

• ^    4*.    4^. Or Oi CO CO 4^ 4^ CO CO CO CO CO CO CO CO CO CO CO CO CO CO CO CO CO

cocococococococococococococococococococococococococococococo4*

in

11

12

13

14

15

li.

17

18

19

20

21

22

j;:

25

26

27

29

31

Mean Daily Discharge, Second-feet, of West Canada Creek at Poland, N. Y.

DAY.

1909.

Mean

* Estimated.

Jan.

HOOiNCCHHHH    CO    C4 t-h —41—I

Feb. Mar. April. May. June. July. Aug. Sept. Oct. Nov. Dec.

O oo

S £

COOO^OSCOOOCO^OOH-* hhhhhhpmhh tO

lllllllalalilaSlllll^ll¹

|lp8lpl|8slgl28plipgK§^S8S;

lO CO 03 CQ i—l W    ICO⁻O W rH CC W (M r-li—IHHH

ggggg|g|g3gg|gggligg|ggggsggg|g

Si 00 § ^ § oo ocfo £o

OtOtO^SSSoiOiOiCnOXOiOiOUtWCOiOOGOCOt^iPtO

1,524 2,072    995    5,522 2,640    728    330    266    280    484

640    4E9

Monthly Discharge of West Canada Creek at Poland, N. Y.

[Drainage area, 470 square miles.]

Discharge in Second-feet.

Run-off.

MONTH.

Maximum. Minimum. Mean.

Per

square

mile.

Depth in inches on drainage area.

January... February.. March. . . .

April.....

May......

June.....

July......

August. . . September October. . . November. December.

1909.

CO rH (N

to 05

C5<IO:OiOt<ICOWiO<I^Cn

OibOCCOO^OOiH-OtOCOCO

woiCW-qHCOiOOiOiH

200

620

620

1,202

564

286

168

168

108

240

309

263

OO^OOOOOCOtO^fcOCOMtO

COC^CQCOOCWOiM^

3.24 4.41 2.12 11.75 5.62 1.55 0.702 0.566 0.596 1.03 1.36 0.934

3.73 4.59 2.44

13.16

6.46

1.74 0.807 0.651 0.668 1.18 1.52 1.07

West Canada Creek above Morgan Dam, Trenton Falls,

K Y.

A gage was established February 8, 1904, by E. A. Lamb on the right-hand bank of West Canada creek about 100 feet up-stream from Morgan dam. The gage is attached to a large cedar tree and consists of a vertical board with painted tenth-foot stripes and reads from zero to 14 feet. The gage is located about 1,200 feet down-stream from the power-plant of the Utica Gas & Electric Co., at Trenton Falls. Its zero mark is at elevation 751.03. Readings are taken each morning and night by C. W. Young. The gage is maintained by this Department in cooperation with the IT. S. Weather Bureau.

Mean Daily Elevation of Water-surface ( U. S. Weather Bureau Datum) of West Canada Creek above Morgan Dam at Trenton Falls, N. Y.

l'i

11

12

13

14

15

16

17

19

20

21

22

23

24

25

26

27

2’'

2U

30

31

DAY.

1909.

Jan.

Feb.

Mar.

April.

May.

June.

July.

Aug.

Sept.

Oct.

Nov.

Dec.

753.33

753.33

753.33

753.43 753.53 755.03

755.28 754.88

754.63 754.38 754.08 754.03 753.08 753.68 753.73

753.63 753.63 753.53 753.53 753.53 753.53

753.58

753.53 754.08

755.58

755.43 754.83

754.53

754.43 754.43

754.28

753.93

753.63

753.58 753.48

753.43 753.78 754.73 754.68

754.58

754.43 754.33 754.33 754.23.

754.13 753.93 753.93

754.18 754.28

754.23 754.83 755.88 755.03

755.18

755.13 755.98

755.58

755.23 754.53

754.18

754.13

754.08

753.93

753.83

753.83

753.83

753.73

753.63

753.68

753.93

753.98

753.88

753.83

753.73

753.73

753.58

753.53

753.48

753.53

753.48

753.43

753.33

753.38

753.68

754.13

753.98

753.73

753.78

753.83

753.83

753.53    755.53 754.03 755.73

754.18    755.63 754.38 755.03 754.58 754.98

754.78    755.38 756.03 755.73 756.98 755.88 756.03 755.78

755.78    755.98 755.03 756.68 754.68 755.83 755.08 755.58

757.18    754.78

757.33    754.58 756.43 754.48

756.18    754.63 756.23 754.38

756.33    754.28

756.98    754.08 756.23 753.93 755.93 753.88

756.23    754.03

755.53    753.83 755.78 753.73

754.98    753.63 755.83 753.48 755.78 753.83 755.73 753.78

755.23    753.73 ...... 753.73

753.53

753.43

753.43 753.33 753.63

754.43 754.08 753.83 753.53 753.53 754.03 753.88 753.83 753.83 753.73 753.58 753.53 753.78 753.83 753.68 753.53 753.53 753.53 753.53

753.43 753.43 753.38 753.33 753.23 753.23

753.13

753.13

753.18

753.43

753.43

753.33

753.33

753.28

753.23

753.23

753.23

753.28

753.18

753.13

753.13

753.13

753.13

753.13

753.18

753.13

753.13

753.13

753.13

753.58

753.98

753.78

753.48

753.23

753.13

753.13

753.13

753.13

753.13

753.13

753.13

753.13

753.13

753.13

753.03

753.03

752.93

752.93

752.93

752.93

752.93

752.93

753.08

753.18

753.33

753.18

753.03

753.03

753.03

753.03

753.03

752.98

752.93

752.93

752.93

752.93

752.93

752.93

752.93 753.08 752.93 753.28 752.93 753.33 752.93 753.28 752.93 753.08 753.43 753.03 753.33 753.03 753.18 753.03 753.03 752.98 753.03 753.03 752.98 753.03 752.93 752.93 752.93 752.93 752.93 752.93 752.93 752.93 752.93 752.93 752.93 753.08 752.93 753.53 752.93 753.48. 752.93 753.28 752.93 733.13 752.93 753.78 752.93 754.33 752.93 754.08 752.93 753.78 752.93 753.53 752.93 753.53 752.93 753.38 752.93 753.33 753.03 753.33 ...... 753.33

753.23 753.58 753.23 753.43 753.23 753.43 753.33 753.43 753.33 753.43 753.33 753.33 753.33 753.23 753.33 753.33 753.33 753.23 753.33 753.23 753.33 753.23 753.33 753.23 753.33 753.23 753.33 753.23

753.33    753.28

753.231753.33

753.28    753.33 753.83 753.23 753.68 753.33 753.58 753.33 753.53 753.33 753.83 753.33 754.43 753.23

754.28    753.23 753.98 753.23 753.83 753.23 753.73 753.23 753.58 753.23 753.78 753.23 753.73 753.23 ...... 753.23

West Canada Creek at Trenton Falls, FT. Y.

This gaging station, which is located at the dam of the Utica Gas and Electric Co., was established October 17, 1905, by C. A. Poole. The gage board is secured to face of dam in a vertical position and is placed above the water-surface, the readings being taken by means of chain and plumb-bob passing on pulley over

top of gage. The observations are taken by placing plumb-bob at water-surface and reading the gage at a point marked on chain ten feet above plumb-bob. The elevation of zero of gage is 1,009.56, to which all readings are added. The gage is graduated in feet and inches and is read twice each day by C. W. Young.

The dam is of concrete with masonry coping and has a spillway 97.9 feet long. Another spillway or by-pass two feet lower than crest or main spillway allows the water to pass through a rock channel on east side of dam. The crest of this lower spillway is 163.4 feet long at an elevation of 1,007.12. The discharge over the two spillways has been calculated by means of the weir formula, using coefficients derived from the United States Geological Survey experiments.

The discharge diverted by the Power Company has been computed from diagrams expressing the flow as a function of the kilowatts used. These diagrams were made from tests made by the Power Company to determine the discharging capacity of the turbines, which are of a special design. These tests were made by computing the discharge over weirs placed in the tail-race.

A daily record is kept of the total kilowatts used in twenty-four hours, also the number of hours every day each turbine runs, there being four turbines in all.

The mean discharge has been calculated from each observation taken at the gage, thereby giving a mean for twelve hours, and the maximum and minimum discharges given in the accompanying table are, therefore, means for twelve hours and do not represent the highest or lowest flow of short duration.

The pondage above the Trenton Falls darn is very limited and the operation of the generators during low water has to be adjusted according to the conditions of inflow. The inflow is controlled by pondage above Hinckley dam. Owing to irregularity of operation during low water, the Trenton Falls record is considered approximate only, for the low-water period.

Owing to the drawing down of the pond above the Trenton Falls dam, the average elevation of the water-surface in the pond is deduced from two daily readings, roughly approximate only. The pond level fluctuates often as much as 10 feet during 24 hours in the low-water season. In connection with the calculated discharge at Trenton Falls it may be stated that there are a variety of conditions which tend to make the results of calculations of discharge for that station somewhat too small, especially during low-water periods.

The drainage area at the point of gaging is 375.8 square miles.

Mean

Daily Elevation of Water-surface ( U. S. Weather Bureau Datum) of West Canada Creek above Power Co.’s Dam, Trenton Falls, N. Y.

DAY.

Jan.

Feb.

Mar.

April.

May.

June.

July.

Aug.

Sept.

Oet.

Nov.

Dee.

1909.

l.....

2.

5.....

6... .

7.....

9.

10.

11

12.....

13

14

15.

17

19.....

20.

21.....

22..

23..

24.....

25.

26.....

27

28

29

30.

31.

1,017.73

1,017.63

1,017.73

1,017.35

1,017.64

1,019.52

1,020.02

1,019.39

1,019.23

1,019.25

1,018.48

1,018.14

1,018.27

1,019.18

1,019.44

1,019.23

1,019.77

1,017.98

1,018.44

1,018.39

1,018.35

1,018.60

1,018.89

1,020.10

1,021.18

1,021.06

1,020.89

1,020.10

1,019.81

1,019.81

1,019.89

1,019.48

1,019.31

1,019.18

1,018.94

1,018.94

1,019.56

1,020.68

1,020.56

1,020.18

1,020.06

1,019.98

1,019.98

1,019.89

1,019.85

1,019.60

1,019.73

1,020.27

1,020.18

1,020.02

1,020.56

1,021.85

1,021.31

1,020.81

1,020.64

1,021.60

1,021.39

1,020.89

1,020.43

1,019.89

1,019.81

1,019.68

1,019.64

1,019.48

1,019.48

1,019.64

1,019.27

1,019.18

1,019.31

1,019.73

1,019.77

1,019.68

1,019.81

1,019.48

1,019.44

1,019.31

1,019.28

1,018.89

1,019.23

1,019.48

1,018.85

1,018.35

1,018.64

1,019.44

1,019.81

1,019.64

1,019.98

1,019.60

1,019.56

1,019.52

1,019.60

1,019.68

1,019.94

1,020.64

1,020.27

1,020.56

1,021.81

1,022.35

1,021.06

1,020.10

1,020.52

1,018.94

1,019.64

1,022.73

1,022.60

1,021.39

1,020.89

1,021.14

1,021.14

1,022.14

1,021.02

1,020.56

1,021.06

1,020.31

1,020.52

1,019.73

1,020.48

1,020.44

1,020.35

1,019.81

1,020.14

1,020.64

1,020.18

1,019.60

1,019.64

1,020.14

1,020.31

1,020.68

1,020.44

1,020.60

1,021.56

1,020.89

1,019.89

1,019.31

1,019.18

1,019.60

1,019.23

1,018.98

1,018.64

1,018.39

1,018.14

1,018.14

1,018.27

1,017.94

1,017.77

1,017.64

1,017.56

1,018.27

1,018.18

1,018.23

1,018.06

1,017.64 1,013.06 1,017.44 1,007.16 1,017.23 1,014.69 1,017.14 1,017.89 1,017.85 1,017.69 1,018.85 1,014.94 1,018.27 1,010.52 1,017.98 1,008.14 1,017.77 1,009.06 1,017.77 1,016.18 1,018.31 1,018.18 1,018.27 1,009.77 1,018.23 1,006.66 1,018.10 1,003.98 1,017.98 1,004.60 1,017.77 1,003.35 1,017.60 1,001.48 1,018.10 1,009.02 1,018.23 1,008.56 1,018.23 1,007.60 1,017.77 1,005.31 1,017.56 1,006.85 1,017.35 1,007.10 1,017.23 1,017.64 1,016.44 1,018.18 1,017.31 1,017.85 1,017.73 1,017.27 1,015.39 1,013.27 1,009.18 1,011.39 1,010.52 1,009.73 1,009.18

1,016.60

1,010.06

1,002.77

1,005.56

1,001.81

994.68

1,000.14

1,013.64

1,011.06

994.10

991.02

1,000.60

987.85 990.81 995.39 993.89

1,010.19

1,019.35

1,019.06

1,014.02

1,011.27

1,019.27

1,011.77

992.18

991.77

991.31

996.48

1,001.27

1,002.64

994.85 997.35

993.48 995.76

996.48 996.39

1,010.73

1,019.52

1,016.68

1,001.35

1,005.73

1,000.60

996.85 1,011.35 1,012.81 1,007.52

997.35

993.64

995.68

995.10

1,001.39

1,005.98

999.85 996.14 995.68

998.48 1,000.31

1,009.48

1,002.56

1,004.16

1,011.31

1,005.89 1,019.14 1,017.18 1,017.89 1,019.64 1,015.60 1,017.06 1,018.64 1,005.98 1,019.18 1,007.94 1,019.18 1,008.81 1,019.39 1,006.77 1,019.0( 1,008.44 1,019.27 994.35 1,019.27 1,006.90 1,019.27 1,003.89 1,019.02 998.94 1,019.14 1,006.06 1,019.73 1,001.90 1,018.48 998.40 1,011.46 1,013.06 1,014.68 1,019.56 1,019.77 1,019.39 1,019.52 1,018.31 1,019.44 1,016.90 1,019.64 1,019.64 1,019.68 1,020.10 1,020.35 1,020.06 1,020.35 1,019.68 1,020.14 1,019.52 1,019.81 1,019.44 1,019.64 1,019.27 1,019.73 1,018.06 1,019.60 1,018.35 1,019.60 1,019.60 ........

1,019.48

1,019.39

1,019.44

1,019.39

1,019.56

1,019.23

1,018.02

1,018.89

1,008.35

1,008.39

1,014.89

1,019.64

1,018.81

1,013.39

1,015.77

1,019.06

1,018.60

1,018.14

1,019.56

1,018.27

1,018.56

1,017.68

1,017.48

1,015.52

1,018.23

1,019.64

1,017.27

1,016.27

1,016.44

1,018.10

1,016.14

a No record.

West Canada Creek at Twin Rock Bridge, near Grant,

K. Y.

A current-meter gaging station was established at Twin Rock bridge, September 7, 1900, by Robert E. Horton, for the IT. S. Geological Survey, by which it has since been maintained in cm operation with this Department. The bridge is 1G7.5 feet long between abutments, and consists of two spans. The bed is of gravel and cobble, and the entire flow passes underneath at all stages. In the winter the stream becomes completely ice-covered, requiring special discharge measurements. The gage is read each morning and evening by Frank McArthur, and the record is furnished by the Consolidated Water Co. of Utica, A. Y.

The readings are taken from a gage of special design equipped with a phosphor-bronze tape, attached to the up-stream side of the bridge. When the stream is obstructed by logs, the discharge is determined from special measurements. During 1909 a series of low-water measurements was made by boat at a cross-section upstream from the bridge.

The gaging section at Twin Rock bridge is affected at times by backwater from logs which are lodged in the stream, beginning near Hinckley mill-rlam and extending up-stream nearly to the bridge, or sometimes above the bridge. During periods of log obstruction, as also in winter, when the stream is ice-covered and contains more or less needle ice, it is necessary to estimate the discharge from special current-meter measurements and rating curves. The accompanying tables show the actual readings of the gage, but owing to the complicated conditions it is not practical to publish rating tallies. It is to be understood that there is not a uniform or constant relation between the gage height and discharge.

The drainage area at point of gaging is 3G4 square miles.

Mean Daily Gage Height, in Feet, of West Canada Creek at Twin Rock Bridge near Grant,

N. Y.

DAY.

Jun. Feb. M;t. April. Muy. June. July. Aug. Sept. Oct. Nov. Dec.

1909.

(i

10

11

12

13

14

15

it;

17

18

19

20

21

22

23

24

25

20

27

2S

29

30

31

: : : jgbggfegS88SgSgfSfeSbSgfegSggagg!g

S8g5S8£8!fcBSfe8SgggSgggSagggB5:g8S i gJgggggggMMMgjgMMMCgMggJOjafSgggSgggJS

c “ggggggggggggggSSgSS88“g8S SrSS&g 8Sg^85g88gggg'oggSSSgg88S

ggggggggggggggggggggggggggggggg

k-JGO^iqi-^^I^qboOoo^OOCibobotOCnOiCnCnqsO^cpboOOOOCOCDH-l—‘ QiOJrf>-4^QOOiQOQorOi—‘CASCi^QiOiOOGCC^QCIOClQO^ClOiQOtOaOTQO

gg88gSggfeS&a8gbSggg58g858gg8fegi3fe .

£occcc£dcdco?cocococococ©cocooccoooocdoococo£d£oooo

No record.

Current-meter Discharge Measurements of West Canada Creek at Twin Rock Bridge near

Grant, N. Y.

DATE.

Hydrographer.

Gage

height.

Area of section.

Mean

velocity.

Dis

charge.

Remarks.

1909. Jan. 21 Feb. 12 Mar. 2 April 19 May 4 May 4 May 25 July 9

Newton and Niles. . Gehring and Clark. . Gehring and Patchke

Clark and Niles.....

Niles and Patchke . . Niles and Patchke. . Clark and Angus. . . Gehring and Clark..

Feet. a31.41 a33.18 032.34

35.47 34.12 34.40

31.48 30.10

Square

feet.

Ft. per second.

Second-

feet.

366

1,124

1,431

1,060

1,262

786

910

4.19

2.29

2.22

0.686

0.210

948

5,999

2,423

2,807

539

191

July 14

J. P. Newton

29.96

849

0.214

182

Aug. 23

Clark and Niles

30.04

888

0.259

230

Sept. 8

Clark and Robbins..

30.25

931

0.251

234

Sept. 15

E. C. Niles

30.03

894

0.233

208

Sept. 27

Gehring and Clark. .

29.87

882

0.159

140

Ice measurement.

Ice measurement.

Ice measurement.

At bridge.

At bridge.

At bridge.

At bridge.

Boat section, about 1,000 feA above bridge.

Boat s.ction, about 1,000 feA above bridge.

Boat section, about 1,000 feet above bridge.

Boat section, about 1,000 feA above bridge.

Boat section, about 1,000 feet above bridge.

Boat section, about 1,000 feet above bridge.

a Gage read to water-surface.

Mean Daily Discharge, Second-feet, of West Canada Creek at Twin Rock Bridge near Grant

N. Y.

DAY.

Jan.

Feb.

Mar.

April.

May.

June.

July.

Aug.

Sept.

Oct.

Nov.

Dec.

1909.

330

240

A’’,

198

1,195

1,042

3 -5

I2i.

904

ol94

370

a262

721

10

11

12

12

14

17.

4,370

5,220

4,500

2,172

2,243

1,954

1,701

1,109

1,070

1.148

330

1,460

1,610

1,325

1,054

1,110

1,096

Ox-,

753

683

M5

617

761

1,165

1,375

1,890

2,700

2,490

3,205

5,400

7,665

3,670

1,275

768

16

’842

733

17

is

597

19

602

2"

21

371

22

!3

382

24

x-,x

25

26

27

3,340

2,900

1,740

1,290

1,688

1,671

1,430

2,524

4,475

3,448

2,456

2,104

3,957

3,349

2,567

1,710

801

,'U

7::.,

518

1,174 1,236 1,114 1,006 7,700 948 7,920 860 5,118 849 3,890 805 4,510 761 4,768 827 7,540 750 4,985

805    3,498 772 5,340

806    2,942

1,018 3,435 2,425 2,138 2,145 4,455 1,570 4,155 1,570 2,970 1,400 2,585 1,110 ......

2.711

X22.

3,320

5,118

3,290

2,390

2,048

3,615

4,960

5,880

4,800

5,680

8,630

5,000

5,485

2,400

2,200

2,045

2,025

1,710

1,355

’955

7x5

945

625

710

539

795

350

212

225

170

265

305

210

332

51-

1,555

860

••■25

505

4’.ix

740

515

436

775

640

415

360

310

265

245

23.x

2'.J

392

315

265

-22

218

210

2i m

275

190

178

l'.'X

210

222

390

5365

5340

315

272

255

250

235

221

195

188

182

180

180

190

170

157

152

148

145

149

1 !x

241

268

248

202

17u

l,.x

170

I,.:-:

175

l'.x

1X0

170

272

221

190

182

195

185

173

187

171

173

162

158

161

188

198

22,'

200

185

180

225

230

32 5

2!I.'|

205

I 10

2m

185

1X0

195

210

198

335

455

2X0

610

745

20X

2._”i

340

315

290

298

350

375

345

22',

2xn

270

2'o

690

475

120

2ox

830

775

560 1,255 442 520 380 310 345 240

285

210

185

180

140

165

12.X

172

145

160

165

175

170

168

170

bn

150

142

115

1 ,'2

175

152

141

140

i::x

Mean

1,402

1,564

1,035

3,692 2,584

545    248    201

199

336

413

165

a Probable needle ice obstruction; flow interpolated. b Flow interpolated.

Monthly Discharge of West Canada Creek at Twin Rock Bridge near Grant, N. Y. [Drainage area, 364 square miles.]

Run-off.

Discharge in Second-feet.

MONTH.

Maximum.

Minimum.

Mean.

Per

square

mile.

Depth in inches on drainage area.

January. . February.. March. . . .

April.....

May......

June......

July......

August. . . September October. .. November. December.

1909.

5,220

4,475

2,425

7,920

8,630

1,555

322

126

617

395

238

1,402

1,564

1,035

3,692

2,584

392

360

965

1,255

210

178

145

150

180

240

138

248

201

199

336

3.85

4.30

2.84

10,14

7.10

1.50

0.681

0.552

0.547

0.923

165

1.13

0.453

4.43

4.47

3.27 11.36

8.16

1.68

0.783

0.635

0.613

1.06

1.27 0.521

Precipitation in Upper West Canada Creek Drainage Basin.

Rain gages and records of snowfall at IToffmeister and North lake have been continued as in preceding years. The results for the year 1900 are given in the accompanying table.

A rain gage was erected at the residence of Prank McArthur about one-half mile south of Twin Rock bridge, near Grant, on April 15, 1909. This is a standard U. S. Weather Bureau pattern rain gage, set under favorable conditions with free exposure, but protected from severe winds, the mouth of the gage being about 4 feet above the ground. This gage is at altitude approximately 1,250 feet above tide. The data for 1909 is given in the accompanying table.

The rain gage at Trenton Palls, described in the report for 1908, has been continued in service, but its location was changed in November, 1909, to a meadow lot about 200 feet north from the residence of C. W. Young. The gage formerly stood about 100 feet south from this residence, but a change in location was necessary on account of the construction of buildings adjacent to the

op

A rain gage was established by the Consolidated Water 'Company of Utica, 1ST. Y., at the reservoir on Black creek, at Gray, in August, 1908. This is also a standard Weather Bureau pattern gage, set in favorable condition as to exposure with mouth of gage about 414 feet above ground. The observations taken at this station are furnished to this Department for publication, but are not at present available for the year 1909.

CO

Dec.

1.10*

1.86*

p*

0.19*

0.27*

x*

0.15*

P*

0.05*

Nov.

0.45

p*

0.36

CO

CD

1.25

p*

]• 0.74*R

0.10

Oct.

0.21

0.15

0.49

o S)

rH 05

°h°hh

1.27 0.12

p*

X*

X*

Sept.

0.08

660

0.24

0.21

0.77

0.54

0.62

Dailij Precipitation, in Inches, near Hoffmeister, N. Y.

Aug.

89 1

0.50

0.07

0.10

0.50

July.

June.

April. I May.

March.

Feb.

Jan.

DAY.

0.78

1.52

0.63*

0.42

0.14

p*

0.40

0.14

0.57*

0.04

16 o

X*

1909.

0.06*

0.77*

0.26*

0.50

O l> CD 05

co o^o

o o oo

100

fro

01'1

ID • ‘O »D 1C Tji <N(N -IN CO H rH

ohH -oH o oHo

P*

0.80

0.78

0.35

0.02

0.17

0.29

0.32*

1.02*

rH (M CO TjH ID CD l> GO 05

2.09

0.44

0.14

0.01

HH

a>t^

Tt< <N

ooH

0.38

0.17

0.32

CD    »C

IQ    CO

oLLo

0.10*

*x /

0.40*.

0.15

X*

2.32*;

P*

ip*

p*

0.08

2.50

0.68*

1.17

p*

0.09*

p*

R means rain.

/-

0.26*

2.17*

p*

0.72

0.45*

p*

0.21*

T means trace.

* Snow.

OT-KMcO’^*DCDt^G0050rHC^CO’^‘OCDt^GOa50rH

rHrHrHriHrHrHrHrHrHrHCsl(NCsJC'3(N(NC'l(N<NC'JCQC0

10

11

12

13

14

15

16

17

18

19

20

21

22

23

24

•J'-,

27

29

30

31

Daily Precipitation, in Inches, at North Lake, near Atwell, N. Y.

DAY.

April.

May.

June.

July.

Aug.

Sept.r

Oct.

Nov.

Dec.

1909.

0.15

0.28

0.30

0.71

0.27

0.61

0.06

0.07

0.42

0.15

1.00

0.80

0.20

0.30

0.56

0.56

*0.50

0.40

0.25

0.16

0.93

1.07

0.45

0.60

0.35

0.25

0.25

1.00

0.30

0.62

0.15

0.17

0.15

0.60

0.60

0.16

0.10

*0.20 *0.10

0.34

0.48

*0.13

0.87

0.43

0.12

0.66

0.28

0.47

0.44    0.33

*0.15

0.40

1.00

*0.50

*0.15

*0.18

0.26

0.85

0.75

0.25

0.72

0.50 *0.18

0.44

*0.40

*0.20

*0.21

2.00

Record missing for January, February and March. * Snow.

Daily Precipitation, in Inches, at Twin Rock Bridge, near Grant, N. Y.

DAY.

April.

May.

June.

July.

Aug.

Sept.

Oct.

Nov.

Dec.

1909.

0.23 0.85 0.13 0.13

0.28

0.15

1.33

0.56

0.63

0.11

0.76

0.12

0.02

1.12

0.05

0.24

0.10

0.02

10

0.31

0.37

11

1.02 0.62

12

0.07

0.20

0.32

*0.07

*0.03

13

14

0.38

15

16

17

18

19

20

0.13

0.11

0.07

0.10

0.36;

0.50

0.50

0.43

0.30

0.07

0.08

0.39

1.23

0.36

0.25

0.02

0.36

1.20

0.15

0.18

21

22

23

0.33

0.18

24

25

0.17

0.32

1.39

0.22

0.94

0.60

0.12

0.10

0.85

*0.03

’6 M2

o' is

0.42

*0.07

0.56

*0.15

*0.09

*0.07

*0.07

*0.12

*0.71

27

28

29

0.60

2.(1

0.39

0.44

0.20

0.10

0.15

*0.19

0.34    0.01

0.10 *0.08

31

* Snow.

West Canada Creek at Wilmurt, 1ST. Y.

A gaging station was established at the highway bridge crossing West Canada creek at Wilmurt, on June 28, 1909, by this Department. The gage consists of an enameled steel scale, reading in feet and tenths from zero to 10 feet. This is attached to planking on the right-hand side of the center pier on the downstream side of the bridge. In addition a 5-foot section, reading from 10 feet to 15 feet, is attached to a telegraph pole near the Flansburgh residence. The cross-section of the stream at the location of the gage is not favorable for purposes of measurement in low water. It can be utilized at certain stages of the stream and low-water measurements can be obtained at a more favorable cross-section located a short distance down-stream. The observer is Glenn W. Flansburgh, by whom gage readings are taken at 7 a. m. and 4 p. m. each day. This gaging station can be reached only by driving a distance of several miles from Prospect or Hinckley. The drainage area at the gaging station is 224 square miles. The gage is located above the limit of backwater from the proposed Hinckley reservoir.

Mean Daily Gage Height, in Feet, of West Canada Creek at Wilmurt, N. Y.

DAY.

July. Aug. Sept. Oct. Nov. Dec.

1909.

3.

10

11

12

13

14

15

16

17

IS

19

20

21

22

2.:

25

26

27

28

29

30

31

iOOiOOjO^OOOOOOOgOgOjOOOjOOO^gjO»OiOO^O

C^Cq<N<NC^(N<N<NC^<NC<IC^<N<^<NC^<N<N<N<NCYC^C^<NC^C^<NWCs[<N<N

fcOtOfcOi—‘bOtOtOfcObOtOfcOtObOfcObObOl—‘1-^bObOtObObOtObOtOtOtOfcOtO.tO HMOCOOOOOHMtOWW^aiMCOCOOOOOCOHHMHMMM

OOiOiOiOCOOiOOiOOOiCOOOOOOCOOOOOOCOOO

tObOfcOtOtOtOtObObOtOlOtOtOtOtOtObOtOtOtObOtOtObOtOtOtOtOtOtO

Cwo CCnCcKcoScOCaiccSooSSocJoO&COO

totofcototocococococors3tN3tsDbotototors2botototobototototototobors3 _t-⁾o|JiOOiCaOiOiOiO'OaiOOiCiiOOOCCOOOCOtOCO'Ca'Cn

cocobojococo^^-woococowtototoiototototobotototototobototo

10 CO to to ts5 bO to to to to K> to to bO to tO to to to (O 10 bO bO bO bO bO bO bO bO bO W

gggasgassggsssssgggsggggggsgagg

Current-meter Discharge Measurements of West Canada Creek at Wilmurt, N. Y.

DATE.

Hydrographer.

Gage

height.

Area of section.

Mean

velocity.

Dis

charge.

Remarks.

1909. July 8

July 26

Aug. 24

Sept. 8

Gehring and Clark Niles and Angus.. Clark and Niles. ..

Clark and Robbins

Feet.

2.18

Square

feet.

201

Ft. per second. .349

Second-

feet.

70.i

2.50

2.10

2.15

242

267

187

.785

.279

.583

190

74.6

109

Section below bridge.

Section below bridge.

Section above bridge.

Bridge section.

Mohawk River at Utica, Y. Y.

A current-meter gaging station was formerly maintained at the Genesee street bridge in Utica, by Robert E. Horton, hydrographer, U. S. Geological Survey, but was discontinued May 1, 1903, owing to changes in the channel, due to the river straightening work begun by the city of Utica. A description of the drainage area of the Mohawk river above Utica, and a record of the discharge for several months at this station are given in the Supplement to the Report of the State Engineer and Surveyor for 1903.

Prior to December, 1908, the gaging station was located at the bridge on the Black River branch of the Y. Y. C. & H. R. R. R., crossing the river about three-quarters of a mile west of Genesee street. It was established March 31, 1905, by C. A. Poole, in cooperation with the U. S. Weather Bureau. The gage is a vertical board, graduated in feet and tenths, and is secured to the southeast wing of the south abutment of the bridge, with its zero mark at elevation 394.81. Observations of the stage of the stream are taken twice each day by Willard E. Young.

This station was established originally for the purpose of obtaining a record of the fluctuation of the water-surface in that vicinity, and has been maintained for that purpose principally. Several current-meter measurements, however, have been made, from which the discharge has been calculated for the different stages of the river at the time of measurement. The location is not favorable, however, for meter measurements, the flow of the stream being sluggish, especially during low water, and the adjacent flats are overflowed during flood stages. On December 4, 1908, the gage was removed to the right-hand abutment of the U. & M. Y. R. R. bridge crossing the new Mohawk river channel, at Yorth Genesee street, Utica. The datum of the gage is now 393.14.

Mean Daily Elevation of Water-surface (Bnrge^Canal Datum) of Mohawk River at Utica,

DAY.

Jan. Feb. Mar. April. May. June. July. Aug. Sept. Oct. Nov. Dec.

1909.

397.04 398.59 403.44 403.79 400.24 397.14 399.09 402.74 403.89 400.39 400.19 399.94

10

11

12......

13

15

16

17......

19.......

20

21

22

23

24

25

27

28.

29

31

397.14 399.14 402.04)404.09

397.24    400.44 401.34 404.04 _________

397.54    401.24 400.39)404.14 399.34 398 397.89 402.09 399.44!404.29 398.84 399 397.94 402.14 398.39j404.74 398.59 399 398.04 401.39 398.14i405.14 398.49 398 398.19 400.39 398.29 404.99 398.24 398

398.19    399.39 398.54 404.34 397.94 398

398.44    398.59 398.44 404.74 397.44 398

398.99    398.14 398.34 405.74 398.19 397

399.44    398.09 398.19 405.69 398.34 397

399.54    398.04 398.04 404.84 398.49 397 399.29 397.94 397.94 404.39 398.94 397 398.49 398.29 397.94 403.59 399.19 396

397.14    399.04 398.04)402.39 399.39 396 397.34 399.84 398.04 401.24 399.29 397

397.99    401.29 398.09 401.04 399.09 397

398.24    402.34 398.14)400.64 398.39 399 399.39 403.69 398.24 400.04 397.59 396

400.14    404.44 398.44)399.64 397.04 396 401.74 404.84 399.04 399.19 396.64 396

402.54    405.14 400.64 398.94 396.49 396

402.19    405.14 403.64¹398.59 396.39 396 402.09 404.84 404.14¹398.44 396.34 396

401.44    404.44 403.99:398.29 396.34 396

401.14    404.09 403.94)398.14 396.64 396 403.74 398.29 399.99 396 403.891398.49 397.19 395 403.54

400.39

399.49

398.34

397.09

395.94

395.94

396.09

396.39

396.34

396.24

396.14

395.99

395.94

395.84 395.69 395.64 395.54 395.54 395.44

395.44 395.49

395.64

359.64

395.64 395.54 395.49 396.29

397.84

397.94

397.44 397.09 396.79

396.64

396.

395.74 396.04 395.74 396.14 395.84 3 6.09 395.94 395.94 394.09 395.94 396.14 395.89 396.04 395.84 396.04 395.79 395.94 395.74 395.94 395.64 396.04 395.64 396.09 395.94 396.14 396.14 396.04 396.14 395.!4 395.99 395.94 395.99 395.94 396.39 395.94 396.44 395.94 396.59 395.84 396.64 395.84 396.64 395.84 39(4.74 395.79 396.84 395.89 396.84 396.04 396.84 395.94 396.74 395.94 396.64 395.84 396.59 395.94 396.39 395.94 396.14 ...... 396.09

395.99 396.64 395.89 396.54 395.84 396.54 395.74 396.49 395.74 396.54 395.64 396.44 395.64 396.49 395.74 396.64 395.94 396.74 395.94)396.84 395.84 396.94 395.84 396.89 395.84 396.84 395.74 396.94 395.74 396.94 395.74 397.04

395.84 397.04 395.84 397.04 395.94 397.14 395.94 397.04 395.99 397.04 396.04 396.94 396.14)396.94 396.14 397.04 396.19 397.14 396.34 397.14 396.54 397.04 396.44 396.99 396.44 396.94 396.54 396.8 4 ...... 396.74

Daily Precipitation, in Inches, at Utica, N. Y.

DAY.

Feb.

Mar. April. May.

June.

July. Aug.

Sept. Oct.

Nov.

Dec

1909.

0.071

0.10

I i ii i

0.06 0.10

0.10

0.01

0.10, 0.20

0.56

Q'65¹...... 0.10

O'05

0.40

7.

0.35    0.31

1.02

0.42

0.02

0.06

0.03

0.C6

0.08

10

0.47    0.40    0.22

0.02

0.56

11

12

O.Oj

0.76

0.66

0.42

13

0.04

0.52

14

15

0.05

1 .40

0.03    0.90

0.47

1"

1.45

17

1.05

0.05

I"

19

0.31

©©©©© i—‘ io © bo i—1 co oo cc to ©

0.30

0.07

0.24

0.07

20

21

0.90

0.04

0.70

0.2!)

6'05 O'20

0.15

ooo to to © o to to CO

0.12

0.02

0.75

0.37

0.08

0.10

0.20

0 15

0.15

0.10

22

0.08

0.52

23

0.10

24

i)oo

25

0.30

©i-H©

0.63

0 2(1

0.21

27

2N

0.04

1.36

0.14¹

0.05

0.05

0.08

0.53

0.30

0.37

0.30

©©• o© o§: gb

(i O',

o :;o

0.05

0.20

0.10

30

0.70

0.16

0.48

O'02

O.Ot

31

T means trace.

Precipitation at Savage Reservoir near Utica, FT. Y.

A standard IT. S. Weather Bureau pattern rain gage is located at Savage resevoir.on the south slope of Mohawk valley about 3 miles southeast of Utica. The gage rim stands 4 feet above ground and is at elevation about 700 feet above tide. The record is furnished by the Consolidated Water Co. of Utica, N. Y.

Data for 1909 is not at present available.

Precipitation at Deerfield Reservoir.

A standard U S. Weather Bureau pattern rain gage was established at Deerfield reservoir in 1903. From January 1, 1901, to June, 1903, a rain gage five inches in diameter was used. This station is located on the north slope of Mohawk valley about 4 miles north of Utica and at elevation about 700 feet above tide. The record is furnished by the Consolidated Water Co. of Utica.

Data for 1909 is not at present available.

Graefenburg IIydrophysical Station near Utica, FT. Y.

This station is located near Graefenburg reservoir, near Utica, about 4 miles south from the Mohawk river, and at altitude 1,100 feet above tide. This station was established in 1905 by Robert E. Ilorton for the purpose of determining the relation of rainfall, evaporation and ground water in the typical soils of the Mohawk valley. The station was maintained in cooperation with the U. S. Geological Survey preceding May 1, 1907, when it was turned over to this Department. A detailed description of the station, together with the records preceding 1907, may be found ip. the State Engineer’s Report for 190G, supplement, pages 215-245

The records for 1909 are not yet available for publication.

Mine Mile Creek at Powelt/s Bridge, near Stittville,

FT. Y.

A gaging station was established at Powell’s bridge, one mile below the village of Stittville, FTovember 4, 1905, by C. A. Poole. Observations of the stage of the stream are taken each morning and afternoon by Mrs. Raymer Powell, from a weight-and-chain gage attached to the bottom chord on the down-stream side of the bridge.

Nine Mile creek drains a large portion of the territory on the north side of the Mohawk river between Utica and Rome, emptying into the latter stream near Oriskany. Its channel will be improved and used as a feeder for the diversion of water from West Canada creek to the summit level of the improved Erie canal, according to present plans. The drainage area above the station is

62.6 square miles.

A gaging station was maintained at this point by the U. S. Deep Waterways Commission during their survey in 1898.’ At that time there was a dam about 200 feet below the bridge, which has since been destroyed, leaving the flow unimpeded. The channel is of rock, of uniform cross-section and straight for several hundred feet each way from the bridge, and the conditions are very favorable for current-meter discharge measurements, which are made from the up-stream side of the bridge.

Mean Daily Elevation of Water-surface (Barge Canal Datum) of Nine Mile Creek near

Stittville, N. Y.

in

11

12

i::

14

15

17

i-

in

21

22

24

2'.

2i.

27

2-

31

DAY.

1909.

Jan.

Feb.

Mar.

April.

May.

June.

July.

Aug.

Sept, j Oct.

Nov. Dec.

¹484.67    484.97 484.32 485.04 !484.87 484.27 484.17 485.02 484.27 484.07

485.67    484.37 484.07 !486.67 484.62 483.97

486.87    486.82 484.07

485.87    486.22 483.97

484.57    485.52 484.02

484.57    485.42 484.17 484.57 485.27 484.27 |484.22 484.57 484.17 (484.17 484.42 484.27 484.32:484.37 484.27 485.02 484.32 484.22 484.97 484.37 484.17 484.97 484.47 484.07 484.59

484.97    484.62 484.07 484.59

1484.97    484.67[484.12 484.54 485.07 485.22(484.17 484.44 (485.07 487.82 484.17 484.34 485.17 485.67 484.17 484.34 485.27 485.22 484.07 484.29 485.37 485.57 484.07 484.44

487.52    487.27 484.17 484.39

485.52    487.57 484.22 484.39 485.02 486.07 485.42 484.29

484.97    484.32 485.52 484.19

481.97    484.12 485.42 484.49

484.97 ...... 485.27    484.64

484.97 ...... 485.17    485.44

484.97 ...... 485.07    ......

486.04

486.19

485.79

485.19 486.04

486.14 486.04

485.14

484.79 484.59 484.59 484.69 484.99 484.89

486.57 484.10 483.30 483.20 483.19 483.52 484.221484.32 486.52 484.00 483.20 483.10 483.19 483.57 484.37 484.42

485.12    484.00 483.20 483.10 483.89 483.82 484.32|484.47 484.17 484.15 483.10 483.10 484.04 483.92 484.22,484.32 484.17 485.05 483.10 483.20 483.99i483.82 484.22 484.32

484.12    485.00 483.10 483.20 483.99 483.871484.22 484.22

484.17    484.(50 483.00 483.15 482.99 483.92 484.32 484.12

484.22    484.10 483.00 483.10 482.99 484.02 484.42 484.02 485.371484.10 483.00 483.10 482.99 484.02 482.32 483.97

485.17    484.15 482.90 483.10,482.89;484.02 484.32,483.87

485.12    484.30 483.00 483.10 482.89 484.02 484.17 483.82

485.17    484.40 483.00 483.151482.94 484.02 484.12 483.82

485.22    484.50,483.90 483.20 482.99 484.12:484.12 484.12

485.12    484.45 484.05 483.20,482.99 484.22,484.07 484.22 485.02 484.15 484.10,483.90,482.99 484.22 4-4.02 484.22 485.82 484.10 484.10 183.95 482.99 484.32|483.97 484.22 485.22 484.10 484.10 K 84.1(1 482.99 484.32 484.07 484.22 485.27 484.05 484.15 484.241482.99 484.32 484.12 484.22

484.12    484.10 484.151484.34,482.99 484.27 484.22 484.22 484.02 484.10 484.10 484.44 483.04;484.22 484.22(484.22

484.17    484.05 483.95 484.44 483.09:484.22 484.22:484.22

484.12 484.00,483.50,484.24 483.19 484.12 484.32,484.22 484.12 483.901484.60 484.14 483.29 484.12 484.371484.12 — .12.483.901484.60 484.14 483.39 484.12 484.42:484.12 484.12 483.00 484.00 484.14 483.29 484.07 484.47 484.12 483.621483.05 483.50 484.14 483.29 484.02 484.52 484.12 484.12j483.10 483.45 483.30 483.32 484.07 484.57:484.12 485.07 483.10 483.40 483.20 483.42 484.02 484.47 484.12 484.12 483.35 483.30‘483.20 483.42 484.02 484.52 484.12 484.02,483.30 483.30 483.20 483.52 483.92 484.42 484.22 483.921......:483.20 483.20 ...... 483.92 ...... 484.22

484

Current-meter Discharge Measurements of Nine Mile Creek near Stittville, N. Y.

DATE.

Hydrographer.

Gage

height..

Area of section.

Mean

velocity.

Dis

charge.

1909. Feb. 8.. Mar. 3.. April 7.. April 15.. April 21.. May 26.. June 16.. July 14.. Sept. 27.. Nov. 3..

Geliring and Clark. . . Gehring and Patchke

E. C. Niles..........

J. P. Newton........

A. T. Clark.........

Clark and Angus....

E. C. Niles..........

J. P. Newton. .......

H. A. Gehring.......

E. C. Niles..........

Feet.

3.0

3.0

4.0

3.7

2.62

2.3

2.2

1.98

2.07

2.13

Square

feet.

100

98.2

180

150

83.5

51.6

45.1

24.1

35.2 38.1

Ft. per second. 1.45 1.63 5.20 3.89 1.75 0.595 0.517 0.212 0.224 0.472

Second-

feet.

145

16'

936

607

146

30.7

23.3

5.1

7.9

18.0

Mohawk River below State Dam at Rome, 1ST. Y.

A staff gage with painted tenth-foot marks is attached to the down-stream end of the right-hand abutment of the State feeder dam at Rome. Readings are taken each morning by John Phillips.

Mean Daily Elevation of Water-surface (Barge Canal Datum) of Mohawk River below State

Dam at Rome, N. Y.

i.

DAY.

Jan.

Feb.

Mar.

April. May.

June.

July.

Aug.

Sept.

Oct.

Nov.

Dec.

1909.

in

11

12

14

16

17

is

■J"

21

22

23

24

25

26

27

28

2-1

429.06

428.96 429.06 '429.06

429.26

433.96

434.46

432.46

430.46 430.46

430.46

431.46

430.86

1430.86 '431.36

430.86 430.16

430.26

430.16

430.26 '430.26 430.10

431.26

436.46

436.16 434.40 434.06

432.46    432.66

1431.96    430.06

'431.96 ......

1431.86    ......

431.86    ......

431.46 429.46 430.26 432.01 428.16 428.06 427.96

431.46    429.46 430.66 431.46 428.06 428.06 427.96 431.26 429.66 430.96 431.06 428.06 428.06 427.96 431.06 429.56 431.46 430.26 428.46 428.06 427.96 431.06 429.46 431.56 430.06 429.26 428.26 427.96

432.86    429.26 432.76 '429.76 430.66 428.06 427.96

434.46    429.40 434.96 429.86 429.26,428.06 427.96

432.46    429.16 433.96 429.86 428.66'428.06 427.96 431.06 429.06 431.46 429.66 j 428.66 428.06 427.96 431.26 429.26 430.46 430.46 428.86'428.06 427.96 431.26 430.26 429.961431.46 429.26 428.06 427.96

431.46    429.76 429.96 429.96 429.06 428.06 427.96 431.06 429.46 431.16 429.66 428.96 428.06 430.66 429.36 430.66 429.60 426.96 428.06 431.00 429.16 431.16 429.06 428.96 428.06 430.96 429.26 430.46 428.76 428.76'428.06

430.86    429.16 430.46 429.16 428.76 428.06 430.66 429.16 430.66 429.36 429.26|427.96 430.16 429.06 430.46 429.16 429.26 427.96 436.06 429.06 430.46 428.66 428.86 428.06

436.46    429.06 430.36 428.66 428.86 427.96

434.46    429.16 430.76 428.66 428.76,427.96

432.46    429.06 430.16 428.46 428.66 428.06 431.40 429.36 429.86 428.46 428.66:428.86

434.86    430.26 429.76 428.26 428.661428.96

431.46 429.86 428.16 428.56 428.86 430.16 429.66 428.06 428.661428.46 429.76 430.16 428.16 428.06 428.06 430.26 429.86 428.46 428.06 428.06 429.96 429.96 428.26 428.161427.96 429.76 ...... 428.16

427.96

427.96 427.96 427.96 427.96 428.86 428.56 428.66 428.66 428.66 428.46 428.26 428.26 428.16 428.26 428.16 428.16 428.06 427.96 427.96 427.96'......

427.96    427.96 428.06

427.961427.96    428.06 627.96!427.96 428.06

427.96    427.96 428.06 428.46 427.96 428.06

428.261427.96    428.26 428.061427.96 428.26

427.961427.96    428.26 428.66 428.46 428.26 428.16 428.16 428.06

427.96 428.06 427.96 428.26 427.96 429.26 427.96 429.76 427.96 428.96 427.96 428.66 427.96 429.76 427.96 429.96 429.16 430.26

429.26    430.06

428.26    429.46

428.46 428.46 428.46 429.26 428.46 428.86 428.46 429.86 428.26 429.66 427.96 ......

427.96    427.96

427.961427.96

427.961427.96

427.96    427.96

427.96427.96

427.961427.96

427.96 427.90 427.96 427.96 427.96 427.96 427.9 i 427.96 427.96 427.96 427.96 427.96 427.96 427.96 427.96

429.16

429.16

428.86

428.76

428.86

428.86

428.76

429.66

429.46

429.46

429.26

428.86

428.86

429.26

429.66 429.46 428.86 428.86

428.66 428.66 428.76 428.76 428.86 428.86 428.86 428.76 428.66 428.66 428.76 428.76 428.66

Mohawk River above State Dam at Rome, R. Y.

A vertical gage with painted tenth-foot marks is attached to a large elm tree in the entrance to the Erie canal feeder about 100

feet up-stream from the right-hand end of the State dam. Readings are taken each morning by John Phillips, The zero of the gage is at elevation 430.00.

Current-meter measurements were made during 1909 in the feeder at the highway bridge just above the State dam as shown by the following table. Measurements of the adjacent Oriskany feeder and of the Erie canal east of Rome are also given in the accompanying tables.

Mean Daily Elevation of Water-surface (Barge Canal Datum) of Mohawk River above State

Dam at Rome, N. Y.

DAY.

Jan. Feb. Mar. April. May. | June. July. Aug. Sept. ! Oct. Nov. Dec.

■■

10

11

12

12

14

15

1909.

16.......

17

is

19

21

22

22.

24

25

26

27

28

2¹*

30

71

rHrHr-l^r-GCNiOMCOCC-^CO^itCOCOCOCClWeOCOTHOiwiC-^Tj-itCClCC CO CO CO CO CO CO CO CO CO CO CO CO CO CO CO CO CO CO CO CO CO CO CO CO CO CO CO CO CO CO

88888888888888888888888888*8838*8

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•    • CO CO CO CO CO CO CO CO CO CO CO CO CO CO CO CO CO CO CO CO CO CO CO CO CO CO CO CO

•    • toooasaicocoaicx-^itofcotobotototototococo^-vicotototococo

: : 88888888S888888888S8g8888'o88

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g§Mgj§wj£w888888888888j&88888888jgj£

88888888888888588888888 88 8 88888

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88855585888888 8855555558 8 £8 5558 : 588588888885858858888888858SSS

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i—I r-l i—I i—4 i—4 i—4 i”4 C9 C'T C^l i—4 i—4 CT CQ i—4 r—I r-H    ,—t —J r—1 i—4 H rH rH i-H i-H

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Current-meter Discharge Measurements of Flow in Erie Canal Feeder at Rome, TV. Y.

DATE.

Hydrograplrer.

Gage Area of Mean Dis-height.a section, velocity, charge.

Cn

E. C. Niles......

Clark and Angus

E. C. Niles......

J. P. Newton.... Clark and Angus J. P. Newton. ... H. A. Gehring... E. C. Niles......

Feet, 9.90 12.57 9.80 12.35 13.00 10.10 12.50 10.65

Square

feet.

150

78.2

100

109

75.4

150

89

135

Ft. per second. 1.00 2.32 0,918 2.67 1.88 0.301 1.70 1.56

Second-

feet.

150

181

91.8

29 1

142

45.1

151

2 10

a Below reference point.

Current-meter Discharge Measurements of Oriskany Feeder at Oriskany, V. Y.

DATE.

Hydrographer.

Meter

number.

Area of section.

Mean

velocity.

Dis

charge.

. Cvj 00 1^*

Gi r-H O'! rH

E. C. Niles......

Clark and Angus J. P. Newton....

462

559

559

Square

feet.

71.0

81.0

84.5

Ft. per second. 1.93 2.70 0.755

Second-

feet.

137

219

63.8

Current-meter Discharge Measurements of Erie Canal East of Rome, N. Y.

DATE.

Hydrographer.

Meter

number.

Area of section.

Mean

velocity.

Dis

charge.

1909.

Mav 28. . . Aug. 17..

Clark and Angus J. P. Newton....

559

559

Square

feet.

391

386

Ft. per second. 0.473 0.388

Second-

feet.

185

138

Mohawk River at Floyd Avenue, Rome, FT. Y.

A box-and-chain gage was erected by E. F. Weeks, of this Department, at Riverside bridge crossing Mohawk river near Rome, July 9, 1907. The gage is attached to the up-stream hand-rail near the left-hand end of the bridge. The gage reads from zero to 7.5 feet. The standard chain length is 18.98 feet and the elevation of water-surface, when the gage reads zero, is 445.16. Readings are taken each morning and afternoon by G. G. Williams. A bench-mark located at the junction of the up-stream wing wall and left-hand abutment is at elevation 460.80. The channel is straight for some distance up-stream and down-stream from the bridge. Current-meter measurments are made on the downstream side, the initial point being the face of the right-hand abutment. A crude dam or barrier of boulders has been placed across the stream a few hundred feet down-stream for the purpose of raising the water-level to produce an ice pond.

Mean Daily Elevation of Water-surface (Barge Canal Datum) of Mohawk River at Floyd Ave. Bridge, Rome, N. Y.

10

II

12

13

14

15

10

17

19

21

22

23

21

25

2’

27

2’N

29

DAY.

1909.

Jan.

Feb.

Mar.

April.

May.

June.

July.

Aug.

Sept.

Oct.

Nov. Dec.

447.36

447.21

447.26

447.08

447.86

449.96 448.08 447.66 447.86 447.54 447.18 447.06 446.91 447.11 447.16 447.26 447.31 447.36 447.38

447.38 ; 447.51 447.58 448.08

450.51 449.06

448.38

447.51 447.31 447.04 447.11

446.96

446.78 446.76 446.76 446.76

446.94 448.48 449.21 447.96 447.86 448.18 447.26

447.78 447.08 447.14 447.81

447.94 447.58 447.16 446.88 450.98 449.91 447.66 447.24 449.21 448.84 447.81 447.36 447.16

447.16 448.16 449.49 447.06 447.89 448.11 447.24 448.53 447.79 447.18 448.89 447.76 447.11 249.29 447.33 447.11 450.26 447.06 451.51

446.98    449.73 447.23 446.96 447.11 449.26 447.09 446.99 447.21 447.731448.11 447.16 447.06 447.69 448.46 447.23 447.04 447.76 447.43 447.01 447.04 449.59 447.16 446.93 446.91 451.01 447.09.446.89 446.96 448.66 446.99 446.83 446.88 447.98 447.46 446.93 446.84 448.16 447.23 446.83 446.74 448.13 447.16 447.13 446.76 448.06 447.06 447.01 446.76 447.89 446.93 446.96 246.91:447.46 446.86 446.86 446.78 448.23 446.86 446.86 446.88 448.03 446.71 446.80 446.96 447.26 446.76 446.80

448.98    447.13 446.69 446.73

448.58 447.21 446.63 446.76 448.46 447.13 446.69 446.71 447.51 447.71 446.79 446.66 447.51 447.16 446.79 446.66 447.36 448.33 446.61 446.72 447.61 ...... 446.71 ......

447.23 447.59 447.39 447.06

446.76 446.73 446.65 446.71 446.73 446.60 446.81 446.79 446.60 446.89 446.63 446.60 447.83 446.66 446.52 446.61 446.55 446.63 446.52 446.96 446.50 446.63 446.50 446.63 446.50 446.61 446.50 446.61 446.52

446.61    446.50 466.52 446.63 446.45 446.50 446.71 446.50 446.50 446.73 447.05 446.58 446.66 446.70 446.40 446.71 446.65 446.50 446.76 446.68 446.71 446.62 446.63 446.00 446.50 446.63 440.50 446.50 447.01 446.50 446.50 447.06 446.48 446.60 446.91 446.35 446.65 446.76 446.52 446.50 446,69 446.55 446.50 446.71 440.52 446.50 446.66 446.58 446.50 446.71 446.55 446.55

446.62    446.50 ......

446.50 446.70 446.72 446.72 446.55 446.70 446.72 446.78 446.52 446.75'446.62 446.65 446.60 446.72 446.62 446.60 446.70 446.72 446.65 446.55 446.62:446.70 446.62 446.55 446.60 446.65l446.68 446.58 446.58 446.65 446.75 447.15 446.58 446.60 447.00 447.30 446.60 446.62 446.85 446.60 446.55 446.62 446.70 446.70 446.52 446.68 446.68 447.10 446.(0 446.62 447.25 446.60 446.60 447.20 446.55 446.60 447.15 446.65 446.62:447.18 446.80 447.05 447.10

446.80    447.18 447.00 446.58 446.70 447.05 447.02 446.58 446.80 447.00 447.02

446.85 447.00 447.08 446.85 447.28,447.00 447.05 447.75 447.02 447.10 447.20 447.00 446.98,447.00 447.00

446.921447.80    447.02

446.78'446.78 447.00 446.70 446.68 446.98 446.70 447.38 446.92 446.62 446.98 446.88 446.70 ...... 447.06

Current-meter Discharge Measurements of Mohawk River at Floyd Ave. Bridge, Rome, N. Y.

DATE.

Hydrographer.

Gage

height.

Area of section.

Mean

velocity.

Dis

charge.

1909. May 27. June 18. July 16. Aug. 11. Aug. 18. Sept. 28. Nov. 5.

Clark and Angus

E. C. Niles......

J. P. Newton. ... Clark and Angus J. P. Newton.... H. A. Gehring... E. C. Niles......

Feet.

1.5

2.1

1.68

1.4

1.65

1.42

1.65

Square

feet.

364

391

346

362

362

363

373

Ft. per second. 0.59 1.31 0.68 0.43 0.78 0.35 0.61

Second-

feet.

214

512

156

281

126

229

Mohawk River below Dam at Ridge Mills near Rome, 1ST. Y.

Ridge Mills is located on Mohawk river two miles north of Rome, Y. Y. The dam and water-power are utilized in conjunction with the Municipal Water Works Pumping Station. The gage was established at the lower line of the city property May 3, 1904. The gage is a vertical staff attached to a tree on the right-hand bank of the Mohawk river one-third mile below the dam. The gage zero is at elevation 454.79. A reading is taken each morning by Daniel Brown.

Mean Daily Elevation of Water-surface (Barge Canal Datum) of Mohawk River below Dam at Ridge Mills near Rome, N. Y.(b)

DAY.

Jan.

Feb.

Mar.

April.

May.

June.

July.

Aug. j Sept.

Oct.

Nov.

Dec.

1908.

1......

3.......

10

11

12.......

l.i

14

r.

17

I"

I"

2"

21

22

24

25

26

27

2S

■;h

31

455.99 456.39 456.49 457.59 456.49 456.09 456.29 457.29

156.29    456.79 456.79 457.09 455.99 456.79 456.69 456.59

456.29    456.79 456.59 456.49 456.09 456.79 456.39 458.69

456.29    457.09 456.39 458.59 456.39 457.19 456.29 458.59 456.09 457.09 456.29 460.79 456.09 456.79 456.29 457.09 456.19 456.89 456.29 457.29 456.09 456.29 456.29 457.09 456.09 456.79 456.79 457.09

456.79    456.99 457.69 456.79 456.59j458.09 457.79 456.79 456.49 a 460.69l457.39 456.19 458.19 458.19 456.39 455.99 457.49 457.39 456.69

455.99.457.29    457.39 457.39 455.99 457.09 456.39 456.89 455.89 456.99 455.99 456.49 455.99 456.79 456.29 456.59 456.09 456.39 456.89 456.59 455.99 456.39 457.79 456.49 455.89 456.39 457.29 456.59 455.99 456.19 457.49 456.59 455.99 456.19 460.59 456.29 455.99 456.19 460.09 456.69 455.89(456.19 461.19 456.39

455.79    ...... 457.99 456.49

456.091...... 457.99 ......

460.59    456.89 455.89 455.59 455.69 455.69 455.69 456.29

457.59    455.99 455.89 455.69 455.59 455.69 455.69 455.69

457.49    456.09 455.79 455.69 455.59 455.59 455.69 455.59 457.09 455.89(455.79 455.69 455.59 455.59 455.69(455.89

456.49    455.89 455.79 455.69 455.59 455.59 455.59!455.79 456.29 455.89 455.79 455.59 455.59 455.59 455.59 456.09 456.39 455.89 456.39 655.79 455.69 455.59 455.69 456.09

460.19    455.99 456.99 455.69 455.59 455.59 455.79 456.79

457.19    455.99 455.89 455.79 455.59 455.59 456.09 456.59

456.89    456.09 455.99 455.69 455.59 455.59 456.09 456.39 456.39 455.89 455.79 455.79 455.69 456.19 456.39 456.29 456.49 455.99 455.79 456.09 455..69 455.89 456.59 456.59 456.49 455.89 455.69 455.69,455.59 455.59 455.69 456.29 456.29 455.89 455.69 455.69 455.59 455.59 455.89 456.59 456.49 455.99 455.59 455.69 455.59 455.69 455.89(456.29 456.39 455.99 455.59 455.69 455.69 455.79 455.89¹456.79 456.39 456.09 455.79 455.59 455.69 455.69,455.89,456.29 456.49 456.03 458.49 456.09 455.59 455.59 455.89 456.29 455.79 455.99 458.39 455.89 455.59 455.59(455.89 456.19

455.89    459.19 456.39 455.791455.59 455.59 456.59 455.99 455.89 455.99 456.09 455.69 455.59 455.59 456.29 455.89 455.79 455.99 458.19,455.59 455.59 455.59 456.29 455.89 455.69 455.89 456.49 455.59 455.59 455.59 455.99 456.19 455.69 455.99 456.09 455 59 455.49 455.59(456.99 456.19 455.69 455.99 455.89 455.59 455.69 455.79 457.49 456.19

455.59    455.99 456.19 455.69 455.59 455.89 456.99 456.39

456.39 455.89 455.99 455.69 455.59 456.19 456.69 455.89 456.29 455.89 455.89 455.69 455.59 455.89 456.39 455.79 455.99 455.89 455.69 455.69 456.29 456.39 455.99 455.79 455.89 455.79 455.79 455.69 455.69 455.89 456.09 456.08 456.89!...... 455.69 455.69!...... 455.79

455.89

a No record.

b This table supersedes that appearing in State Engineer’s report for 1908, which is referred to incorrect datum.

Mean Daily Elevation of Water-surface (Barge Canal Datum) of Mohawk River below Dam at Ridge Mills near Rome, N. Y.

DAY.

Jan.

Feb.

Mar. April. May. , June. July. Aug. Sept. Oct. Nov. Dec.

1909.

455.69

455.59

455.59

'•

10

11

12

14

I*'.

17

Is

19

2D

21

22

2-5

24

26

27

28

29

:.n

455.99 456.19 455.79 457.49 457.69 455.79 455.69 455 456.19 456.29,456.09 457.99 458.39 455.49 455.69 455

455.99    456.39 456.491458.49 457.09 455.79 455.69 455

1455.99    455.99 456.: 9!458.49 457.19 455.79 455.69 455 456.29 456.091455.99 458.99 456.59 456.791455.59 455 ;458.69(457.79 455.991460.09 456.49 457.19'455 59 4V5

457.79    457.19 455.99 462.59 456.59 456.29 455.59 455.49 455.59 455.59:455.69

456.691456.79    455.69 461.19 456.59 456.09 455.49 455.49 455.49 455.39 455.69

456.49    455.99 455.59 458.39 456.19 456.19 455.49 455.691455.49 455.49 455.99

456.79    455.99 455.89 458.59 456.89 456.19 455.49 455.49,455.39 455.49 455.69 456.29 456.69 456.99 457.69 458.79 456.09 455.69 455.49 455.39 455.49 455.69 456.29 456.39 456.39 456.89 456.79 456.19 455.69 454.79 455.49 455.59 455.59

455.99    456.19 456.19 458.69 456.29 456.19 455.69 454.79 455.49 455.59 455.59 455.99 456.29 455.99 a 456.29,456.09 455.69 454.79 455.49 455.49 455.59

456.19    456.39 455.99 458.69 456.091455.69 455.69 455.29 455.49 455.49 455.59 455.89 455.99 455.99 457.69 456.59 455.59 455.69 455.89 455.49 455.49 455.79 455.89 456.29 455.89 457.59 456.59 455.(59 455.69 455.49 455.49 455.79 456.59 456.39 456.19 455.79 457.79 456.29 456.49 455.69 455.79 455.39 455.79 456.39

455.79.456.19    455.59 457.69 456.09 456.19 455.79 455.69 455.49,455.99 456.19 |455.89 460.19 455.79 457.59 456.09 456.09 455.69 455.59 455.49 455.79 455.99 1455.89)458.19,455.59 456.89 455.79 455.89 455.69 455.49 455.49 455.59 450.09 456.39 457.09 455.69 458.29 455.79 555.79 455.69 455.39 455.491456.19 456.39

1456.991456.49    455.69 457.09 455.79 455.79 455.79 455.39 455.39 451.39-456.89 460.99j456.59 455.79 456.49 455.69)455.79 456.09 455.59 455.59 456.09 456.39 (460.29 459.29 457.79 456.2 1 455.791455.79 456.09 455.19 455.49 455.99

1457.79    457.19 458.49 456.39 455.49 455.69 455.79 455.39 455.49 455.79

1456.69 456.59 457.19 456.29 455.59 455.79 455.69 455.39 455.49[455.79 456.29 456.19 456.59    457.49    455.69    455.59    455.69 455.39    455.39 455.79    455.69

(455.99    457.39    456.29    455.79    455.79    455.69 455.39    455.39 455.59    456.79

455.79    456.99    456.29    455.59    455.79    455.69 455.49    455.49 455.69    456.09

1455.99    456.59    ...... 455.591...... 455.59    455.49!...... 455.59!......

455.89

455.89

455.69

a No record.

Mohawk River above Dam at Ridge Mills near Rome, Y. Y.

The gage is attached to the up-stream face of the left-hand abutment of the dam. The zero mark was at elevation 464.63 preceding January 22, 1907, and at elevation 465.00 after that date. Readings are taken each morning by Daniel Brown. The stage of the stream above the dam is affected by diversion to the turbines in the adjacent pumping station. Black River canal runs parallel to Mohawk river at this point. Current-meter measurements, to determine the volume of flow in the canal, are shown in the accompanying table.

Mean Daily Elevation of Water-surface (Barge Canal Datum) of Mohawk River above Da at Ridge Mills near Rome, N. Y.    '

DAY.

Jan. Feb. Mar. j April. May. June. Jily. Aug. , Sept, i Oct. Nov. Dec.

1909.

11

12

13

14

17.

li.

17

1"

19

20

21

22

31

25

2^

29

30

31

466 .    465.80 466.10 467.00 467.10:466.00 465.90 465.80 465.40 465.80 465.80 465.90

466.    466.00    466.20 467.30 467.50 465.70 465.90 465.80 465.50 465.80 465.80 466.50

466.    466.00    466.50 467.50 466.90 466.00 466.00 465.80 465.10 465.80 465.80 465.80

466 .    466.00 466.40 467.50 466.90,466.00 465.80 465.70 465.10 465.80 465.80 465.70

466.    466.10    466.00 467.80 466.50 466.70 465.80 465.70 466.00 465.60 465.90 465.70

468.30    467.00 466.10 468.30 466.40 466.90 465.80 465.40 466.00 465.80 465.90 465.70

467.20    467.10 466.10 469.50 k66.50 466.30 465.80 465.50 465.80 465.70 465.80 465.60 466.60 466.80 466.10 468.60 466.50 466.20 465.70 465.50i466.00 465.30 465.80 465.60 466.40 466.70 466.00 467.50 466.40 466.30 465.70 465.80 466.00 465.70 466.10 465.30

466.30    466.10 466.10 467.50 466.70 466.40 465.70 465.70 465.50 465.60 465.90 465.60

466.30 466.60 466.80 466.50 467.60 466.30 465.80 465.70 465.10 465.60 465.90 465.50 466.30 466.30 466.40 466.60 466.70 466.30 465.70 465.00 465.10 465.90 465.80 465.00 466.10 466.30 466.30 467.50 466.40 466.30 465.80 465.30,465.20 465.80 465.80 465.50 466.10 466.40 466.20    469.60    466.40 466.201465.90    465.00 465.00    465.70 465.80    465.80

466.20    466.40 466.10    467.60    466.20 466.20[465.90    465.30 465.50    465.70 465.80    465.90

466.10 466.20 466.10    467.10    466.50 466.00 465.90    466.00 465.10    405.40j466.00    465.80

466.10 466.20 466.10    467.10    466.50 466.00i465.90    466.00 465.20    466.00 466.70    465.80

466.20 466.10 466.00 467.70 466.30 466.50 465.90 466.00 465.00 466.00 k66.40 465.50 465.80 466.10 465.90 467.10 466.20 466.30,466.00 465.80 465.30 466.10 466.30 465.50 466.00 468.00 466.00 467.00 466.20 466.20 466.00 465.70 465.70 466.00 466.10 465.70 466.00 467.40 465.901466.70 466.00 466.00 465.90 465.50 465.10 465.80,416.20 465.70 466.20 466.90 466.00    467.40    466.00 466.00 465.901465.30    465.60 466.30 466.40    465.60

466.60    466.40 466.00    466.90    466.00 466.00 46ti.00k65.50    465.00 466.30 466.70    465.80

468.60    466..50 466.00    466.50    466.00 466.00 466.30 465.90    465.70 466.10 k66.40    465.70

466.40 466.00 466.00 466.30 465.40 465.60 466.10 466.10 465.70 466.50 465.90 466.00 466.00 k65.70 465.40 466.00 466.10 465.80 466.00 466.00 465.70 465.30 466.00 465.80 465.60 465.80 465.90 465.30 465.00 466.00 465.90 465.60 466.00 465.90l465.30 465.00 465.80:466.60 465.60 466.00 466.00 465.90 465.60    465.60 465.90i466.20    465.00

465.90 ...... 465.80 465.40    ...... 465.80 ...... 465.40

gsses

467.80 467.20 467.00 467.50 466.50 466.90 466.40 465.90 466.30 466.50|467.00 466.00

...... 467.00 466.40 466.00

466.80 466.40 466.50!......

Current-meter Discharge Measurements of Black River Canal at Ridge Mills near Rome, Ar. Y

DATE.

Hydrographer.

Gage height, a

Area of section.

Mean

velocity.

Dis

charge.

1909.

June 18.. Aug. 11.. Aug. 18.. Sept. 28.. Nov. 5..

E. C. Niles......

Clark and Angus J. P. Newton.. .. H. A. Gehring.. E. C. Niles......

Feet. 9.80 10.00 9.90 9.75 10.00

Square

feet.

158

150

159

151

152

Ft. per second. 0.747 0.567 0.620 0.768 0.730

Second-

feet.

118

85

98.6

1 Hi

111

a Reference point.

Moiiawk River near Lock Xo. 7 below Delta, X. Y.

A current-meter gaging station was established at the highway bridge over the Mohawk river just below Lock Xo. 7, Black River canal, and about two miles below Delta, August 20, 1905, by C. A. Poole. The gage is a vertical board, graduated to feet and tenths, and is secured to the south wing of the east abutment of bridge with its zero at elevation 479.0 Observations of the stage of the stream are taken each morning and evening by Bred Miller.

During ordinary stages of the river, discharge measurements have been made from the bridge, which consists of one span of 101.G feet. In low water the measurements are made by fording the stream about 1,000 feet above the bridge, where there is a straight channel of uniform cross-section. The channel at the bridge is of gravel and of uniform section directly under the bridge, but there is a small island about 150 feet up-stream, which affects the flow during the low stages.

The yield of the watershed above this point is influenced considerably by the Black River canal, which receives its initial supply from the Black river watershed and an additional supply from the Mohawk river at Delta. The diversion at Delta is in some measure counterbalanced by the water which returns to the river from seepage through the canal banks and flow over waste-weirs.

Jan. Feb. Mar. April. May. j June. July. Aug. Sept. Oct. Nov. Dec.

DAY.

4..

11

l:;

14

15

17

19

20

22

25

26

27

28

29

31

1909.

480.10 479.80 480.35 481.20 483.47 480.10 480.05 480.00 480.20 479.85 480.30 481.75 482.25'480.05 480.05 480.05 480.00 479.95 480.85 482.25 481.40 480.15 480.05 480.05 480.05 480.00 480.65 482.65 481.45 480.35 480.05 480.10 482.78 480.20 480.50 483.35 480.90 482.50 480.00 480.00

484.15    483.53 480.25 483.90 480.85 481.65 480.05 480.10 481.95 481.90 480.05 485.65 481.00 480.80 480.05 480.05 481.60 481.40 480.15 483.60 480.90 480.50 480.10 480.00 481.45 480.95 480.25 482.05 480.70 480.55 480.00 480.05 481.00 480.20 480.60 481.45 481.45 480.70 480.05 480.00 480.55 480.05 481.05 481.45 482.30 480.80 480.00 480.05 480.10 480.00 480.65 481.15 481.10 480.65 480.05 480.05 479.90 480.60 480.75 483.67 480.75 480.50 480.10 480.10 479.90 480.45 480.30 485.70 480.70 480.20 480.00 480.00 480.05 480.55 480.25 483.15 480.55 480.05 480.05 480.05 480.05 480.55 480.30 481.50 481.00 480.05 480.10 480.55 480.05 480.60 480.25 482.25i480.75 480.05 480.00 480.10 479.90 480.20 480.05 482.35 480.80 480.80 480.00 480.00 479.90 480.55 480.20 481.45 480.75 480.40 480.30 480.05 479.90 482.95 480.00 481.40 480.65 480.15 480.05 480.10 479.90 482.30 480.05 481.05 480.50 480.05 480.05 480.00 480.05 481.40 480.10 481.55 480.15 480.00 480.00 480.00 480.85 480.50 480.20 481.10 480.00 480.10 480.55 480.00 484.93 483.00 480.30 480.80 480.15 480.05 480.75 480.10

482.15    483.70 483.17 480.70 480.00 480.15 480.10 480.00

481.40    481.75 482.15 480.75 480.05 480.00 480.00 480.00

480.40    480.90 481.25,480.75 480.05 480.00 480.05 480.10 480.40 480.50 481.10 481.30 480.20 480.05 480.10 480.10

480.20 ...... 481.25 480.75 480.00 480.05 480.00 480.00

480.00 ...... 481.05 482.73 480.00 480.00 480.00 480.05

479.90 ...... 481.601...... 480.05     480.00    480.00

. 8383888883gjg g8883g5?88SSg5:£Sg8g 8888888888888888333333333333338

_ssea sssa sass ssss b b sgsgg s as&ggfe gss&asisbsssssggssssiSsisisssistsssKss

Mohawk River below Dam at Delta, IN’. Y.

A vertical staff gage was erected on the down-stream end of the feed mill on the left-hand bank of the Mohawk river below dam at Delta, May 3, 1904. The gage is divided to feet and tenths by coppered staples and reads from zero to nine feet. Readings of this gage and also of the gage above the dam are taken each morning by E. A. Evans. The zero mark of the gage below the dam is at elevation 502.00.

Mean Daily Elevation of Water-surface (Barge Canal Datum) of Mohawk River below Dam

at Delta, N. Y.

DAY.

Jan. Feb. Mar. April. May. June. July. Aug. Sept. Oct. Nov. Dee.

::

5,

in

11

12

i:

14

15

16

17

18,

21

22

23

21

25

2'.

27

2-

26

:;n

31

1909.

gS8SSS88S88SS8g§g58888888888888

502.80

502.90

502.80

502.80

502.80

506.00

co co co co co oq co

ggggggg

505.70

ggg3S3g883833gggSSgS8S8888Sg§

504.75 506.40 502.70 502.90 502.70 502.70 502.70 502.90 502.80 504.50 504.30 502.801502.90 502.70 502.60!502.70 502.80 502.80 505.00 504.10 502.80 503.00 502.70 502.50'502.80 502.80 .502.70

505.10    504.00 502.70 502.90 502.50 502.60 502.80 502.80 502.70

505.30    503.50 504.80 502.90 502.60 503.10 502.80 502.70 502.70

506.30    503.40 504.00 502.80 502.50 502.90 502.70 502.90 ,502.70

509.10    303.80 503.00 502.70 502.50 502.80 502.60 502.90 502.60

506.30    503.50 503.10 502.70 502.60 502.60,502.70 502.70 502.70 504.90 503.30 503.10 502.70 502.70 .502.70 502.70 503.00 502.70

504.30    503.80 503.00 502.80 502.50 502.60 502.60 502.90 502.70 504.00 505.20 503.30 502.80 502.30 502.70 502.60 502.90 502.70 503.80 503.60 503.10 502.80 502.50 502.60 502.90 502.80 502.70

505.30    503.30 503.10 502.70 502.40 502.60 502.80 502.80 502.70 509.05 503.10 503.20 502.70 502.30 502.70 502.80 502.80 502.70 505.30:503.10 503.00 502.80 5C2.50 502.60 502.80 502.80 502.80

504.40    503.50 502.80 502.80,502.40 502.80 502.70 503.10 502.80 504.60 503.40 592.70 502.801502.70 502.60 503.30 504.20 502.80

504.30    503.40 503.70 502.80!502.90 502.60 503.00 503.50 502.80 504.30 503.20 503.10 502.80:502.90 502.60 503.10 503.30 502.70

504.30    503.10 503.00 502.80 502,.701502.50 503.00 503.00 502.70 503.70 503.00 502.80 502.80 502.50 502.50 503.00 503.10 502.70 505.00 503.00 502.90 502.70 502.60 502.40 503.30 503.30'502.70 503.80 503.00 502.90 503.60 502.40 502.50 503.50 504.30 502.70

503.40    502.90:502.90 503.70 502.40 502.80 503.10 503.30:502.70

503.30    502.90 502.90 503.10 502.50 502.70 503.00 503.00 502.70 503.30 502.80 502.80 503.00 502 60 502.70 503.00 503.10 502.70

503.10    502.70 502.80 502.90 502.50 502.60 503.00 502.80 502.70

504.10    503.00 502.60 502.80 502.40 502.60 503.00 502.80 502.60 503.30 502.80 502.90 502.70 502.70 502.60 502.90 503.70!502.60 504.85 502.80 502.90 502.70 502.60 502.80 502.90 503.10:502.30

502.701...... 502.70 502.00 ......1502.90

502.30

b No record.

a Ice obstruction.

Mohawk River above Dam at Delta, R. Y.

The gage above the dam was established May 3, 1904. The gage is attached to the face of the left-hand abutment. It is subdivided to tenths of feet by coppered staples and reads from 0 feet to 9 feet. The flow of the stream is utilized in the adjacent mills and in addition diversion is made to the Black River canal during the navigation season through the Delta feeder. The zero mark of the gage above the dam is at elevation 507.63. The crest of the dam is at elevation about 509.4.

11

12

l:;

14

15

17

18

I'.'

Ji'

Jl

22

24

25

26

27

2s

29

31

DAY.

1909.

Jan.

Feb. Mar. ! April. May. June. July. Aug. Sept. O t. Nov. Dec.

509.33 509.33 509.43 510.08 510.43 509.33 509.43 509.43 509.93 509.93 .509.33 .509.43 509.63 510.38 509.83 509.33 509.43 509.43;510.13 509.83 510.03 509.43 509.33 509.73 509.63

510.83    510.48 509.43 510.63 509.53

510.13    510.33 509.33 511.43 509.73

509.831509.83    509.23 510.53 509.63 509.63 509.53 509.23 510.13 509.53 509.43 .509.63 509.33 509.83 509.73

509.43    509.83 509.63 509.83 510.23 509.23 509.53 .509.43 509.63 509.63

509.13    509.43 509.43 509.83 509.53 509.33 509.53 509.33 511.73 509.43 509.33 509.63 509.33 510.33 509.43 509.33 509.43 509.23 511.03 509.63 ,509.33 509.43 509.23 510.13 509.53 509.33 509.43 .509.23 509.93 509.53 509.13 509.33 ,509.23 509.93 509.43 509.23 510.63 509.23 509.93 509.33 509.33 510.23 509.13 509.63 509.33 509.33 510.03 508.23:510.23 509.33 .509.63 509.53 509.33 509.73 509.33 510,73 510.1:8 509.: 3 509.63 509.W

510.43    510.43 510.48 509.53 509.33 510.03 510.03 510.13 509.53 509.13

509.83    509.73 509.73 509.43 509.03 509.53 509.53 509.63 509.83 509.33

509.43 509.43 509.43

.509.73 509.43 509.63 510.08 509.53......

509.13

509.23

509.13

WWCAiCOWCCWCOCCCCCOWOOCOWCOOJCOCOWWWCOCOCCCOlMCOWW

509.03 508.93 509.03 508.83 509.03 508.73 508.63 508.93 508.73 509.23 508.73 509.13 508.83 509.03 508.93 508.63 509.03 508.83 508.63 508.73 ,508.53 508.93 508.63 508.93 508.63 508.93 508.33 509.03 508.83 509.03

13 509.23 509.23 13 509.13 509.23 13 509.23 509.13 13 509.23 509.13 13'509.13:509.13 93 509.23 509.13 03 509.23 309.13 13:509.13 509.13

’■I"!

509.13(508.93 508.73!508.93 508.83 508.83 508.63 509.03 508.63,509.23 508.63 509.13 508.831509.03 508.73 509.03 508.63 509.03 508.931509.03 508.83 509.23 508.83 ......

509.13 509.13

509.13    509.13 509.23:509.13

509.231509.23

509.431509.23 509.83 509.23 509.53 509.23

509.43.509.13 509.33 509.13 509.43:509.13 509.53 509.13

509.931509.13 509.53 509.13

509.23    509.13

509.43.509.13 509.23 i 509.13 509.23:509.03 .509.63!509.03 509.43 508.63 ......509.03

UPPER HUDSON RIVER DRAINAGE BASIN.

Description.

Upper Hudson river comprises the drainage basin above tidewater influence at Troy and also above the mouth of Mohawk river at Waterford.

The head-water region is mountainous in character, in general heavily wooded, and dotted with numerous lakes and ponds. The rocks, belonging to the oldest formation and mainly granite, are either bare or covered with only a layer of spruce duff, humus and forest litter. The river emerges from the mountain region a few miles west of Glens Falls, and thence to Troy the topography is moderately rolling and the surface soil is chiefly sand.

The fall in the. upper portion of the course is very rapid, amounting to about 64 feet per mile from Lake Tear-of-the-Clouds to north creek, a distance of about 52 miles. From the mouth of Horth creek to the mouth of the Sacandaga the descent is nearly 14 feet per mile, distributed among rapids which diminish in frequency as the Sacandaga is approached. In the succeeding 26 miles to Fort Edward the river descends 418 feet more, but of this 175 feet is comprised within the three abrupt pitches at Palmer, Glens and Bakers falls, while most of the remainder occurs in the rapids between Jessups Landing and the oxbow above Glens Falls. Between Glens Falls and Troy nearly the entire fall of the river is utilized for the development of water-power.

The flow of the upper Hudson is controlled to some extent during the dry season by the use of Indian lake storage reservoir, and the facilities for storage works in this part of the basin are unsurpassed. The entire region is dotted with ponds and lakes, many of them of large size and fed from extensive drainage areas. Saratoga lake serves as a regulator of Fish creek, and there is a small reservoir at the head waters of the floosie.

Gaging stations have been maintained on the upper Hudson river in 1909 at various stations for the purpose of determining the water-surface elevation. In addition records are kept at Meclianicville, Fort Edward and Corinth, from which the discharge is determined.

Hudson ITiver below State Dam, Troy, IT. Y.

This gage was established January "19, 1903, by E. A. Lamb. The present gage is vertical and is in two sections. The lower section, reading from zero to 13 feet, is attached to the face of the wall of the sloop lock at the left-hand, or Troy end of the dam. The upper section, reading from 13 to 21 feet, is painted on the down-stream end of the same wall. The gages are below the lower miter gates and are on the side of the lock adjoining the timber crib forming the dam abutment. A third section, reading from 20 to 24 feet, is attached to the southwest corner of Orr & Oo/’s paper mill. The gages at the State dam at Troy are maintained in cooperation with the U. S. Weather Bureau. The readings are taken each morning and afternoon by John B. Mackey. The zero mark of the gage below the dam is at elevation 0.084. The gages are referred to a bench-mark consisting of a copper plug in the top of the lock wall between the anchors of the southwest gate. Elevation of the bench-mark is 21.564, Weather Bureau datum.

The water level is affected both by tides and by the flow in the river.

a No record.

Hudson River above State Dam, Troy", ]ST. Y.

use

i.

11

12

14

15

16

17

1"

11*

2d

21

23

24

25

26

27

2'(

:v

31

DAY.

1909.

Jan. Feb. Mar. April. May. June. July.

Sept. Oct. Nov. Dec.

1.83 5.63 2.08 6.23 2.28 6.83 2.33 7.58 2.93 7.33 3.03 9.08 6.58 10.83 7.08 10.23 6.53 9.58

6.33

''.53

3.93    12.83 4.08 11.38 5.03 11.68

9.93    11.23 11.38 11.23 10.73 11.08

9.63 10.33

8.98

8.08

7.18

4.83

:: v.

3.33

:: .1"

4.53

5.28

5.23

4.83

3.1 is

4.13

4.13

4.23

3.83

4.08

4.28

3.73

3.93

4.03

3.78

3.93

4.03

4.13

4.08

4.43

4.83

4.13

3.33

3.18

3.43

3.63

3.33

3.53

4.58

8.13

4.78

3.43

3.33

1.93

2.73

2.33

2.83

2.38

2.53

2.68

3.38

2.78

2.93

2.93

3.43

3.78

3.83

3.23

3.03

2.83

2.93

3.08

2.98

3.18

:: Is

3.53

3.73

3.43

3.33

2.93

3.18

2.13

2.43

2.03

2.78

.>

2.83

3.18

3.43

3.43

2.78

2.68

2.78

3.38

3. IS

3.38

3.53

3.33

4.18

4.98

2.33

2.43

3.43

3.0''

3.28

3.43

3.68

3.18

2.53

2.63

3.33

2.83

2.68

2.08

2.58

2^68

2.83

2.58

3.58

3.83

3.33

1.98    2.58

2.53

2.83

2.93

2 4::

2.83

2 "s

2.83

2.83

2.5s

2.83

2.68

2 Ms

2.58

2.2S

2.68

2V3

2.78

2.68

2.:;:;

1.83

2.68 2.03 2.28 1.78 2.53 1.78 2.68 1.83

1.33

This gage was established November 15, 1904, by C. A. Poole, and it is in two sections. The lower portion, reading from 3 to 12 feet, is attached to the timber crib forming the left-hand abutment of the dam. The gage is just up-stream from the sloop lock on the canal side of the crib. The upper section of the gage, reading from 12 to 16 feet, is attached to a tree growing on the earth filling of the timber crib. Elevation of water-surface, when the gage reads zero, equals 9.444, Weather Bureau datum. The water-level is affected both by the volume of flow and by the of water in the adjoining mills.

Mean Daily Elevation of Water-surface (Weather Bureau Datum) of Hudson River above State Dam at Troy, N. Y.

DAY.

Jan. j Feb. Mar. April. ' May. June. July. Aug. j Sept. [ Oct. | Nov. Dec.a

1909.

!■>

11

12

14

15

16.......

18

21

22

24

21

2'.

27

28

J'.i

30

16.09

15.44

is si* s s'ggg'fe gig ss kk't isjg £ is isig ssjis gisis igg'fe

13.94 13.59 13.94 13.39 13.94 13.39 13.94 13.44 13.89 13.34 13.94 13.39 13.89 13.39 13.84 13.44 13.79 13.39 13.74 13.24 13.39 13.29 13.44 13.24 13.29 13.24 13.34 13.24 13.24 13.44 13.44 13.44 13.34 13.44 13.39 13.59 13.34 14.09 13.49 14.14 13.44 14.14 13.44 13.74 13.69 13.74 13.84 13.59 13.79 13.44 13.84 13.44 13.94 13.34 13.89 13.39 13.89 13.34 13.84 13.39

13.44 14.04 14.54 . 13.34 14.541 14.44 . 13.39 15.04 14.39 . 13.39) 14.94 14.44 . 13.74 14.89 14.44. “ "Jl 14.89 14.44 .

1/1 C/I i 1/1 AA

14.24! ...__________

14.34 14.84 14.44 14.44 14.79 14.74 14.34 14.84 15.04 14.39 14.39 15.14 .44 13.84 15.14 14.74! 13.69 15.24

14.84    13.29 15.19 15.04 13.39 14.94! 13.441 14.99

14.99    13.44: 14.94

14.94    13.79 14.89 14.89 13.94 14.84 14.64¹ 14.04! 14.89 14.44 14.34

13.94    14.19 13.59 14.24 13.84, 14.34

13.84    14.44 13.94 14.49 13.94 14.54

13.99    14.59 13.94 14.64 14.04 14.64 14.04 14.54 ......! 14.54

14

15.14

14.94

14.89

14.84

14.79

14.74

14.84

14.84

14.89

14.94

14.89

14.94.

a No record.

Hudson River at "Waterford, H. Y.

Mean Daily Gage Height, in Feet, of Hudson River at Waterford, N. Y.b

DAY.

May. June. July. Aug. Sept. Oct. Nov. Dec.

1908.

10

11

12

13

14

15

16

17

18

19

21)

21

22

23

24

25

26

27

28

29

30

31

.....    15.70

.....    15.85

15.50

15.35

15.15

14.95

14.80

14.70

14.55

18.85    14.50 18.40!

17.551 17.201 14.25 17.30 14.05

17.15    14.05 17.101 14.50 17.051 14.50 16.901 14.40

16.50    14.30 16.10 14.10 16.05 13.90 16.00t 14.00

16.15    14.15 16.35 14.25 16.25 14.15 15.80 14.00

15.85    13.85 15.75 13.80 15.55 13.80

15.50    13.80

15.50 ......

14.35

14.45

13.80 13.80 13.80; 13.801 13.70 13.80 13.80 13.85 13.85 13.80 13.80 13.70; 13.70 13.70 13.65 13.55 13.55 13.75 13.85 14.10 14.35 14.40 14.30 14.30 14.20 14.10 14.00 13.90 13.90 13.80; 13.80¹

ooccccoocooooowwcooooooocooocooooocooowcooocowoococococo

c: »0 c O *0 'C O C    ~ C 3 C O O O O O lo O ~ O 3 3 >C *C 3

t>COCOlOOOOI>COlOCC’-"-'t>t^OlOTt<CO(Nt^lOT-li-lT-Hr-HrH^C^CO(M

13.10 14.10 14.95 13.60 14.10 15.15 13.95 14.00 15.20 13.90 13.85 15.05 13.75 13.80 14.90 13.80 13.80 14.90 13.70 13.65 15.00 13.60 14.00 15.00 13.45 13.80 15.00 13.30 13.80 15.10 13.60 13.80 15.20 13.50 13.80 15.10 13.50 13.80 15.00 13.60 13.80 15.00 13.60 14.00 15.00 13.50 13.90 15.00 13.50 13.80 15.00 13.80 13.80 15.10 13.50 14.00 15.10 13.40 13.85 15.05 13.30 13.95 15.05 13.20 14.20 15.20 13.10 14.50 15.30 13.10 14.90 15.30 13.50 15.00 15.30 13.55 15.15 15.30

13.70 15.30 ......

13.85 15.30 ......

14.00 15.80 ......

14.00 15.00 .....

14.00 ............

a No Record.

b For record, Jan. 1 to May 9, inclusive, and Dec. 27 to 31, inclusive, ani for description, see Mohawk river at Waterford, page 440.

2. ..

10

11

12

13

14

15

16

17

18

19

2"

21

22

23

-•I

25

27

29

30

31

DAY.

June.

July.

1909.

14.20

15.40

15.55

15.25

14.85

14.70

15.30

13.75 13.70 13.60 13.35 13.70 13.95 13.85 13.75 13.60 13.60

15.20

15.20

14.90

14.85 14.80 14.80 15.40

15.20 14.90 14.75 14.50 14.30

14.20 14.10 14.00 13.95

13.85

a For record, Jan. 1, to June 5, inclusive, and July 11 to Dec. 31, inclusive, see Hudson river at Waterford, page 441.

Hudson River below Dam of Hudson River Power Co., Two Miles below Mechanicville, JNT. Y.

This gag© is located on the right-hand bank of Hudson river about one-quarter mile down-stream from the dam of the Hudson River Power Co. A vertical staff gage divided decimally from zero to 16 feet is placed within a square wooden well-curb on the stream bank. The interior of the well communicates freely with the water in the river by means of a buried pipe. The gage was established August 18, 1905, by this Department, and readings are taken at 8 a. m. and 5 p. m. each day by IT. C. Tinker. The zero mark of the gage is at elevation 29.00.

Mean Daily Elevation of Water-surface (Barge Canal Datum) of Hudson River below Hudson River Power Co.'s Dam near Mechanicville, N. Y.

10

11

12

14

15

16

17

18

19

20

21

22

23

24

25

2>.

27

28

51

DAY.

1909.

Jan.

Feb. Mar.

April. | May.

June.

July.

Arg.

Sept. Oct.

Nov.

Dec.

30.35 31.30

30.30    31.45

30.15    31.20 30.35 31.10

30.50    31.05 32.70 31.90

32.50    32.10

32.30    32.15

32.15    32.15 ;1.85 31.70

31.50    32.10 31.00 31.95 31.60 31.95 30.95 31.30 30.75 31.45 31.05 31.95 30.85 32.05 31.20 32.05 30.85 32.10 31.00 36.40 31.00 35.60 30.75 34.80

30.75    34.30 30.35 34.30

32.70    36.25

32.75    35.10

32.80 34.60 32.65 36.20 32.15 ......

31.70    .....

31.40 ......

34.15    33.00: 34.40

33.45    33.05! 34.65 33.25 33.201 35.00

32.90    32.75) 35.35

32.55    33.60; 35.25

32.20    33.80 34.90 32.10 35.00 34.65

32.10    36.70 34.70

31.90    36.951 35.00

31.60    36.95 34.65 32.80 35.70' 35.00

32.50    35.10 35.65 31.90 35.10 36.30

31.55    34.90 35.35 31.90 37.75 35.15 31.95 38.60 34.00

31.50    38.45 34.10 31.40 37.70 34.30 31.30 36.90 34.20 31.50 36.90 33.95 31.00 37.15 33.70

31.45    36.85 33.35

31.40    36.30 33.25 31.50 36.10 33.25

32.15    35.25 32.80

33.40    35.10 32.70

33.15    34.65 32.50

33.20    34.20 32.05

33.60    34.45 32.00

33.10    34.10 32.05

32.70 ...... 32.40

31.65

31.50 31.35 31.30 31.05 31.05

32.10 32.15 31.95 31.70 31.70 32.20 32.20

32.20 31.75 31.55 31.35 31.35

31.65 31.70

31.90 31.25 31.05

31.10 31.05

30.90

31.20 30.45

30.65

30.50

30.70 30.20 30.35 30.40

30.65    30.15 30.30 30.40 30.60 30.20 30.50 30.35 29.00 30.35 30.60 30.50 30.30 30.40 30.25 30.50

31.25    30.25 30.45 30.25 30.85 30.25 30.35 30.50 30.55 30.15 30.30 30.35 30.80 30.40 30.35 30.35 30.60 30.45 30.40 30.10 30.60 30.25 30.40 30.10

30.25    30.40 30.40 30.25 30.40 30.25 30.40 30.20 30.35 30.30 30.30 30.35 30.30 30.20 30.30 30.40 30.50 30.30 30.35 30.30 30.40 30.40 30.30 30.25 30.30 30.50 30.35 30.30

29.65    30.65 30.25 30.50

30.40 30.55 30.30 30.50 30.35 30.60 30.35 30.50 30.40 30.30 30.25 30.40 30.60 30.35 30.20 30.55 30.35 30.50 30.30 30.30 30.25 30.45 30.40 30.10 30.30 30.40 30.40 29.60 30.30 30.30 30.40 30.35 30.45 30.30 30.35 30.45 30.50 30.05 30.40 30.50 30.50 30.30 30.45 30.30 30.25 30.35 ...... 30.30

30.40 30.55 30.40 30.60 30.35 30.45 30.30 30.40 30.40 30.35 30.40 30.40 30.25 30.50 30.30 30.65 30.30 30.45 30.45 30.40 30.30 30.30 30.35 30.05 30.35 30.55 30.40 30.40 30.45 30.50 30.50 30.55 30.30 30.40 30.25 ; 30.40 30.30 30.15 30.351 30.40 30.40 30.40 30.40 30.40 30.55 30.45 30.40 30.40 30.35 30.30 30.35 30.20 30.50' 30.40

30.40    30.35

40.40    30.45 30.60 30.30 ...... 30.45

Hudson River above Dam of Hudson River Power Co., Two Miles below Meciianicville, jST. Y.

This gage was established August 18, 1905, by this Department. The gage is a vertical staff divided to feet and tenths and reading from zero to 16 feet. It is attached to the up-stream face of the river wall at the right-hand end of the line of waste-gates forming a continuation of the dam. Readings are taken at 8 a. m. and 5 p. m. by H. C. Tinker. The gage zero is at elevation 43.00. A record is kept in the adjoining power-plant, showing the use of water by the turbine wheels, and also the waste over the dam, through gates, etc.

The accompanying tables show the discharge as calculated at the power plant. The dam is of the ogee type, but the discharge is calculated by the East Indian Engineers’ formula for dams with broad crest.

Mean Daily Elevation of Water-surface (Barge Canal Datum) of Hudson River above Hudson River Power Co.’s Dam near Mechanicville, N. Y.

DAY.

Jan.

Feb.

Mar.

April. I May. June. July.

Aug.

Sept.

Oct.

Nov.

Dec.

1909.

I"

11

l::

14

15

50.10 49.65 49.65 49.55 49.50 49.45 49.30 49.45 49.40 49.20 49.70 49.30 49.20

49.10 49.25

17

I'

19

22

23

24

25

27

50

49.15 48.95 49.25- 49.25 49.05- 49.35 49.20 49.15 49.30: 49.10 49.65 49.60 49.60 49.25 48.90 49.20 49.20 49.50 48.10, 49.35 48.30 49.35 49.00 49.25 49.15! 49.25 49.15! 49.30 49.40| 49.05 49.20- 49.20 49.20 49.25! 49.20 49.05 49.30| 49.251 49.00 49.35 49.35 49.00 i 48.95 53.63- 48.90 49.10 51.75 49.05 ! 49.10 50.60 49.10 ! 49.15 50.20 49.00 49.35! 50.20 49.10 49.15 51.80 49.50 49.25 51.35) 49.70 48.55 50.50j 49.40 48.80 50.20 50.00

ggggg2S2ggggaggg2gg2gs2g&&&&£&

gggggggg£gggggggggggS £88 g S 8

gg&S£&£®g®®gggggg2£S22g2gg2222Sg

OOSOOOOOOOSO^OiOSGOOOOiasOSOiOiOiOOOaOiOiGOOOOOGOGOOOOOOOOO

coeocccocooococooococoooQooooooooocoooaoao^^oooo^^^^Qo

48.90

49.40

49.05

49.30

49.05

49.10

49.15

48.80

49.25

49.20

49.30

48.90

49.30

49.15

48.90

49.30

49.00

49.15

48.95

49.40

49.15

48.50

48.95

49.15

48.75

48.80

48.80

49.20

48.90

49.05

49.10

49.00

48.70

49.10

48.25 47.90 47.95 48.05 47.65 47.40 47.50 47.30 47.65 47.50 47.20 47.40

47.25 47.75

48.15 47.90 47.85

47.80 47.95 47.60 47.40 47.25 47.00 47.05

47.15

46.80 47.15

46.95

46.60 46.95 47.30 46.95 47.30 47.05 47.30 47.05

47.35

47.25 46.85

46.75 47.05

46.85 47.00

47.75 48.70 47.40

48.85

48.75

48.20 48.45 48.80 48.55

48.60

49.35

49.20 49.10 48.50

49.25

48.85

48.70

48.45

49.00

48.95

48.70

49.05

49.20

49.20

49.15

49.00

49.40

49.20

48.65

49.20

49.20

48.75

49.00

41.00

49.20

48.50

48.30 49.20 49.25 48.90 49.25

49.30 49.10 49.25 49.25

49.25

49.25

49.00

48.90

48.75

49.10

49.20

49.20

48.85

49.15

49.00

47.95 49.05

48.95 49.05 48.95 49.10 49.10 49.10 49.05 48.80 48.90 48.90 49.10 48.85 48.35 49.05 48.95 48.95 49.10 49.10

Mean Daily Discharge, Second-feet, of Hudson River at Hudson River Power Co.’s Dam near

Mechanicville, N. Y.

DAY.

Jan.

Feb.

Mar.

April.

May.

June.

July.

Aug.

Sept.

1909.

1,717 1,613 839 1,714 2,641 13,187 8,968 6,777 4,740 8,020 8.780 5,355 8,146 5,320 8,744 4,004 8,074 4,075 8,559 2,993 9,350 2,930 8,917 3,435 8,909 3,400 7,875 2,990 43,083 2,998 28,341 3,129 21,979 3,126 20,515 4,011 20,913 11,886 30,890 11,476 26,778 10,868 21,056 10,575 19,230

8,957 ......

9,837 ......

8,292 ......

6,139 19,050 15,369 5,564 15,987 14,410 5,116 14,517 15,825 4,840 13,444 15,818 4,603 11,799 18,448 1,150 9,75919,809 10,384 7,878 25,393 9,707 7,919 34,007 9,096 7,297 36,662 7,583 6,638 33,759 9,216 10,850 27,703 10,355 25,509 6,000 22,750 7,760 27,752 8,743 40,668 8,519 46,458 7,349 45,568 6,048 41,041 6,233 37,339 6,789 34,987 5,166 35,346 7,001 34,131 6,598 30,772 6,517 29,086 9,122 23,834 15,582 22,511 13,537 21,789 14,373 20,041 16,194 21,137 15,129 19,419 14,295 ......

21,607 21,977 23,970

25.351 25,001 24,362 21,823 22,908 23,626 22,741 25,086 27,409 31,138 24,547 22,266 18,759 20,246 19,260 19,203 17,957

16.351 15,506 14,984 13,621 12,228 10,297

9,138

8,587

8,238

8,946

9,709

7,380 7,328 6,332 6,566 5,719 5,822 8,292 8,362 7,461 7,259 6,978 8,334 5,987 7,867 7,460 7,006 6,144 6,471 7,093 7,246 7,875 5,401 5,352 4,960 4,660 4,408 3,659 4,523 4,620 3,155

3,190

3,380

3,013

1,948

1,911

3,960

3.330 2,359 2,950

2.744 1,884 1,689 1,999 2,103 1,658 2,156 1,753 1,318

897

1,767

2,257

2,616

2,540

2,163

1,259

1.745 3,100 2,116

2.331 2,111 1,364

7-.MI

1,808

902

1,693

2,139

1,259

1,377

1,727

2,112

778

9.15

1,346

342

1,712

2,053

1,718

2,130

1,376

1,248

454

1,378

1,822

2,615

3,030

2,938

3,000

1,651

1,216

1,513

1,666

1,728

1,920

1,256

1,623

1,497

1,617

1,673

1,466

1,707

856

912

2,758

2,440

2,074

1,492

1,348

1,236

1,614

1,270

1,172

1,491

2,020

1,690'

21

1,246

1,357

Hudson River at Toll Bridge, Mechanicville, H. Y.

A gage was established at River street bridge, Mechanicville, August 16, 1905, for this Department. A vertical gage, reading from zero to 15.5 feet, is attached to the down-stream end of the first pier from the right-hand bank. Readings are taken by W. E. Downing at 8 a. m. and 5 p. m. The gage zero is at elevation 48.77. During low water the water-surface falls below the zero mark of the gage at times. The readings of the low stages of the stream are approximate only.

Mean Daily Elevation of Water-surface (Barge Canal Datum) of Hudson River at Toll Bridge

Mechanicville, N. Y.

■i

10

11

12

13

14

15

16

17

18

If

20

21

22

23

24

25

2>

27

2f

2f

i!

DAY.

1909.

Jan.

Feb.

Mar.

April.

May. June.

July.

Aug. Sept. Oct.

Nov. I Dec.

49.42 50.82 49.07 50.67 48.921 50.37 49.22 49.92 49.621 49.87

50.82    51.02 50.32 51.02

50.77    50.87 50.07 : 50.97 49.321 50.92 49.72! 51.07

49.77    50.87 49.57 50.67 49.42 50.42 50.02 50.62 49.02 50.97 48.62 50.97 49.22 50.82 49.92 50.92

49.82    54.72

49.87    53.52 49.72 52.57

49.82    51.92 49.57 53.52 51.47 54.52 51.27 52.92 50.97 52.02

50.82    51.67

50.77

50.87 50.37

51.92    50.77

51.32    50.72

51.12    50.87 50.97 51.07 51.02 51.27 50.77 51.52

50.22    52.52

50.47    53.97

50.32    54.17 50.77 53.82 50.42 53.17 50.17 52.52 50.02 52.27 49.87 52.87

50.12    53.87 50.02 49.72 49.72 55.12 49.62 54.47

49.47    54.32 49.27 54.37

49.92    54.12 49.72 53.72 49.87 53.37

50.97 51.92 51.22 52.17 50.67 51.97 50.57)......

55.47

55.32

gggggg£g2S£22S22£gggggSgSSSSSSSS

SgsSBBBgSBSSggBggbjiaBgfeSgBgiSBSeBgfeS

&&SSS&&£&ggSg£ggg&gSSggg&&SS&& ! BSSS3B3BBB33:3QS3£23BB3SB8BBBB33 I

48.82

48.77

48.82

48.47 48.37

48.52 48.82 48.62 48.87 48.57 48.82 49.07 49.12

49.22 49.12 48.57 48.62

48.22 48.72 48.62 49.12 49.42 49.07

49.22

49.47 48.82

49.52 49.17 49.27 49.27 49.17

gfe3BS833fcBBS58feS8 B B BBS    rjggigSggB S

OOOCSOOOOOOOOOOOOOOOOOOOOOOOOCOOOOOCOOOOOOOOOOOOOt^OOOOOOOO

48.47

48.37

48.32

48.72

48.32

48.32

4S.42

48.27 48.32 48.07 48.07 48.17 48.12 48.17 48.02 48.12 48.37 49.02 48.37

49.27

48.92

48.82

49.07

48.87

48.77

49.67

49.42

49.37

48.57

49.67

49.02 49.42 49.12 49.32 48.82 49.17 49.22 49.12 49.17 48.82 48.92 49.12 49.37 49.37 49.62 49.42 49.32! 49.22 49.32 49.42 49.27 49.32 49.32 47.97 49.32 49.62 48.87 49.27 49.47; 49.42 49.27) 49.22 48.77 49.32 49.07 49.12 49.12 49.12 49.37) 49.22 48.97 49.07 49.22 48.92 49.72. 48.87 49.32 48.97 49.07! 48.52 49.47! 48.47 49.37 49.32 49.27 49.32 49.62 49.37 49.42, 49.17 ......! 49.17

Hudson River at West Virginia Pulp and Paper Co.’s Mill, Mechanicville, H. Y.

A record of the flow of Hudson river at Mechanicville has been kept at the Duncan dam since December, 1888. The record includes two daily readings of the depth on the crest of the dam, and a continuous record of the run of the water-wheels in the adjoining paper-mill. The accompanying tables, computed by Mr. R. P. Bloss, the engineer of the West Virginia Pulp and

Paper Company, show the daily and monthly mean flow at Me-chanicville.

The dam at Mechanicville was raised during 1904, a concrete crest and apron being added, so that the dam has now a rounded, or ogee cross-section. A discharge curve has been calculated, using coefficients of discharge derived from United States Geological Survey experiments on models of dams of ogee cross-section.

Water carried in Champlain canal, which parallels Hudson river from Fort Edward to Albany, is not included in the estimated discharge.

Mean Daily Discharge, Second-feet, of Hudson River at West Virgina Pulp~_andlPaper Co.'s

Mill, Mechanicville, N. Y.

10

11

12

14

15

10

17

18

19

20

21

22

23

24

25

20

27

28

29

30

31

DAY.

1909.

Jan.

Feb.

Mar. April.

May.

June.

July.

Aug.

Sept.

1,874 1,589 1,836 1,887 1,700 10,054 10,269 8,098 6,566 7,084 6,462 4,705 4,561 3,823 4,028 1,968 3,506 3,239 2,412 2,326 2,347 3,296 1,995 6,328 10,244 9,634 9,421 8,990 8,155 6,956 6,104

6,879 5,690 4,790 4,436 3,973 6,611 8,057 8,443 7,471 6,652 7,555 6,994 7,368 6,386 7,518 8,147 7,445 7,566

27\591 24,515 20,683 18,376 16,719 29,655 22,897 19,865 16,346

15,672 11,867 12,458 11,485 12,654|12,216 11,452! 13,753 10,068 14,326 8,867 15,778 8,017 20,423 8,001 30,501 6,740 34,889 6,465 31,515 10,752 28,234 9,871122,471 8,273,19,659 8,167 20,410 6,484|37,324 7,573:46,299 7,490 44,847 6,420 40,771 6,106 36,910 6,144 34,091 6,293 37,736 6,262 33,665 5,641i29,977 7,013 27,855

7,849 ......

13,483 21,187 12,488 19,146 13,784 17,202 14,215 18,917 11,875 17,080 11,049 ......

18,524 21,185 21,493 22,566 23,523 21,770 19,817 19,617 23,252 18,708 21,082 24,749 28,154 22,696 20,490 17,031 17,511 17,104 16,996 15,656 14,777 13,370 13,150 10,039 12,609 9,469 8,373 7,747 7,231 8,784 9,298

7,243 2,389 6,618 2,293 5,598 2,327 5,362 2,682 5,540 2,031 6,8941 2,941 9,564 2,401 8,331 2,399

7.436    1,824

7,016 ......

6,509 1,492

8.436    1,781 6,801 1,785

7.747    1,764 6,520 1,688 6,136 1,683 5,126 1,859 5,814 6,396 8,109 7,093 5,292 4,941 4,075 4,069

3.748 4,647 3,914 3,270 2,496

569

1,404

1,783

1,010

1,463

1,759

1,245

1,213

1,379

1,578

1,736

1,665

674

612

1,318 1,115 1,731 1,526

1,077

740

1,819

1,769

1,344

2,189

3,209

2,704

1,032

2,573

2,146

1,807

1,717

1,774

1,479

1,187

2,140

1,473

1,476

1,476

1,684

1,501

1,524

1,548

1,579

1,473

1,515

1,653

1,481 1,481 2,109 1,814 1,801 1,935 1,712 1,809 3,387 1,779 1,752 1,2061 1,027 1,222 1,126

235

430

1,482

1,482

883

1,517

1,697

1,738

742

1,702

Hudson River at B. & M. R. R. Bridge above Mechanicville ; H. Y.

This gage was established August 15, 1905, by this Department. The gage consists of a vertical board with painted tenth-foot marks reading from zero to 1G feet, and is attached to the down-stream end of the right-hand pier of the bridge. The gage datum is at elevation 66.50, and the gage is slightly inclined to conform with the hatter of the pier. Headings are taken at 7 a. m. and 5 r. m. by W. B. Lebar. The gage is located about two-thirds mile up-stream from the Duncan dam.

Mean Daily Elevation of Water-surface (Barge Canal Datum) of Hudson River at B. & M. R. R. Bridge above Mechanicville, N. Y.

11

12

13

14

17,

lti

17

18

-Ml

21

22

22

24

25

21.

27

29

31

DAY.

1909.

Jan. Feb.

Mar. April.

May.

June.

July. Aug. Sept, j Oct. Nov. | Dec.

66.15 68.G5 66.05

65.65¹ 68.55 65.60! 68.50 67.05 68.05

69.80    68.75 69.65; 69.75 69.051 69.10 68.60) 69.25 69.25 68.95 68.65 69.35 68.35! 69.00

68.20)    69.10 67.85 69.55

66.80    69.451 68.95) 73.00 65.40¹ 69.15 68.95 73.50 68.40 ' 69.25 ) 68.75 ) 73.25 68.10) 69.35i 68.65 73.20

67.85    69.40) 68.501 72.80 66.90¹ 72.65 68.70! 72.50 67.80, 72.40 69.20 72.50

67.60    71.35) 68.80 72.25 67.70 70.85; 68.85 72.05

68.85    71.10) 69.00) 71.75

69.60    72.20) 69.3o 71.50 69.55 71.40) 70.20 70.95 69.50 70.95 69.90 70.90 69.35 70.95 70.20 70.60

69.10|...... 70.15    70.60

69.05;...... 69.75    )    70.45

69.20) ...... 69.65)......

69.05

70.401 69.75 70.80 70.00) 69.60) 71.25 69.90¹ 69.90)

69.65 70.35 _____

69.55 ! 69.95 ; 71.15 69.15; 70.45) 71.05 69.55 71.20 70.70 69.10 72.15 70.85 69.15 72.40 71.30 69.25 71.90 71.00 69.60 71.85 71.15 69.30 71.40 71.50 69.15 70.95 71.70 69.35! 71.10 71.15

70.90 70.70 70.50 70.40 70.40 70.05

69.90

69.95 70.25

70.10 09.50 69.35

69.10

68.95 69.10 69.60 69.20

71.15

71.30

67.00 66.80 66.40 65.95 67.05 67.30 65.75 65.75 67.25 66.40 64.90 65.80 67.85    67.25    66.55    64.80    66.10

67.55 66.25 66.80 66.10 67.25 67.25 66.95 66.45 66.40 66.85 66.95 65.60 67.50 66.65 66.80 67.00 66.95 66.85 67.30 67.30 66.85 67.35 66.65 66.85

66.60    66.50 66.10 66.35

65.60    66.20 66.25 67.30 66.95 67.10 66.20 66.20

67.10    67.30 68.45 65.85 66.40 67.10 67.70 66.40

68.10    67.20 67.55 66.30

..... 67.40 ...... 65.90

68.90 68.75 68.50 68.60 68.50 69.25 69.55 69.30 69.10 68.90 68.85 69.30 69.35

69.20    66.95'

69.10, 67.80! 67.45 68.90 67.60, 67.75

68.60    67.25! 65.70 68.65 65.10 68.95 66.75 67.80

69.60    66.30 67.25

69.35    67.60 67.25 68.85 67.60 67.50 68.60) 67.40 67.60

68.35    67.30 67.60 68.35 67.55 66.95 68.05 67.35 65.80 68.75 67.95 67.05

68.20    67.05 66.40 68.35 67.70 66.35 68.20 66.50 66.60 ..... 67.00 65.90

67.40

66.75

66.90

IIOOSIC RIVER.

Description.

IToosio river lias its sources on the west slope of the Hoosac mountains in Vermont and Massachusetts. Two head branches one flowing southward, the other northward along the west slope of this range, unite at North Adams, Mass., and the stream then flows northwestward, entering the Hudson three miles north of Mechanicville. Above Buskirk the drainage basin is rugged and precipitous, the distribution of tributaries affording rapid concentration of the run-off from the steep rock slopes. The ridges are sparsely wooded. The soil in the valleys is generally firm and tenacious. The general elevation of the valley at the junction

of the head waters is 1,000 feet. Numerous dams, affording power for textile, agricultural implement, and other industries, are scattered throughout the length of the stream from North Adams to Schaghticoke. The drainage basin contains no important lakes and but little storage in reservoirs.

TIoosic River at Buskirk, N. Y.

28.17 feet.

A gaging station was established September 25, 1903, at the highway bridge in Buskirk village by Robert E. Ilorton, for the IT. S. Geological Survey, by which it has since been maintained in cooperation with this Department. The channel is straight near the gaging station. The banks are high and seldom overflow. The current is exceptionally smooth, but is rather slow during low water. A standard chain gage is attached to the covered wooden highway bridge. The length of the chain is The gage is read twice each day by Bert C. Henry. A bench-mark is located on the up-stream corner of the left abutment; elevation, 36.03 feet above gage datum.

Meter measurements made during 1909 are given in the following table:

Current-meter Discharge Measurements of Hoosic River at Buskirk, N. Y.

DATE.

Hydrographer.

Gage

height.

Width.

Area of 1 section.

Dis

charge.

1909.

Jan. 22*....

Mar. 2......

Aug. 10.....

D. M. Wood D. M. Wood C. C. Covert

Feet.

2.91

2.94

1.73

Feet.

126

129

52

Square

feet.

462

Second-

feet.

419

513

57

1,080

203

* Measurement made under ice conditions; average thickness of ice, 0.58 foot.

Hoosic River at Eagle Bridge, H. Y.

A gaging station was established on Hocsic river at Eagle Bridge, December 11, 1908, by this Department, it being intended to use this gage whenever possible to replace the former gaging record at Buskirk:, which is now subject to backwater from the Schenectady Power Cods storage dam, recently constructed at J ohnsonville.

The gage is of the box-and-chain type of standard form, the scale being subdivided to feet and tenths from 0 to 9'feet. It is attached to the outer side of the hand-railing of the bridge. The length of the chain from measuring rivet to end of weight is 25.86 feet.

Readings are taken at 7 a. m. and 6 p. m. each day by II. J. Speanburgh.

Meter measurements made during 1909 are given in the following table:

Mean Daily Gage Height, in Feet, of Hoosic River at Eagle Bridge, N. Y.

Dec.

DAY.

1908.

2.

10

11

12

13

14

15

If.

17

18

! !*

2"

21

22

23

24

25

26

27

29

31

al.10 1.50 1.25 1.10 1.05 1.18 1.25 1.45 1.25 0.90 0.90 0.95 1.10 1.30 1.05 1.40 1.15 0.80 . 1.35 1.25 1.10

a Gage established. December 11, 1908.

Mean Daily Gage Height, in Feet, of Hoosic River at Eagle Bridge, N. Y.

10

11

12

14

l.‘>

16

17

1*

20

21

23

21

26

2ti

27

28

2"

30

31

DAY.

1909.

Jan.

1.50

1 ,:.5

1.40

1.35

1.85

6.40

2.55

2 .35

2.40

2.20

2.00

2.20

Feb. Mar. April. May. June. July. Aug. Sept. Oct. Nov. Dec.

2.70

2.75

2.65

2.45

2.30

2.25

2.25

2.10

4.00

4.10

2.95

2.75

2.55

2.60

2.40

2.30

-Ml)

2.05

2.15

1.95

2.05

1.95

1.95

2.65

3.35

3.05

3.00    3.65

3.70

3.15

3.00

3.15

3.15

3.40

3.30

3.15

3.55

5.30

5.60

4.15

3.55

3 20

3.05

3.25

5.90

7.40

5.50

4.65

4.25

4.20

4.60

3>5

3.85

3.60

;n

3.15

3.10

2 '.HI

3.05

3.15

3.10

►--fcOlsStO^l-^bOfcOtOtOfcOtOfcOfcOfcOtOfcOtOtOtOtOtOOOGOOOCOOSrf^COCWCO

gsasass ggaggsgasgsssgggbissaggag

1.35

1.3.5

1.80

1.75

1.95

1.70

1.15

1 <K.

1.00

0.85

0.95

2.15

2.115

2.00

Current-meter Measurements of Hoosic River at Eagle Bridge, N. Y.

DATE.

Hydrographer.

Gage

height.

width I Area of Dis-muui.j sectjon# charge.

1909.

July 5a.....

Aug. 276....

W. C. Hoyt.....

Covert and Hoyt

Feet.

1.30

1.01

Feel.

139

137

Square

feet.

336

Second -feet.

289

290

153

a Gage reader’s reading at Buskirk for this day, 1.88. b Gage reader’s reading at Buskirk for this day, 6.20.

IIoosio River at Hoosick Falls, 1ST. Y.

This gage was established April 3, 1904, and is maintained by this Department in cooperation with the U. S. Weather Bureau. The gage, which is vertical, has two 5-foot steel sections and reads from — 5.0 to + 5.0 feet, and is attached to the partition Avail of the head gate chamber of the factory of Walter A. Wood & Co. at the left-hand end of the dam, and a short distance up-stream from the crest line. Readings are taken by Sanford L. Cluett at 7 a. m. and 5 p. m. each day. The zero mark of the gage is at elevation 410.04 B. & M. R. R. datum. It is referred

to a copper plug at elevation 419.61, B. & M. R. R. datum, in the wall coping at the up-stream side of the head gate chamber. In low stages of the stream a large portion of the flow above this dam is diverted to the power-plant and there is no direct relation between the discharge and gage reading at such times.

Mean Daily Gage Height, in Feet, of Hoo&ic River at Hoosick Falls, N. Y.

10

11

12

10

14

15

17

is

10

21

22

2.;

24

20

27

2"

31

DAY.

1909.

Jan.

Feb. Mar. April. May. June. July. Aug. Sept. Oct. Nov. Dec.

OOOOOOH-i-^OOOOOOOOOOOOOOOOl-^fcOOOOOO

islllasglsaggssssgssslsaasssssss

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msgssSsgafsmgsasISgaaa Is gass

OOOOOOOOOt-**—'k i—'‘H‘HWtOOOOMMtOHlH‘OOOOO

8I88888888888111g8888888588818

OOOOOOOOOOOOOOOOOOOOOOOl—⁴

8888888888888:88:8388888888858

ooo

SS$S383SSSSSSS8S8!SS3SSSSSSSS9SS

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12 g gsjgls SIS si? 331? 88I38S O O 8 S 23 I22~ ^d^dd^^d^^dd^dddddddd

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sIHIHsIIWsHSWsH ISI IHIssIII dYY'ydddd^Y'Y',j;Yfo'f®®do'®o'fff7'f7®ff II3IISS SSIsilltpTslRgsslflssIIIs

.IIsIIjIfssIaailalsIsIsIallsissT

Hudson River below Dam at Stillwater, 1ST. Y.

A gaging station was established on the Hudson river telow the dam at Stillwater, July 15, 1909, hy A. T. Clark and J. M. Angus, for this Department. The gage consists of two 5-foot enameled steel sections, reading in feet and tenths from zero to 10 feet, and is fastened to a 10 x 10-inch square upright timber hack of the grist-mill of A. T. Pack. The zero mark of the gage is at elevation 74.73, Barge canal datum. Readings are taken twice each day by Thos. E. Hickey.

11

12

13

14

15

16

17

18

L9

20

21

22

23

21

25

26

27

2S

26

:;n

31

1909.

75.63

75.58

75.58

75.58

75.68

75.73

75.93

76.03

75.93

75.88

75.83

75.98

75.88

75.88

75.98

75.83

75.73 75.63 75.73 75.88 75.73 75.73 75.63 75.68 75.63 75.73 75.73 75.73 75.73 75.73 75.68 75.73 75.83 75.93 75.93 76.03 76.13 76.03 76.03 75.98 75.93 75.88 75.93 75.83 75.73 75.68 75.63

75.73

75.73

75.88

75.93

75.83

75.73

75.63

75.63

75.83

75.83

75.93

75.83

75.78

75.83

75.68

75.78

75.83

75.78

75.83

75.78

75.68

75.68

75.68

75.73

75.88

75.78

75.73

75.68

75.78

75.83

75.88

75.83

75.78

75.88

75.88

75.93

75.83

75.78

75.73

75.73

75.73

75.73

75.63

75.63

75.68

75.63

75.63

75.63

75.68

75.78

75.83

75.78

75.73

75.63

75.68

75.83

75.73

75.73

75.68

75.63

75.63

75.73

75.73

75.83

75.83

75.78

75.73

75.63

75.73

75.73

75.68

75.63

75.68

75.73

75.73

75.73

75.83

75.73

75.73

75.73

75.83

75.88

75.93

75.93

75.93

75.93

76.03

75.93

75.83

75.83

75.83

75.83

75.83

75.83

75.73

75.63

75.68

75.83

76.03

75.88

75.83

75.73

75.63

75.63

75.63

75.63

75.63

75.63

75.53

75.53

75.58

75.88

75.78

75.63

75.63

DAY.

Oct.

July.

Aug.

Sept.

Nov.

Dec.

a No record.

Hudson River at Highway Bridge, Stillwater, X. Y.

A gage was established at the highway bridge crossing the Hudson river at Stillwater and a record was begun December 28 1907. Readings are taken each morning by Thomas E. Hickey. The gage is located a short distance above the dam and is also about one mile above the junction of Iloosic river with Hudson river.

Mean Daily Elevation of Water-surface (Barge Canal Datum) of Hudson River at Highway

Bridge, Stillwater, N. Y.    .

DAY.

Jan. Feb. Mar. April. May. June. July. Aug. Sept. Oct. Nov. Dec.

■»

10

11

12

13

14

15

16

17

18

19

JO

21

22

23

24

25

26

27

28

20

30

1909.

88888888888888888888888888885688 jga8SSSg8ig38 3££jg££ ££8glgSg8£S33Sg : : : g?g?2S2Sg?3g2S88g;g?g?g;g?888888888£888 ’ ' ' gsfeS3S8gg3ggg8SSS'gS88Si688388

888888885688885688888888888888888 loggggsi^g £ £ £ £g££giS£££l6 : 88332$23°32S8g8g8gSg88gg8g23g°S23Sg8§2Sgg88888

• gsiggggj&s gassggss 3 g s siggsssgjwaa

£g$glg;g;g;g;gi2?gggggggg2S232S2SES2Sgg?2S2S23ggg’

gjfegg jESiggS8giE 8 s S§3£_£ 8 S 5888888*3888

• s’gsggssggg g gsgg'gssssssggaagggg

gggg £jggg k g is s g a jgggg g g ggggssjggggg

oooooooooooooooooooooooooooooooooooooooooooooooooooooooooooooo i-‘h-‘IOOOtv)CO*Coblbocobo*4^COi-ikq to © -<I-<I-UcOCOCi-Jr~'IOOCOqO^I-vJCp

►i-CD^O^-cCO-OCCOOcOcDOO^ 4-y<0 tC4*h<-4-r0 4-C^*4-4-4-c0 4*

3 S 3383 333883883333338383333332! 338S833333833S333333333S333338

22S££2£S££S22£S£S£2£B b s a 0

j&SSSS'gigSSggifcS_____5563888881588 g 5

SSag‘!jgSSSgga88Sggg8888g8S83BaB8Sg8Sfe

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OO QO OO OO 00 00 00 GO CO 00 CG 00 GO 00 00 00 00 00 GO CO 00 00 GO GO GG GO CO GO OO OO GO

a No record.

Hudson River at Schuylerville, X. Y.

on

This gage, which was established August Id, 1905, is located on the down-stream end of the fourth pier from the right-hand bank of Ferry street bridge at Schuylerville. The gage, which has painted tenth-foot marks, reads from zero to 16 feet. The zero mark is at elevation 81.50. Readings are taken at 8 a. m. and 5 p. m. by Walter Curtis. The river is divided by an island at the point where the bridge crosses. The gage is located the right-hand channel near the island.

Miscellaneous Measurements, Hudson River Drainage.

A measurement of Fish creek, or Saratoga lake outlet, at Bur-goyne, FT, Y., was made bv C. O. Covert, July 22, 1009. The stage of the stream, as shown by the gage on the bridge, Avas 1.40, and the discharge 124 second-feet.

Measurements of the Batten kill at Battenville, FT. Y., were made by C. C. Covert on July 31, 1909. These measurements were made at the site of the temporary gaging station which was maintained in 1908.

Gage height . Discharge . .

Gage height . Discharge . .

in

11

12

r,

14

u>

16

17

I'¹

21

22

j)

27

30

ol

DAY.

1909.

Jan. Feb. Mar. April. May. June. July. I Aug. Sept.

Oct.

Nov.

Dec.

88888SS3 38 88 833 3888888883333888

OOOOOOOOOOOOGOOOOOOOOOQOOOOOOOOOOOOOCX)OOOOOOOOOOCX)OOOOGOCOOOCO

s as MM Mas gMMMM M gssMgs8Mgsssgs

MgMsgsasMMMggg88 MMssaMMsggMsMsM.

88S8SsasMssssassassssassagsass

SggSggg83888ffiffiS888SSS88888S8SS88

S8833888Sgg3S3ggg3ggg833338888

OOOOOOOOOOOOOOOOOOOOOOOOOOGOOOOOOOOOOOOOOOOOOOOOCOOCOOOOOOOO

SE*8E2S82S8ESSS£SSSS2SSSS2SESSS2Sa2S2S2SS2S2S82S

sagissggsagoaogagggsssgssagggaga

M S8S S S S. S S 8 S SffSSS S 8 8 5 5 8 g 8 S 5 SSI 8 5 5

S8g:S8858SK88g5S88Sg8SgKeM85g8S

85.40 85.35 85.60 85.20 85.50

85.30    85.15 85.45

85.60    84.95 85.40 85.45 85.10: 85.25 85.40 85.10i 85.30

85.40    85.10! 85.45 85.15 85.10! 85.45 84.95 85.15 85.25 84.80 85.15 85.15 84.65 85.20 85.35 84.50 85.15; 85.40 84.50 8o,15| 85.45

84.40    85.10 85.20

84.60    85.05 84.95 84.80: 85.15: 84.60 84.75 85.20 84.55 84.90 85.10, 84.35 85.10 85.15! 84.35 85.00 85.10 64.05 84.90 85.00 84.15 84.70 85.00 84.15 84.401 85.30 84.15

84.30    85.40 84.35 84.20 85.20 84.15 85.00 85.30 84.10 85.20¹ 85.40 84.20

85.30    85.50 84.40

85.40    85.50 84.45

85.30 85.50 84.50 85.10.......¹ 84.90

85.55

G.04 feet 141 second-feet

5.72 feet 43 second-feet

Hudson River at Free Bridge near Liberty Hills.

A meter gaging station was established at the highway bridge over the Hudson river near Liberty Mills, October 23, 1905, by C. A. Poole.

This bridge, which is commonly known as “ Free Bridge," is about three-quarters of a mile south of the State dam at Northumberland and about one-quarter of a mile north of the mouth of the Batten kill. The entire yield of the watershed passes the station, except that diverted at the dam at Northumberland for the supply of the Champlain canal, and that passing northerly from Glens Falls feeder.

The gage is of the weight-and-chain type, and is attached to the lower chord of the north truss of the east span at first panel point from pier.

The datum to which all gage readings are added is 83.12, which is the elevation of bottom of weight when the end of chain is opposite the zero of the gage. Observations of the stage of the stream are taken twice each day by Wm. Dunstan.

Current-meter measurements were made by C. A. Poole in 1905 and 1906 from the bridge, which consists of three spans, with a total length of 426.2 feet between abutments.

The river channel is partly of rock and partly of gravel and of uniform cross-section under the bridge. About 400 feet below the bridge are rapids. The channel is straight for several hundred feet below the bridge to a point where the stream is divided by an island. Above the bridge the river bends slightly to the south. The current is somewhat sluggish during low water.

Jan. Feb. Mar. April. May. June. July. Aug. Sept. Oct. Nov. Dec.

DAY.

in

11

12

i::

14

16

17

is

19

->n

21

22

21

25

27

28

50

31

1909.

ooSSNONooS^HqooSwqNoc^H^WHONq^'oco^qoir ■^Tti^TjHJCCO^NNK^CDCOOiOCOCDCOCDCOcDiOiCcdcDOOOOOOOONN GO CO QO GO OO CO CO QO OO GO OO OO OO GO GO GO GO CO GO CO GC GO OO GO GO GO OO 00 GO GO GO

87.32    90.37 87.77

86.92    89.72 87.87

86.62    89.37 88.27

85.32    88.82 88.42 86.07 88.72 88.97

86.57    87.92 89.67 87.37 87.42 91.22 87.82 87.27 94.02 87.67 86.92 94.27

87.92    86.72 93.92 87.72 87.07 92.82 87.72 87.02 91.57

87.62    86.82 90.92 87.42 86.42 92.07

87.32    86.32 95.57

87.57    86.72 97.22 87.82 86.62 96.82 87.82 86.52 96.02

87.72    86.17 95.17

92.72    86.07 94.92

92.57    86.12 94.97 92.12 86.12 94.32

91.62    86.22 93.47 91.87 86.32 92.82

93.62    87.07 92.07 92.47 88.37 91.17

91.57    87.57 91.02 91.02 87.77 90.52

...... 87.97 90.52

...... 87.72 90.07

...... 87.67 ......

£ SS2323 23 35 8g$$gg$ggggg£jegg£g£gg£iS££2gJ2

po-po2® 2® Q© go gopopogogogogogogo

SSfeSS88SSSSi8eeSBfeSSSbSSSSSi3SjgSgSi3

82 32 32 25 25 25 32 S£ 32 32 32 82 32 32 S3 32 £ 32 32 32 S£ 32 3° £32 25 32 32 £82 S3

25252525252525252525252525252;2?2;2;25£2:25g££252:£252?

to lO IO >lO JO »0 ic nt) »C lO »0 »C »0 ^ '-ti Tfi -t- -re    »C *0 ‘O »Q

GO GO GO GO GO GO GO GO GO QC GO GO GO GO GO GO GO GO CO GO GO GO OO GO OO GO OO GO GO GO GO

Hudson River above Dam at Northumberland, N. Y.

Champlain canal crosses the Hudson river in the pool formed by the State dam at Northumberland. The gage, which was established April 11, 1904, is located on the right-hand bank of the stream above Northumberland dam and about 200 feet downstream from the towing bridge. The gage is a vertical scale with painted tenth-footh marks and is attached to the docking forming the towpath wall. Readings are taken at 8 a. m. and 5 p. m. by

G. Hammond. The zero mark of the gage is at elevation 100.58.

Mean Daily Elevation of Water-surface (Barge Canal Datum) of Hudson River above Dam at Northumberland, N. Y.

10

11

12

13

14

13

18

17

IS

10

20

21

23

24

2»>

27

2'

29

30

31

DAY.

1909.

Jan.

Feb.

Mar.

April.

May.

June.

July.

Aug.

Sept.

Oct.

Nov.

Dec.

101.43

101.68

101.43

101.38

102.53 104.08 104.48 104.93 104.48

104.23

104.43

104.28

104.13

103.23

102.13 102.08 102.68 102.68

103.53

103.33 102.88

103.13

102.38

102.68

103.28

130.33 104.78

105.23

105.13 104.98 104.83

106.3° 105.93

105.58    107.03 105.431107.33 105.18-106.93 104.88 106.58 104.78:105.88 104.68 [106.53

104.58    108.08 104.43|108.53 104.38 108.33

104.53 104.43

104.48

104.23 103.93

103.78 104.33 104.43 104.68 104.88

104.78    104.28 107.98 104.73 104.23 107.48 104.58 104.18 107.48

104.58    104.38 107.23 104.53 104.23 107.33 104.73 104.13 107.08 104.83 104.38 106.68 104.78 104.28 106.43

105.48    104.23 105.83 106.13 104.08 105.23 106.13 103.63 105.38 106.03 103.58 105.38 106.03 103.63 105.53

106.58    104.18 105.53

106.23    104.68 105.58 106.13 104.13 105.38 105.98 104.33 105.33

104.33 105.23 104.03 105.53 104.13 105.38 104.13 ......

105.68

105.78

105.98

105.83

105.73

105.73

105.38

105.68 106.18

105.53 106.08

106.63

106.68

105.98

105.78

105.33 105.18 105.18

105.23 105.08 104.88

104.63

105.13

104.53 104.08

104.23

104.13

103.98

104.78

104.33 104.58

103.23 103.93

102.83    102.53 103.13 102.23

104.131102.18 104.08 102.33 104.08 102.33

103.83    103.03 103.78 102.53 103.83 102.43 103.98 102.33

104.18    102.18 103.03 102.33

102.43 103.58 102.78

104.58 104.48 104.33 104.13 104.13 104.6-

104.93 104.78 104.68

104.48 104.53 104.88

104.83    102.43 104.53 102.38 104.43 102.38 104.43 102.28 102.48 104.28 102.23 103.58 104.18 103.13 102.98 104.43 102.98 102.48 104.58 102.03 102.78 104.78 104.13

103.93

103.48

103.83 103.83 104.33 103.93 103.73 103.38

102.08 103.78 102.68 103.48 102.68 102.38 104.33,102.43 102.93 102.33 102.58 102.53 102.53 102.13 102.48 102.28 102.23 103.58 102.33 102.58 102.33 102.58

101.93 102.33 102.83 103.08 102.13 102.43,102.73 102.43 102.38 104.08,102.68 102.08 102.33 102.98 102.53 102.58 103.08 102.38 102.68 102.78 102.28 102.38 102.68 103.43 102.38 102.23 104.13 102.68 101.98 102.18 103.08 102.43 102.13 102.23 102.73 102.08 102.43 102.33 102.73 102.18

103.78    103.43 102.73 101.63

102.78    102.28 102.58 102.93 012.73 102.03 102.58 102.63 102.58 102.08 103.98 101.98 102.38 102.08 103.03 101.28 102.28 102.08 102.53:101.33

102.53    103.88 102.53 101.18 103.48 102.43 102.58 102.38 101.83 102.48 102.18 102.48 104.23 102.38 102.68 102.93 102.33 102.83 102.73 102.28 103.83 102.68

103.53    103.18 102.43 102.43 102.63 102.63

102.53    102.631102.58 102.63 102.58 104.23 102.58 102.58 103.13 102.43 102.88 103.23

104.43......

102.48 101.23 102.68:101.38 102.78 102.73 101.88 102.13

102.43 102.68 103.93

103.43 102.33 102.08 102.48

102.43 102.33

a Record missing.

Hudson River at Hill Street below Fort Hiller, FT. Y.

A line of timber cribs crosses the Hudson river diagonally about one mile below Fort Miller dam. A gage was established at this point April 11, 1904, by J. A. O’Connor, for this Department. The gage is in two sections. The lower section is attached to the down-stream fact of the second crib, located about 55 feet from the left-hand bank. The upper section is attached to the down-stream face of the crib nearest the left-hand bank. The gage zero is at elevation 100.50. Headings of this gage and of the gages below and above Fort Miller dam are taken each morning and afternoon by L. C. Brazier.

DAY.

Jan.

Feb.

Mar.

April. May.

June.

July.

Aug.

Sept.

Oct. j Nov.

Dec.

1909.

102.50    105.80 107.90 105.85 107.05 102.10 105.70 107.4o 105.95 107.40 101.95 105.00'107.25 106.15 107.45

102.20    105.30 107.15 106.50 107.45

103.15    105.251106.90

104.55    105.35 106.70

105.50    105.75 106.60 105.70 106.05ll06.25 105.60 106.051106.20

105.35

105.55

105.40

105.20

104.75 106.10

104.20    105.90 104.00 106.00 104.30 106.10

103.50    106.20

104.40    106.25 104.05 107.05

104.20    108.15 103.65 107.90 103.80 107.80 105.00 107.85 104.30 108.5--

105.951108.35

106.20    108.20

106.15    108.20

106.05 ......

106.00 ......

106.00 ......

106.05(106.05 106.10 106.05 106.051106.10 107.60 106.00ll06.10 107.20

106.25 106.05 106.00 105.90 105.80 105.75 105.80 105.95 105.30

105.25 105.35 105.90 106.3 106.85

106.25 106.00 105.60 105.(0

106.30 103.20 103.85 105.20 103.00 102.85 104.45 103.15 102.30 104.40 104.05 102.35

106.60    107.20 104.35 104.35 102.20

107.15    107.25 104.90 104.30 102.30

108.15    106.70 105.05 103.80 102.30 109.20 107.10 105.00 103.80 103.25

109.60    107.80 104.85 103.90 102.95

109.20    106.90 104.70 103.90 102.40

108.40    107.85 104.75 104.05 102.55 108.45 105.00 102.95 102.40 10L 70 105.20 102.45 102.20

108.25 108.50 104.70 102.40 110.50 108.30 104.65 102.40 111.30 107.75 106.40 102.35

110.951107.60    104.40 102.20 110.50 107.60 104.30 102.90 109.80 107.70 104.60 102.90

109.60    107.20 105.20 102.20 109.70 107.05'104.95| 102.30

109.40    106.85 104.25 102.75

108.85    107.10 104.15 102.65

108.35    106.55 103.50 102.60 107.90 106.10 103.60 104.2i

107.20    106.15 103.50 103.15

107.35    106.05 104.25 102.65

106.85    106.10 104.15 102.50 106.95 106.45 103.45 102.50 106.10 107.15 103.30 102.30

102.55

106.45

102.50 102.45 102.50 102.35 102.40 102.35 103.60 102.60 103.20 103.65 102.75 102.85 102.70 101.90 102.40 102.45 102.25 102.40 102.30 102.25 102.40 103.15 102.55 102.70 102.15 102.30 102.35 102.30 102.95 102.40 102.35......

103.30

102.95

103.55

103.45

102.25 102.‘5 103.05 102.25 102.45 102.60 102.25 104.15 102.55 102.05 103.05 102.60 103.20 102.35 102.65 102.50 102.25 102.70 102.55 102.201103.60 102.45 102.30 103.25 102.55 102.40; 102.75 102.40|103.70 102.65 102.55 102.60 102.70 103.75 102.20 402.65 102.60 102.30 102.75 102.05 103.60 102.25 103.20 102.55|102.55 103.55(102.50 102.95 102.60 102.65 102.65 102.45 102.70 102.35 104.05

102.50    103.20 102.65 102.65

103.50    102.55

103.05 102.65 102.851102.55 1Q2.85 103.00 102.80 103.45 102.75 103.40 102.75 103.00 104.10:......

102.75 102.55 102.65 102.60

103.25 103.20 102.65

102.65 102.35 102.50 102.00 102.95

103.20

102.25 102.15 101.45

101.65 101.85 101.65 102.05 101.85 102.00 102.00 102.00 103.80 102.60 102.70 102.00

102.20 101.90

101.75

Hudson River below Dam at Fort Milder, X. Y.

This gage, which was established April 11, 1904, is attached to the face of the bulkhead wall below the Fort Miller Paper Co.’s mill. The gage is near the down-stream end of the wall and is divided decimally from zero to 8 feet. The zero mark is at elevation 104.08.

Mean Daily Elevation of Water-surface (Barge Canal Datum) of Hudson River below Dam

at Fort Miller, N. Y.

I"

11

12

13

It

15

I li

17

18

19

20

21

22

23

24

25

27

30

31

DAY.

1909.

Jan.

Feb. Mar. April. May. June. July. Aug. Sept. Oct. Nov. Dec.

104.83 105.73 107.13 105.43 106.78 105.28 104.78 105.53 106.68 105.53 106.98 105.18 104.68 105.38 106.33 105.63 107.03 105.08 104.68 105.23 106.13 105.78 107.03 105.13 104.78 105.18 105.93 105.88 106.98 105.13 104.88 105.23 105.88 106.18 106.98 105.23 105.38 105.28 105.83 107.08 106.68 105.48 105.48 105.63 105.53 108.58 106.98 105.48 105.43 105.68 105.53 108.98 107.33 105.43 105.33 105.58 105.33 108.63 106.83 105.33 105.28 105.53 105.18 107.68 107.28 105.38 105.23 105.58 105.18 107.08 107.98 105.48 105.08 105.48 105.18 106.88 108.18 105.28 105.03 105.48 105.28 107.63 107.13 105.33 104.98 105.38 105.18 109.88 106.93 105.28 104.93 105.48 105.18 110.83 106.531105.28 105.28 105.58 105.08 110.48 106.38 105.18 105.08 105.58 105.18 109.98 106.38 105.13 105.13 105.58 105.03 109.38 106.43 105.23 105.08 106.23 104.98 109.13 106.28j105.23 105.03 107.73 105.08 109.18 106.13 105.18 104.98 107.48 104.93 108.78 105.98! 105.08

104.98    107.38 104.98 108.23 105.68 105.03 104.88 107.28 105.03 107.88 105.78 104.88 104.93 107.88 105.38 107.48 105.63 104.88 105.73 107.73 105.68 106.98 105.63 104.88

105.98    107.43 105.48 107.08 105.38 104.98 106.03 107.28 105.38 106.73 105.33 104.88 106.08 105.98 105.98

105.48 106.73 105.38 105.38 106.48 105.53 105.38 ...... 105.43

104.88

104.88

8888888 8888888883888 8 88 3 8 ■ 8S 8 8 88    §§§§§§§§

ooooooooooooooooooooooooooooooo

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1-H H    H r—I i-H i-H v-H t-H y—i y—t r-H »■—t rH r—t i-H i-H tH v—I r-H **H i-H i-H y—4 y—i y—< r—I »-H i—H

"o co co co © © co bo bo bo co co © co *© co co co bo bo bo © bo bo bo <o © © © oo oo GO OC 00 GO OO QO OO 00 OO 00 CO OO CO OO CO CO CO OO OO OO OO QO OO 00 OO CO CO CO OO OO QO

SSSS8gSSSiSS8S8gSSSS8SS8g8g8gSSSaS8S8gSS

888S5i888i8S8883888gaS8S538i8S8ilS888SSS8S8S83888SS888g888S8g

Hudson River above Dam at Fort Miller, U. Y.

A gage was established in the pond above the Fort Miller dam April 11, 1904, by this Department. The gage is attached to the face of the line of ice breakers extending up-stream from the dam near the left-hand bank of the river. The gage is about 325 feet up-stream from the paper mill and is divided by painted tenth-foot marks from zero to 18 feet. The zero mark is at elevation 114.00. The crest of the dam is at elevation about 115.00 and is G39 feet long. Water is diverted for power purposes at the left-hand end of the dam. Power was formerly used at the right-hand end of the dam.

II

11

12

14

15

Hi

17

18

19

20

21

22

23

24

25

27

2S

29

31

DAY.

1909.

Jan.

Feb.

Mar.

April. ; May.

June.

July. Aug.

Sept.

Oct.

Nov. j Dec.

114.95

114.90

115.55 114.95

115.25 115.60 116.15 116.30

116.25

116.55 116.25 116.15

115.90 115.65

115.50 115.85 116.10 115.65

115.60 115.45 115.40 115.35 115.40

115.70 115.20

116.50

116.70 116.70

116.60 116.50 116.75

116.25

116.10

116.10

115.95

115.90

115.95 116.45 116.40

116.50 116.40 116.40 116.40 116.40 116.65 116.20 116.30 116.40 116.40 116.40

116.90 117.85 117.60 117.55

117.50 118.00

117.90 117.70

117.95

117.45    116.80 118.00 117.25 116.85 118.45

117.20    116.95 118.20

117.10    117.55 118.20 116.85 117.20 118.10 116.60 117.60 118.10 116.95 118.15 117.80

116.45    119.20lll8.10 116.45 119.40 118.45 116.15 119.20ii7.95

116.20    118.75 118.50 116.20 118.35 118.80 116.20 118.00 118.80 116.55 118.55 118.30 116.15 119.85 118.20

116.10    120.20 118.30 116.10 120.10 117.80 116.10 119.95 117.80 116.05 119.65 117.85 116.00 119.50 117.60 116.45 119.50 117.45 116.05 119.30 117.40

116.10    118.95 117.45 116.15 118.70 117.15 116.55 118.60 116.95 116.95 118.25 116.90 116.70 118.15 116.70

117.10    117.95 116.55 116.80 118.00 116.60 116.75 117.80 117.10 116.70......116.60

115.55 115.55 116.25 115.50 114.85 116.15 115.55 115.00 116.20 115.80 114.90 116.20 115.95 114.80 116.65 115.80 114.90 116.60 115.15 114.95

116.70    115.30 115.45 116.55 115.40 114.85 116.45 115.40 114.95 116.40 116.60

116.75 116.45 116.45 116.35 116.25 116.25 116.30

116.65 116.30 116.20 116.05 115.80 115.80

115.75 116.20 115.85

115.70

115.65

116.40

115.80115.10 114.65 115.15 115.25 115.75 115.05 115.85 114.85(115.85 114.90 115.55 114.70 117.70 115.55 116.05

114.65    116.00 114.90 116.00 114.85 115.95 115.35 115.95 115.20 115.70 115.30 115.20

115.65    114.80 115.55 115.30 115.35 115.10 115.35 114.85 115.25 115.20 114.90 115.10 114.80 115.00

115.05 115.05 115.05 114.80 115.50

114.30 115.20 115.10

115.30 115.05 114.90 115.50

114.80 114.90 115.30 115.05 115.10 115.00 115.25 115.05 115.70 115.30 115.05

115.80    115.70

114.80    115.30 115.00 115.00

115.201114.85 115.05 114.95 115.20 115.25

114.85    114.95 115.65 115.70 114.85 115.(50 115.05 115.35 114.90 115.30 115.10 115.30 ...... 115.95

115.15 115.00 115.50 115.25 115.10 115.65 116.60 114.70 115.15

115.85    114.70 115.65 115.45 115.10 116.20 115.00 114.95 115.70 114.75 115.55 115.85

114.85    115.10 115.45

114.85    115X0 115.10

115.85    114.85 115.60 114.75 115.00 115.40

114.85    115.05 115.35 115.05 115.50 115.20

115.70 llo.10 155.55 115.15 115.05 115.10 114.85 114.85 115.15 114.90 115.15 115.10 115.40 115.20 116.00 115.20 115.25 115.35 115.15 115.25 115.00 115.05 115.15 115.25

114.90    115.35

115.90    115.55 116.20 115.05 115.90 115.00 116.00 115.00 ...... 115.40

Hudson River above Crocker’s Reef Dam.

A gage was established above Crocker’s Reef 450 feet up-stream from the head of Thompson’s Island April 11, 1904, by J. A. O’Connor, for this Department. The reef has since been submerged by construction of a dam for the Barge canal. The gage is a painted scale subdivided to tenths of a foot from zero to 18 feet and is attached to the down-stream side of a large elm tree. The gage zero is at elevation 115.06. Readings are taken at 8 a. m. and 5 r. m. by Ercd O. Bristol.

Mean Daily Elevation of Water-surface (Barge Canal Datum) of Hudson River above Crocker's

Reef Dam.

10

11

12

13

14

15

16

17

18

19

20

21

22

23

7!

25

26

27

28

2!)

DAY.

1909.

Jan.

Feb.

Mar.

April.

May.

June.

July. Aug. Sept.

Oct.

Nov.

Dec.

119.61 120.46 119.56 120.36

119.56    120.26 119.56:120.16 119.76 120.16 119.91 120.16 120.46 120.31 120.51 120.61 120.46 120.66 120.26 120.61 120.41 120.61 120.36 120.6a 120.06 120.61 120.06 120.46 119.91 120.51 120.46 119.91 120.51 120.41 119.81 120.61 120.41

119.91    120.66 120.31 119.86 120.56 120.26 119.86 121.16 120.26 119.86 121.81 120.26 119.81 121.81 119.86 121.76

119.76    122.01

119.86    122.21

120.76    122.01

120.91    121.86

120.86    121.81

120.76 ......

120.71 ......

120.56    ......

121.71    120.81

121.51    120.96

121.31    121.11 121.16 121.21 120.96 121.46 120.76 121.81 120.66 122.56 120.66 123.46 120.56 123.76 120.46 123.46 120.46 123.01

120.51    122.51

120.51    122.21 120.46 122.81

124.36 125.01 124.76 124.36 123.96 123.81 123.86

120.31    123.66 120.36 123.21 120.41 122.96

120.71    122.51 121.16 122.31 120.96 122.31 121.01 122.06 120.96 122.01 120.86 121.81 120.76 ......

122.11 120.46 122.26 120.41 122.41 120.36 122.41 120.26 122.31 120.41

122.31    120.51 122.06 120.66 122.26 120.76 122.46 120.61

122.11    120.51

122.61    120.51 123.06 120.71

123.11    120.56

122.51    120.51 122.41 120.51

121.71    120.51

141.86    140.46

121.86    120.36 121.96 120.46 121.81 120.61

121.61    120.51 121.56 120.36

121.51    120.16

121.31    120.11

121.11    120.16 121.06 120.16 120.81 120.11

120.61    119.96 119.71

120.51    119.86 119.61 120.66 119.86 119.56

120.71

119.86 119.76 119.66

119.86    119.46 119.56 119.81 119.56119.51 119.71 119.61 119.41 119.71 119.61 119.46 119.81 119.56 119.56 119.76 119.56 119.71 119.76 119.56119.56 119.76 119.46 119.41 119.76 119.66 119.46 119.66 119.56 119.66 119.66 119.46 119.61 119.76 119.56 119.51 119.66 119.56 119.71 119.51 119.46 119.61 119.56 119.511119.61 119.56 119.76 119.61

119.46119.86    119.66 119.46 119.86 119.51 119.56 119.86 119.66 119.71 119.8llll9.56 119.76 119.76

119.86 119.86 119.56 119.611119.46 119.61 119.71119.46

119.46 119.51 119.41'119.51 119.56 119.51 119.56 119.41......

119.26:119.66 119.76 119.66 119.66 119.61 119.56 119.46

119.56

119.51

119.46

119.61

119.66

119.56

119.46

119.51

119.51

119.41

119.46

119.51

119.46

119.56

119.56

119.46

119.61

119.66

119.51

119.56

119.56

119.51

119.41

119.56

119.56

119.81

119.81

119.61

119.76

119.66

119.66

119.51 119.66 119.56 119.71 119.46 119.61 119.51 119.76

119.66    119.41 119.51 119.81 119.61 119.81 119.41 119.61

119.66119.66 119.51 119.76 119.51 119.51 119.56 119.31 119.71 119.56 119.51 119.66 119.71 119.51 119.46 119.46 119.36 119.41 119.61 119.61 119.61 119.26 119.81 119.51 119.56 119.36 119.51 119.66 119.51 119.66. 119.41 119.56 119.71 119.36 119.41 119.26 119.81 119.71 119.61 119.66 119.81 119.66 119.91 119.66 ...... 119.66

Hudson River at Mouth of Moses Kile, 2hjr Miles above Fort Miller, U. Y.

This gage was established December 1, 1906. Readings are taken at 7 a. m. and 5 p. m. each day by Thomas B. Sanders. The gage is located on the left-hand bank of the Hudson river a short distance above the mouth of Moses Kill, 2| miles above F'ort Miller.

Jan. Feb. Mar. April. May. June. July. Aug. Sept. Oct. Nov, Dec.

DAY.

•2

10

11

12

13

14

15

I*.

17

18

I"

20

22

24

25

27

30

31

1909.

119.60    120.70

119.50    120.55 119.40 120.35

119.40    120.35 119.80 120.20 120.30 120.25

120.60    120.45 120.70 120.25 120.55 120.95

120.40    120.95 120.40 120.90 120.60 120.85

120.50    120.85 120.40 120.80 120.30 120.75

120.15    120.75 120.00 120.80 120.00 120.95 120.00 120.95 119.95 121.90 119.85 122.90

119.80    122.90 119.95 122.85 119.85 122.85 120.00 123.30 121.05 123.10

121.15    122.80 121.10 122.60

121.00 ......

121.00 ......

120.80    ......

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120

120

119

.85

119.85 119.60 119.80 119.40 119.65 119.50 119.65 119.60 119.80 119.50 119.85 119.50 119.65 119.50 119.55 119.40 119.60 119.45 1 9.65 119.55 119.80 119.50 119.50 119.50 119.55 119.40 119.70 119.45 119.65 119.25 119.55 119.55 119.60 119.66 119.35 119.80 119.40 119.75 119.55 119.80 119.55 119.80 119.60 119.35 119.75 119.75 119.85 119.70 119.80 119.40 119.85 119.35 119.75 119.40 119.65 119.45 119.55 119.25 119.50 119.40 119.55 119.65

119.75 119.65 119.45 119.80 119.50 119.45 119.70 119.45 119.35 119.70 119.55 119.30 119.45 119.55 119.65 119.60 119.55 119.65 119.75 119.55 119.40 119.45 119.55 119.60 119.65 119.50 119.45 119.75 119.25 119.40 119.85 119.35 119.40 119.65 119.40 119.65 119.60 119.55 119.60 119.45 119.50 119.50 119.55 119.70 119.60 119.60 119.65 119.50 119.75 119.35 119.45 119.75 119.65 119.50 119.45 119.75 119.40 119.30 119.65 119.60 119.70 119.60 119.40 119.70 119.60 119.65 119.65 119.50 119.55 119.50 119.30 119.50 119.45 119.55 119.75 119.30 119.55 119.50 119.35 119.60 119.75 119.45 119.55 119.50 119.40 119.55 119.75 119.40 119.55 119.80 ...... 119.60 ......

119.85

119.55

119.55

119.40

119.65

119.65

119.55

119.65

119.80

119.70

119.50

119.55

119.55

119.45

119.60

119.40

119.65

119.30

119.50

119.50

119.60

119.60

119.70

119.35

119.20

119.65

119.65

119.65

119.70

119.75

Hudson River opposite Mouth of Snook Kite, 2^ Miles below Fort Edward, 1ST. Y.

This gage was established April 11, 1904, by J. A. O’Connor, for this Department. The gage is attached to a tree along the left-hand bank of the Hudson river between the river and the Champlain canal. It is divided from zero to 1G feet by painted tenth-footh marks and readings are taken at 9 a. m. and 5 p. m. by R. S. Metcalf. The zero of the gage is at elevation 114.59.

Mean Daily Elevation of Water-surface (Barge Canal Datum) of Hudson River opposite »F Snook Kill near Fort Edward, N. Y.

DAY.

Jan. Feb. Mar. April. May. June. July. Aug. Sept. Oct. Nov. Dec.

1909.

10

11

12

13

. 119.85 . 119.80 . 119.80 . 119.80 . 120.05 . 120.30 . 121.00 . 121.05 : 121.00 . 120.80 . 120.95 . 120.90

14

15

Hi

17

18

19

20

21

22

23

24

25

. 120.30 .120.25 .120.15 . 120.10 .1120.15 . 120.10 . 120.30

27

28,

29

30

31

121.05 123.10 121.55 123.70 121.05 120.05 119.85

120.85    122.75 121.70 123.85 120.95 119.95 119.70

120.75    122.35 121.95 124.20 120.80,120.10 119.90 120.55 122.10,122.10 124.10 120.80 119.90 119.90

120.55    121.80j122.45 123.90 120.75 120.00 119.85 120.63 121.60,123.10 123.95 120.80 120.15 119.80 120.80 121.20 124.30 123.30 121.45 119.80 119.80 121.45 121.20,126.15 123.90 121.40 120.00 119.75 121.45 121.10 126.35 124.30 121.20 120.05 119.75 121.35 120.95 125.85 123.55 121.00 120.10 119.85 121.35 121.00 124.95 125.00 121.20 119.80 119.90 121.35 121.05 124.25 125.35 121.40 120.00 119.90 121.35 121.00 123.90 121.50 121.05 119.95 119.90 121.15 120.75 125.20 124.25 121.10 119.95 120.05 121.15 121.00 127.45 124.10 121.15 119.85 119.65

121.25    120.90 128.45 123.15 121.00 119.90 119.70

121.40    120.80 128.00 123.30 120.80 119.85 119.90 121.45 120.70 127.35 123.30 120.75 119.65 120.20 121.35 120.00 126.75 123.35 121.00 119.70 120.15

122.25    120.70 126.60 122.95 121.25 119.85 120.20

123.75    120.35 126.70 122.75 120.85 119.75 120.15 123.75 120.70 126.30 122.5^i120.75 120.05 119.70 123.60 120.75 125.60 122 45|l20.65 120.05 120.15

123.55    120.85 125.10 122.10 120.45 120.05 119.85

124.40    121.25 124.40 121.851120.35 120.05 119.65 124.10 121.95 124.05 121.65 120.35 120.25 119.65

123.85    121.60 124.05 121.40 120.45 120.00 119.75 123.50 121.70 123.55 121.20 120.15 120.00 119.75

...... 121.70 123.60 121.25 120.05 119.95 119.95

...... 121.45 123.20 121.55 120.10 119.85119.70

...... 121.45 ...... 121.20

119.80 119.85

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Hudson River at Bridge Street, Fort Edward, 1ST. Y.

This gage was established April 11, 1904, by J. A. O’Connor, for this Department. The gage is located on the down-stream end of the pier nearest the left-hand bank of the Hudson river at Bridge stre et bridge. This bridge is about 2,500 feet down-stream from the dam of the International Paper Co. and the river is divided by an island and the gage is located on the left-hand channel. The zero mark of the gage was at elevation 117.80, July 19, 190*8, to January 4, 1909, and at 117.84 after January 4, 1909. Readings are taken at 8 a. m. and 5 p. m. by B. F. Thebo.

Mean Daily Elevation of Water-surface (Barge Canal Datum) of Hudson River at Bridg Street, Fort Edward, N. Y.

10

11

12

13

14

15

16

17

18

lv

20

21

22

24

25

2'.

27

28

30

31

DAY.

1909.

Jan.

Feb. Mar. April. May. June. July. Aug. Sept. Oct. Nov. Dec.

119.30 121 119.30 121

119.30    121 119.50 121 119.80 121 120.35 120

121.30    121 121.30 121 121.00 121

124.05 121.80 123.30 121.80

120.

120.60 121

iO .80 126.80

120.40

120.00

120.00

120.00

119.80 119.60 119.60 119.60 119.60 119.60

119.60 120.30 120.40 121.55 121.90

121.60 121.45 121.00

120.80

121

124

120.80

120.80

120.30

120.30

120.80

120.80

126.05

128.95

121.60

121.70

121.70

121.60

129.05

128.30

128.15

127.90

127.45

126.55

126.05

125.80

124.95

125.00

124.20

124.00

123.50

123

121

121

8 8 h b S88Sggg58888gg8g8888gg888Sg

120.90

120.80

120.00

120.60

120.70

121.30

120.90

121.00

120.60

120.60

120.80

121.00

120.80

120.80

120.80

120.60

120.60

120.40

120.30

120.20

120.20

120.20

120.20

119.80

120.00

119.80

119.40

119.40

119.80

119.80

119.80

119.80

119.80

119.40

119.40

119.80

119.80

119.80

119.80

119.80

119.40

119.80

119.80

119.80

119.80

119.80

119.80

119.40

119.60

119.80

119.80

119.80

119.80

119.80

119.40 119.80 119.70 119.80

119.80    119.80 119.80:119.80

119.80119.50

119.80119.80

119.80119.80

119.50    119.80 119.40 119.80

119.80    119.80 119.80 119.10

119.801119.50

119.80    119.80

119.701119.80

119.301119.80 119.80!119.80

119.80    119.80 120.10 119.80 120.20 119.50 120.00 119.20 120.00 119.50

119.50    119.80

119.80 119.80 119.80 119.80 119.80 119.80 119.80 119.60 119.80 119.80 119.80 119.90 119.50 119.80 119.80 119.80 119.80 ......

119.80 119.80 120.00 119.80 119.80 120.20 119.60 119.80 120.10 119.60 119.80 119.90 119.80 119.80 119.70 119.80 119.80 119.80 119.80 119.60 119.85 119.80 119.60 119.80 119.80 119.60 119.90 119.60 119.60 119.90 119.60 119.60 119.80 119.60 119.60 119.50 119.80 119.60 119.60

119.80.119.40    119.60 119.80 119.80 119.50 119.80 119.80 119.40 119.70 119.80 119.40 119.80 119.80 119.40 119.80 119.80 119.20 119.80 119.80 119.60 119.80 119.80 119.60 119.80 119.80 119.60 119.80 119.80 119.80

119.40    119.80 119.80 119.70 119.80 119.60 119.80 119.80 119.30 119.80 119.80 120.00 119.80 119.80 120.00 119.90 119.80 119.80 119.80 119.80 120.00 119.80

120.00

Hudson River at Fort Edward Dam.

This station, which is located at the dam of the International Paper Company, was established by Geo. W. Rafter in 1895, in connection with Upper Hudson storage surveys.* Since 1899 this station has been maintained by the U. S. Geological Survey in cooperation with this Department. The dam is of framed timber on slate rock foundation, and has but little leakage. The crest is straight, very nearly level, and 587.6 feet in length. Flash-boards are usually maintained on the dam from 15 inches to 18 inches in height. A record is kept of the height of dash-boards, and of the times of their setting and removal.

There are 62 water-wheels in the adjoining mill. These are nearly all of modern types which have been tested at the Holyoke flume. A record is kept of the daily run of each in hours, as well as of the working head, which is usually 18 feet. The discharge

* See report of State Engineer and Surveyor of New York, 1895, p. 105.

through the turbines is taken from diagrams expressing the flow as a function of the working head and number of wheel-hours run.

In the winter of 1896-1897, a flood spillway was cut around the south end of the dam, over which the water begins to flow whenever it reaches the level of the crest of the flash-board. The profile of the spillway is very irregular and causes some uncertainty in the calculated flow during times of high water.

Whenever the flash-boards are off from the main dam, the flow is computed by means of coefficients derived from the United States Geological Station experiments on a model dam of similar cross-section.

With the flash-boards on, the flow lias been computed from Francis’ well-known formula for the thin-edged weir. During the dry season, but little water passes over the dam, the entire flow being employed to drive the turbines.

A new profile of the crest of the dam, obtained in 1906, has been used to determine the discharge for the present year.

The drainage area tributary to the Hudson above Fort Edward is 0.62 of that of the same stream above Mechanicville gaging station. The principal intervening tributaries are the IToosic river and Batten kill.

During the navigation season water is diverted from the Hudson river for the supply of the Champlain canal at Glens Falls feeder dam, seven miles up-stream from Fort Edward, and also at the Northumberland dam.

1..

2..

4..

5..

6..

7..

8..

10

11

12.

14. .

15. .

16. .

17..

IS

19. .

20. .

21..

22..

23..

24

25..

26..

27..

28..

29 ..

30..

31..

DAY.

Jan.

Feb.

. 1,693 4,914 . 1,693 4,780 . *1,439 3,651 . 1,943 3,523 . 2,183 3,603 . 2,476 3,342 . 4,472 *4,097 . 4,659 5,519 . 5,054 5,399 . *4,680 5,600 . 4,862 5,303, . 4,862 5,203 . 3,605 5,2031 . 3,008 *4,977

. 2,789 4,989 . 2,799 4,914 . *2.130 5,203

. 2,476 *11.429 . 2,465 11,733 . 2,611 11,482 . *1,879 10,579 . 3,921 13,486 . 5,758 12,782 . 6,326 11,319 . 6,473 *11,502

. 5,758 .......

. 5,520 .......

. *5,332 .......

Mar. April. May. June. July. Aug. Sept. Oct. Nov. Dec.

7,924 13 8,576 *12 9,943 15 *8,782 14 11,540 14 13,866 14 19.627 12 27,521 14 27,585 *14 25,670 13 *19,325 18 18,242 21 16,480 20 22,753 15 30,858 14 33,118 *10 31.819 12 *28,743 11 25,359 12 24,836 11 25,621 10 24,470    9

to Or 0~C£ COOO O CO ©    toVoO Wg © g 4^-00 ^0^1 OO §0^

OtOO^^H-^^COOOiCOtOOiOtOO^OOi^OlOOiOOOOWOOO^O

5,540 2,298 1,138 5,914 *1,277 1,677 6,433 1,562 1,342 *4,214 1,782 1,497 5,651 1,478 2,057 5,715 1,549 *1,221 5,031 1,549 1,643 5,070 1,373 2,340 4,679    *962    2,884

4,820 1,197 2,875 *2,948 1,937 2,957 4,862 2,055 2,207 4,448 2,394 *1,556 3,770 2,497 2,341 3,675 2,584 1,674 3,349    *962    2,004

3,546 3,417 1,674 ,100 2,076 1,636 ,707 2,664 1,636 ,357 1,751 *1,737 ,378 1,675 1,197 ...... 1,862 2,224

to to to to

1,968 1,770 1,833 2,105 2,529 2,079 1,131 2,114 2,328 *1,581 1,073 1,878 2,082 1,770 1,387 2,491 *684 1,686 1,048 *1,300 684 1,489 1,577 2,344 2,957 1,406 *1,141 2,282 1,710 1,529 1,602 1,608 2,004 *1,097 1,649 1,944 1,988    908    1,623    1,944

2,310 1,097 1,721 1,923 *962 1,546 1,764    *684

1,197 1,546 1,921 1,384 2,114 1,110 *1,560 1,944 1,710 1,489 1,970 1,384 1,932 1,938 1,215    747

2,334    *908    1,384    1,161

20 1,475 1,833 1,301 *20 1,784 1,439' *684 20 2,000 2,783 1,384

1.589    1,460    *684 1,384

1.870    1,460 2,783 1,300

1.590    1.712 1.7201 1.364

1,197 1,843 3,928 1,552 1,197 2,376 *1,550 1,496 1,814 1,571 3,284 1,496 1,758 2,354 2,474 1,492 1,552

*1,155

Mean

3,578    6,838 5,655 19,264 11,891 4,617 1,855 1,735 1,563 1,585 1,774 1,533

* Indicates Sundays.

Monthly Discharge of Hudson River at International Paper Co’.s Dam, Fort Edward, N. Y [Drainage area, 2,800 square miles.]

Discharge in Second-feet.

Run-off.

MONTH.

Maximum. Minimum.

Mean

Per

square

mile.

Depth in inches on drainage, area.

January.. February. March. .. .

April.....

May......

June.....

July......

August... September October. . November December.

1909.

6,473

13,486

10,475

33,118

21,207

6,588

3,417

2,957

2,957

2,513

3,928

2,491

to Or <1 CO CO

©0505    00 051-¹ CH CO H-¹ CO ^

CCOOOOtOtOOOCicOtOtOrf^CO

OC54>*Oc04^CntOcO

3,578

6,838

5,655

19,264

11,891

4,617

1,855

1,735

1,563

1,585

1,774

1,533

1.28

2.44

2.02

6.88

4.25

1.65

0.663

0.620

0.558

0.566

0.634

0.548

1.47

2.54

2.32

7.71

4,89

1.865

0.762

0.713

0.625

0.651

0.710

0.630

Hudson River above Feeder Dam near Glens Falls, Y. Y.

Water is diverted from the Hudson river to supply Champlain canal at a State dam located about two miles up-stream from Glens Falls. The gage was established in a pond above this dam by John R. Raley, March 9, 1905. The gage is located about 400 feet up-stream from the left-hand end of the dam and consists of a vertical scale with painted tentli-foot marks reading from zero to 12 feet, attached to a pile about 30 feet from the river bank. The gage zero is at elevation 277.9GG. The dam, which has a crest length of 616 feet, is at a general elevation of about 280.9. Water-power was formerly extensively used by sawmills at this dam, now mostly abandoned. The gage is maintained by this Department in cooperation with the U. S. Weather Bureau. Gage readings are taken each morning and night by Albert B. Fisher.

Mean Daily Elevation of Water-surface (Barge Canal Datum) of Hudson River above Feeder Dam near Glens Falls, N. Y.

DAY.

Jan. Feb. Mar. j April. ¹ May. June. July. Aug. Sept. Oct. Nov. Dec.

(>

10

11

12

13

14

r.

10

17

Is

19

20

21

22

23

24

2.7

26

27

28

29

30

31

1909.

Raaaasbaiaiaiaassgsigisssasfe^giggssssasfe

pppppplllilppllip|g|ggg|p|ii

IS to IS

gg^ggaaMBaaBtsbisiisiiiiisiiiiiigiSi^sbsfeess

iilllslllpppppippppppppppp

rmmmMmmmmm*********

: ‘aaiagSSisaBHgSBi88B3S^^gSBSSaSi8SBg

to to (O K3 K3 (OK3K3 to to tO tO tOtOtOtOtOtOtOtOtOtOtOtOtOtOtOtOtOtOtO

iiiiMii8liB2S2S2SSe2S2S8S8SgS8S88gS8S2S2

to to to to to to to to to to t o to to to to to to to to to to to to to to to to to to to to 00 00 00 00 00 |    CO CO go go 00 GO 00 00 to oo oc 00 00 00 00 00 00 00 00 00 00

o O O O g O g g CO to OO go g O OO Oi C*J    ^>4 OO O O g “4

•    totototototototo toto to to to to toto totototototototototototototo

•    00 00 OO GO 00 00 OO    OO 00 OO    00 00 00 00 00    00 00 00 00 00 00 00 OO 00    00 00 00 00 GO CO

•    ‘ 1—‘ I—* I—¹ t—‘    t—¹ H-    ►— I—¹ I—‘    t—‘ H- t—‘ t—‘    tO t—¹    t—¹ H-‘ I—‘ t—‘ I—‘ I—‘ H-    I—* t—* ‘    H-* t—¹ t—*

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.    .sjto^l -4    tO -4    -4 to to    to ~4 ~4 tO^J to tO    -«4 tO -<I tO tO    -4 tO tO    -O tO

ocoooooooogooooooooooocgoooooooooooooooooooooooooooooooooooo

Hudson River at Corinth, JST. Y.

A gaging station was established by this Department on Hudson river at Corinth October 1, 1906. Readings are taken each morning and night by E. II. Bowker. cooperation with the IT. S. Weather Bureau. Measurements of the flow at this point have been made by the U. S. Geological Survey. These measurements are connected to a gage which is read by the International Paper Company.

The record is maintained in

Mean Daily Gage Height, in Feet, of Hudson River at Corinth, N. Y.

10

11

12

14

15

10

17

I"

lo

20

21

22

23

07

28

30

31

DAY.

1909.

Jan.

Feb. Mar. April. May. June. July. Aug. Sept. Oct. Nov. Dec.

0.20    1.45

0.20

1.25

2.15

0.20 0.95 2.55 0.20 0.80 2.40 0.30 0.85 2.00 1.20 1.10 2.00 1.75 1.75 1.65 1.70 1.80 1.50 1.65 1.90 1.40 1.55 1.65 1.35 1.50 1.60 1.50 1.40 1.55 1.35 1.40 1.45 1.30 1.30 1.45 1.20 1.30 1.50 1.10 1.30 1.55 1.10 1.30 1.65 1.00 1.30 1.40 0.90 1.30 1.40 0.95 1.30 2.25 1.00 1.25 3.35 1.10 1.20 2.50 0.80 1.20 2.50 0.90 1.15 2.65 0.90 1.50 4.10 1.30 2.10 4.05 1.75 2.10 4.10 1.95 2.10 3.95 2.15 2.00......1 1.85

2.40

2.75

3.30

3.85

6.50

5.95

5.75

5.25

4.55

4.60

6.45

7.95

7.75

7.35

7.40

6.85

6.95

6.95

6.45

5.95

5 70

4.75

4.45

4.25

3.95

3.80

4.60

4.15

TTTTTTT

-0.10-0.20 0.00 -0.20 -0.20 —0.05 -0.30—0.05—0.15

1.95

1.70

70

I 90

1.75

—0.15 —0.25 —0.20 —0.10

3.70    1.30    0.001    0.20    —0.10 —0.20 —0.10 —0.05

4.25    1.65    0.00    0.60    —0.20 —0.15 —0.10 —0.15

0.15-O.lO—O.lOj 0.00-0.15    0.10—0.15

....    0.00—0.10¹......-0.10......i—O.lO

3.15    1.30

1.95

1.90

SACANDAGA RI VER.

Description.

Sacandaga river is one of the larger tributaries of the upper Hudson. It drains extensive portions of the southeast slope of the Adirondack region as well as a portion of the plateau lying north of Mohawk river and south of the Adirondack mountains. The head waters of the stream arise in the slopes surrounding Lake Pleasant, Sacandaga and Piseco lakes. Above Northville the drainage basin is rugged and almost completely forest-covered. From Northville to Conklinville the stream winds through a sandy valley flanked by steep slopes. The width of this valley averages about one mile from Northampton to Conklinville. Above Northampton is an extensive flat lying at elevation about 740 feet. This

Hat is drained by Mayville, Vly and IIaim’s creeks, and contains extensive swamp areas. From Yorthville to Oonklinville, a distance along the genera] course of the stream of about 22 miles, there is very little fall. The elevation at Conklinville is about 720 feet. Sacandaga river enters Hudson river at Lucerne at elevation about 540 feet. The distance from Conklinville to Luzerne is about seven miles along the general course of the stream.

Sacandaga River at jSTortiiville, Y. Y.

Observations are taken once each day, beginning December 1, 1904. The observer is A. S. Pickard. A staff gage, 16 feet in length, is attached to the down-stream wing of west abutment of highway bridge near railroad station. The elevation of zero mark is 742.51. The water sometimes falls below the zero of this gage, and in such cases gage readings are taken from a scale attached to the down-stream side of center pier. This section reads from one foot above to four feet below the zero of the main gage. The station is maintained by this Department in cooperation with the U. S. Weather Bureau.

Mean Daily Gage Height, in Feet, of Sacandaga River at Northville, N. Y.

10

11

12'.

13

11

15

1(1

17

IS

19

20

21

22

23

24

25

20

27

28

!9

31

DAY.

1909.

Jan.

Feb. March. April. May. June. July. Aug. Sept. Oct. Nov. Dec.

2.2 0.2 3.0,    0.2

TTTTTTTTTTtTTttT

0.0

1.0

2.0

1.7

1.3

1.0

0.5

pi."

1.1

1.4

8:J

<> u

1.3    0.2

1.1 0.2 0.9    0.1

0.6 0.0

0.8

0.0    1.5

0.0

0A

0.8

1.7

1.6

:: ip

4.5

3.2

2.4

2.4

4.5

??????????

Oi © Cn Cn to k* CO to i-*

0.2

0.1

0.0

4.0

3.2

2.5

2.3

2.0

3.5

2.0

2.1

1.5

1.0

1.0

0.8

0.8

0.7

0.5

TT TtTTTTTTTTTTT

TTTTTTTTTTTTTTTTTTTTTTTTTTTTT7

•2[

3

■2

TTTTTTTTTTTTTTTTTTTTTTTTTTTTTTT

to H-k o CO 00 00 ’«<! kq bo to k-* © k- k- k- k- bo to "to to!—»k-»    © © © CD 00 © o ©

tLJotbtLtLtLJstLtLtL^i-^XXXtototbtLtLtototototLtLtLtLfcLtotL

iss^tofcLtLfcorLtLJototLtLtototLfcLtLiotLtotLfcLtLtotofcotLfcLiLfco

i^tsofcototctoiLtLtLtLtLtLtotLfcLtoiLtLtLtLfcLtotofcLtLbLbLfcototLtL

—2.5 —2.5 —2.5 —2.5 —2.5 —2.5 —2.5 —2.5 —2.5 —2.5 —2.5 —2.5 —2.5 —2.5 —2.5 —2.5 —2.4 —2.2 —2.2 —2.2 —2.4 —2.4 —2.2 —2.0

1.0

0.0

—1.0

—1.0

—1.4

—1.6

^TTTTTTTTTTTTTTTTTTTTTTTTTTTTTT

MbSHHHHHHbbbbbbbbHoocoMMwcoMwtobbocca©

Indian River at Indian Lake, 1ST. Y.

A record of the stage of water in Indian lake reservoir, located in the upper Hudson river basin, as described in preceding reports, has been continued. The stage of water in the reservoir is shown in the following table:

Mean Daily Gage Height, in Feet, of Indian Lake Reservoir at Indian Lake, N. Y.

r.

10

11

12

I.;

14

15

Hi

17

is

I'

21

22

23

24

25

-'7

28

i"

3t

DAY.

1909.

Jan.

Feb. Mar. April. May. June. July. Aug. Sept. Oct. Nov. Dec.

18.25

s i»

8.29

8.33

34.25

7.50

bOfcOtOtObOfcCtOfcObO&OOSOOCOOOCCCOCOCOCAJCCCCCWMWCO^^^rf^^^

gsfe8ffi3affiSSi3iSS8Sfeefee8S3aS8S888§88

DELAWARE RIVER DRAINAGE BASIN.

Description of Delaware River.

The head waters of Delaware river rise in Delaware, Greene and Schoharie counties, N. Y., the source of the main stream, which is commonly known as West branch, to distinguish it from the smaller East or Pepacton branch, being a small lake almost on the line of Schoharie and Delaware counties, at an elevation of 1,886 feet above tide. From this lake it flows soiithwesitward across central Delaware county to Deposit, where it receives Oquaga creek, a large tributary draining eastern Broome county, and turns abruptly to the southeast, forming the boundary line between New York and Pennsylvania until Port Jervis is reached. Here it turns again to the southwest and flows for a distance of about 40 miles along the base of the Shawangunk range until it passes throught the water gap, from which point it flows irregularly southward to Trenton. Below Trenton the course is in general southwestward to Delaware Bay. South of Port Jervis it forms the dividing line between Pennsylvania and New Jersey, and for a few miles it is the boundary between Delaware and New Jersey.

East branch rises at Grand Gorge in northeastern Delaware county, and flows parallel to West branch across southern Delaware county, uniting with the latter stream at Hancock.

The total length of the river from the mouth to the head of West branch is about 410¹ miles; its drainage area, measured at Philadelphia and including Schuykill river, is 10,100 square miles, of which about 2,580 square miles lie in New York, 5,750 in Pennsylvania, and 1,800 in New Jersey. The river is tidal to Trenton, which lies also at the head of navigation.

East Branch, Delaware River, at Hancock, N. Y.

This station was established October 14, 1002, by Robert E. Horton, and has since been maintained by the U. S. Geological Survey in cooperation with this Department. It is located at the highway bridge one-half mile southeast of the Erie railroad station at Hancock, N. Y., and one mile above the junction with West branch of the Delaware. The Erie railroad bridge is just below the station.

The channel is straight for 000 feet above and 300' feet below the station. The current is swift. Both banks are of medium height and are not liable to overflow. The bed of the stream is composed of rocks and gravel. There are three channels at low water and five channels at high water. During low water the elevation of the water-surface at the station is lower than,the water-surface on West branch of the Delaware, but the gage heights are probably not affected by backwater from West branch, as there is considerable fall between the gaging station and the junction of the branches.

Discharge measurements are made from the down-stream side of the five-span iron highway bridge to which the gage is attached. The bridge has a total span of 425.5 feet between abutments. The initial point for soundings is the face of the right abutment at the top.

A standard chain gage is attached to the lower chord of the second span from the left end of the bridge on the up-stream side. It was installed July 21, 1903, to replace the old wire gage. The gage datum was not changed. The length of the chain from the end of the, weight to the marker is 32.43 feet. The gage is read twice each day by D. B. Van Etten. The bench-mark is a circular chisel draft on the top of the left abutment on the down-stream side. It is marked “ B. M.” Its elevation is assumed to be 100.00. The elevation of the top of the gage pulley is 104.47. The elevation of water-surface, when the gage reads zero, is 72.07.

Mean Daily Gage Height, in Feet, of East Branch, Delaware River, at Hancock, N. Y.

10

11

12

13

14

15

16

17

18

19

21

22

24

25

20

27

28

31

DAY.

1909.

Jan.

Feb.

Mar.

April.

May. June.

July.

Aug. I Sept. Oct.

Nov.

Dec.

3.8

3.5

4.7

7, 3

:: s

3.5

3 '.I

13.3

3.S

3.9

4.7

4.7

6.3

3.3

3.0

2.7!

4.5

4.4

4.2

3.9

4.8

4.9

4.8

5.5,

3.2

2.9

2A

2.6

2.5    2.6

2.4)    2.5

2.6

2.9

2.9

2.4

2.6 2.5    2.4

r. n

8.1

5.8

4.5

4.1

5.5)

5.2

3.3

2.8

2.9

2.6

2.5

2.7

3.6

2.8

2.5

2.5

2.5

2.7

2.4

2.4

2.4

2.9

5.8

5.1

2.8

2.5

2.5

2.5

5.2

4.2

3.8

5.4

4.8

3.2

2.7

2.4

2.4

. 2.4

2.5

2.9

4.9

I ..

4.5

4.1

4.1

4.1

3.9

3.9

3.0

3.9

3.8

3.7

4.0

0.1

5.7

5.0

4.7

4.4

4.4

4.1

5.7’

4.5

4.5

4.6

4)4

3.

7.0

5.7

11.1

8.2

6.4

5.7

5.6

7.9

5.9

5.6

5.3

4.9

4.5

2.7

5.9

4.9

4.5

4.4

4.1

4.1

3.9

3.7

3.8

3.6

3.6

6.4

5.1

5.4

5.4

5.0

4.7

4.7

4.3

4.8

7.1

7.0

6.0

5.5

4.9

4.7

4.5

4.7

4.4

4.4

4.5

4.5

S.l

0.1

5.4

3 (I

4.9

4.7

4.6

4.7

4.4

4.3

4.1

4.1

4.0

3.9

3.7

3.7

3.7

3.6

3.4

2.7

3.6

2.7

2.51

2.4;

2.3

2.5

2.5

2.5

2.5

2.6

2.9

2.5

2.5

2.9

3.4

2.3

2)5

2.5

2.6

2.5

2.9

2.6

2.6

2.7

2.0

2.4

2.5

2.5

2.4

2.5

2.4

3.1

2.5

2.5

2.4

2.5

2 0.

2.5

2.5

2.5

4.2

2.5

2.5

3.7

3.7

4.1

2.7

2.4

2,1

3.5

3.8

2.7

2.8

2.5

2.5

3.3

3.7

3.6

3 :»

3.5

3.3

3.2

3.1

3.1

2.7

2.7

2.8

3.0

2.8

2.7

2.7

2.7

2.7

2.9

2.7

2.7

2.5

2.0

2.6

2.6

2.5

2.6

2.4

2.5

2.5

2.5

3.6

2.4

2.5

2.4

3.5

2.5

2.6

2.5

3.6

2.5

2.5

2.5

3.8

2.6

2.6

2.4

2.6

2.5

2.7

2.6

2.5

2.6

2.5

2.6

2.5

3.0

3.8

2.8

2.8

2.8

2.7

3.1

3.8

3.7

3.7

3.0

3.7

3.5

Current-meter Discharge Measurements of East Branch, Delaware River, at Hancock N. Y

DATE.

Hydrographer.

Gage

height.

Width.

Area of section.

Dis

charge.

1909.

July 22.....

Nov. 18... .

Covert and James Hoyt and Covert.

Feet.

2.64

2.46

Feet.

267

120

Square

feet.

Second-

feet.

-•'."I

89

222

138

Note.—Measurements made by wading.

Mean Daily Discharge, Second-feet, of East Branch, Delaware River, at Hancock, N. Y.

DAY.

Jan.

Feb.

Mar. April.

May. June. July. Aug.

Sept.

Oct.

Nov.

1909.

•.'7m

970

970

10

11

12

13

14

3,000

2,000

1,200

1,100

r>

16

17

18

19

1,500

1,100

1,000

20

800

21

22

23

24

25

27

28

29

30

31

1,200

1,420

1,200

1,770

7,040

5,850

3.960 3.230 2,560 2,100

1.960

1,590

1,420

1,590

4,740

2,780

2,150

1,770

5,850

2,780

2,780

3,000

2.560 4,740

10,200

5,850

4.480

30,100

15.800 8,020 5,850

5.560

13.800 0,440 5,560 4,740

3,230 3,230 3,470 3,960 3,710 3,470 5,010 6,140

..... 5,010

1,590 3,710 6,440 3,710 3,470 2,780 2,560 2,150 1,960

1.960 1,590 1,590 1,260 1,420 1,110 1,110 1,420 8,020 4,220 5,010 5,010

3.960 3,230

3,230

3,230

2,780

2,560

2,120

1,590

1,960

1,590

1.420

3,230

2,560

2,350

3,470

10,600

10,200

6,740

5,280

4,220

3,710

3,230

3,000

2,780

3,230

2,560

2,560

2,560

2,560

2,780

2,780

4.740 7,690 5,280 7,360

6.740 5,280 4,480 4,220 3,470 2,780

14,600

7,040

5,010

3,960

3,710

3,230

3,000

3,230

ssssgggsssss

1C CO O 05HMINH

840

ggggggiggSgggggSSgSggggggggggiSiS

MMMMMMMMtOtOWMWOMMI-* M M    M

MOiytOOOCDOD^^C.C>Oi*sIOiUtMOOi-lOOi-kOiMOD-‘OicOOtOOD^ WOCWGCGOGOGOWOCO)<Irf*<lOCOCOWOWOWWWWMWOOWOOWOO

153

19s

198

113

113

153

113

15:-;

113

153

153

153

153

113

15::

153

113

15

113

153

153

113

153

153

198

198

113

198

153

248

153

153

198

153

153

113

L53

153

15::

15::

113

113

15:;

153

153

I""

153

198

153

113

113

153

153

153

19s

153

19S

153

19s

19s

153.

113

153

153

198

153

113

153

113

153

15::

113

153

113

19S

153

113

153

153

440

304

104

04

248

525

Note.— Daily discharge, January 1-6, 12-21, 23 and 30, also December 17-31, estimated on the basis of discharge at other Delaware river stations. Daily discharges for the remainder of the year based on a well defined rating curve.

Monthly Discharge of East Branch, Delaware River, at Hancock, N. Y. [Drainage area, 920 square miles.]

Run-off.

Discharge in Second-feet.

MONTH.

Maximum.

Minimum.

Mean.

Per

square

mile.

Depth in inches on drainage area.

January.. February. March. .. .

April.....

May......

June.....

July......

August. . . September October. . November. December.

1909.

22,000

30,100

8,020

10,600

14,600

1,960

250

970

1,110

2,350

840

525

3,310

5,610

2,780

4,040

3,750

963

3.60

6.10

3.02

4.39

4.08

1.05

4.15

6.35

3.48

4.90

4.70

1.17

440

970

248

248

525

2,150

198

279

.303

.35

80

205

113

113

113

150

.223

.26

149

163

.162

.177

188

430

.204

.467

.18

.20

.23

.54

The year,

30,100

80

1,820

1.98

26.51

West Branch, Delaware River, at Hancock;, H. Y.

•i

This station was established October 15, 1902, by Robert E. Horton, and has since been maintained by the IT. S. Geological Survey in cooperation with this Department. It is located one-half mile west of the Erie railroad station at Hancock, 1ST. V and about one mile above the mouth of East branch.

The channel is straight for 400 feet above and 800 feet below the bridge. The current is swift. Both banks are high and rocky and are not subject to overflow. The bed of the stream is composed of earth and cobblestones.

Discharge measurements are made from the down-stream side of the bridge, at which the gage is located. The bridge has a single span of 235 feet. The initial point for soundings is the top of the face of the left abutment on the down-stream side. The bridge floor is marked at intervals of five feet with black paint.

The original wire gage was attached to the up-stream side of the bridge. It was replaced July 20, 1903, by a standard chain gage. The location and the gage datum were not changed. The length of the chain from the end of the weight to the marker is 30.44 feet. The gage is read twice each day by David Pulver, the col-letor of tolls at the bridge. The bench-mark is a circular chisel draft on the up-stream corner of the left abutment. Its eleva-

tion is assumed at 100.00. The elevation of the top of the pulley is 10G.29. The elevation of water-surface, when the gage reads zero, is 75.75.

Mean Daily Gage Height, in Feet, of West Branch, Delaware River, at Hancock, N. Y.

10

II

12

13

14

15

Hi

17

18

19

20

21

22..

23.

21

25

29

27

2"

:n

31

DAY.

1909.

Jan.

4.3

4.0

4.2

4.5

9.5

7.2

5.7

5.1

4 r,

4.6

3.7

3.2

4.0

4.1

3.6

3 li

3.6

4.2

4.1

4.1

4.4

7.6

6.3

5.7

5.0

4.5

4.0

4.0

Feb.

3.9

3.2

3.9

:: '.i

4.0

6.0

4.7

4.4

4.0

5.5

4.4

4.3

4.5

5.3

7.0

5.6

s II

6.4

6.0

7.8

(i 0

5.6

5.4

Mar.

April.

May.

June.

July.

Aug.

Sept.

Oct.

Nov.

Dec.

4.7

4.8

5.9

3.2

3.2

2.7

2.4

2.4

2.5

4.6

4.6

3.9

4 I)

3.8

3.8

6.9

5.1

4.8

4.5

4.2

3.9

3.8

3.9

3.7

3.6

3.4

4.1

5.2

5.6

5.6

5.ii

4.8

4.5

5.1

4.8

5.2

5.0

4.8

4.5

4.3

4.3

5.1

7.3

7.0

6.1

5 ii

5.2

5.3

4.9

4.7

4.6

4.4

4.4

4.2

4.3

4.4

6.4

3.1

2.5

2.4

2.3

2.5

2.4

5.8

o.r,

6.3

5.8

5.6

4.4

4.7

5.1

5.5

5.0

4.8

5.7

4.5

4.7

4.2

4.0

3.8

3.8

3.6

3.6

3.7

3.5

3.4

3.2

:: I

3.3

3.8

3.5

3.3

:: 2

3.2

4.7

4.0

4.7

4.4

4.8

4.4

4.2

4.3

3.9

3.8

3.5

3.5

3.1

3.0

3.1

3.1

2.9

2.7

2.6

2.7

2.5

2.6

3.0

3.0

2.7

2.7

2.9

3.0

3 II

2.8

2.7

2.6

2.7

2.6

2.6

2.5

2.9

2.5

2.5

2.6

2.5

2.4

2.4

2.4

2.5

2.7

3.0

2.8

2.8

2.6

2.6

2.6

2.6

2.6

2.6

2.5

2.5

2.4

2.3

2.5

2.7

2.4

2.3

2.4

2.8

2.4

2.4

2.4

2.4

2.4

2.7

2.6

2.4

2.4

2.5

2.4

2.4

2.3

2.3

2.4

2.5

2.4

2.4

2.4

2.3

2.4

2.4

2.4

2.4

2.4

2.4

2.4

2.7

2.8

2.5

2.5

2.5

2.4

2.4

2.5

2.5

2.5

2.5

2.5

2.5

2.5

2.4

2.4

2.5

2.4

2.4

2.4

2.4

2.4

2.4

2.4

2.4

2.4

2.4

2.5

2.4

2.5

2.7

2.9

2.9

2.8

2.7

2.5

2.7

2.6

2.5

2.7

2.6

3.5

3.8

3.6

3.3

3.2

3.0

3.0

3.1

3.1

3.0

3.0

3.2

3.1

Note

also December 19-31.

Probable ice conditions during the greater part of January and February 1-5

Current-meter Discharge Measurements of West Branch, Delaware River, at Hancock, N. Y.

DATE.

Hydrographer.

Gage

height.

Width.

Area of section.

Dis

charge.

July 21a.... Nov. 18a....

Covert and James Hoyt and Covert.

Feet.

2.75

2.42

Feet.

Square

feet.

190

168

Second-

feet.

155

72

74

51

g, Measurements made at wading section.

Mean Daily Discharge, Second-feet, of West Branch, Delaware River, at Hancock, N. Y.

DAY.

Jan. Feb. Mar. April. May. June. July. Aug. Sept. Oct. Nov. Dec.

1909.

150

150

200

:5£:

¹ QO '

200

8.

10

11

12

2,650

14,000

8,120

3,940

2,840

2,650

1,810

1,200

13

790

14

15

348

Hi

1,000

17

18

800

19

615

20

500

21

500

22

S(K)

1,000

900

24

25

27

29

30..

31

rH lO CQ    v—I rH rH

520

000

500

000

ooo

rH rH    rH

tOWCOWtOOtM

sillllliilGlslgsilSIsilsilllss;

to -4

05 Vd

•H-‘l-*tOtOtOfcOfcObOfcCfcOfcOfcO

• O* CO tO O* Cn 0*00 0 WO 00 <I«DaiV 05 CO CO 05 4HOOOO I—* 05 ^ i—‘

I ggggggsaa8SS88SoS8888SSfegggSogg H-H-H-l-M--i-‘COtOfcOtOCOtOH-‘i--tOCOrf»*OiC5^Cn4i» >fa.C7i-^O5^O5-^J-^I00 OO fcO O* CO 05 CO >£»• i—‘ rfnbn 05 CO O* 00 *<I H-* Cn CO »-‘<l •t*'

888Sg8g88888S8S8SaSSSgggS888i88fe

SSIS318ii¥SS£iii§i¥iSSSli£SS88

OQ C'J rH rH rH rH

C505C0CDc0c0C0C0C0C0C5Cr»050iS^t005tf>>rfn4*.£n05C0a505O05C0C0C5t0

• CO rf* 4^ a ^ CO CO CO CO 05    ^ 05 05 rf* tfs* O to 05    ^    ^    05

t—11—‘

Note.— Daily discharge for open water conditions based on a fairly well denned rating curve. Discharge for January 1-4, 12, 17, 19-23, 24-28, and December 19-31 corrected for ice conditions by comparison of discharge at Delaware river stations. Other days in January and February 1-4 were probably more or less affected by ice conditions.

Monthly Discharge of West Branch, Delaware River, at Hancock, N. Y. [Drainage area, 680 square miles.]

Discharge in Second-feet.

Run-off.

MONTH.

Maximum. Minimum. Mean.

Per

square

mile.

Depth in inches on drainage area.

January. . February. March. ...

April.....

May......

June.....

July......

August. . . September October. . November, December.

1909.

14,000

14,100

7,210

8,430

6,340

4,440

348

34S

127

163

204

790

160

348

I.is

1,250

If,''

297

• 17

46

30

:n •

01

If.

2,090

3,680

1,830

2,620

2,320

1,140

3.07

5.41 2.69 3.85

3.41 1.68

CO lO COCO rH

1S9

110

51.9

64,2

65.8

189

.278

.162

076

!o94

.097

.278

The year.

14,100

30

1,200

1.76

CO

CO O O fO d O GC rH rH (M q lOOHCOOCOMHCHHfo 55

river

Delaware River at Port Jervis, ]ST. Y.

This station is located at the toll bridge over the Delaware at Port Jervis. It was established for the United States

Weather Bureau by Irving High ter, City Engineer, Port Jervis, hi. Y., October 12, 1904.

This station is maintained for the purpose of flood predictions hv the Weather Bureau and the records of gage heights are supplied to the Geological Survey for the purpose of determining the regimen of flow of the upper Delaware drainage.

Mongaup river enters the Delaware from the north about G miles above the station and Yeversink river, also from the north, enters about one mile below the station.

The river section is affected by ice to a greater or less extent each winter.

Considerable difficulty has been experienced in maintaining the datum of the chain gage constant. On September 4, 1908, a careful investigation was made and in order to avoid negative readings a change in the original datum of about 2 feet, as nearly as it could be determined, was made. The new chain length set on this date was 36.47 feet from rivet marker to the end of the weight. The relation between the gage datum and the following bench-marks was determined:

Port Jervis city bench-mark, from which the gage was originally established, is a cross located on the door-sill of the school-house on Thompson street near Water street. Elevation above gage datum, 27.75 feet.

Bench-mark Yo. 2, top of down-stream left corner of pier of toll bridge, elevation above gage datum, 29.92 feet.

Bench-mark Yo. 3, top of right abutment of toll bridge at apex of angle caused by junction of down-stream wing-wall. Elevation above gage datum, 29.02 feet. The elevation of the datum of the gage is 414.89 feet above mean sea level.

Conditions of flow at this point are constant and a good rating table has been developed for low and medium stages. Careful comparisons of this station with the Riegelsville and the two Hancock stations indicate that the corrections applied to the gage heights, were essentially correct and that the discharge data can be fully relied on.

The maximum flood crest discharge at this station occurred October 10, 1903, and is estimated to have been about 155,000 second-feet, or 47.7 second-feet per square mile. The crest stage was equivalent to 23.3 feet on the gage and is believed to have been the highest stage caused by free flow without ice for more than a century. A stage of 25.5 feet was recorded in March, 1904, due to an ice gorge.

Mean Daily Gage Height, in Feet, of Delaware River at Port Jervis, N. Y.

DAY.

Jan. Feb. Mar. April. May. June. July. Aug. Sept. Oct. Nov. Dec.

5,

10

11

12

13 .

14

15

17

is

19

20

21

22

23

24

25

2'

27

28

2'*

10

31

1909.

2.5

2.5

2.5

2.4

2.8

9.6

10.0

6.8

5.6

4.7

4.3

3.5

3.7

3.9

3.1

2.8

2.7

2.7

3.1

6.7

6.8

5.8

5.2

4.6

O to

5.3

3.0

1.0

•2

Note.— Ice conditions, January 1-5 and December 19-31.

Current-meter Discharge Measurements of Delaware River at Port Jervis, N. Y.

DATE.

Hydrographer.

Gage

height.

Width.

Area of section.

Dis

charge.

1909.

Aug. 23.....

Nov. 16. . . . Nov. 17. . . .

W. G. Hoyt.....

Hoyt and Covert Hoyt and Covert

Feet.

1.65

Feet.

IUS

.9

264

1.07

263

Square

feet

1,590

Second-

feet.

879

610

354

6VI

432

10

11

12

13

11

15

16

17

18

19

20

21

22

23

24

25

26

27

29

30

31

Mean Daily Discharge, Second-feet, of Delaware River at Port Jervis, N. Y.

DAY.

1909.

Jan.

Feb.

Mar. April. May. June. July. Aug. Sept. Oct. Nov. Dec.

1,000

1,000

1,000

1,200

1,800

36,300

38,100

18,500

12.400 10,700

8,630

7,880

7,160

5,510

4,640

5,210

5.820 3,560 2,840 2,610 2,610 3,560

3.820 3,820

17,900

18,500

13.400 10,700

8.250 6,810 . 6,140

4,360 12,400 9,830 16,900 3,070 10,200 9,020 28,800 2,840 8,630 7,520 22,500 3,820 8,630 6,140 20,700 1,340 3,820 7,520 10,200 22,500 2,610 4,360 6,470 7,520 22,500 4,920

15.300    6.140 6.470 19.600 4,920

10.200    6,140 12,000 21,900 4,360 7,520 5,510 10,700 18,500 6,140 5,510 9,830 11,500 9,020 18,500 8,250 17,400

11.100    13,400 6,470 19,600 7,880 10,700 5,820 14,300 8,630 9,830 5,820 10,7C0 9,830 8,630 23,100 9,020

12,000 7,880 28,100 9,830

28.100    6,810 23,100 8,630

22.500    6,140 19,600 7,880 17,900 6,140 18,500 7,160

33.500    5,510 16,300 6,140 101,600 4,920 12,400 4,920

28,100 4,640 10,200 5,510

20.200    3,820 9,830 4,920 20,700 3,310 11,100 4,360

34.200    4,640 9,830 3,310

24.300    22,500 7,880 2,610 17,400 16,900 7,880 3,820

15.300    16,300 7,520 3,820

...... 14,300 6,810 4,360

...... 12,900 9,830 3,820

......11,100...... 3,310

to to to

0(H)

2,840

3,310

3,820

4,920

4,360

6,140

6,140

6,140

5,510

6,470

9,020

6,810

6,140

4,920

3,820

3,310

2,610

2,610

2,610

2,610

600

525

455

390

800

2,190

s.V.

855

765

525

525

390

525

i.v.

455

390

765

Uin

Note.— Daily discharge, January 1-5, and December 19-31, estimated on the basis of an intercomparison of discharge at Delaware river stations. Daily discharge for open-water conditions obtained from a rating curve which is well defined below gage height, 8.0 feet.

Monthly Discharge of Delaware River at Port Jervis, N. Y. [Drainage area, 3,250 square miles.]

Discharge in Second-feet.

Run-off.

MONTH.

Maximum.

Minimum.

Mean.

Per

square

mile.

Depth in inches on drainage area.

January... February.. March

April.....

May......

June.....

July......

August... September October. . November December.

1909.

39.100

101,000

22,500

28.100 28,800

9,020

2,190

1,650

1,000

2,840

3,310

5,820

2,610

1,340

IMI

390

8,790

17.300 9,230

11.300 11,600

4,140 1,030

2.70

5.32

2.84

3.48

3.57

1.27

.317

3.11

5.54

3.27

3.88

4.12 1.42

.37

725

600

525

765

4,090

330

.223

.26

395

.122

.14

27 5

387

.119

.14

275

linn

417

.128

.14

1,260

.388

.45

The year.

101,000

275

5,550

1.71

22.84

NEVERSINK RIVER DRAINAGE BASIN.

Description.

The Neversink river is formed l>y the confluence of the east and west branches of Neversink creek, in the western part of Ulster county. It flows in a southerly direction across the counties of Sullivan and Orange into Delaware river at Port Jervis.

Its principal tributaries are Sheldrake creek, coming in from the west through a chain of lakes and joining the river at Thomp-sonville, about 25 miles from the mouth, and Bush kill, a small tributary from the same side, joining at Oakland valley, some 12 miles further down-stream. From the east the Basher kill, a tributary of considerable importance, formed by the Pine kill and Garmaeu, flows into the Neversink near Godeffroy, al out 9 miles from Port Jervis and just above the gaging station, which is located at the suspension highway bridge at this point.

The river drains a narrow valley along the southern slope of the Catskill mountains. There are several reservoirs in the upper watershed, two of which are now in use. The principal power is located at Rose’s Point, near Cuddybackville, in the vicinity of the old Delaware and Hudson canal. About one-half mile above this point is a low concrete dam, which diverts water through the old feeder ditch to the plant. This plant supplies Port Jervis, Middletown and other small {daces in the vicinity with electric light and power.

Neversink River at Godeffroy, N. Y.

This station is located at the suspension highway bridge about one-half mile east of the town of Godeffroy and eight miles above the mouth of the river. A staff gage was established at this point, August 4, 1903, and was washed out October 9, in the same year. A new gage was established August 22, 1909, to obtain general statistical and comparative data regarding the flow of the Neversink, and this is maintained in cooperation with the State Engineer’s Department. This is an enameled iron staff gage bolted to the river face, down-stream side of the left-hand abutment.

Bench-mark No. 1 is on the outer corner base stone, right-hand down-stream tower, marked with crow’s-foot and circle; elevation,

15.996. Bench-mark No. 2 is a spike in a birch tree 14 inches in diameter, blazed 3 feet above the ground, on left-hand side of west approach to bridge, 10 feet from up-stream tower; elevation, 16.140. Both points are referred to zero of the gage. The datum of the new gage is 0.98 foot lower than the gage of 1903. Therefore all previously published gage heights for this station should have 0.98 feet added, in order to apply to the present datum. The new gage datum has remained the same during the maintenance of the station. Conditions are good for accurate discharge measurements during the open-water period, except for extreme low water, when wading measurements have to be resorted to, or a bridge about one mile farther down-stream used. Area of drainage basin above station is 314.4¹ square miles; area above mouth, 346¹ square miles.

Mean Daily Gage Height, in Feet, of Neversink River at Godeffroy, N. Y.

DAY.

Oct.

Aug.

Sept.

Nov.

Dec.

1909.

soaoMOicn^ccfco

tOtOtObOMtOtOfcSlOlNStO

otoootoooic^ooenwov

tOtObObObObObObObObObObObObObObObObObObObObObObObObObObObObO

bobototobobobotobobobobobobobobobobobotobobobobobobobobobobo

bobobobobobotobobobobobobobobobobobobotobobobobobobobobobobo

gssssaggsssggaaaggagaasassaaga

tototototototototobococowtotototototototototototo

Ox Ot oi Ox at O Ox Ox OtOOD4»¹OOiOiOiC7iOOiCuOiOOOtOi

Current-meter Discharge Measurements of Neversink River at Godeffroy, N. Y.

DATE.

Hydrographer.

Gage

height.

Width.

Area of section.

Dis

charge.

1909.

Aug. 21.....

Aug. 22.....

Nov. 20a....

C. C. Covert.... Covert and Hoyt C. C. Covert....

Feet.

2.84

2.70

2.10

Feet.

Square

feet.

Second-

feet.

157

154

40

495

298

32

202

31

a Measurement made at wading section 800 feet below mouth of Bosher kill. Note.— See also miscellaneous measurements in table next following.

Miscellaneous Discharge Measurements Made in the Delaware IIiver Drainage Basin.

DATE.

Stream.

Tributary to.

Locality.

Dis

charge.

1909.

Aug. 23a.... Nov. 206 Nov. 20c....

Neversink river Neversink river Neversink river.

Delaware river. . Delaware river. . Delaware river..

Godeffroy, N. Y. Godeffroy, N. Y. Godeffroy, N. Y.

Second-

feet.

169

76

9.2

a Measurement made in tail-race of power plant.

6 Discharge of Neversink river measured at the inflow to the power dam. c Measurement made above Basher kill; shows leakage when power plant is shut down.

MONGAUP RIVER DRAINAGE BASIN.

Description.

The Mongaup river rises near the village of Bradley in Liberty township, iSullivan county. It flows in a southerly direction through Sullivan county to the Delaware river, into which it empties near the village of Mongaup, about G miles northwest of Port Jervis.

The stream has a rather narrow, precipitious, well-timbered drainage basin, which is cut up by numerous small tributaries that form outlets to the various small lakes which characterize this drainage. Among the more important of these tributaries are Middle Mongaup, which joins near Bushville, West Mongaup, which joins near Mongaup valley, and Black Lake creek, about G miles farther down-stream. These tributaries are ail from the right, while from the left enters Kinne brook, about 3 miles below Mongaup valley, and Black brook, some 8 or 10 miles farther down-stream. The last six or seven miles of the stream’s course is along the boundary line between Orange and Sullivan counties.

Throughout its course the stream is very precipitious and it offers several opportunities for power development, the most important of which is Mongaup falls, some 8 or 10 miles above the mouth.

Mongaup River near Rio, 1ST. Y.

This station is located at the steel highway bridge near Partridge Ranch, about six miles above Mongaup village and about fourteen miles from Port Jervis, Y. Y. A standard chain gage was established at this point, December 8, 1906, to obtain general statistical and comparative data regarding the flow of the Mongaup. This station is maintained by Charles H. Cooke, C. E., of Yew York city, in cooperation with the U. S. Geological Survey and the State Engineer’s Department of Yew York. On account of inability to obtain reliable gage readings, earlier observations at this station have not been published.

The chain has a length of 15.14 feet and is referred to the following bench-marks: Yo. 1, highest point on a large boulder about fifty feet south of the down-stream side of the right abutment, marked with the letters “ B. M.”; elevation 6.18. Yo. 2, a point on the bridge seat on the down-stream, right abutment; elevation 12.07.

The bridge has a span of 140 feet. There is one channel at all stages and measurements are made from the down-stream side of the bridge. The channel above the station is straight for about 500 feet and during low and medium stages is divided into two parts by a small island just above the bridge. The channel below the bridge is straight for about 200 feet, when it makes an abrupt turn to the right. The banks on either side are of medium height and rarely overflow, except during extreme high stages. Conditions for measuring at this point are fairly good, except in low stages, when the current becomes rather sluggish. Low-water measurements are usually made by wading at the ripples below the bridge. Very few measurements have been made and there is no rating curve for this station.

Mean Daily Gage Height, in Feet, of Mongaup River at Rio, N. Y.

DAY.

Aug. Sept.

Oct.

Nov.

Dec.

1909.

10

11

12

13

14

15. .

16

17

18

19

20

21

22

23

24

25

26

27

28

29

30

31

0.66 0.69 0.70 0.74 0.66 0.69 0.69 0.80 0.92 1.09 1.56 1.14 1.02 0.95 0.89 0.84 0.76 0.79 0.75 0.74 0.74 0.74 0.75 0.74

oooocooooooooooooooooooooooooo

ssgsssgssgsssssssgssgggssgsgss?;

coooooooooocoocooocoooooocooooo

ooooooooooooooocoooooooooooooo

0.80

0.78

0.85

0.78

0.78

0.72

0.62

0.74

0.65

0.78

0.75

0.88

0.90

1.80

1.60

1.30

1.15

1.25

1.25

1.25

1.40

1.42

Current-meter Discharge Measurements of Mongaup River near Rio, N. Y.

DATE.

Hydrographer.

Gage

height.

Width.

Area of section.

Dis

charge.

1909.

July 24.....

Nov. 19a.. . .

C. C. Covert and W. A. James C. C. Covert................

Feet.

1.12

Feet.

138

.74

72

Square

feet.

Second-

feet.

157

15(1

60

51

a Measurement made at wading section.

SUSQUEHANNA RIVER DRAINAGE BASIN.

¹

Taken from Bern’s atlas of New York.

Description of Susquehanna River.

Susquehanna river rises in Otsego lake, in northern Otsego . county, 1ST. Y., at an elevation of 1,193 feet above tide and flows in a general southerly direction into Chesapeake bay. Its course is in many places extremely tortuous, crossing the state boundary between New York and Pennsylvania three times. The entire length of the river is about 500 miles, and it drains an area of 27,400 square miles, of which 21,060 square miles lie in Pennsylvania, 6,080 in New York, and 260 in Maryland.

The topography of the basin varies widely in character. In Mew York the stream and its tributaries flow through a rolling and in places rather broken country, bounded on the north by a mountainous area. In this part of the course its bed is of gravel or sand, with occasional rock ledges, and its banks are moderately high and not extensively subject to overflow. In Pennsylvania the river enters a mountain region, its banks are high, and it winds and twists among the parallel ranges in a bed composed generally of drift materials, gravel, sand and boulders. In the lower part of its course, from Marietta to Havre de Grace, it occupies a broad, deep valley, varying in width from a few hundred feet to more than a mile, and is for the most part bounded on either shore by rocky bluffs and table-lands elevated from 100 to 500 feet above its waters.

Susquehanna River at Binghamton, N. Y.

This station was established July 31, 1901, by Robert E. Horton, and has since been maintained by the IT. S. Geological Survey in cooperation with this Department. It is located at the Washington street bridge, about 800 feet up-stream from the junction of Chenango and Susquehanna rivers.

On account of the unfavorable conditions produced by a rift, which extends diagonally across the stream underneath the Washington street bridge, discharge measurements are made at the Exchange street bridge, 1,900 feet up-stream.

A standard chain gage is attached to the up-stream side of the left span of the Washington street bridge. The gage is up-stream from the crest of the rift and over a stretch of smooth water extending to the dam, 2,800 feet above. Gage readings are unaffected by backwater from Chenango river at ordinary stages. The gage is read twice each day by William Ray Monroe. The bench-mark is a chisel draft on the corner of the left bridge abutment on the up-stream side. Its assumed elevation is 100.00. The elevation of water-surface, when the gage reads zero, is 76.29.

Current-meter Discharge Measurements of Susquehanna River at Binghamton, N. Y

DATE.

Hydrographer.

Gage

height.

Width.

Area of section.

Dis

charge.

1909. Aug. 20..

C. C. Covert

Feet.

2.43

Feet.

438

Square

feet.

497

Second-

feet.

1,540

Mean Daily Discharge, Second-feet, of Susquehanna River at Binghamton, N. Y.

DAY.

Jan. Feb. Mar. April. May. June. July. Aug. Sept. Oct. Nov. Dec.

1909.

10

11

13

14

IT,

16

17

1'

19

20

21

22

23

24

2-T

26

27

!9

31

7,860 10,400    4,370 13,200    10,800    2,4.50

4,520 4,070 4,070

3.570

2.570 2,090 2,450 3,200 3,070 2,090 1,850 2,090 2,040 2,330 2,450 4,440

27,300

22.800 13,600

8,280 5,730 5,340 4,320

sin

810

810

810

...... 9,490 ...... 2,090 ......

700 500 700; 418 600| 600 700 418 700 500

6110

tO tO tO CO CO

1,040    920

920 1,850 920 1,610 700, 1,500 700 1,150 700 1,040 700 1.040

’920

’920

700

Tim

TOO

50(1

5110

500

500

41S

IKK)

467

I1>

500

600

II'

700

500

500

500

600

418

41'

IKK)

418

335

.-IK)

41'

335

335

Tim

335

335

418

335

41'

.....

335

500

41S

Too

II'

418

135

500

335

41'

500

700

7(10

921¹

020

700

......

600 700 700 920 700 1,040 600 920 700 920 700 920

418

70(1

700

810

IKK)

.....

600

418 1

418

600 1 500 1

Too

335

600

Tiki

Too

600

600

700

roo

Note.— Daily discharges January 1 to February 6 slightly affected at times by anchor ice. Open channel rating applied throughout. Discharges December 9-31 affected by ice conditions. These have been corrected and verified by intercomparisons with other stations in the Susquehanna drainage. Daily discharges January 1 to December 8 have been obtained from a well defined rating curve below 6 feet. The upper part of the curve is based on one measurement at 16.3 feet.

Monthly Discharge of Susquehanna River at Binghamton, N. Y. [Drainage area, 2,400 square miles.]

Run-off.

Discharge in Second-feet.

MONTH.

Maximum.

Minimum.

Mean.

Per

square

mile.

Depth in inches on drainage area.

January.. February. March. . . .

April.....

May......

June.....

July......

August. . . September October... November. December.

1909.

27,300

33.600

17.600 24,000

20.600 5,470 1,380 1,850

810

2,450 2,700 4,320 2,090 1,380

5,970

12,300

7,480

9,670

7.700

2.700

2.49

5.12

3.12 4.03 3.21

1.12

2.87 5.33 3.60 4.50 3.70 1.25

700

920

810

1,850

600

928

418

335

335

335

500

838

476

480

607

.387

.349

.198

.200

.253

.360

.45

.40

.22

.23

.28

.42

The year.

33,600

335

4,170

1.74

23.25

Miscellaneous Discharge Measurements, Susquehanna River Drainage Basin.

A measurement of the discharge of Susquehanna river at Sidney, 1ST. Y., was made by C. C. Covert, July 21, 1905). Stage of the stream was 2G.72 feet below the top of the hand-rail, 30 feet from the left-hand end of the bridge on the down-stream side. Discharge was 290 second-feet.

A measurement of the same stream at Owego, R. Y., April 24, 1909, showed a discharge of 9,780 second-feet, the stage of the stream being 2.80, as indicated by a gage on the down-stream end of the right-hand pier of the bridge.

Chenango River at Binghamton, RT. Y.

Chenango river rises in central Madison county, 1ST. Y., in the towns of Eaton and Madison, flows southward, and unites with the Susquehanna at Binghamton. Its head-water valleys lie at an elevation of about 1,200 feet above tide. The elevation of its mouth above tide is 804 feet. Its length is, approximately, 70 miles and its drainage area is 1,580 square miles.

The gaging station, which was established July 31, 1901, by Robert E. Horton, has since been maintained by the U. S. Geological Survey in cooperation with this Department. It is located at the Court street bridge, Binghamton.

The bridge to which the gage is attached stands squarely across the stream at a point where there is a good bed of gravel and small cobblestones and a smooth, uniform current. The channel is obstructed by three masonry piers supporting the four spans of the bridge, 79 feet clear width each, the bridge having a total length of 337 feet between abutments. A small rift between the station and the confluence of Chenango river with the Susquehanna, about 2,500 feet below, cuts off backwater at ordinary stages of the rivers. For periods during freshets or at times when there is an abnormal rise on one or both streams, either record may be affected by backwater and too great a discharge indicated.

A standard chain gage is attached to the hand-rail of the bridge on the up-stream side of the first span from the right bank. The gage is read by William Ray Monroe. The bench-mark is a circular chisel draft on the up-stream corner of the bridge-seat on the left abutment. Its assumed elevation is 100.00. The elevation of water-surface, when the gage reads zero, is 05.98.

In estimating the run-off of Chenango river, the area directly tributary to storage reservoirs, from which diversion is made to supply Erie canal, has been deducted from the total natural drainage area. The diversion area of six reservoirs at the head of Chenango river, whose outflow is turned into Erie canal through Oriskany creek, is about 30 square miles. The diversion area of De Ruyter reservoir, at the head of Tioughnioga river, whose outflow is turned into Erie canal through Limestone creek, is 18.2 square miles. These two areas have been subtracted from the natural drainage area of 1,580 square miles, giving an effective area of 1,532 square miles. This estimate is approximate, as no allowance for direct inflow to feeder channels from additional areas, nor for waste into the original stream, has been made. The gross area, from which more or less run-off is diverted, is about 105 square miles.

10

11

12

13

14

15

16

17

18

19

20

21

22

23

2^

2«

Mean Daily Gage Height, in Feet, of Chenango River at Binghamton, N. Y.

DAY.

1909.

Jan. Feb. Mar. April. May. June. July. Aug. Sept. Oct. Nov. Dec.

6.10

5.95

6 -’ll

i. 15

" -’ll

11

8.20

10.10

(I oil

7.55

7.10

6.55

6.50

5 Ml

5.75

6.15

6.00

5.70

5.65

5 511

5 mi

5.75

5.80

0 i .5

13.80

12.60

0 To

s I"

7.20

7.10

i, s5

8.15

7A8

7.28

7.20

o in

in "ii

5.10

5 15

5.15

5.10

5 mi

5.10

4.85

5 115

5 05

5 I"

4.90

4.90

1 mi

4.80

5 mi

5 on

5.20

5.15

5.15

5 OH

5.20

6.35

5.45

5.40

5.00

4.90

4.95

5 00

......

4.80

5 40

5 2n

5.35

5.20    5.20

5.30

2n

5 25

5 3:1

5.15 5.30 5.10 5.20 5.10 5.40

5.25

5 34

5.25

8.70

II HU

5.15

4.95

5.20

Note.— Ice conditions prevailed from about January 21 to 31, and also for short intervals during the winter season.

Mean Daily Discharge, Second-feet, of Chenango River at Binghamton, N. Y.

DAY.

Jan.

Feb. Mar. April. May. June. July. Aug.

Nov. Dec.

1909.

105

305

380

ill's

10

11

12

13

1,620

9,920

7,140

2,990

1,960

1,960

1,820

1,760

850

14

15

16

1,280

1,080

17

745

18

695

19

20

21

798

22

v5(i

23

’.in *

25

1,960

14,900

2"

27

28

2"

I, 340 4,360 7,680 5,740 3,300 2,620 4,270 3,190 2,880 2,760 4,610 6,440 8,590 6,090 3,860

18,200

18,900

13,400

7,950

II, 100 16.700 13,400

8,040

6,620

4,440 4,950 9,160 3,700 5,220 11,800 3,460 6,090 7,860

3.620    6,090 8,590 2,470 5,560' 7,410

2.320    5,560; 5,560

2.540    7,140: 6,620 2,180 8,040 5,300 2,040 6,620| 4,490 5,040 5,040 3,540

]    4,360 6,090

7.320    3,540 6,000 4,780 3,060 4,020 4,360 6,790 3,380

3.540    13,600 3,780 2,760 11,100 3,250 2,690 7,860 2,920 2,180 6,200 2,840 2,110 4,860 2,400 2,040 4 1,900 4

1.620    3 1,480 3 1,550 2 4,270 2

10,600 2 8,130 2 7,320 1 6,960 1

9,350

::o

31

6,180

2,110 1,760 1,550 1,480 1,3401 1,2101 1,0801 1,020 1,020 1,210 1.080

gSsSssi'slWlS^sIsSilSlijllSllI

g£iiii§§liiiii!SiSS££§£gggS!g!i

Note.— Daily discharge January 1 to December 20 is based on a well defined rating curve. Daily discharge January 1 to February 6 and December 1-20 may be somewhat nexcess, due to slight ice conditions for short intervals. Daily discharge December 21 to 30 is estimated on the basis of daily discharge at other stations in the Susquehanna drainage .

Monthly Discharge of Chenango River at Binghamton, N. Y. [Drainage area, 1,530 square miles.]

Run-off.

Discharge in Second-feet.

MONTH.

Maximum. Minimum. Mean.

Per

square

mile.

Depth in inches on drainage area.

January.. February. March. . . .

April.....

May......

June.....

July......

August. . . September October. . November December.

1909.

14.900

18.900 10,600 13,600 11,800

3,190

505

305

305

460

460

1,550

^^M<i^t--a«totooctow

tOOOOOCnOOOOOOr

The year.

18,900

to

OCOOOCOJMOOJ^N o COi''-COG©0’'HCOI>*LOt>-COO CO 00^hhO5t}(NhhhN^ h

1.85

4.86 2.70 8.39 2.55

.922

. 176

.116

.101

.117

.153

.263

1.39

2.13 4.54 3.11 3.78 2.94 1.03

.20

. 13

.11

.13

. 17

.30

18.57

CHEMUNG RIVER.

Description.

Chemung river is formed at Painted Post, N. Y., by the confluence of Tioga and Cohocton rivers. Cohocton river lies entirely in the state of New York. Tioga river receives, just above its mouth, Canisteo river, a large tributary, which also has its drainage basin in New York to the south of Cohocton. The drainage area of Tioga river, above the Canisteo, is mainly in Pennsylvania. Chemung river flows southeastward through Corning, Elmira and Chemung, crosses the state line and flows for a short distance in Pennsylvania, then returns to New York, and crosses again to Pennsylvania near Waverly, finally emptying into the Susquehanna near Athens, Bradford county, Pa. The total length of the river is about 40 miles, of which 30 miles lie in New York ; the drainage area, measured at the mouth, is 2,520 square miles.

The topographic features of the basin are, as a rule, bold and broad. The hills rise to a height of several hundred feet on either side, within a short distance of the stream. The upland plateau is to a large extent wooded, has impervious soil, no lake storage, and few marsh areas. Tributaries are ramifying and uniformly distributed, though not very numerous, and dry gullies, or flood channels, are common. The main river is sluggish, with low

banks and a broad valley or flood plain, which is often overflowed. The concentration of storm waters from the three large streams, which unite just above Corning, makes possible excessive floods. Dikes have been erected in the cities of Elmira and Corning for protection. One of the highest recorded freshets in the stream occurred June 1, 1889. It was preceded by phenomenal rainfall, aggregating several inches in a few hours during the night of May 31. The discharge at this time has been estimated at 67 second-feet per square mile from 2,055 square miles, or 138,000 second-feet.®

Chemung River at Chemung, H. Y.

The gaging station was established September 7, 1903, by Robert E. Horton. It has since been maintained by the U. S. Geological Survey in cooperation with this Department. It is located at the suspension highway bridge, midway between Chemung, 1ST. Y., and Willawana, Pa., near the state line.

The channel is straight for 700 feet above and 800 feet below the station. The right bank is high, cleared, and not subject to overflow; the left bank is medium height, wooded, and will overflow at high water. The bed of the stream is composed of gravel and is clean and permanent. The current is good. There is but one channel at all stages.

Discharge measurements are made from the down-stream side of the bridge, which has a single span of 395 feet. The initial point for soundings is the face of the right abutment on the downstream side.

A standard chain gage is attached to the up-stream side of the bridge, near the right bank, and is read twice each day by Daniel

L. Orcutt. The bench-mark is formed by three nails driven into a telephone pole 70 feet to the right of the initial point for soundings and about 30 feet up-stream. The pole is marked with black paint “ U. IS. G. S. B. M.” Elevation of bench-mark is assumed at 100.000. The elevation of water-surface, when the gage reads zero, is 70.12.

The smooth water reaches of the stream became ice-covered in winter. Needle ice forms over the rapids and is carried under

a Report of Francis Collingwood, C. E., on the protection of the city of Elmira, N. Y. against floods.

the surface ice. Much of the winter flow apparently filters through these beds of needle ice at times. The conditions render the estimation of the daily discharge in winter impracticable.

Mean Daily Gage Height, in Feet, of Chemung River at Chemung, N. Y.

DAY.

Jan. Feb. Mar. April. May. June. July. Aug. Sept. I Oct. Nov. Dec.

1909.

4.93

5.20    7.16

3.38

5.16

3.07    4.38

10

4.11

11

12

3.42    4.32

2.96'

3.60

2.86

:: i s

14

3.52

1.7

: s|

oibobot^cDMtOMOjbcn®'^^

Oirf^OO^OOfcOOOas^^OTiOi^i^fcO

5.33 15.39 5.37 15.15 5.47 9.61 5.19 7.73 4.93 6.67 5.03 5.91

6.15

5.81

5.85    5.27

5.08    4.82

4.79

! '.Hi

lii

4.46

17

3.80

18

3.76

I"

3.iu

20

7.37

21

7.70

22

6.44

7.33

24

•25

27

28

29

30

6.96 10.06 9.311 11.01 6.70    6.93

5.18    6.06

4.48    5.41 3.88

3.48

3.21

3.92

3.11

3.27    3.67 3.03 4.73 3.57 2.99 4.87 3.53 3.03

5.27    3.87 3.43 5.17 8.751 3.31

H-‘fcOfcOfcOfcOtOfcOtOtOfcObOtOtOtO

1.80 1.91 1.72 1.94 1.72 1.85 1.69 1.85

1.68

1.85 1.74 1.80 1.72 1.66 1.70 1.82

1.74

1.96

1.84

1.72

CCfOCOOJOOOON • »o OO 02 05 l> O OO CO 00 -oo

2.82

1 ''I

2.08

2.10

2.05!

1.72

2.01

1.92

5 1.89 2.021 1.94 1.99; 1.88 2.00

Note.— Ice conditions prevailed from about January 1-5, 14-23, January 31 to February 6 and December 9-31.

Current-meter Discharge Measurements of Chemung River at Chemung, N. Y.

DATE.

Hydrographer.

Gage

height.

Width.

Area of Dissection. charge.

1909.

April 23 ... .

Aug. 19.....

Dec. 21a.. . .

C. C. Covert C. C. Covert C. C. Covert

Feet.

4.62

1.82

2.82

Feet.

305

205

220

Square

feet.

1,600

1,110

Second-

feet.

3,290

234

156

232

a Complete ice cover; average thickness of ice, 0.40 foot; gage height to top of ice, 2.88 feet.

(i

10

11

12

1.:

14

14

K.

17

1"

1"

21

22

23

24

25

26.

27

28

29

30

31

Mean Daily Discharge, Second-feet, of Chemung River at Chemung, N. Y.

DAY.

1909.

Jan.

1,500

3,970

4,570

1,360

1,020

1,150

1,410

907

Mr,

700

600

OKI

500

500

4m<>

1,000

9,110

18,000

8,400

4,440

3,060

2.040

1,200

Feb. | Mar. April. May. June. July. Aug. Sept. Oct. Nov. Dec.

1,000 3,530 900 2,990 1,000 3,370 1,000 3,210 1,000 2,330 2,000 1,700 9,670 2,460 4,480 2,660

2.870    2,530 2,410| 6,340 2,770 10,600 1,640| 5,380 1,750 4,300 1,540 3,770 1,980 3,210 3,020 2,580 1,920 2,120

1.870    1,700

1.710    1,590

300 1,600 300 1,4501 700 1,230 200 1,120: 900    985

000 1,160

9,020 1,230

6.710    3,550 5,060, 3,840

...... 4,730

...... 4,500

tOMH    I—* t—c

‘O

4,870 46,200

4.970    45,000 5,210 18,100

4.550    11,400

3.970    8,320 4,190 6,320 6,940 6,060 6,160 4,730 4,300 3,730 3,670 4,100 3,000 3,630 2,640 2,860 2,540 2,530

12,400 2,610 22,800 2,610 10,700 2,710 7,360 2,310 5,230 1,970 4,140 1,750 3,470 1,600 3,310 1,420 3,390 1,290 3,270 1,180 2,480 1,090 2,110 1,060 1,740    975

1,600    936

1.550    975 2,030 1,420

14,900 1,280

§l§ji8l!18S8888IS£3S£S818885sS3

gjsgggsss§ggSSgssg8SS8gs§SSSSSSs

t—¹ t—¹ V-¹ H-* t—M—⁴ I—* »—⁴    >—¹

•    Oigg

tOlObOlOtOtOHMMl-'l-'HMMHMtOMh-'HI-'MMMMM t—* I—‘ I—H—‘

QiOOfcOOOOOOiC© tOOJCiOOitOCatOOiOOcDCSCDQtbJOObSbStOO

I    t—¹ V-¹ I—‘ 1—¹ t—‘

.    «<| cO OOCOt—^t—‘COOJOOH-^QifcO O* 05 QO CD04^COt4^Q©®?DGO

•    tvQOOiOOtJtJi^cOCOMCnCnffiOOatOOii^O^’^QOCOOOOOQO^

Note.— Daily discharges for open water period were obtained from a well denned rating curve. Daily discharges for ice period estimated on the basis of discharge at other stations in the Susquehanna drainage.

Monthly Discharge of Chemung River at Chemung, .V. Y. [Drainage area, 2,440 square miles.]

Discharge in Second-feet.

Run-off.

MONTH.

Maximum. Minimum. I Mean.

Per

square

mile.

Depth in inches on drainage area.

January... February. .

March.....

April......

May.......

June.....

July......

August. . . September October. . November, December.

1909.

17,000 24,000 10,600 22,800 46,200 9,560 655

300

900

985

1,550

936

640

140

(N *0 CO iO CO

189

207

280

230

•H.

75

99

93

136

The year

46,200

75

CCCCCCOlO O (N O CO CO c i-r-HO(Ni^TtHr^coeoioioa> »o

i-H

0.934

2.18

1.27

2.18

2.53

1.04

1.07 2.27 1 .46 2.43 2.92 1.16

.113

.053

.054

065

!064

.080

.881

.13

.06

.06

.07

.07

.09

11.81

ALLEGHENY RIVER DRAINAGE BASIN.

Description of Allegheny River.

Allegheny river, which, with the Monongahela, forms the Ohio at Pittsburg, rises in northern Pennsylvania, flows north into the state of New York, then flows south through western Pennsylvania. The headwaters have an elevation of about 2,500 feet and join those of Genesee river on the north and of the Susquehanna on the east. The total length from the source to the mouth at Pittsburg is about 300 miles, 47 of which are in the state of New York. The principal facts concerning this river have been given in a report by George Lehman, assistant engineer, contained in House Document No. 72, Fifty-fifth Congress, third session. Although this river drains a large area, much of which is of an elevated and even mountainous character, yet it is of comparatively small value for water-power. The total fall in 255 miles, between Olean, N. Y., and the mouth, is only 725 feet, or an average of less than 3 feet per mile. This descent is accomplished without abrupt pitches, and even with few rapids having a fall of much consequence. The drainage basin of Allegheny river above Red House is comparatively rugged and precipitous. It is mostly covered with brush and light forest. A considerable amount of snow accumulates in the winter and feeds the stream until late in spring. The basin is underlain by shales of the Chemung series, and the depth of soil is usually small, excepting in stream valleys. There are no lakes and no artificial storage tributary to the stream. The Cuba reservoir, which feeds the Erie canal through Genesee river, lies on the divide between the Allegheny and Genesee drainage basins. Apart of the overflow from this reservoir passes into the Allegheny, the rest passes into Genesee river. During about half of the year the river is navigable for small steamers to Franklin, 123 miles above Pittsburg.

Allegheny River at Red House, 1ST. Y.

This station was established September 4, 1903, by Robert E. Horton. It has since been maintained by the U. S. Geological Survey in cooperation with this Department. It is located at the Red House bridge, near the stations of the Erie and Pennsylvania railroads and about 5 miles below Salamanca, N. Y., about 13 miles above the point where the river leaves Hew York state. At Olean, H. Y., the wasteway from the Cuba reservoir enters the stream through Olean creek. This reservoir is located on the divide between Oil creek, tributary to Allegheny river, and Genesee river. The storage is commonly turned into Genesee river through the abandoned summit level of Genesee Valley canal, but may be diverted into Oil creek through the guard-lock at the head of the canal.

The channel is straight for 800 feet above and below the station, 494 feet wide between abutments, broken by two piers. The current velocity is well distributed. The right bank is high and does not overflow. The left bank overflows only at flood stages. At extreme high water there is an additional flood channel on the left bank. The bed is of gravel and is regular.

Discharge measurements are made from the down-stream side of the bridge. The initial point for soundings is the left end of the down-stream side of the bridge.

A standard chain gage is fastened to the up-stream side of the bridge near the middle of the left span; length of chain, 24.16 feet. The gage is read twice each day by G. H. Smith. The bench-mark is a circle cut on the down-stream side of the left abutment; assumed elevation, 100.00. The elevation of water-surface, when the gage reads zero, is 78.91.

LI

11

l::

14

15

1',

17

18

19

2li

21

22

23

25

23

27

2-s

29

31

DAY.

1909.

Jan.

Feb.

Mar.

April. May. June. | July.

Aug.

Sept.

Oct. | Nov.

I Ve.

3.53    4.33

7.33

5.33

3.43

3.33

3.43

5.93

8.23

7.93

5.93

4.94

4.73:

4.63

4.53

4.43

4.53

4.33

4.23

4.23

4.03

4.03

3.93

3.83

3.93

5.73

7.43

8.13

7.23

6.73

5.93

5 13.

4.93

4.53

4.23

4.13

5.43

6.13

8.03

7.53

6.73

5.93

5.63

5.1,3

5.13

4.93

4.93

5.43

8.13

7.53

6.83

7.13

t .MM

6.73

,1.33

6.73

8.78

9A,3

8.93

8.33

7.83

7.43

5 13

'1 93

r. 23

5.43

4.83

4.73

4.73

4.63

4.93

6.43

6.33

5.93

5.23

4.93

4.73

4.63

I.;,:;

l 53

4.43

4.33

4.33

4.93

7.83

7.93

6.93

3.33

5.73

4.93

5.73

5.53

5.43

5.73

5.93

5.83

6.13

5.53

5.33

5.33

6.13

6.73

5.53

5.43

5.33

6.03

6.43

6.13

5.83

5.63 5.t3

5.43

5.43

5.43

5.33

5.63 10.73

5.43

Note.— No ice notes obtained for at the gage was not affected much from about December 16 (o 31.

11.93

12.53

11.38

9.88

8.83

7.63

6.53

6.03

5. i'.3

5.23

5.23

5.63

5.43

5.33

5.23

5.93

6.13

6.03

5.73

5.43

5.23

4.93

4.83

4.53

4.33

4.23

4.03

3.93

4.23

4.23

4.13

4.13    3.93    2.93

2.83

2.83

3.23

3.93

3.83

2.93

2.83

2 S3

3.23

3 S3

3.73

2.93

2.83

2.73

3.13

3 S3

3.73

2.83

2.83

2.73

3.13

3.93

3 33

2.83

2 s:;

2.73

3.13

5.53

5.83

5.43

5.23

5.33

5.73

5.33

5.03

3.63

3.53

3.43

:: ::::

3.33

3.23

3.13

3.03

4.63, 2.83

4 AM

4.53

4.53

4.73

5.13

5.13

5.03

5.03

2.83

2.83

2.93

2.93

3.03

3.13

3.23

3.13

4.93    3.13

4.73    3.13

4.63

I 33

4.13

3.03

3.03

2.83

2.83

2.731

3.13

2.83

2.73

2.73

3.03

2.83

2.73

2.73

3.13

2.83

2.73

2.73

3.23

2.83

2.83

2.83

2.83

2.83

2.83

2.83

2.93

2.93

2.93

2.83

2.83

2.83

2.83

2.83

2.83

2. S3

2.83

2.83

2.83

3.03    2.83

2.93! 2.83

2.73

2.73

3.23

2.73

2.73

2.73

2.73

2.73

2.73

2.73

2.73

2.73

2.73

2.73

2.73

2.73

2.73

2.73

2.73

2.73

2.73

2.73

2.83

2.93

2.73

2.53

3.13

2.93

2.93

3.03

2.93

:: o:<

3.23

3.43

3. S3

3.73

3.33

3 33

3.83

3.53

3.43

3.33

3.33

3 33

3.43

3.33

3.23

3.23

3.23

3.23

3.33

3.33

3.33

3.43

3.53

4 53

4.43

4.43

3.93

3.93

3.83

3.53

3.43

CO CO CO CO OO CO CO CO 03 CO CO CO CO CO CO CO

3.80

3.80

3.80

• January, February and March. Probably the river by ice conditions during this period. Ice conditions

Current-meter Discharge Measurements of Allegheny River at Red House, N. Y.

DATE.

Hydrographer.

Gage

height.

Width.

Area of section.

Dis

charge.

1909.

Aug. 18a....

C. C. Covert

Feet.

2.91

Feet.

Square

feet.

80

103

Second-

feet.

271

a Measurement made at wading section, one-half mile up-stream.

•2

10

11

12

Li

14

15

16

17

IS

I"

2"

21

22

23

24

25

2"

27

2"

29

30

31

Mean Daily Discharge, Second-feet, of Allegheny River at Red House, N. Y.

DAY.

1909.

Jan.

Feb. I Mar. ;April. May.

June.

July.

Aug.

Sept.

Oct.

Nov. Dec.

900 1,940 9,840 3,890 31,300 788| 1,790 10,200 ! 3,420 34,600 685 1,650 8,510 2,980 28,300 788, 4,140' 6,340 4,910 20,500 5,460 6,040■ 4,140 4,390 15,800

13.200    12,400 2,780 4,140 10,900 12,000 10,500 2,600 4,910 7,240

5,460 7,870 2,600 5,460 5,750 3,000! 5,460! 2,420 4,180 4,650 2,600 4,650 2,980 6,040 3,650 l 2,420 4,650! 6,940 4,390 3,670 2,250 3,420 6,640: 3,890 4,650 2,090 2,980 5,4601 3,890 4,140

2.250    2,980 4,650| 6,040 3.890 1,940 4,140 3,650 7,870 3,650 1,790 12,800 2,980 5,750 5,460

| 1,790 10,500 2,600 4,390 6,040 1,510 8,190 2,420 4,140 5,750 1,510 9,170 2,250 3,890 4,910 1,380 9,840 2,250 5,750 4,140

1.250    7,870 2,090 6,940 3,650 1,380 6,640 1,940 6,040 2,980 4,910 7,870 1,940 5,180 2,780

10.200    15,600 2,980 4,650 2,250 12,800 19,400 11,600 3,890 1,940

9,500 16,200 12,000 4,140 1,790 . 7,870 13,700 8,510 4,140 1,510 . 5,460 11,600 6,640 4,140 1,380

. 4,140...... 4,^10    3,890 1,790

. 2,980 ...... 4,650    24,800 1,790

2.250    ...... 4,140     1,650

1.650 1,380 1,250

1.250 1,380 4,390 5,180 4,140

3.650 3,890 4,910 3,890 3,200

3.420 2,980 2,600

2.420

2.420

2.250 2,250 2,000

3.420 3,420 3,200 3,200

1,380

1,250

1,130

1,130

1,010

1,010

......

788

685

5s.s

497

l"7

M7

242

242

242

"2"

22"

ti)7

497

7>vn

497

"s"

600

940

650

120

320

242

242

242

12

242

212

2 12

242

242

212

320

320

120

242

2 42

212

212

242

242

497

497

407

4o7

407

242

242

212

242

242

tOMMMMI—‘MKI—‘t—‘I—‘MMI-¹!—‘Ml—*MI-‘t-‘tOtOtOtOtOtO

toSoSoSoaoSooSoSoSoSoSoSoSoSoSoSoSoooooooooSoSoboJotobOboto

212

I"'

168

168

Ms

168

168

168

168

320

1,130

.....

497

■2"

22"

4"7

107

588

7ss

1,250

1,130

1,010

1,010

......

mm

7ss

6S5

055

M M M to to to M

gjg'g'gilggiggggggggiggigsggggsi

§§ig£§§§§ll§3sliSS!gii!§gllg£l8

Note.— Open water conditions assumed, January 1 to March 31. Daily discharges January 1 to December 15 based on a well defined rating curve. Discharges December 16 to 31 estimated on the basis of the discharge frorn adjacent drainages.

Monthly Discharge of Allegheny River at Red House, N. Y. [Drainage area, 1,640 square miles.]

Discharge in Second-feet.

Runoff,

MONTH.

Maximum.

Minimum.

Mean.

Per

square

mile.

Depth in inches on drainage area.

January.. February. March....

April.....

May......

June.....

July......

August... September October.. November December.

1909.

13,200 19,400 12,000 24,800 34,600 5,180 1,380

ns;,

1,650

1,940

2,980

1,380

1,250

4,080

8,000

4,960

5,440

7,500

2,860

2.49

4.88

3.02

3.32

4.57

1.74

2.87

5.08

3.48

3.70

5.27

1.94

242

2.2"

242

242

593

.362

.42

1.250

2.250 1,130

168

168

407

400

257

185

544

877

644

.157

.113

.332

.535

.393

.18

12.

!38

60

The year.

34,600

168

3,000

1.83

24.50

A current meter measurement of the discharge of Cattaraugus creek at Gowanda, N. Y., was made by 0. C. Covert, August 16, 1909. The discharge was measured in the raceway near the dam and was found to be 97 second-feet. The stage of the stream, as indicated by the gage, was 1.42.

The foregoing records are such as are available for publication at the time of making this report.

Respectfully submitted,

ROBERT E. HORTON,

Resident Engineer.

f krak6w

INDEX OF ILLUSTRATIONS.

FACING

PAGE.

Dam near Crescent................................

Dam and lock at Visclier’s Ferry....................

Barge canal prism near Bochester, in rock section.....

I .adder-dredge, front view...........................

Ladder-dredge, rear view, with belt conveyor.........

Cantilever excavator...............................

Lock No. 2, at Waterford...........................

Lock No. 5, near Waterford.........................

Docking piers between locks near Waterford.........

Concrete docking between locks near Waterford.......

Mohawk river, from Crescent village................

Dam at Vischer’s Ferry............................

Lock No. 6, at Cranesville..........................

Lock No. 11, dam No. 7, at Amsterdam.............

Dam at Stillwater, under construction..............

Dam at Stillwater, completed......................

Lock No. 5, at Northumberland....................

Hudson river at southern end of contract No. 1......

Hudson river at Billing’s island....................

Southern end of Fort Miller-Crocker’s Beef land line

Lock No. 6, at Fort Miller.........................

Completed canal prism near Fort Miller............

Lock No. 8, near F.ort Edward.....................

Lock No. 11, at Comstock.........................

• Concrete bridge approach at Sylvan Beach..........

Lock No. 24, at Baldwinsville......................

Hydraulic dredge on contract No. 46...............

Dam near Delta..................................

Hydraulic dredge on contract No. 47................

Excavated channel, eastern end of contract No. 47...

Dredge forming hydraulic embankment at Irondequoit creek crossing. . . . 192 General view of hydraulic embankment at Irondequoit creek crossing

Spreading embankment, Irondequoit creek crossing................

Devolving excavator at work during navigation season............

Devolving excavator at work during closed season.................

Steam-shovel and tipple excavating plant.........................

Dipper-dredge excavating near Bendleton.........................

Devolving excavator building dike, contract No. 19................

Hydraulic dredge on contract No. 19.............................

Discharge from hydraulic dredge................................

10

12

14

16

18

52

54

56

58

60

62

64

66

72

74

76

7!;

80

82

84

86

90

92

132

136

138

142

188

190

194

196

198

200

202

204

206

208

Tests of concrete arches:

Fig. 1. Section through arch ring (page)........

Fig. 2. Cross-sections of arch rings (page).......

Fig. 3. Elevation of arch (page)................

Fig. 4. Section of Fig. 3 (page).................

Fig. 5. End view of Fig. 3 (page) . . . ............

Fig. 6. Arch rings, before testing...............

Fig. 7. Arch rings, testing levers in place.......

Fig. 8. Arch rings, just beginning test...........

Fig. 9. End view, just beginning test............

Fig. 10. Diagrams, showing kind of failure (page) Fig. 11. Apparatus for testing cubes and prisms. . .

Fig. 12. Diagram of failure of prisms. ............

Fig. 13. Prisms, after testing....................

New York-Connecticut boundary line:

Old monument .................................

Setting new monument..........................

New monument in place.........................

Diagram of Sault Ste. Marie canal lock...............

Memorial of early canal navigation....................

FACING

PAGE.

271

271

272

273

273

274 274 276

276

279

282

282

282

288

290

292

298

INDEX.

Annual Report of the State Engineer and Surveyor of New York,

1909.

PAGE.

Allegheny river drainage basin:

548

Description...........................

Gaging stations:

552

Gowanda, Cattaraugus creek........

549-51

Red House, Allegheny river.........

427-9 36, 176, 178

Alloway, Canandaigua outlet, gaging station.

Aqueduct at Durhamville, engineering expenses Assessment, Board of Equalization of, duties. .

Attorney-General, work for.................

Atwell, near, at North lake, West Canada creek basin, rain gage. .465, 475, 477 Au Sable Forks, Au Sable river, east branch, current-meter measure-

Baldwinsville, above dam, Seneca river, gaging station Baldwinsville, below dam, Seneca river, gaging station

Ballintine bridge, Genesee river, gaging station......

Barge canal:

Bureau of hydraulics..........................

Canal Terminal Commission....................

Cayuga and Seneca canal, included.............

Champlain canal:

Contract No. 1...........................

Contract No. 3...........................

Contract No. 3-A.........................

Contract No. 7...........................

Contract No. 15..........................

Contract No. 16 .........................

Contract No. 25 .........................

Contract No. 26 .........................

Contract No. 27 .........................

Contract No. 32 .........................

Contract No. 68 .........................

Contract No. 69 .........................

Contract No. 70 .........................

Contract No. 71 .........................

405, 406-7 405-6 203, 348-9

CO

rf

rH r-4

45,78-81, 122 45,81-4, 123

84

CO

V. v- CO ^    ^    ^

<ICOMGOOCOOOi 9 H    I    CO    ^    oi    re'll    o    1    |    1    1 ao

GO W    h    M    OT    O    4* Ol

t—¹    1 H-* I—•

K)K)K)K)K)K)WK)

10 »o

l—

—J -<!

CO Hi CJ*

Barge canal— (Continued) :

Champlain canal— (Continued) :

Contract No. 72 .............................

Contract No. 73 .............................

Contract No. 74 .............................

Charting of streams and lakes, recommended........

Contracts compared with appropriations............

Contracts completed, eastern division................

Contracts pending by divisions:

Eastern division .............................

Middle division ..............................

Western division .............................

Engineering expenses. (See “Engineering expenses.”) Erie canal:

Contract No. 2 . .

Contract No. 4 . .

Contract No. 4a .

Contract No.

Contract No.

Contract No.

Contract No.

Contract No.

Contract No. 11 .

Contract No. 12 .

Contract No. 13 .

Contract No. 14 .

Contract No. 16 .

Contract No. 17 .

Contract No. 18 .

Contract No. 19 .

Contract No. 20-A Contract No. 20-B Contract No. 20-C Contract No. 20-D Contract No. 21 .

Contract No. 23 .

Contract No. 29 .

Contract No. 30 .

Contract No. 31 .

Contract No. 34 .

Contract No. 38 .

Contract No. 40 .

Contract No. 41 .

Contract No. 42 .

Contract No. 43 .

Contract No. 44 .

Contract No. 45 .

Contract No. 46 .

Contract No. 47 .

PAGE.

75, 76 75, 76

75

17-18,    19

11

38, 120

. 45-6, 123-4 45,46-7, 182 . . 45, 47, 240

..... 45,53-4, 123

46, 131, 132-4, 182

131

................ 46, 138, 182

.............. 47,196-9, 240

45, 123, 131, 134, 182, 199, 240

............45,58,60-1,    123

.......... 47,    203, 204-5, 240

............... 45, 54-6, 123

.......... 46,    135-6, 138, 182

...... 45, 68, 70, 123, 135, 136

.......... 45,    58-9, 65-7, 123

196

...... 47, 194, 196, 240

...... 46, 68, 73-4, 124

. . . 46, 68, 72-3, 74, 124 .. . 46,67,70-2,74, 124

............. 38,    120

........ 47, 194-5, 240

. ... 47,206, 208-9, 240

.......... 47,195, 240

. ... 46,131-2, 134, 182

......... 131,132, 134

......... 131,132, 134

... 46, 135, 136-7, 182

.......... 46, 138, 182

47, 190, 191. 192-3. 240

PAGE.

.......190, 191, 192

........190, 191, 192

Barge canal— (Continued) :

Erie canal— (Continued) :

Contract No. 48 .....

Contract No. 49 .....

Contract No. 57 .....

Contract No. GO ....

Contract No. 61 .....

Contract No. 62 ....

Contract No. 63 .....

Contract No. 64 .....

Contract No. 65 ....

Contract No. 67 ....

Contract No. 76 ....

Contract No. 77 ....

Contract, Delaware Ave., Tonawanda, to Niagara river Hudson river improvement by United States

Hydraulic investigation for...............

Inspection of steel, iron and metal.........

Lock construction ..........

Maintenance...............

Oswego canal:

Contract No. 10 .......

Contract No. 35 .......

Contract No. 37 .......

Contract No. 39 .......

Contract No. 53 .......

Park sites, recommendations.

Portions under contract.....

Recommendations..........

Record for 1909............

Report of State Engineer....

Report on stream gaging. . . .

Reports of division engineers:

Eastern division .......

Middle division ........

Western division.......

Residencies, by divisions:

Eastern division .......

Middle division ........

Western division.......

Residencies, reports:

Champlain, No. 1.......

Champlain, No. 2.......

Champlain, No. 3......

Erie, No. 1 ............

Erie, No. 2............

Erie, No. 3 ............

Erie, No. 4 ............

Erie, No. 5 ............

194

47,203,204,205-6, 240

.......... 203,204, 269

............. 206, 208

............. 191,    192

............. 191,    192

209

12-13

17

14-15

16

17,    19

. . . 46,139-40, 182 46,139,140-1, 182

139

139

46, 139, 141, 182

19

11-12

18-19

10-11

9-19

315

52-95

130-44

189-211

52

130-1

189-90

. 52, 75-8 52, 78-92 . 52, 92-5 . 52, 53-7 52, 57-62 . 52, 63-7 52, 67-74 131-4

Barge canal— (Continued) :

Residencies, reports— (Continued):

Erie, No. 6 .......................................

Erie, No. 7 ........................................

Erie, No. 8 .......................................

Erie, No. 9 ........................................

Erie, No. 9-A ....................................

Erie, No. 9-B .....................................

Erie, No. 10-A ....................................

Erie, No. 10-B ....................................

Erie, No. 11 ......................................

Oswego, No. 1......................................

Water-supply....................................

Status of work........................................

Water-power development ..............................

Water-supply:

Contract No. 50 ..................................

Contract No. 51 ..................................

Contract No. 55 ..................................

** Barge Canal Bulletin,” report on..........................

Batten kill, Battenville, Hudson river, gaging station.........

Battle Island, above dam, Oswego river, gaging station.........

Battle Island, below dam, Oswego river, gaging station.........

Battle Island, opposite, Oswego river, gaging station.........

Belgium, highway bridge, Seneca river, gaging station.........

Belgium, near, Gascon reef, Seneca river, gaging station.......

Binghamton, Court street bridge, Chenango river, gaging station Binghamton, Washington street bridge, Susquehanna river, gaging

station...............................................

Black creek at Gray, West Canada creek basin, rain gage. .. .

Black creek. (See “Waterhouse creek,” Oswego river basin.)

Black River canal:

Engineering expenses, ordinary repairs...........

Uninterrupted navigation .......................

Black river drainage basin:

Description....................................

Gaging stations:

Felts Mills, Black river.....................

Moose River village, Moose river.............

“ Blue line ” surveying and monumenting, recommended

Boards and commissions, State Engineer’s duties.......

Boundary lines and monuments, State Engineer’s duties Boundary lines, State:

Canada ......................................

Connecticut....................................

Massachusetts.................................

New Jersey....................................

Pennsylvania..................................

PAGE.

135-7

138

189,190-3

193

. 190, 193-6 190,196-203 .. 190, 203-6 . . 190,206-9 190', 209-11

..... 139-41

142-4

10

18

142

142

47, 142-4, 182 .....    15-16

508

367

366

364-5

400

399

541-4

539-41

475

35,166, 178

127

338-9

339-41

341-3

30

7-8

8, 23

23

23,24,285-94

23

23

Boundary lines, State—(Continued) :

Recommendations..............................

Statistics...................................

Vermont......................................

Bouquet river, Willsboro, current-meter measurement. .. Braddock’s dam, Oswego river. (See “Battle Island.”) Brewerton, highway bridge, Oneida river, gaging station Bridge designer, report of tests on concrete arches......

PAGE.

23, 24

23

23, 24

324

384

268,269-83

Bridges:

Buffalo, Georgia street Bureau of:

188,235,236, 266

Duties................

Engineering expenses . ..

Report ................

Cazenovia, Mill street.......

Rochester, Allen street......

Rochester, Lyell avenue.....

Seneca Falls, Ovid street. .. . Syracuse, North Salina street

Utica, Seneca street.........

Waterford, Mohawk street...

Buffalo, Georgia street bridge. .. .

Bureau:

................ 22-3

.............36, 115, 119

................ 266-8

........ 127, 175, 178, 266

188, 189, 234, 236, 239, 266 . . 188-9, 234, 236, 237, 266

........ 128,175,178, 266

............ 128,175, 178

........ 128, 176, 178, 266

................ 116,    119

..... 37, 188,235,236, 266

Bridges....................

Hydraulics...................

Land........................

Burgoyne, Fish creek, gaging station Buskirk, Hoosic river, gaging station Butternut creek, near Jamesville, description and gaging station

22-3,36, 266-8 .. . 27,313-552 ......    263-5

508

502

396-7

Canada, boundary line...................................

Canadian canal, accident at Sault lock.....................

Canadice lake, description and gaging station near Hemlock

Canajoharie, Moliawk river, gaging station...............

Canal:

' K) 05 CO

352-3

455

Duties of State Engineer....................................

Maintenance.............................................

Work of the eastern division.................................

Work of middle division.....................................

Work of the western division.................................

Canal, Barge. (See “Barge canal.”)

Canal Board:

Duties ...................................................

Power pertaining to water-power development, recommendation.

Canal lock, relic at Little Falls, recommendation..................

Canal Terminal Commission, duties and members..................

Canandaigua outlet:

Description..............................................

51

127

187

19

31

8, 14

Canandaigua outlet— (Continued) :

Gaging stations:

Alloway ... ....................•..............

Canandaigua.................................

Canvassers, State Board of, duties.......................

Catskill creek, South Cairo, gaging station...............

Cattaraugus creek, current-meter measurement at Gowanda.

Caughdenoy, above lock, Oneida river, gaging station.....

Caughdenoy, below lock, Oneida river, gaging station.....

Cayuga, above West Mud lock, Seneca river, gaging station Cayuga and Seneca canal:

Engineering expenses:

Ordinary repairs .........

Survey .................

Gaging stations ..............

Included in Barge canal system

Report on survey..............

Report to Senate..............

Routes:

PAGE.

427-9

429

436

552

383

382

413-14

.......... 35, 166, 178

37, 117, 119, 176-7, 178

251

13-14

249-52

243-8

Cayuga canal Seneca canal

Seneca river, east and west line. . . Seneca river, north and south line

Survey..........................................

Uninterrupted navigation ...........................

Cayuga, below West Mud lock, Seneca river, gaging station Cayuga lake, Ithaca, gaging station Cayuga lake, water records. .

Cazenovia lake, capacity ....

Cazenovia, Mill street bridge

. . . . 249,250 250-1 . . ..    250-1

251

129,    249-52

127

413

..    414-15

129-30, 183

389

36, 38, 175, 178, 179,266

Cement:

Portland, use on canals....................

Report of tests...........................

Tests, laboratory.........................

Central Bridge, Schoharie creek, gaging station..

Champlain canal:

Engineering expenses:

Barge canal construction...............

Ordinary repairs......................

Portions under contract...................

(See also “Barge canal” and “Contracts.”)

Charting of streams and lakes, recommended...

Chemung river, description and gaging station at Chemung. .......

Chenango river, description and gaging station at Binghamton.....

Chittenango creek, description and gaging station at Chittenango. .

Civil Service Law, amendment recommended......................

Clyde river:

Description...............................................

255-61

20

450

35, 105-8,119 . . 35, 97, 119

12

17-18, 19 544-7 541-4 388-92

31

Clyde river— (Continued) :

Gaging stations:

Clyde ..............................

Lyons ..............................

Cohoes, Mohawk river, gaging station...........

Commissions and boards, State Engineer’s duties

Concrete arches, tests of, report . ..............

Concrete, use on canals........................

Connecticut boundary line ......................

Contents, table of ...........................

Contracts:

Barge canal:

Champlain canal:

No. 1...........................

No. 3..........................

No. 3-A........................

No. 7...........................

No. 15.........................

No. 16.........................

No. 25........................

No. 26........................

No. 27.........................

No. 32........................

• No. 68.........................

No. 69..........................

No. 70.........................

No. 71.........................

No. 72.........................

No. 73.........................

No. 74.........................

Completed during the year............

Erie canal, eastern division:

No. 2..........................

No. 7..........................

No. 8..........................

No. 11.........................

No. 13.........................

No. 14........................

No. 16........................

No. 17.........................

No. 18........................

No. 20-A......................

No. 20-B......................

No. 20-C......................

No. 20-D ... ....................

No. 29........................

No. 30........................

No. 31........................

No. 34........................

PAGE.

423

424 441-2

7-8

268,    269-83

23,    285-94

45, 78-81, 123 45, 81-4, 123

84

..... 45, 85, 123

. . . 45, 92-4, 123 . . . 45, 85-6, 123 .. . 46, 94-5, 124 . . . 46, 86-7, 124 . . 46, 87-91, 124 .. . 46, 91-2, 124 46, 75, 76-8, 124

75

75, 76 75,76 75,76 75, 76

75

38, 120

...... 45, 53-4, 123

.. . 46, 68, 73-4, 124 46, 68, 72-3, 74, 124 46, 67, 70-2, 74, 124 ........... 38,    120

Contracts— (Continued) :

Barge canal— (Continued) :

Erie canal, middle division:

No. 4................

No. 4-A..............

No. 5................

No. 7................

No. 12...............

No. 13...............

No. 42...............

No. 43................

No. 44................

No. 45...............

No. 46................

No. 57...............

Erie canal, western division:

No.................

No..................

No.................

No. 19...............

No. 21...............

No. 23...............

No. 38................

No. 40...............

No. 41.................

No. 47................

.No. 48 ................

No. 49................

No. 60..............

No. 61...............

No. 62...............

No. 63...............

No. 64...............

No. 65................

No. 66...............

No. 67...............

No. 76...............

No. 77...............

Delaware Ave., Tonawanda, to Niagara river Oswego canal:

No. 10................................

No. 35................................

No. 37................................

No. 39................................

No. 53................................

Pending, September 30, 1909, by divisions:

Eastern division ........................

Middle division ..........................

Western division ........................

PAGE.

46, 131, 132-4, 182

131

...... 46, 138,182

.. 45, 131, 134, 182 46, 135-6, 138, 182 . . 45, 135, 136,182 46, 131-2, 134, 182

..... 131, 132, 134

..... 131, 132, 134

46, 135, 136-7, 182

...... 46, 138, 182

.......... 135, 137

..... 47, 196-9,240

....... 45, 199,240

47, 203, 204-5,240 47, 209, 210-11,240

196

...... 47, 194, 196,240

........ 47, 194-5,240

. .. . 47, 206, 208-9, 240

.......... 47,    195,240

47, 190, 191, 192-3,240

......... 190,    191, 192

......... 190,    191, 192

. . 47, 196, 199-201,240 . . .. 47, 196, 202-3, 240 .............. 203,204

194

47, 203, 204, 205-6,240

......... 203, 204,269

......... 47, 206-7,240

.............. 206,208

.............. 191, 192

.............. 191,192

209

. . . 46, 139-40, 182 46, 139, 140-1,182

139

139

46, 139, 141,182

... 45-6, 123-4 . 45, 46-7, 182 ... 45, 47, 240

Contracts— (Continued) :

Barge canal — (Continued) :

Portions under contract...........

Water-supply:

No. 50.....................

No. 51...........-..........

No. 55......................

Cazenovia, Mill street bridge, completed Highway improvement, completed, to Feb. 17, 1909, by divisions: Eastern division Middle division .

Western division

PAGE.

11-12

142

142

47, 142-4, 182 .....    38, 179

............. 39, 120

39-40, 145-64, 179-80 ...... 40, 212-26,238

Highway improvement, pending, February 17, 1909, by divisions:

Eastern division ..................................

Middle division ..................................

Rochester, Allen street bridge, pending Sept. 30, 1909.....

Rochester, Lyell avenue bridge, completed...............

Skaneateles lake outlet, protection wall, completed......

Special works, completed during year...................

Syracuse, Catharine street bridge, pending Sept. 30, 1909 Syracuse, North Salina street bridge, completed

Corinth, Hudson river, gaging station..........

Court of Claims:

Recommendation concerning ...............

State Engineer’s duties and work for.......

Surveys for .............................

Court of Claims, surveys, engineering expenses:

Eastern division.........................

Middle division .........................

Western division ........................

. 41-3, 121-2 .... 43-4, 181 188, 189,239 38, 188-9,237

.....    38,179

..38, 179,237

182

38,179 521-2

21

20-21, 51, 129, 187

37, 116, 119 37, 177, 178 37, 235,236 ...    514—15

Crocker’s Reef dam, Hudson river, gaging station Cross lake, above, highway bridge, Jordan, Seneca river, gaging station. 409-10 Cross lake, water records

129-30, 183

Deerfield reservoir, near Utica, Mohawk river basin, rain gage

DeGraff, H. W., Deputy State Engineer..........

Delaware river drainage basin:

Description..............................

Gaging stations:

Godeffroy, Neversink river ..............

Hancock, East branch, Delaware river.....

Hancock, West branch, Delaware river....

Port Jervis, Delaware river..............

Rio, Mongaup river.....................

Delta, above dam, Mohawk river, gaging station. .

Delta, below dam, Mohawk river, gaging station.. .

Delta, near lock No. 7, Mohawk river, gaging station Depositories, fireproof, recommended.............

481

32, 252, 260,294

524-5

534-6

525-8

528-30

531-3

537-8

491-2

490-1

489-90

Division engineer, reports:

Eastern division .....................

Middle division ........................

Western division ......................

Dolgeville, East Canada creek, gaging station. . Drainage areas. (See names of localities.) Dresden, landing and pier:

Engineering expenses ...................

Survey...............................

Dunsbach Ferry, Mohawk river, gaging station Durhamville aqueduct, engineering expenses. .

PAGE.

49-124

125-84

185-240

456-8

37, 235, 236

188

442-4 36, 176, 178

Eagle bridge, Hoosic river, gaging station................

East Canada creek, Dolgeville, gaging station............

Eastern division:

Engineering expenses. (See “Engineering expenses.”)

Engineer’s report ..................................

Location . . ........................................

Engineering expenses:

Eastern division:

Barge canal construction:

Champlain canal ..........................

Erie canal ................................

Head office account ........................

Bureau of bridges.............................

Cayuga and Seneca canal survey................

Court of Claims surveys.........................

Hydrographic survey ..........................

Improvement of public highways.................

Maintenance and repairs of highways.............

“Money system” repairs of highways...........

Monuments and maps, examination...............

Ordinary repairs:

Champlain canal ..........................

Erie canal ................................

Special surveys ..............................

Summary..................................

Topographic survey ...........................

Waterford, Mohawk street bridge................

Middle division:

Barge canal construction:

Erie canal ................................

Oswego canal .............................

Cayuga and Seneca canal survey.................

(Cazenovia, Mill street bridge....................

Court of Claims surveys. . ......................

Durhamville aqueduct .........................

Improvement of public highways.................

502-4

456-8

49-124

51

.. 35, 105-8,119 .. 35, 101-5, 119 . 35, 98-101,119 . . .. 36, 115, 119 . . . . 37, 117, 119 . . . . 37, 116, 119 . .. . 37, 118, 119 . 36, 108-14,119

36

36,    114,119

37,    115,119

. . . 35, 97, 119 . .. 35, 97, 119

......    37,119

......    37,119

37, 117-18,119 .. 37, 116, 119

35,    166-9,178 35, 169-71,178

37, 176-7, 178 .. 36, 175, 178 .. 37, 177,178 . . 36, 176,17S

36,    171-4,178

Engineering expenses — (Continued) :

Middle division—(Continued) :

Maintenance and repairs of highways Ordinary repairs:

Black River canal ..............

Cayuga and Seneca canal........

Erie canal .....................

Seneca Falls, Ovid street bridge......

Special surveys ....................

Special work .......................

Summary..........................

Syracuse, North Salina street bridge. .

Utica, Seneca street bridge..........

Summary of State by divisions...........

Western division:

Barge canal construction, Erie canal. .

Buffalo, Georgia street bridge.......

Court of Claims surveys............

Dresden boat landing and pier........

Improvement of public highways......

Keuka lake outlet, lighthouse........

Ordinary repairs, Erie canal.........

Rochester, Allen street bridge........

Rochester, Lyell avenue bridge.......

Special surveys .....................

Special works .....................

Summary........................

PAGE.

36, 174,178

. 35, 166, 178 . 35, 166, 178 . 35, 165, 178 . 36, 175,178 . 37, 177, 178 36, 175-6,178

.....    37,178

. 36, 175,178 . 36, 176, 178

37

35, 227-31,236 . . 37, 235, 236 . . 37, 235,236 . . 37, 235, 236 36, 232-3,236 ......    37,236

. . 35, 227,236 . . 36, 234, 236 . . 36, 234, 236 .... 37, 235-6

. . 36, 234, 236 ......    37, 236

Erie canal:

Engineering expenses:

Barge canal construction.

Ordinary repairs.......

Gaging stations:

Little Falls............

Pendleton, change bridge Rochester, aqueduct ....

Tonawanda, Main street bridge....................

Portions under contract.............................

Uninterrupted navigation ...........................

(See also “Barge canal” and “Contracts.”)

Erieville reservoir, capacity.............................

Esopus weir, Olive Bridge, gaging station...............'.

Euclid, Oneida river at Schroeppel’s bridge, gaging station

35, 101-5, 119, 166-9, 178, 227-31,236 .......... 35,97,119,165,178,227,236

462

431

350

431-2

11-12

127

389

436-7

379-80

Fayetteville, Limestone creek, gaging station........

Felts Mills, Black river, gaging station..............

Fireproof depositories, recommended.................

Fish creek, Burgoyne, Hudson river, gaging station. . Fish creek, Sylvan Beach, Oneida lake, gaging station

393-4

339-41

29

508

Fonda, Fultonville bridge, Mohawk river, gaging station............

Fort Edward, Bridge street, Hudson river, gaging station..........

Fort Edward, International Paper Co.’s dam, Hudson river, gaging

station.....................................................

Fort Edward, mouth of Snook kill, Hudson river, gaging station. . . .

Fort Hunter, Schoharie creek, gaging station.....................

Fort Miller, above dam, Hudson river, gaging station...............

Fort Miller, below dam, Hudson river, gaging station..............

Fort Miller, below, Hill street, Hudson river, gaging station........

Fort Miller, mouth of Moses kill, Hudson river, gaging station.....

Fort Montgomery, Richelieu river, gaging station..................

Fort Plain, Mohawk river, gaging station.........................

Fox Ridge, R. R. bridge, Seneca river, gaging station...............

Fulton, above lower dam, Oswego river, gaging station.............

Fulton, above upper dam, Oswego river, gaging station.............

Fulton, mouth of Waterhouse creek, Oswego river, gaging station.. .. Fultonville bridge, Fonda, Mohawk river, gaging station...........

PAGE.

453-4

517-18

518-20

516-17

449

513-14

512-13

511-12

515-16

324-6

455-6

411-12

369

370

368

453-4

Gaging methods:

Barge canal stations...................................

Cooperative stations...................................

Current-meter rating ..................................

Current meters........................................

Dams and mills........................................

Gages................................................

Rating tables .........................................

Readings.............................................

Water-wlieels, turbine ..................................

Gaging of streams:

Accuracy of individual current-meter measurements........

Effect of diversion for canal............................

Ice conditions.........................................

Maximum discharge ...................................

Methods. (See “Gaging methods.”)

Observers ............................................

Report on ............................................

Report on cooperation with U. S. hydrographic survey. ....

Sources of error........................................

(See also names of drainage basins, streams and localities.) Gaging stations, report on. (See names of drainage basins, streams and localities.)

Ganargua creek:

Description................................................

Gaging stations:

Newark, north of........................................

Palmyra, near .........................................

Gascon reef, near Belgium, Seneca river, gaging station............

315-16

316

317-18

317-18

316-17

316

319

318-19

317

320

320

317, 319-20

321

321

313-552

26-7

319-20

422

425

425-6

Genesee river drainage basin:

Description...............................................

Drainage areas ............................................

Gaging stations:

Ballintine’s bridge, Genesee river.........................

Hemlock, Canadice lake outlet...........................

Mt. Morris, Genesee river................................

Rochester, Elmwood avenue, Genesee river.................

Geneva, above regulation works, Seneca river, gaging station......

Geneva, below regulation works, Seneca river, gaging station......

Geological Survey, U. S.:

Cooperation with.........................................

Report on cooperative stream gaging........................

Report on cooperative topographic survey....................

Glens Falls, above feeder dam, Hudson river, gaging station........

Godeffroy, Neversink river, gaging station........................

Gowanda, Cattaraugus creek, current-meter measurement..........

Graefenburg hydrophysical station, near Utica, Mohawk river basin. Grant, near Twin Rock bridge, West Canada creek, gaging station. . Grant, near Twin Rock bridge, West Canada creek basin, rain

gage...........................................

Gray, Black creek, West Canada creek basin, rain gage

PAGE.

344

345

348-9

352-3

350-2

346-8

421-2

420-1

315

307-11

521

534-6

552

4S1

472-5

465, 475,477 475

Hancock, East branch, Delaware river, gaging station.............

Hancock, West branch, Delaware river, gaging station............

Head office account, Barge canal construction, engineering expenses

525-8

528-30

Hemlock, Canadice lake outlet, gaging station....................

Herkimer, Mohawk river, gaging station.........................

Herkimer, near, Kast bridge, West Canada creek, gaging station. . . Higbie-Armstrong law. (See “Improvement of public highways.”)

35, 98-101, 119 352-3

462-4 465 -7

Highway Commission:

Transfer of work to

Work for ........

Highway improvement. (See “ Improvement of public highways.”)

Hinmansville bridge, Oswego river, gaging station...........

Hoffmeister, West Canada creek basin, rain gage..............

Honnedaga, West Canada creek basin, rain gage............

Hoosick Falls, Hoosic river, gaging station..................

Hoosic river drainage basin:

Description........................................

Gaging stations:

Buskirk, Hoosic river..............................

Eagle Bridge, Hoosic river........................

Hoosick Falls, Hoosic river........................

Horseshoe dam, above site of, Oswego river, gaging station.... Horseshoe dam, below site of, Oswego river, gaging station. . . . Hudson river canalization, Federal improvement, recommended

19, 96, 127, 187 ...... 20, 255

374

465,475, 476

465

504-5

501-2

502

592-4

504-5

373

372

Hudson river drainage basin:

Description.........................

(See also “ Upper Hudson drainage basin,

age basin ” and “ Mohawk river drainage basin.”)

Hydraulic investigation for Barge canal..........................

Hydraulics, bureau of...........................................

Hydrographic survey, engineering expenses.......................

Hydrophysical station. (See “Graefenburg hydrophysical station.”)

PAGE.

433

Lower Hudson drain-

t— i-

h (M «

improved public highways, maintenance and repairs, eastern division 36, 119

Improvement of public highways:

(For names of roads, see “ Improvement of public highways, Contracts completed, and Contracts pending.” Roads completed before current year not indexed by name.)

Contracts completed:

Broome county:

Conklin, No. 421..........................

Lisle-Center Lisle, No. 445................

Maine road, No. 374......................

Union-Maine, No. 275 ....................

Vestal, No. 420...........................

Cattaraugus county:

Orleans-Allegany, sections 1 and 2., No. 601

Portville-Olean, section 2, No. 731........

Cayuga county:

Auburn-Flbridge, No. 592..................

AubumGSeneca Falls, section 1, No. 590........... 39, 159, 180

Fleming, No. 384.......................

Moravia-Niles, No. 591..................

Chautauqua county:

Falconer-Kennedy, No. 698..............

Chemung county:

Horseheads-Corning, No. 358 ...........

Wellsburg, No. 355....................

Chenango county:

Norwieh-Kings Settlement, No. 597......

Norwicli-Preston, No. 598...............

Norwich-South New Berlin, section 1, No. 596 . . . 40, 160-1, 180

Cortland county:

Cortland-Homer, No. 208.............

Harford, No. 379.......................

Homer-Tully, section 1, No. 510.........

State road, Homer, No. 380.............

Dutchess county:

Poughkeepsie-Pleasant Valley, No. 549 Erie county:

Alden-Town line, Clinton street-Marilla, No. 529. 40, 220, 238 Base Line-Grand Island, section 1, No. 530

39, 152-3, 180 . 39, 155, 180 . 39, 150, 180 . 39, 146, 179 . 39, 152, 180

40, 222, 238 40, 225, 238

39, 160, 180

39, 151-2, 180 39, 159-60, 180

40, 224, 238

40, 214, 238 40, 213, 238

..... 40, 161, 180

... 40, 161-2, 180

...... 39, 179

39, 150-1, 180 . 39, 157, 180 . 39, 151, 180

39, 120

Improvement of public highways—(Continued):

Contracts completed—(Continued):

PAGE.

40, 221, 238 40, 221, 238 40, 214, 238 40, 215, 236 40>, 215, 238 40, 219, 238 40, 219, 238 40, 221, 238

Erie county—(Continued):

Base Line-Grand Island, section 2, No. 531 Base Line-Grand Island, section 3, No. 532

Clinton street, section 1, No. 371..........

Clinton street, section 2, No. 372........

Goodrich, No. 373........................

Lawton-Gowanda, No. 525...............

North Collins-Lawton, No. 524............

Skinnersville-New Home Bridge, No. 584...

Jefferson county:

...... 39, 179

. 39, 153, 180 39, 153-4, 180

Adams-Henderson, section 2, No. 234......

State, section 2, No. 426..................

Watertown-Carthage, section 3, No. 428.....

Madison county:

40, 163-4, 180 . 39, 149, 180 . 39, 148, 179

Chittenango-Oneida, section 2, No. 726......

Georgetown, No. 339......................

Syracuse turnpike, No. 337 .................

Monroe county:

40, 217, 238 40, 212, 238 40, 212, 238 40, 217, 238 40, 213, 238 40, 218, 238 40, 216, 238

Buffalo, section 3, No. 402................

Chili, section 1, No. 254..................

Chili, section 2, No. 255..................

Churchville-Riga, No. 403.................

Clover street, section 1, No. 294..........

Clover street, section 2, No. 474........

Latta, No. 399 ..........................

Niagara county:

40, 223-4, 238 . 40, 224, 238

Lewiston-Dickersonville, No. 617..........

North Tonawanda-Sanborn, No. 643.......

Oneida county:

39, 149-50, 180

Augusta, Augusta section, No. 368..........

..... 39, 158, 180

. .. 39, 158-9, 180

..... 39, 157, 180

..... 39, 145, 179

Augusta, Lowell and Spencer sections, No. 438.. 39, 154-5, 180 Mohawk river, Rome section, No. 560. .

Rome-Northwestern, section 1, No. 561.

Utica-Bridgewater, No. 559...........

Utica-Oneida Castle, section 1, No. 271

Onondaga county:

... 39, 156-7 . 39, 147, 179 . 39, 154, 180

Elbridge, No. 487...................

Skaneateles-Hamilton, No. 330........

Skaneateles-Spafford, No. 431.........

Skaneateles, West Lake, sections 1, 2 and 3, No.

39, 156, 180

486..................................

Ontario county:

. 40, 222-3, 238 .*. . 40, 223, 238 . . . 40, 218, 238

Manchester-Clifton Springs, No. 607.....

Phelps-Clifton Springs, No. 608........

West Bloomfield-Honeoye Falls, No. 485

Improvement of public highways—(Continued): Contracts completed — (Continued) :

PAGE.

39, 120

40, 216, 238

..40, 163, 180 39, 146-7, 179 . 39, 147, 179

. . 39, 145-6, 179

40, 225, 238

. 39, 149, 179 . 39, 148, 179 . 40, 162, 180 40, 162-3, 180 39, 155-6, 180

42, 122 42, 122 42, 122

44, 181 44, 18 L

44, 181

42, 122

42, 122

43,    181

44,    181 43, 181 43, 181

Orange county:

Craigville, undergrade crossing, No. 154-B Orleans county:

Five Gorners-Kuckville, section 2, No. 387 Oswego county:

Granby, No. 653 .......................,

Syracuse-Watertown, No. 278............

West Oswego river, No. 279.............

Seneca county:

Seneca river, north side, No. 273..........

Steuben county:

Big Flats-Gibson, No. 742............

Tompkins county:

Catskill turnpike, section 2, No. 338.......

Cayuga Heights, No. 336................

Cayuga Heights—Hanshaw Corners, No. 606.

Trumansburg-ithaca, No. 616............

Wyckoff, .No. 455........................

Contracts completed during year, by divisions:

............ 39, 120

39-40, 145-64, 179-80 ..... 40, 212-26, 238

Eastern division..........................

Middle division.............................

Western division..........................

Contracts pending, February 17, 1909:

Albany county:

Indian Fields-Dormansville, No. 646.....

Troy-Scheneotady, section 3, No. 604.... Troy-Schenectady, section 4, No. 630.... Cayuga county:

Auburn-Owasco, No. 614................

Cato-Meridian-Baldw'insville, No. 684 Chenango county:

Smyrna-Otselic, No. 599................

Clinton county:

Champlain-Perrys Mills, No. 652........

Columbia county:

Hudson-Hollowville, No. 650............

Cortland county:

Cortland-Dryden, section 2, No. 535......

Homer-Tully, section 2, No. 595.........

McGrawville, No. 378...................

State road, Scott, No. 381................

Delaware county:

Delhi-Bloomville, No. 747...............

Improvement of public highways—(Continued):

Contracts pending, February 17, 11500 — (Continued) : Dutchess county:

Pawling-Dover town line, No. (512................

Wicopee-Beekman, No. 627.....................

Essex county:

Aiden Lair-Newcomb, section 2, No. 756........

Taylor-Schroon Lake village, No. 745...........

Franklin county:

Malone-Ft. Covington, section 2, No. 702......

Fulton county:

Johnstown-Broadalbin, section 2, No. 543......

Mayfield-Northville, section 2, No. 541........

Greene county:

Greenville-Coxsackie, section 1, No. 796........

Greenville-Coxsackie, section 2, No. 719......

Hamilton county:

Lake Pleasant-Speculator, No. 277.............

Herkimer county:

Manheim-Center Salisbury, No. 463............

Old Forge-McKeever, No. 462.................

Salisbury Center-Stratford, No. 464............

Jefferson county:

Red wood-Alexandria Bay, section 2, No. 236. .

Watertown-Theresa, section 3, No. 423........

Montgomery county:

Cana joharie—Sharon Springs, section 2, No. 347

Canajoharie-Sprout Brook, No. 345............

Sprakers-Rural Grove, section 1, No. 304......

Sprakers-Rural Grove, section 2, No. 346......

Nassau county:

Willets-East Williston-Westbury Pond, No. 547 Oneida county:

Rome-Northwestern, section 2, No. 562........

Rome-Taberg, No. 563........................

Onondaga county:

Belle Isle, No. 488............................

Cicero-South Bay, No. 452....................

Coleman Hill, section 1, No. 245..............

Oollamer, No. 348............................

East Lake, section 2, No. 293..................

West Lake, section 2, No. 292..................

PAGE.

42, 122 42, 122

43, 122 43, 122

42, 122

41, 121 41. 121

43, 122 42, 122

41, 121

41, 121 41, 121 41, 121

43, 181 43, 181

41, 121 41, 121 41, 121 41, 121

42, 121

44, 181 44, 181

43, 181 43, 181 43, 181 43, 181 43, 181 43, 181

Orange county:

Hyland Mills-Monroe, No. 413 Port Jervis^Sullivan county line, section 1, No. 412... 41, 121 West Point-Cornwall, No. 411

41, 121

Improvement of public highways—(Continued):

Contracts pending, February 17, 190!) — (Continued) : Oswego county:

Minetto-Fulton, No. 451 .................

Phoenix-Pennellville, No. 450..............

PAGE.

43, 181 43, 181

Otsego county:

Edmeston-West JBurlington-Kelsey Corners, No. 077... 42, 122

42, 122

42,    122

43,    122 42, 122

Milford Center-Mil ford, No. 674........

Otego-Oneonta, No. 075..................

Richfield Springs-Schuyler Lake, No. 784 Sidney-Unadilla, No. 70S.... ............

Putnam county:

Carmel-Kent, No. 570...............

Towners Corners-Oounty line, No. 585 Rensselaer county:

Schodack Center-Nassau, No. 536....

Spring Ave., Troy-Poestenkill, No. 571 Troy-Speigletown, No. 504............

Rockland county:

Monsey-Egypt Corners, No. 690.....

Saratoga county:

Saratoga-Gansevoort, No. 442........

Schenectady county:

South Schenectady-Mariaville, No. 788

Seneca county:

Reservation, Fayette section, No. 320. .

St. Lawrence county:

Massena-Waddington, sections 1, 2, 3 and 4, No. 521.. 43, 181

Ogdensburg-Canton, section 1, No. 732........

Ogdensburg-Canton, section 2, No. 733.......

Suffolk county:

Huntington-Amityville, No. 794..............

Sullivan county:

Jeffersonvi 11 e-Kenoza Lake-Fosterdale, No. 795 Tompkins county:

Catskill turnpike, No. 483...................

Warren county:

North Creek-County Line, No. 736............

Washington county:

Whitehall-Ft. Ann town line, No. 723..........

Westchester county:

Amawalk-Woods Bridge, No. 769.............

Goldens Bridge-Turk Hill, No. 770............

Ossining-Kitchawan, No. 768.................

Contracts pending February 17, 1909, by divisions:

Eastern division ................................

Middle division .................................

42, 121 42, 121

41,    121

42,    121 41, 121

42, 122

41, 121

43, 122

43, 181

44, 181

44, 181

43, 122

43, 122

43, 181

43, 122

42, 122

43, 122 43, 122 43, 122

41-3, 121-2 . 43-4, 181

Improvement of public highways—(Continued):

Engineering expenses. (See “Engineering expenses.”)

Recapitulation by counties, middle division........

Report of 'State Engineer..........................

Reports of division engineers:

Eastern division .............................

Middle division.............................

Western division ............................

Transfer of work to Highway Commission.........

Work of eastern division..........................

Work of middle division..........................

Work of western division...........................

Indian Lake village, Indian liver, gaging station.......

Iron used on canals, inspection of....................

Ithaca, Cayuga lake, gaging station.....................

PAGE.

164

19

96

145-64

212-26

19

51

127

187

524

14—15 414—15

Jack’s reef, above, Jordan, Seneca river, gaging station.............

Jack’s reef, at foot of, Memphis, Seneca river, gaging station......

Jamesville, near, Butternut creek, gaging station...................

Jordan, above Jack’s reef, Seneca river, gaging station............

Jordan, at highway bridge above Cross lake, Seneca river, gaging station....................................................

407-8

407- 8 396-7

408- 9

409-10

Kast bridge, near Herkimer, West Canada creek, gaging station. . . . Kenwood, Oneida creek, gaging station....

Keuka lake outlet, lighthouse.............

Kinderhook creek, Rossman, gaging station

37,

465-7 386-8 188,236 434-5

Lake Champlain drainage basin:

Description.......................

Drainage area ......................

Gaging stations:

Au Sable Forks, Au Sable river. . Fort Montgomery, Richelieu river Rlattsburg, near, Saranac river .. . Willsboro, Bouquet river........

322- 3

323- 4

324

324-6

329-31

324

Lake Ontario drainage:

Description.......................

(See also “Black river drainage basin,

338

Genesee river drainage basin,” “ Oswego-Oneida-Seneca river drainage basin,” and “ Niagara river

drainage.”)

Lakes and rivers, canalized, charting recommended Land Board, State Engineer’s duties and work for

17-18

Land Bureau:

Recommendations concerning

Report..................

Sale of State lands.........

Value of records ..........

22

263-5

21

Landing and pier, Dresden...............................

Land Office, Board of Commissioners, duties...............

Land records, value of...................................

Landreth, William B., Special Deputy State. Engineer.......

Land sales, remedial legislation proposed................

Legislation proposed, State Engineer’s duties..............

Liberty Mills, Free bridge, Hudson river, gaging station. .

Lighthouse, Keuka lake outlet..........................

Limestone creek:

Description......................................

Gaging stations:

Fayetteville.................................

Manlius.....................................

Little Falls, above State dam, Mohawk river, gaging station

Little Falls, lower dam, Mohawk river, gaging station.....

Little Falls, near, Erie canal, gaging station..............

Little Falls, preservation of historic lock and bridge recommended. . Liverpool, Mud lock, near Long Branch, Seneca river, gaging station.

Liverpool, Onondaga outlet, near Long Branch, gaging station.....

Lock construction, a feature of..................................

Long Branch, Liverpool, Mud lock, Seneca river, gaging station.....

Long Branch, Liverpool, Onondaga outlet, gaging station..........

Lower Hudson river drainage basin:

Description..............................................

Gaging stations:

Olive Bridge, Esopus creek, at weir......................

Rosendale, Rondout creek ..............................

Rossman, Kinderhook creek.............................

South Cairo, Catskill creek..............................

Lunacy Commission, surveys for.................................

Lyons, Clyde river, gaging station..............................

page. ] 38, 235,230

21

32, 260,315

22

...    509-10

37, 188,236

392-3

393-4

395-6

460-2

458-60

462

31

400-1

402

16

400-1

402

434

436- 7

437- 8 434—5

436

30

424

Maintenance and repairs of improved public highways. (See “Improved public highways, maintenance and repairs.”)

Maintenance, Barge canal, State Engineer’s report................

Maintenance, canal, State Engineer’s report......................

Manlius, Limestone creek, gaging station.........................

Massachusetts, boundary line ..................................

Massena Springs, Raquette river, gaging station.................

Mechanicville, above Power Co.’s dam, Hudson river, gaging station. Mechanicville, below Power Co.’s dam, Hudson river, gaging station. Mechanicville, B. & M. R. R. bridge, Hudson river, gaging station..

Mechanicville, Toll bridge, Hudson river, gaging station...........

Mechanicville, West Ya. Pulp and Paper Co.’s mill, Hudson river,

gaging station ...................................

Medina aqueduct, report concerning....................

Memorial of early canal navigation, report..............

Memphis, foot of Jack’s reef, Seneca river, gaging station

17

395-6

23

334-7

497-8

496-7

500-1

499

499-500

269

303-6

407-8

Metal used on canals, inspection of...............................

Middleburg, Schoharie creek, gaging station......................

Middle division:

Engineering expenses. (See “Engineering expenses.”)

Engineer’s report ..........................................

Minetto, above dam, Oswego river, gaging station................

Minetto, below dam, Oswego river, gaging station.................

Mohawk river drainage basin:

Description..............................................

Gaging stations:

Canajoharie, Mohawk river ............................

Central Bridge, Schoharie creek.........................

Cohoes, Mohawk river .................................

Delta, above dam, Mohawk river........................

Delta, below dam, Mohawk river..........................

Delta, near lock No. 7, Mohawk river.....................

Dolgeville, East Canada creek...........................

Dunsbach Ferry, Mohawk river.........................

Fonda, Fultonville bridge, Mohawk river.................

Fort Hunter, Schoharie creek...........................

Fort Plain, Mohawk river..............................

Herkimer, Mohawk river ......................

Kast bridge, near Herkimer, West Canada creek...........

Little Falls, above State dam, Mohawk river.............

Little Falls, Erie canal ................................

Little Falls, lower dam, Mohawk river..................

Middleburg, Schoharie creek ............................

Poland, West Canada creek............................

Powell’s bridge, near Stittville, Nine-Mile creek............

Prattsville, Schoharie creek.............................

Bexford Flats, Mohawk river...........................

Rome, above State dam, Mohawk river...................

Rome, below State dam, Mohawk river...................

Rome, Floyd avenue, Mohawk river......................

Rome, near, Ridge Mills, above dam, Mohawk river.........

Rome, near, Ridge Mills, belowT dam, Mohawk river.........

Schenectady, Mohawk river ............................

Trenton Falls, above Morgan dam, West Canada creek.....

Trenton Falls, above Power Co.’s dam, West Canada creek.

Tribes Hill, Mohawk river..............................

Twin Rock bridge, near Grant, West Canada creek........

Utica, Mohawk river ..................................

Waterford, Mohawk river ..............................

Wilmurt, West Canada creek............................

Rain gages:

Description...........................................

Deerfield reservoir, near Utica, Mohawk river basin.......

PAGE.

14-15

451-2

125-84

363

362

438-9

455

450

441- 2 491-2 490-1

489-90

456-8

442- 4 453-4

449

455-6

462-4

465-7

460-2

462

458-60

451-2

468—9

481-3

453

445

483-5

483

485-6

488

486-7

446

470

470-2

446-7

472-5

479-80

439-41

478-9

475

481

Mohawk river drainage basin_(Continued):

Rain gages— (Continued) :

Graefenburg hydrophysical station, near Utica, Mohawk

river basin ..........................................

Moffmeister, West Canada creek basin....................

North lake, near Atwell, West Canada creek basin........

Savage reservoir, near Utica, Mohawk river basin.........

Twin R,ock bridge, near Grant, West Canada creek basin. . “ Money system ” repair of highways, engineering expenses Mongaup river drainage basin, description and gaging station at Rio. Monuments and maps, examination, engineering expenses

Monuments, boundary, State Engineer’s duties.........

Moose river, description and gaging station at Moose River village. Moses kill, mouth of, near Fort Miller, Hudson river, gaging station. Mosquito Point bridge, Port Byron, Seneca river, gaging station....

Mt. Morris, Genesee river, gaging station........................

Mud lock, near Long Branch, Liverpool, Seneca river, gaging station.

PAGE.

481

476

477

481

477

36,    114, 119 536-8

37,    115, 119

23

341-3

515-16

410-11

350-52

400-1

Navigable streams, improvement of and State sovereignty over,

recommended...............................................

Navigation, closed on Oswego canal..............................

Navigation, uninterrupted on Black River, Cayuga and Seneca, and

Erie canals .................................................

Neversink river drainage basin, description and gaging station at

Godeffroy..................................................

Newark, north of, Ganargua creek, gaging station................

New Jersey, boundary line.....................................

Niagara river drainage:

Description..............................................

Gaging stations:

Pendleton, change bridge, Erie canal.....................

Tonawanda, Main street bridge, Erie canal...............

Tonawanda, Niagara river ..........................,. . .

Nine-Mile creek, Powell’s bridge, near Stittville, gaging station....

North lake, near Atwell, West Canada creek basin, rain gage.. 465, 475,477 Northumberland, above dam, Hudson river, gaging station Northville, Sacandaga river, gaging station...............

28-9

127

127

534-6

425

23

431

431

431-2

432

481-3

510-11

523

Oak Orchard, above dam, Oneida river, gaging station.............

Oak Orchard, below dam, Oneida river, gaging station.............

Ogdensburg, Oswegatcliie river, gaging station....................

Olive Bridge, Esopus weir, gaging station........................

Oneida creek, description and gaging station at Kenwood..........

Oneida river drainage basin. (See “ Oswego-Oneida-Seneca river drainage basin.”)

Onondaga creek, description and gaging station at Temple street,

Syracuse ..................................................

Onondaga lake, Syracuse, gaging station.........................

Onondaga outlet, near Long Branch, Liverpool, gaging station.....

381

380

331-3 •    436-7

386-8

401-4

403

PAGE.

Ordinary repairs to canals, engineering expenses. (See “Engineering Expenses.”)

Oswegatchie river, description and gaging station near Ogdensburg.

Oswego, above Curved dam, Oswego river, gaging station..........

Oswego, above High dam, Oswego river, gaging station.............

Oswego, below High dam, Oswego river, gaging station..........

Oswego canal:

Navigation closed ..........................................

Portions under contract.................................

(See also “Barge canal” and “Contracts.”)

Oswego Falls, above dam, Oswego river, gaging station............

Oswego-Oneida-Seneca river drainage basin:

Description...............................................

Drainage areas ............................................

Gaging stations, Oneida river basin:

Brewerton, highway bridge, Oneida lake..................

Caughdenoy, above lock, Oneida river....................

Caughdenoy, below lock, Oneida river....................

Chittenango, Chittenango creek.........................

Fayetteville, Limestone creek...........................

Jamesville, near, Butternut creek.........................

Kenwood, Oneida creek ................................

Manlius, Limestone creek ..............................

Oak Orchard, above dam, Oneida river...................

Oak Orchard, below dam, Oneida river................... .

Schroeppel’s bridge, Euclid, Oneida river.................

Sylvan Beach, Fish creek...............................

Three River Point, Oneida river.........................

Gaging stations, Oswego river basin:

Battle Island, above dam..............................

Battle Island, below dam ..............................

Battle Island, opposite .................................

Fulton, above lower dam ..............................

Fulton, above upper dam...............................

Fulton, mouth of Waterhouse creek.....................

Hinmansville bridge ...................................

Horseshoe dam, above site of.............................

Horseshoe dam, below site of.............................

Minetto, above dam ...................................

Minetto, below dam ...................................

Oswego, above Curved dam.............................

Oswego, above High dam...............................

Oswego, below High dam.............■>..................

Oswego Falls, above dam...............................

Ox creek, at mouth of.................................

Phoenix, above dam ....................................

Phoenix, helow dam....................................

Gaging stations, Seneca river basin:

Alloway, Canandaigua outlet............................

331-3

359

361

360

127

12

370

353- 4

354- 7

384

383

382

389-92

393-4

396-7

386-8

395-6

381

380

379-80

385

378

367

366

364-5

369

370

368

374

373

372

363

362

359

361

360

370

CO CO CO —i -4 -a

Oswego-Oneida-Seneca river drainage basin— (Continued):

Gaging stations, Seneca river basin— (Continued) :

Baldwinsville, above dam, Seneca river...........

Baldwinsville, below dam, Seneca river...........

Belgium, highway bridge, Seneca river............

Canandaigua, Canandaigua lake and outlet........

Clyde, Clyde river...............................

Fox Ridge, railroad bridge, Seneca river..........

Gascon reef, near Belgium, Seneca river...........

Geneva, above regulation works, Seneca river......

Geneva, below regulation works, Seneca river.....

Ithaca, Cayuga lake............................

Jordan, above Jack’s reef, Seneca river...........

Jordan, at highway bridge above Cross lake, Seneca river.

Long Branch, near Liverpool, Onondaga outlet............

Lyons, Clyde river ................................

Memphis, foot of Jack’s reef, Seneca river................

Mud lock, near Long Branch, Liverpool, Seneca river.....

Newark, north of, Ganargua creek.......................

Palmyra, Ganargua creek ..............................

Port Byron, Mosquito Point bridge, Seneca river.........

Seneca Falls, above locks, Seneca river...................

Seneca Falls, below lock No. 6, Seneca river..............

Seneca Falls, below lock No. 7, Seneca river..............

Syracuse, Onondaga lake................................

Syracuse, Temple street, Onondaga creek.................

Waterloo, above, Seneca river...........................

Waterloo, below, Seneca river...........................

West Mud lock, near Cayuga, above, Seneca river........

West Mud lock, near Cayuga, below, Seneca river........

Willow Glen, Skaneateles lake outlet....................

Oneida lake and river:

Description.........................................

Drainage areas .......................................

Water-gages, locations ................................

Oswego river:

Description.........................................

Drainage aieas .......................................

Water-gages, locations ................................

Seneca river:

Description........................................

Drainage areas .......................................

Water-gages, locations ................................

Owego, Susquehanna river, discharge measurement...............

Ox creek, mouth of, Oswego river, gaging station.................

PAGE.

405,    406-7

.. ..    405-6

400

429

423

411-12

399

421-2

420-1

414-15

40S-9

409-10

402

424

497-8

400-1

425

425-6

410-11

417-18

416-17

415-16

403

403-4

419-20

419

413-14

413

430

353,377 354-5

377

353, 358

357

358

353/398

356-7

398

541

371

Palmyra, Ganargua creek, gaging station..........

Park sites, along Barge canal, recommendation......

Pendleton, change bridge, Erie canal, gaging station

425-6

19

PAGE.

Pennsylvania, boundary line....................

Phoenix, above dam, Oswego river, gaging station.

Phoenix, below dam, Oswego river, gaging station

Plattsburg, Saranac river, gaging station. ;.......

Poland, West Canada creek, gaging station.......

Port Byron, Mosquito Point bridge, Seneca river, gaging station... 410-11

Port Jervis, Delaware river, gaging station.................

Powell’s bridge, near Stittville, Nine-Mile creek, gaging station

Prattsville, Schoharie creek, gaging station.................

Protection wall, Avest side Skaneateles lake outlet..........

Preservation of records, recommended.....................

Prison Commission, survey for............................

Public Works, Department of, cooperation with............

Public Works, Superintendent of, work of, commended........

23

376

375

329-31

468-9

531-3

481-3

453

128

29

30

51, 187

Rain gages:

Description . . . .........-.................................

Black creek at Cray, West Canada creek basin................

Deerfield reservoir, near Utica, Mohawk river basin...........

Graefenburg hydrophysieal station, near Utica, MohaAvk river

basin.....................................

Hoffmeister, West Canada creek basin...........

Honnedaga, West Canada creek basin............

North lake, near Atwell, West Canada creek basin Savage reservoir, near Utica, Mohawk river basin.

Trenton Falls, West Canada creek basin.........

Twin Rock bridge, near Grant, West Canada creek basin.. 465, 475,477 Raquette river, description and gaging station at Massena Springs. . Recommendations:

“ Blue line,” surveying and monumenting...........

Boundary lines, State ............................

Charting of streams and lakes utilized for Barge canal

Civil service amendment ..........................

Comptroller’s fund for surveys..................

Court of Claims ..................................

Fire-proof depositories for records..................

Hudson river canalization, for Barge canal...........

Land Bureau .....................................

Maintenance of Barge canal........................

Navigable streams, improvement of and State sovereignty over. .

Park sites along Barge canal................................

Records, preservation of.....................................

Repair of historic lock and bridge, Little Falls...............

Surveys for State departments..............................

Survey, topographic ........................................

Water-poAver development incidental to Barge canal construction.

Water records of Cayuga and Cross lakes and Seneca river.....

Weigh-lock building, Syracuse ..............................

475

475

481

481

465, 475,476

465

465, 475,477

481

465,475

334-7

30

23,24 .17-18, 19

31

31

21

29

12-13, 19

22

17, 19

28-9

19

29

31

30

26

18, 19 129-30

Records, preservation of, recommended......

Red House, Allegheny river, gaging station Reports:

PAGE.

29

549-51

Bridges, bureau of ........................................

Cayuga and Seneca canal proposition, State Engineer’s report to Senate................................

266-8

243-8

249-52

Cayuga and Seneca canal survey.....................

Division engineers:

Eastern.......................................

Middle.........................................

Western.......................................

Land bureau ........................................

Memorial of early canal navigation....................

New York-Connecticut boundary line..................

Resident engineers. (See “Barge canal, Residencies.”)

Sault Ste. Marie canal lock..........................

State Engineer and. Surveyor..........................

Stream gaging ......................................

Testing laboratory ..................................

Tests of concrete arches..............................

U. S. topographic survey................................

Residencies, Barge canal. (See “Barge canal, Residencies.”)

Rexford Flats, Mohawk river, gaging station.................

Richelieu river, at Fort Montgomery, gaging station........

Ridge Mills, near Rome, above dam, Mohawk river, gaging station. .

Ridge Mills, near Rome, below dam, Mohawk river, gaging station..

Rio, Mongaup river, gaging station.........................

Rivers and lakes, charting of canalized, recommended.........

Rochester, Allen street bridge Rochester, aqueduct, Erie canal, gaging station

Rochester, Elmwood avenue, gaging station.................. 203,    346-8

Rochester, Lyell avenue bridge.......... 36,    38, 188-9,    234, 236,    237,266

Rome, above State dam, Mohawk river,    gaging    station............ 483-5

Rome, below State dam, Mohawk river,    gaging    station......

Rome, Floyd avenue, Mohawk river, gaging station..........

Rome, Ridge Mills, above dam, Mohawk river, gaging station.

Rome, Ridge Mills, below dam, Mohawk river, gaging station

Rondout creek, Rosendale, gaging station...................

Rosendale, Rondout creek, gaging station....................

Rossman, Kinderhook creek, gaging station..................

49-124

125-84

185-240

263-5

303-6

285-94

295-31)1

.... 313-552 . . ..    255-62

268, 269-83 ....    307-11

445

324-6

488

486-7 537-8 17-18, 19 36, 188, 189, 234, 236, 239,266

350

483

485-6

488

486-7

437-8

437-8

434-5

Sacandaga river, description and gaging station at Northville......

Sand tests, report.............................................

Saranac river, description, drainage areas and gaging station near

Plattsburg ................................................

Saratoga lake outlet, Burgoyne, Hudson river, gaging station......

Saratoga Reservation Commission, survey for......................

522-3

261

328-31

508

' U    '    U’*:H    :"r-

PAGE.

295-301

481

Sault Ste. Marie canal lock, report of inspection of an accident. .

Savage reservoir, near Utica, Mohawk river basin, rain gage.....

Savannah P. 0., R. R. bridge near Fox Ridge, Seneca river, gaging

station..............................................

Schenectady, Mohawk river, gaging station.................

Schoharie creek drainage basin:

Description.......................................

Drainage areas....................................

Gaging stations:

Central Bridge, Schoharie creek...................

Fort Hunter, Schoharie creek....................

Middleburg, Schoharie creek.....................

Prattsville, Schoharie creek ....................

Schroeppel’s bridge, Euclid, Oneida river, gaging station....

Schuylerville, Hudson river, gaging station................

Senate, report to, on Cayuga and Seneca canal............

Seneca canal. (See “Cayuga and Seneca canal.”)

Seneca Falls, above locks, Seneca river, gaging station.....

Seneca Falls, below lock No. 6, Seneca river, gaging station Seneca Falls, below lock No. 7, Seneca river, gaging station Seneca Falls, Ovid street bridge

Seneca river drainage basin. (See “ Oswego-Oneida^Seneca river drainage basin.”)

Seneca river, water records.........................

Sidney, Susquehanna river, discharge measurement. .

Skaneateles lake, drainage areas....................

Skaneateles lake outlet, west side, protection wall. . . .

Skaneateles lake outlet, Willow Glen, gaging station Snook kill, mouth of, near Fort Edward, Hudson river, gaging station 516-17 South Cairo, Catskill creek, gaging station

411-12

446

448

448

450

449

451-2

453

379-80

507-8

243-8

417-18 416-17 415-16 36, 128, 175, 178, 266

129-30, 183

541

430

38, 128,179

430

436

Special works:

Contracts completed...........................

Contracts pending............................

Description..................................

Engineering expenses.......................

State Architect, testing for.........................

State Engineer and Surveyor:

Cooperation with U. S. Geological Survey.......

Department’s administration.................

Duties ....................................

Report......................................

Report to Senate on Cayuga and Seneca canal.

State highways....................................

Steel used on the canals, inspection of..............

Stillwater, below dam, Hudson river, gaging station Stillwater, highway bridge, Hudson river, gaging station Stittville, Powell’s bridge, Nine-Mile creek, gaging station

38, 179,188

188

.............. 127-9

36, 175-6, 178, 234,236

20

8, 24-7,307-11

32

7-8, 31

243-8

19

14-15

505- 6

506- 7 481-3

St. Lawrence river drainage:

Description.............................................

Drainage area............................................

(See also “ Oswegatchie river,” “ Raquette river,” ana " Lake Champlain drainage basin.”)

Stone bridge, relic at Little Falls, recommendation Stream gaging:

Report on.............................

(See gaging stations, by name, for details.)

PAGE.

322

322

31

26, 313-552

Surveys:

Barge canal:

Erie canal, contract No. 23.... ,

Erie canal, contract No. 63.....

Erie canal, residency No. 2....

Erie canal, residency No. 4....

Buffalo, Georgia street bridge.......

Cayuga and Seneca canal:

Engineering expenses........

Report ......................

Comptroller’s fund for, recommended Court of Claims:

Engineering expenses..........

Reports......................

Dresden landing and pier...........

For State departments, by State Engineer, recommended Hydrographic, cooperative:

Engineering expenses ..........................

Report.......................................

(See names of streams, basins and localities for details.)

Keuka lake outlet, lighthouse.....

Lunacy Commission............

Mohawk street bridge, Waterford.

Monuments and maps, examination,

Prison Commission.............

Saratoga Reservation Commission.

Seneca Falls, Ovid street bridge...

Topographic, cooperative:

Allotments...............

Engineering expenses.......

Field work................

Office work................

Progress to date............

Recommendation...........

Report ...................

Resume of results..........

U. S. Geological, cooperation with

Utica, Seneca street bridge......

Susquehanna river drainage basin:

Description..................

* i—¹

CO CD

56-7

74

37, 188, 235, 236

37, 117, 110, 176-7,178 .......... 129, 249-52

31

37, 116, 119, 177, 178, 235, 236

. . ........ 20-21, 51, 129, 187

............ 37, 188, 235, 236

30

37, 118, 119 .. 26-7,315

37, 188, 235, 236

30

37, 116, 119 37, 115, 119

30

30

36, 128, 175, 178,266

309

37, 117-18, 119

310

311

310

26

....... 24-6, 307-11

............ 309-10

. 8, 24-7, 307-11,315 36, 128, 176, 178,266

Susquehanna river drainage basin— (Continued) :

Gaging stations— (Continued) :

Binghamton, Court street bridge, Chenango river Binghamton, Washington street bridge, Susquehanna river 539-41

Chemung, Chemung river...................

Owego, Susquehanna river...................

Sidney, Susquehanna river.................

Sylvan Beach, Fish creek, gaging station............

Syracuse, Catharine street bridge, constructing stairway

Syracuse, North Salina street bridge.....

Syracuse, Onondaga lake, gaging station Syracuse, Temple street, Onondaga creek, gaging station Syracuse, weigh-lock building, recommendation..........

PAGE.

541-4

545-7

541

541

385

129,182 36, 38, 128, 175, 178, 179

403

403-4

130

Testing laboratory:

Scope ......

Report.....

20, 255,262 255-62

Tests:

Cement...................................................

Concrete arches..........................................

Miscellaneous............................................

Sand....................................................

Three River Point, Oneida river, gaging station....................

Tonawanda, Main street bridge, Erie canal, gaging station........

Tona wanda, Niagara river, gaging station........................

Topographic survey of state, cooperative. (See “ Survey, topographic, cooperative.”)

Trenton Falls, above Morgan dam, West Canada creek, gaging station Trenton Falls, above Power Co.’s dam, West Canada creek, gaging

station....................................................

Trenton Falls, West Canada creek basin, rain gage................

Tribes Hill, Mohawk river, gaging station......................

Troy, above State dam, Hudson river, gaging station..............

Troy, below State dam, Hudson river, gaging station..............

Twin Rock bridge, near Grant, West Canada creek basin, rain gage. .

255-61

269-83

262

261

378

431-2

432

470

470-2 465,475 446-7 494—5 493-4

465

Twin Rock bridge, near Grant, West Canada creek, gaging station. . .

475,477 472-5

Upper Hudson river drainage basin:

Description..............................

Gaging stations:

Battenville, Batten kill.................

Burgoyne, Fish creek.................

Buskirk, Hoosic river.................

Corinth, Hudson river...............

Crocker’s Reef dam, Hudson river........

Eagle Bridge, Hoosic river..............

Fort Edward, Bridge street, Hudson river Fort Edward dam, Hudson river.........

492-3

508

508

502

521-2

514-15

502-4

517- 18

518- 20

Upper Hudson river drainage basin— (Continued) :

Gaging station— (Continued) :

Fort Miller, above dam, Hudson river....................

Fort Miller, below dam, Hudson river....................

Fort Miller, below, Hill street, Hudson river..............

Glens Falls, above feeder dam, Hudson river..............

Hoosick Falls, Hoosie river.............................

Indian Lake village, Indian river........................

Liberty Mills, Free bridge, Hudson river..................

Mechanicville, above Power Co.’s dam, Hudson river.......

Mechanicville, below Power Co.’s dam, Hudson river. .......

Mechanicville, B. & M. R. R. bridge, Hudson river.........

Mechanicville, Toll bridge, Hudson river..................

Mechanicville, West Va. Pulp and Paper Co.’s mill, Hudson river...........................................

Moses kill, mouth of, near Fort Miller, Hudson river.......

Northumberland, above dam, Hudson river...............

Northville, Sacandaga river..............................

Sehuylerville, Hudson river............................

Snook kill, opposite mouth, near Fort Edward, Hudson river 518-17

Stillwater, below dam, Hudson river......

Stillwater, highway bridge, Hudson river Troy, above State dam, Hudson river. .

Troy, below State dam, Hudson river....

Waterford, Hudson river...............

U. S. Geological Survey, cooperation with.........

U. S. Government, improvement of Hudson river. .

U. S. hydrographic survey, report...............

U. S. topographic survey, report..................

Utica, Mohawk river, gaging station............

Utica, near Deerfield reservoir, Mohawk river basin, rain gage......

Utiea, near, Graefenburg hydrophysical station, Mohawk river basin,

rain gage..................................................

Utica, near, Savage reservoir, Mohawk river basin, rain gage......

Utica, Seneca street bridge, survey

PAGE.

513-14

512-13

511-12

521

504-5

524

509-10

497-8

496-7

500-1

499

499-500

515-16

510-11

523

507-8

505-6

............ 506-7

........... 494-5

........... 493-4

........... 495-6

8, 24-7, 307-11, 315

........... 12-13

.......... 26-7,315

....... 24-6, 307-11

........... 479-80

481

4S1

481

36, 128, 176, 178,266

Vermont, boundary line............................

Waterford, Hudson river, gaging station.............

"Waterford, Mohawk river, gaging station.........

Waterford, Mohawk street bridge, survey...........

Waterhouse creek, Fulton, Oswego river, gaging station

Waterloo, above, Seneca river, gaging station.........

Waterloo, below, Seneca river, gaging station.........

Water-power development, incidental to Barge canal construction,

recommendation........................................

Water records, Cayuga and Cross lakes and Seneca river......

Water-supply, portion under contract........................

Water-surface elevations:

Report..............................................

(See also names of gaging stations, streams and basins.)

37,

23

495-6 439-41 116,119

368

419-20

419

18, 19 129-30, 183

12

West Canada creek drainage basin:

Description .............................................

Gaging stations:

Kast bridge, near Herkimer, West Canada creek..........

Poland, West Canada creek..............................

Trenton Falls, above Morgan dam, West Canada creek.....

Trenton Falls, above Power Co.'s dam, West Canada creek Twin Rock bridge, near Grant, West Canada creek

Wilmurt, West Canada creek....................

Rain gages:

Description..........

Black creek at Gray..

Hoffmeister.........

Honnedaga ..........

North lake, near Atwell Trenton Falls.......

PAGE.

464-5

465-7

468-9

470

470-2

472-5

478-9

465,475

475

465, 475, 476

465

Twin Rock bridge, near Grant

465, 475,477 .... 465,475 465, 475, 477

Western division:

Engineering expenses. (See “Engineering expenses.”)

Engineer’s report.........................................

Location................................................

Western Inland Lock Navigation Company, relics of, recommendation .......................................................

West Mud lock, near Cayuga, above, Seneca river, gaging station.. West Mud lock, near Cayuga, below, Seneca river, gaging station..

Whitehall, above dam, Wood creek, gaging station................

Whitehall, below dam, Wood creek, gaging station................

Williams, Hon. Frank M., report transmitted.....................

Willow Glen, Skaneateles lake outlet, gaging station..............

Willsboro, Bouquet river, current-meter measurement..............

Wilmurt, West Canada creek, gaging station......................

Wood creek drainage basin:

Description..............................................

Gaging stations:

Whitehall, above dam, Wood creek......................

Whitehall, below dam, Wood creek......................

185-240

187

31

413-14

413

326-7

327

430

324

478-9

326

327-8

'

♦

N*

l

S. 6t]

■-

Biblioteka PK

J.X.44

Biblioteka Politechniki Ktakowskiej

100000299887