DEPARTMENT OF THE INTERIOR

WATER-SUPPLY

AND

IRRIGATION PAPERS

OF THE

UNITED STATES GEOLOGICAL SURVEY

No. 35

WATER RESOURCES OF THE STATE OF NEW YORK 

PART II. RAFTER

WASHINGTON

GOVERNMENT FEINTING OFFICE 

1899
IRRIGATION REPORTS.

The following list contains the titles and brief descriptions of the principal reports 

relating to water supply and irrigation, prepared by the United States Geological 

Survey since 1890:

1890.

First Annual Report of the United States Irrigation Survey, 1890; octavo, 123 pp.

Printed as Part II, Irrigation, of the Tenth Annual Report of the United States Geological Survey, 1888-89. Contains a statement of the origin of the Irrigation Survey, a preliminary report on the organization and prosecution of the survey of the arid lands for 

purposes of irrigation, and report of work done during 1890.

1891.

Second Annual Report of the United States Irrigation Survey, 1891; octavo, 395 pp.

Published as Part II, Irrigation, of the Eleventh Annual Report of the United States 

Geological Survey, 1889-90. Contains a description of the hydrography of the arid region 

and of the engineering operations carried on by the Irrigation Survey during 1890; also 

the statement of the Director of the Survey to the House Committee on Irrigation, and 

other papers, including a bibliography of irrigation literature. Illustrated by 39 plates and 

4 figures.

Third Annual Report of the United States Irrigation Survey, 1891; octavo, 576 pp.

Printed as Part II of the Twelfth Annual Report of the United States Geological Survey, 1890-91. Contains " Report upon the location and survey of reservoir sites during the 

fiscal year ended June 30,1891," by A. H. Thompson; "Hydrography of the arid regions," 

by F. H. Newell; and "Irrigation in India," by Herbert M. Wilson. Illustrated by 93plates 

and 190 figures.

Bulletins of the Eleventh Census of the United States upon irrigation, prepared 

by F. H. Newell; quarto.

No. 35, Irrigation in Arizona; No. 60, Irrigation in New Mexico; No. 85, 

Irrigation in Utah; No. 107, Irrigation in Wyoming; No. 153, Irrigation in 

Montana; No. 157, Irrigation in Idaho; No. 163, Irrigation in Nevada; No. 

178, Irrigation in Oregon; No. 193, Artesian wells for irrigation; No. 198, 

Irrigation in Washington.

1893.

Irrigation of western United States, by F. H. Newell; extra census bulletin No. 

33, September 9, 1892; quarto, 22 pp.

Contains tabulations showing the total number, average size, etc., of irrigated holdings, 

the total area and average size of irrigated farms in the subhumid regions, the percentage

a description of irrigation by artesian wells. Illustrated by colored maps showing the 

location and relative extent of the irrigated areas.

1893.

Thirteenth Annual Report of the United States Geological Survey, 1891-92, Part 

III, Irrigation, 1893; octavo, 486 pp.

Consists of three papers: "Water supply for irrigation," by F. H. Newell; "American 

irrigation engineering" and "Engineering results of the Irrigation Survey," by Herbert 

M. Wilson; and " Construction of topographic maps and selection and survey of reservoir 

sites," by A. H. Thompson. Illustrated by 77 plates and 119 figures.

A geological reconnoissance in central Washington, by Israel Cook Russell, 1893; 

octavo, 108 pp., 15 plates. Bulletin No. 108 of the United States Geological 

Survey; price, 15 cents.

Contains a description of the examination of the geologic structure in and adjacent to 

the drainage basin of Yakima River and the great plains of the Columbia to the east of 

this area, with special reference to the occurrence of artesian waters.

1894.

Report on agriculture by irrigation in the western part of the United States at the 

Eleventh Census, 1890, by F. H. Newell, 1894; quarto, 283 pp.

Consists of a general description of the condition of irrigation in the United States, the 

area irrigated, cost of works, their value and profits; also describes the water supply, the 

value of water, of artesian wells, reservoirs, and other details; then takes up each State 

and Territory in order, giving a general description of the condition of agriculture by irrigation, and discusses the physical conditions and local peculiarities in each county.

Fourteenth Annual Report of the United States Geological Survey, 1892-93, Part 

II, Accompanying papers, 1894; octavo, 597 pp.

Contains papers on "Potable waters of the eastern United States," by W J McGee; 

"Natural mineral waters of the United States," by A. C. Peale; and "Results of stream 

measurements," by F. H. Newell. Illustrated by maps and diagrams.

(Continued on third page of cover.) 

IB.R 25
DEPARTMENT OF THE INTERIOR

WATER-SUPPLY

AND

IRRIGATION PAPERS

UNITED STATES GEOLOGICAL SURVEY

No. 25

WASHINGTON

GOVERNMENT PRINTING OFFICE

1899
UNITED STATES GEOLOGICAL SURVEY

CHARLES D. WALCOTT, DIRECTOR

WATER RESOURCES

STATE OF NEW YORK

PART II

BY

W. RAFTER

WASHINGTON

GOVERNMENT PRINTING OFFICE 

1899
CONTENTS.

Letter of transmittal..____.,____._,.__......-.--_.-.-. .......... 107

Water-storage projects .......... .................. ........-.--.------ 109

Genesee River storage reservoir...........-----.-------. ....... .-... 109

Preliminary investigations....-.-.....,..........-----..----------- HO

Interests to be served...............--..... ........---.-...-.-- Ill

Investigation of the flood of 1865 .-...-__..........-...-.-..--.-- 112

Mount Morris sites .............-.-.......- ......._..-....--..- 113

Portage site ......-..........._...........-._---.--.-.-.......--_- 114

Comparison of Mount Morris and Portage sites...---.--.--.--..--- 122

Summary _--.._.....__.._._._....-_.-.-._.----..-----.----.- .. 124

Water storage on Hudson River ._....-_........-.--.-.,---.---------- 125

Early surveys .--._-.--__-_-...._.--_---.--._-.--------.-- ..... 125

Recent investigations ............................-._-.........---. 127

Reservoir sites on Sacundaga, main Hudson, and Schroon rivers... 128

Effect of proposed storage on river flow....-..--.......--.--..-..-. 132

Summary-.-.-..--.....-----....--..-- ..-.-.-...-_.--^..-----,-,. 134

Development of water powers.....--._-.---..-.-----._.-- ....--.-..... ... 135

Power development at Niagara Falls.--..-.......... ................... 135

Niagara Falls Hydraulic Power and Manufacturing Company -.... 186

Niagara Falls Power Company......-._. -......--.---.-.-. .---.- 188

Power plant at Massena, on St. Lawrence River...._..--.-..._...... 143

Inland waterways ........................^....................... ------- 144

Trade and commerce of Hudson River ......-...-......-...-.-...-.--- 144

State canals ............ ........-......_....-..--..-.---..---..-.-.-. 145

Early history......................................-.-.---- ...... 145

Growth and decline of canal transportation...... .-.._.-.....-...- 151

Cost and revenues of the New York State canal system............ 154

Improvement of Erie Canal.............--.--..-....-.-...-..-.... 155

Description of the canals now in operation, and their water supply..... 157

Eastern division of Erie Canal .......... ---.-...----.....--.-..-. 158

Water supply of the eastern division .---..---...-...-.---..... 158

Middle division .-.-_.-.-_... ...-..-----..-,-....-.-.-.-------.-..-. 161

Reservoirs of the middle division.....-.-.-.-.-..,_ .......... 164

Western division -..-__..-__.___.___.__...__....__._..___...--.__. 165

Ship-canal projects and water supply........--...-..---.--.---.---.... 166

Loss of water from artificial channels.......-.--.---............... 173

Use and value of water power ............................................ 178

Water power of Erie Canal..__..__._.._._.__._._.___....._.__--..-. 178

Power at Black Rock--.--..-................-...-..-.. ..I....... 178

Power atijockport....................._............. ......__ 179

Power at Medina ..........................__..-..-.----.--.---. 182

Selling price of water power ............._.......-...---.--..--..-.. 184

State ownership of inland waters. .....--..--, ...-..--.-..-.-.._... 186

Future use of water power in New York ....................._........ 188

Obstructive effect of frazil or anchor ice .,...--..-......-......--.-....... 190

Water yield of sand areas of Long Island .-...-.-............ -.._-..._..._. 191

Index ....................................-...-........--.-...- ......_.. 199

105
ILLUSTRATIONS.

Page. 

PLATE I. Upper fall of Q-enesee River at Rochester, New York, at time of

flood----...-........... ...................................... 112

II. East side of Q-enesee Gorge at site of proposed Portage dam ...... 114

III. A, Lumberman's dam on Cedar River; B, Lumberman's dam on

Indian River ................................ ................ 126

IV. A, The George West Paper Mill on Hudson River at Hadley, New 

York; B, Hudson River Pulp and Paper Company's mills at 

Palmer Falls on Hudson River, New York.... ................ 132

V. A, Glens Falls Paper Mill at Fort Edward, New York; B, Dam 

of the Hudson River Power Transmission Company during construction ...................................................... 134

VI. Power house of the Niagara Falls Hydraulic Power and Manufacturing Company ,-__.._..__.__.. .-.........._. ..--.._.-.- ..-. 136

VII. Penstock of the Niagara Falls Hydraulic Power and Manufacturing Company .................................................. 138

VIII. A, Power house of Niagara Falls Power Company; B, Outlet of

tunnel of Niagara Falls Power Company ......--.....-._...... 140

I.. A, Erie Canal at Buffalo, New York; B, Black Rock guard lock on

Erie Canal. ................................................... 148

X. Effect of decrease of business on Erie Canal..................... 152

XL Erie Canal at Little Falls, New York............................ 158

XII. Erie Canal at Syracuse, New York............................... 162

FIG. 1. Map of drainage area of Hudson River above Glens Falls..._.... 126

2. General plan of development of the Niagara Falls Hydraulic Power

and Manufacturing Company ..-....---...-........--.-.--._. 137

3. Map of Niagara Falls and vicinity showing location of the great

tunnel................................. ....................... 139

106
LETTER OF TRANSMITTAL.

DEPARTMENT OF THE INTERIOR, 

UNITED STATES GEOLOGICAL SURVEY,

DIVISION OF HYDROGRAPHY,

Washington, November 26, 1898.

SIR: I have the honor to transmit herewith a manuscript on the 

Water Resources of the State of New York, prepared by Mr. George 

W. Rafter, and to recommend that it be published as one of the series 

of papers on Water Supply and Irrigation.

This manuscript is a continuation of the material printed in WaterSupply Paper No. 24, which related mainly to the physical conditions 

of river systems of the State of New York, and particularly to the 

available water supply, the floods, and the low water of some of the 

typical streams. In the present paper a discussion is given of waterstorage projects and of the development of water power and waterways. The paper as originally presented was intended for publication 

as a whole in one of the annual reports. This was found impracticable, and to secure publication at an early date it has been necessary 

to subdivide the manuscript to conform with the limitations imposed 

regarding the size of papers in this series. In spite of this disadvantage it is believed that the information contained in these two papers 

(Nos. 24 and 25) will be of value not only to the people of New York, 

but to those of other States.

Very respectfully, F. H. NEWELL,

Hydrograplier in Cliarge. 

Hon. CHARLES D. WALCOTT,

Director United States Q-eological Survey.

107
WATER RESOURCES OF THE STATE OF NEW YORK,

PART II.

By GEORGE W. RAFTER.

WATER-STORAGE PROJECTS.

Among the projects for storing water for power and other purposes 

are two of special importance with which the author has been concerned; the first of these is on Genesee River and the second on 

Hudson River. The following statements are for the most part condensed from more detailed reports in the Annual Report of the State 

Engineer and Surveyor for 1896.

GENESEE RIVER STORAGE RESERVOIR.

A general description of this river has been given in Part I (WaterSupply Paper No. 24), on page 25; its discharge measurements have 

been discussed on page 70, and reference has been made on page 90 

to the low-water flow, indicating that during the summer the available supply is small. In spite of this fact, development of water 

power has proceeded rapidly; As shown by the reports on the Water 

Power of the United States in the Tenth Census (1880), the total 

water power on Genesee River from Rochester to Portage in 1882 was 

6,882 net horsepower. An examination of the amount in use on the 

same reach of river in 1896 showed that the total, based on manufacturers' rating of wheels, was 19,178 net horsepower, or based on 

the manufacturers' statements of the quantity of water required to 

operate the wheels, and allowing 75 per cent efficiency of the water, 

the total power developed by the wheels in place in 1896 is found to 

be 17,248 net horsepower, or about three times that in 1882. In comparison with the figures it should be noted that for several months 

during the summer and fall of 1895 the total power did not exceed 

6,000 horsepower. The same condition has existed during the dry 

period of a number of years previous, but not so seriously as in the 

fall of 1895.

109
110 WATER RESOURCES OF STATE OF NEW YORK, PART II. [NO. 35. 

PRELIMINARY INVESTIGATIONS.

The increased demand for power, as well as the serious summer 

droughts, led to the formulation of a project for constructing a storage 

reservoir at some point on the head waters of Genesee River for 

assisting the summer flow. The first project included the development of the basin of Honeoye Lake to its full capacity, surveys having 

been made for that purpose in 1887 and 1888. It appeared, however, 

that the yield of this drainage basin, which is only about 43.5 square 

miles, was hardly adequate for the results desired, the estimate showing that even when developed to its full capacity it could not be 

depended on to furnish, in a dry year, more than 75 cubic feet per 

second, while the exigencies of the case demanded at least several 

hundred cubic feet per second. The project of building a large storage reservoir on upper Genesee River was then formulated by the 

Rochester Chamber of Commerce.

In the meantime a number of breaks on the long level of the Erie 

Canal, which extends from the foot of the locks at Lockport to the 

eastern part of the city of Rochester, a distance of about 62.5 miles, 

had emphasized the importance of the State's providing additional 

water for feeding the canal east of Rochester. For this purpose the 

construction of a large storage reservoir was advocated by the Rochester Chamber of Commerce as a State work, with the result that under 

a resolution of the senate dated March 21, 1889, the State engineer 

and surveyor was directed to make a general investigation in regard 

to the possibility of storing water on the upper Genesee. The 

report made under the authority of this resolution appears in the 

Annual Report of the State Engineer and Surveyor for the year 1890. 

In 1892, under authority of a concurrent resolution dated March 

15 of that year, Governor Flower appointed a commission consisting 

of Evan Thomas, Judge Charles McLouth, and John Bogart to investigate and report on the whole question of storage on the upper 

Genesee. This commission examined the site of the proposed reservoir and reported that it was entirely feasible to construct a, large 

reservoir on the upper Genesee River, the site especially considered 

by the commission being in the Genesee canyon or gorge, a short distance above Mount Morris, already described in Part I.

As the result of the recommendations of this commission, the sum 

of $10,000 was appropriated at the legislative session of 1893 for the 

purpose of studying in detail the several proposed sites for dams in 

the canyon of Genesee River, above Mount Morris. At that time 

the work was placed in charge of the author, and has since remained 

in his hands. 1

At the legislative session of 1894 a bill to construct a dam in the 

canyon a short distance above Mount Morris passed the senate, but

1 The result of the studies in 1893 may be found in the Annual Reports of the State Engineer 

and Surveyor for the fiscal years ending September 30,1893 and 1894.
RASTER.] GENESEE RIVER STORAGE RESERVOIR. Ill

failed in the assembly. At the session of 1895 a similar bill passed 

both the senate and assembly, but was vetoed by Governor Morton, 

largely on the ground that the bill as passed made no provision for 

the owners of the water power and other interested parties bearing 

any portion of the expense. In his veto Governor Morton expressed 

the belief that if the State should determine to build a dam on 

Genesee River some provision should be made by which the city of 

Rochester and possibly other localities interested in the work 

might contribute to the expense of construction. Governor Morton 

also pointed out that if the proposed canal enlargement be approved 

by the people public sentiment might justify the construction of a 

storage dam on Genesee River for canal purposes. On the other 

hand, if the proposition to deepen the canal should not be approved 

the question would still remain whether such a dam might not be 

desirable for the purpose of regulating the river and increasing the 

water power thereon.

In order to complete the preliminary investigations relative to the 

proposed Genesee storage, Governor Morton, in 1896, approved an 

additional appropriation, which was expended during the summer of 

that year in completing the additional surveys. To the present time 

the State has expended 011 preliminary investigation of the Genesee 

storage project the following amounts: In 1890, $3,000; in 1892, $7,000; 

in 1893, $10,000; in 1896, $10,000; in all, $30,000. As a result of this 

expenditure complete plans and specifications have been prepared as 

shown in the Annual Report of the State Engineer and Surveyor for 

1896. l

INTERESTS TO BE SERVED.

The following are the interests to be served by the construction of 

these extensive storage works on Genesee River:

(1) The flow of the river would be regulated, thus effectually preventing in the future the devastating floods which occurred in 1815, 

1835,1857,1865,1889,1893,1894, and 1896. The floods in the years just

1 By way of presenting a full list of the work on the Genesee storage, reference may be made 

to the special report of John Bogart, State engineer and surveyor, in Appendix F of the Annual 

Report of the State Engineer and Surveyor for the fiscal year ending September 30,1890. The 

reports of Messrs. Bailey and Kibbe, assistant engineers to Mr. Bogart, are covered by the same 

reference. The report of Martin Schenck, State engineer and surveyor, may be found at page 

44 of the Annual Report of the State Engineer and Surveyor for the fiscal year ending September 30,1893. The report of B. Sweet, ex-State engineer and surveyor, as consulting engineer, 

may be found in Appendix H of the Annual Report of the State Engineer and Surveyor for the 

fiscal year ending September 30,1893. The report of the commissioners appointed in 1893 by 

Governor Flower may be found in Senate Doc. No. 23,1893. The first report of the writer may 

be found in Appendix G of the Annual Report of the State Engineer and Surveyor for the 

fiscal year ending September 30,1893. The second report may be found in Appendix E of the 

Annual Report of the State Engineer and Surveyor for the fiscal year ending September 30,1894. 

The work done in 1896 is described at length in the Annual Report of the State Engineer and 

Surveyor for the fiscal year ending September 30,1896. See also a paper by the writer, The 

ilenesee River storage and its relations to the Erie Canal and the manufacturing interests of 

sstern New York, prepared for the Rochester Chamber of Commerce. This paper contains 

j-ge amount of historical information not given in the official reports. Governor Morton's 

o may be found in the Governor's State Papers for 1895.
112 WATER RESOURCES OP STATE OP NEW YORK, PART II. [NO. 35.

enumerated were especially severe, but floods not so severe, yet doing 

considerable damage, have occurred in several of the intervening 

years. The most severe flood was that of 1865, which destroyed fully 

$1,000,000 worth of property in the city of Rochester.

(2) Water would be supplied for the enlarged Erie Canal. According to Mr. Bogart's report of 1890, there should have been provided 

a storage on Genesee River of 1,500,000,000 cubic feet for the purpose of supplying Erie Canal as it existed at that date. Estimates 

made in 1896 show that for the purpose of fully supplying the 

enlarged canal, as now in process, there should be made a storage on 

Genesee River of 2,500,000,000 cubic feet.

(3) The agricultural production of the broad level area included 

in Genesee Valley between Rochester, Mount Morris, and Dansville, 

estimated at from 60 to 80 square miles, might be greatly increased 

by moderate irrigation if the flood contingency was removed and the 

proper irrigation channels were constructed.

(4) Considerable sanitary benefit to this section would result from 

the increased flow during the low-water period through the proposed 

regulation. The entire sewage at Rochester, a city of 160,000 inhabitants, now passes into Genesee River. The channel of this stream, 

between the foot of Lower Falls at Rochester and Lake Ontario, is so 

broad and deep that during the time of extreme low water in the 

summer and fall the current is scarcely perceptible. The sewage of 

the city therefore lodges in this section, producing a serious nuisance. 

The regulation of the river, by preventing floods, would also improve 

the sanitary condition of the broad upper valley, where the annual 

overflow has been shown to cause more or less sickness.

(5) The water power would be increased. Wheels are now set on 

Genesee River capable of producing, at the manufacturers' rating, 

19,178 horsepower, while the low-water flow of the stream does not 

exceed about 6,000 horsepower. The regulation as finally proposed 

would produce much more power than this.

In summation of the preceding points it may be urged, in general, 

that in constructing the proposed Genesee storage dam, in addition to 

the private interests to be conserved, public service of an extended 

character would be performed.

INVESTIGATION OF THE FLOOD OF 1865.

The great flood of March, 1865, worked such destruction that the 

legislature, on May 1 of that year, passed an act appointing commissioners to ascertain the cause of the inundation of the city of Rochester, what obstructions, if any, had been placed in the river, and what 

measures, proceedings, and remedies were necessary to guard against 

the recurrence of such an inundation. The commissioners appointed 

under this act examined carefully the evidence as to the flood, ai : 

arrived at the conclusion that there were three principal causes:
WATER-SUPPLY PAPER NO. 25 PL. I

UPPER FALL OF GENESEE RIVER AT ROCHESTER, NEW YORK, AT TIME OF FLOOD
BAITER.] MOUNT MORRIS RESERVOIR SITES. 113

#

(1) The sadden melting of an immense body of snow which had 

accumulated during the previous winter.

(2) Obstructions caused by the bridge and embankment of what is 

now the New York, Lake Erie and Western Railway at Avon. The 

openings at this place are stated to have been adequate for ordinary 

floods, but entirely too small for the quantity flowing in March, 1865. 

Hence, at the time of greatest flow, the water stood three feet higher 

on the upper side of the embankment than on the lower side. The 

embankment finally gave way, thus allowing a large quantity of 

ponded water to flow suddenly down the river, filling the channel at 

Rochester beyoud its carrying capacity.

(3) Obstruction of the channel of the river through the city of Rochester in such manner as to cause overflows into the Erie and Genesee 

Valley canals at that place. The commissioners also point out that 

the construction of the Erie Canal aqueduct is such as materially to 

increase the obstruction at Rochester.

From the best available figures the maximum flow at Rochester in 

the great flood of March, 1865, probably did not exceed about 40,000 

cubic feet per second. The danger limit is reached when the flow at 

that place approximates 33,000 cubic feet per second.

The following are the openings of the several bridges, etc., spanning Erie Canal in the city of Rochester, as they exist at present: 

Court street bridge, 5,081 square feet; Main street, 3,367 square feet; 

Andrews street, 4,511 square feet; Central avenue, 4,450 square feet; 

Erie Canal aqueduct, 4,308 square feet.

As a chief cause of the 1865 flood the commissioners considered that 

cutting off the forests and clearing lands were likely to lead to heavier 

floods from year to year. In view, therefore, of what seemed to the 

commissioners a constant source of danger, they arrived at the conclusion that a much larger waterway through the city of Rochester 

was imperative. It may be here remarked that the waterway at 

Rochester is still substantially the same as in 1865; if anything, it 

has been somewhat contracted by various constructions since that 

late. 1

MOUNT MOERIS SITES.

Referring to Mr. Bogart's report of 1890, it is learned that the investigations of that year were general in their character. The work was 

carried on more particularly with reference to a location in Genesee 

River gorge, between Mount Morris and the foot of the Portage Falls. 

No detailed surveys were made further than necessary to make a 

general estimate of the cost of a dam 58 feet in height, which would 

store 1,500,000,000 cubic feet, the amount considered necessary for 

canal purposes alone. Such a dam, Mr. Bogart estimates, could be 

erected for about $1,000,000.

1 For report of the commissioners appointed to investigate the causes of the inundation of the 

city of Rochester in March, 1885, see Ass. Doc. No. UT (1866).
114 WATER RESOURCES OF STATE OF NEW YORK, PART II. [NO. 35.

The work performed under the direction of the author, in 1893, was 

of an entirely different character. The report of 1890 having indicated the Mount Morris Canyon as a desirable location, with a number of sites pointed out, of which general investigations had been 

made, it became desirable to investigate those sites in detail and to 

prepare close estimates of the cost of constructing dams at each. 

Detailed investigations were accordingly made of the three sites favorably reported upon in 1890, the results.of which may be found in the 

Annual Reports of the State Engineer and Surveyor for 1893 and 

1894, where estimates of the cost of the several dams are also given 

in detail. Referring to the estimates, it appears that at site No. 1, 

in Mount Morris Canyon, a dam raising the water surface 130 feet 

would cost, if built of concrete alone, $2,450,000, but if built with 

sandstone faces throughout, except for the spillway, where granite is 

provided, the estimated cost would become $2,590,000. A dam of the 

same height at site No. 2, if built throughout of concrete, would cost 

$2,600,000, but with sandstone faces and independent spillway the 

cost would be $2,720,500, or, with roadway, $2,785,000.

In regard to the total storage to be obtained in Mount Morris Canyon 

the following are the figures at sites Nos. 1 and 2, the two sites chiefly 

considered: At site No. 1 a dam 130 feet in height will store 7,700,- 

000,000 cubic feet, and at site No. 2 a dam of the same height will 

store 7,040,000,000 cubic feet. Since no conclusion has been reached 

as to which of these sites to adopt, for the purposes of comparison a 

mean of 7,370,000,000 cubic feet has been taken as the approximate 

available storage, and the mean of $2,785,000 as the approximate total 

cost. On this basis the estimated cost of this storage becomes $377.88 

per million cubic feet stored.

PORTAGE SITE.

As already stated, the investigations of the Grenesee River storage 

project were finally completed in 1896. In that year detailed surveys 

were made of a new site known as Portage site (shown on PL II), 

the proposed dam to be located at Portage, about 1,400 feet above the 

Erie Railway bridge, at a point where the gorge presents extremely 

favorable conditions for the erection of a high dam. At this place 

solid rock exists immediately in the bed of the river, with only a 

couple of feet of water flowing over it, and also extends high up on 

the bluffs at either side, whereas at all of the sites in the gorge near 

Mount Morris the rock was only found at from 15 to 20 feet below the 

water surface and of such an open texture as to require cut-off 

trenches about 30 feet deep, or to a total depth of nearly 50 feet 

below the water. The proposed Portage dam is also 500 feet vertically above the previously mentioned dam site, thus rendering that 

additional number of feet available for power purposes a fact which
U. S. GEOLOGICAL SURVEY

WATER-SUPPLY PAPER NO. 25 PL. II

EAST SIDE OF GENESEE GORGE AT SITE OF PROPOSED PORTAGE DAM
RAFTER.] PORTAGE RESERVOIR SITE. 115

places a materially different aspect on the commercial side of the 

Genesee River storage project.

A short distance above the proposed Portage site the upper Genesee 

Valley broadens out to a width in places of from one to two miles, 

although the general width of the valley does not exceed, for several 

miles in extent longitudinally, about one mile. It narrows in two or 

three places to a less width than this. The valley is now a good agricultural region, in a fair state of cultivation, and presents, on the 

whole, as favorable conditions for farming as any similar valley in 

the State. The Western New York and Pennsylvania Railway 

passes through the middle of the valley on the line of the abandoned 

Genesee Valley Canal. Along the line of this railway the villages 

of Portageville, Rossburg, Wiscoy, and Fillniore are situated. The 

reservoir project includes the relaying of the railway above the flow 

line on the west side of the valley, as well as the removal of the villages named. The total area below the flow line is 12.4 square miles 

and'the entire area proposed to be taken for reservoir purposes, 

including a strip 10 feet vertically above the flow line, is 13.7 square 

miles. The project also includes the removal of several cemeteries, 

the building of highway bridges across the reservoir, and the construction of a roadway entirely around the same.

Without having made a detailed canvass, it is estimated that the 

present population of the proposed Portage reservoir site, in the 

villages and on the farms, is about 1,200. In reference to dispossessing this number of people of their homes for the purpose of creating 

a large storage reservoir, it may be said that such a proceeding is not 

only not uncommon in this State, but that the population to be 

removed in the case of the new Croton reservoir is far greater than at 

the Portage reservoir. According to maps furnished by the Croton 

water department, it appears that the new Croton reservoir includes 

the taking of either the whole or parts of something like three large 

villages and nine or ten hamlets. The total population to be removed 

from the submerged area of the new Croton reservoir is not given, but 

actual inspection of maps of the proposed sites indicates that it must 

be several times larger than the number to be dispossessed at Portage. 

The villages of Katonah, Purdy Station, and Croton Falls are much 

larger'than any of the villages in the Portage reservoir site. The 

main line of the New York and Northern Railroad passes for several 

miles through the valley and requires relocating above the flow line, 

the same as is proposed for the Western New York and Pennsylvania 

Railway along the Portage reservoir. It appears, therefore2 that the 

city of New York is now doing under State laws everything in the 

way of so-called radical change which it is proposed to do at Portage. 

In both cases the sufficient reason for these changes may be found in 

the better meeting of public necessities.
116 WATER RESOURCES OP STATE OF NEW YORK, PART II. [NO. 25.

The estimated cost of the proposed Portage reservoir, including 

land damages, dam, reconstruction of railway, removal of cemeteries, 

the cutting of all timber within the drainage areas, the construction 

of highway bridges, etc., is $2,600,000, the storage to be provided by 

this expenditure amounting to 15,000,000,000 cubic feet; at this rate 

the cost per million cubic feet stored is $173.33. The main characteristics of the proposed reservoir are shown by the following table, condensed from pages 708 and 709 of the report of the State Engineer and 

Surveyor of New York for 1896:

Capacity of proposed Portage reservoir.

Elevation 

of water 

surface 

above sea 

level.

Feet.

1, 100. 0

1, 105. 0

1,110.0

1,115.0

1, 120. 0

1, 125. 0

1, 130. 0

1, 135. 0

1, 140. 0

1,145.0

1, 150. 0

1,155.0

1, 160. 0

1, 165. 0

1, 170. 0

1, 172. 0

1, 173. 0

1,175.0

1, 180. 0

1, 185. 0

1, 190. 0

1, 195. 0

1,200.0

Area of 

water 

surface.

Sq. miles.

0. 2320

0.5330

0.8340

1. 1350

1.4357

2. 0659

2. 6692

3.3264

3.9566

4.5255

5.0944

5.6633

6.2322

6.8293

7.4264

7. 6652

7.7846

8.0235

8.6206

9.4362

10.2518

11.3007

12, 3495

Total volume of 

water in reservoir.

Cubic feet.

101,400,000

217,623,000

333,900,000

450,100,000

566, 300, 000

942, 100, 000

1,318,000,000

1,694,000,000

2,070,000,000

2,780,000,000

3, 490, 000, 000

4,200,000,000

4, 910, 000, 000

5,945,000,000

6,980,000,000

7, 395, 000, 000

7, 602, 000, 000

8,016,000,000

9, 051, 000, 000

10, 366, 000, 000

11,681,500,000

13,257,000,000

15, 000, 000, 000

Inches on 

watershed.

0.044

0.094

0.143

0.194

0.244

0.406

0.567

0.729

0.891

1.196

1.502

1.808

2.113

2.559

3.004

3.182

3.271

3.451

3.896

4.462

5.016

5,710

6.458

Comparing the foregoing statements of cost with those made on the 

preceding page with reference to the cost of the proposed reservoir 

in Mount Morris Canyon, it appears that at Portage a storage of 

15,000,000,000 cubic feet can be made for somewhat less than the cost
BAITER.] PORTAGE RESERVOIR SITE. 117

of 7,300,000,000 cubic feet at Mount Morris; or, as a general statement, 

we may say that a given expenditure at Portage produces double the 

storage that it will produce at Mount Morris. The Portage reservoir 

develops the full capacity of the drainage area for such a dry year as 

1895. It is considered that this full development is necessary in order 

to obtain the most satisfactory results in river regulation.

As reasons in detail for preferring Portage site to that at Mount 

Morris, the following may be mentioned:

(1) The Portage site affords more water for a given expenditure.

(2) The Portage site is considered safer than the Mount Morris site. 

As shown in the Genesee Storage Reports of 1893-94, the shales at 

Mount Morris are open; and while it is, without doubt, possible to 

make a safe dam there, it would be at much greater cost than at Portage. In view of the large storage provided at either place, the dam 

must be absolutely safe, as its failure would work vast destruction.

(3) The material for the dam is nearly all on the ground at Portage, 

while at Mount Morris it needs to be brought from a distance.

(4) The Portage site affords greater water-power development. 

With the Genesee storage dam located at Mount Morris the total head 

on which the storage can be applied is 282 feet, while with a dam at 

Portage the total head on which the stored water may be applied is 

782 feet.

(5) On account of great depth of foundation at Mount Morris, it 

would be necessary to expend over $1,000,000 before the,dam could 

be_brought to the level of the present water surface. The conditions 

are such that the floods of every spring would sweep over the work, 

obliterating all evidence that any money had been expended, which 

must necessarily continue for at least two or three years, until the 

foundations could be fully placed. At Portage, on the other hand, a 

good foundation is found near the water level. Indeed, the difference 

in cost of foundation is such that nearly the total expenditure at 

Mount Morris is for the dam, the flowage ground costing only $75,000, 

while at Portage the estimated cost of the dam is only $1,000,000, the 

balance of the expenditure there being for right of way, change of 

railway line, etc.

The proposed regulation of Genesee River has been computed on 

the basis of a minimum discharge of 300 cubic feet per second, in 

the case of a reservoir storing 7,500,000,000 cubic feet, and also on a 

basis of 457 cubic feet per second in the case of a reservoir storing 

15,000,000,000 cubic feet. As to the reason for fixing upon these 

minimums, it may be remarked that in river regulation the outflow 

from the storage reservoir should be so arranged as to make the 

benefit to all parts of the stream equal. Especially is this proposition 

true when, as in the present case, there is water power distributed 

IRB 25 2
118 WATER RESOURCES OF STATE OF NEW YORK, PART II. [NO. 25.

throughout the whole extent of the stream below the storage point. 

Obviously the way to do this is to plan for an outflow proportional to 

the drainage area. In the present case we have a drainage area at 

Rochester of 2,365 square miles, and one of 1,000 square miles above 

Portage, or the area above Rochester is about 2^ times the area above 

Portage. The minimum regulated flow at Rochester may justly be 

made 2.365 times the assumed minimum flow at Portage.

Assuming 680 cubic feet per second as the flow below which the 

stream will never be allowed to fall at Rochester, we have for a reservoir storing 7,500,000,000 cubic feet a corresponding minimum outflow from the reservoir of 300 cubic feet per second, or for a storage of 

15,000,000,000 cubic feet an outflow of 457 cubic feet per second, the 

latter figure being arrived at by assuming the maintenance of a minimum flow at Rochester of at least 1,080 cubic feet per second. The 

computations of the tables on pages 119 to 121 are carried out on this 

basis. The regulated flows for the month of May are greater than 

for the other months. They are also greatest during the months of 

canal navigation, the addition being made in order to provide for 

the quantity of water to be taken for the enlarged Erie Canal, which 

quantity has been fixed at 80 cubic feet per second for every month 

of the navigation season except May, and at 177 cubic feet per 

second for that month, the excess quantity for the month of May being 

required in order to provide for filling the canal at the beginning of 

the month.

The first table shows the effect on the flow of Genesee River from 

June, 1894, to November, 1896, inclusive, as influenced by the storage 

at Portage of 7,500,000,000 cubic feet of water, provided at least 300 

cubic feet per second is allowed to flow continually at Portage, and 

at least 600 cubic feet per second is always flowing at Rochester in 

addition to the amount required for canal purposes. The figures 

given in the left-hand column show the proposed minimum flow at 

Rochester, this being the 600 second-feet above noted, together with 

80 second-feet for the canal for the months from June to November, 

inclusive, and 177 second-feet for the month of May. The next two 

columns give the discharges at Rochester and Portage under natural 

conditions. The fourth column is the difference between these, or 

the quantity of water entering the river below Portage, and next to 

this is the minimum amount to be added at Portage in order to maintain the proposed minimum flow at Rochester of 600 cubic feet per 

second, not including the amount taken by the canal. The quantity available at Rochester for power purposes is shown in the next 

column, and is obtained by adding the flow at Rochester, less the flow 

at Portage, to the actual flow from Portage reservoir and the surplus 

flowing over the spillway at Portage reservoir, and then deducting the 

quantity taken by the canal.
RAFTER.] PORTAGE RESERVOIR SITE.

Regulation of Oenesee River by storage at Portage.

119

[With storage of 7,500,000,000 cubic feet at Portage and flow of at least 600 second-feet at Rochester.]

Month.

1894. 

June. .. ... .. 

July........ 

August 

September . . 

October 

November .. 

December . _ . 

1895. 

January .... 

February ...

"^/Tof"rtV»

"A/To-Tr

July........

August 

September .. 

October 

November ._ 

December . . . 

1896. 

January .... 

February ...

April .......

May ........

June ........ 

July........

August 

September .. 

October ..... 

November ..

i'roposed minimum 

flow at Rochester.

Sec.-feet. 

680 

680 

680 

680 

680 

680 

600

600 

600 

600 

600 

777 

680 

680 

680 

680 

680 

680 

600

600 

600 

600 

600 

777 

680 

680 

680 

680 

680 

680

Natural 

flow at Rochester.

8ec.-feet. 

2,321 

292 

442 

1,963 

899 

1,729 

1,256

1,335 

495 

3,985 

4,257 

385 

283 

232 

254 

221 

230 

993 

2,710

964 

 2,005 

6,158 

7,172 

347 

654 

501 

416 

327 

3,667 

1,738

Natural 

flow at 

Portage.

Sec.-feet. 

981 

123 

187 

830 

380 

731 

531

565 

209 

1,684 

1,800 

163 

120 

98 

108 

93 

97 

420 

1,146

408 

848 

2,604 

3,033 

147 

277 

211 

176 

138 

1,556 

731

Flow at 

Rochester less 

flow at 

Portage.

Sec.-feet. 

1,340 

169 

255 

1,133 

519 

998 

725

770 

286 

2,301 

2,457 

222 

163 

134 

146 

128 

133 

573 

1,564

556 

1,157 

3,554 

4, 139 

200 

377 

290 

240 

189 

2,111 

997

Minimum 

amount 

to be 

added at 

Portage.

Sec..-feet.

511 

425

161

314

555 

517 

546 

534 

552 

547 

107

44

577 

303 

390 

440 

491

Available 

at Rochester.

Sec.-feet. 

2,205 

600 

600 

1,353 

739 

1,505 

1,241

1,330 

600 

3,867 

4,197 

600 

600 

600 

600 

600 

600 

793 

1,864

856 

1,457 

4,999 

7,155 

600 

600 

600 

600 

600 

2,331 

1,486

Actual 

low from 

Portage 

reservoir.

Sec.-feet. 

300 

511 

425 

300 

300 

300 

300

300 

314 

300 

300 

555 

517 

546 

534 

552 

547 

300 

300

300 

300 

300 

300 

577 

303 

390 

440 

491 

300 

300

Surplus 

flowing 

over 

spillway.

Sec.-feet. 

645

287 

216

260

1,266 

1,440

1,145 

2,716

269
120 WATER RESOURCES OP STATE OP NEW YORK, PART II. [NO. 25.

The actual flow from Portage reservoir is taken to be the minimum 

of 300 cubic feet per second ordinarily assumed, plus the amount 

necessary to make up the deficiency in the quantity of water entering 

the river at points between Portage and Rochester. The last column 

that on the right-hand side, shows the surplus flowing over the spillway at Portage reservoir during the comparatively few months when 

the natural flow has filled the reservoir, supplied all demands of 

evaporation from the surface, and still is in excess.

The next table exhibits the condition of the reservoir from month 

to month under the above conditions. The figures are given not in 

cubic contents but in equivalent depth in inches on the total tributary watershed of 1,000 square miles. The reservoir is assumed to be 

full at the beginning and end of June, 1894, the total storage of the 

reservoir being equivalent to 3.23 inches in depth on the watershed. 

The total waste from June 1, 1894, to December 1,1896, equals, under 

the conditions of this table, 9.36 inches on the watershed.

Flow into and from Portage reservoir tinder flie conditions assumed. 

[In inches on watershed.]

Month.

1894. 

June.-.-. ...

July .......

August _.--. 

September . . 

October. .... 

November .- 

December . . . 

1895. 

January .... 

February ... 

March ......

April _......

May ........

June...--...

July ........

August .....

September . . 

October ..... 

November .. 

December ...

Inflow 

to reservoir.

1.10 

.14 

.22 

 .93

.44 

.82 

.61

.66 

.23 

1.94 

2.01 

.19 

.13 

.11 

.12 

.10 

.11 

.47 

1.33

Outgo from reservoir.

Evaporation.

0.03 

.04 

.04 

.03 

.03 

.01 

.01

.01 

.01 

.01 

.02 

.04 

.04 

.03 

.03 

.03 

.01 

.01 

.01

Amount 

to 

stream.

0.33 

.59 

.49 

.33 

.35 

.33 

.35

.35 

.33 

.35 

.33 

.64 

.58 

.63 

.61 

.63 

.61 

.33 

.35

Total 

outgo.

0.36 

.63 

.53 

.36 

.37 

.34 

.36

.36 

.34 

.36 

.35 

.68 

.63 

.66 

.64 

.64 

.63 

.34 

.36

Excess.

0.57 

.07 

.48 

.35

.30

1.58 

1.66

.13 

.96

Deficiency.

0.49 

.31

.13

.49 

.49 

.55 

.52

.54 

.51

In reservoir at 

end of 

month.

3.73 

3.76

3.45 

3.03

3.09

3.25 

3.35

3.35 

3.13 

3.35 

3.35 

2.76 

3.37 

1.73 

1.30 

.66 

.15 

.28

1.24

Wasted.

0.73

.33 

.35

.30

1.46 

1.66
RAFTER.] PORTAGE RESERVOIR SITE. 121

Flow into and from Portage reservoir under the conditions assumed Cont'd.

[In inches on watershed.]

Month.

1896. 

January .... 

February . . . 

March ......

April -..---.

Mav

July . -..-..-

August ...--

September .. 

October .....

November _.

Inflow 

to reservoir.

.47 

.91 

3.00 

3.38 

.17 

.39 

.24 

.20 

.16 

1.74 

.82

Outgo from reservoir.

Evaporation.

.01 

.01 

.01 

.02 

.03 

.04 

.04 

.04 

.02 

.02 

.01

Amount 

to 

stream.

.35 

.32 

.35 

.33 

.67 

.34 

.45 

.51 

.57 

.35 

.33

Total 

outgo.

.36 

.33 

.36 

.35 

.70 

.38 

.49 

.55 

.59 

.37 

.34

Excess.

.11 

.58 

2.64 

3.03

.01

1.37

.48

Deficiency.

.53

.25 

.35 

.43

In reservoir at 

end of 

month.

1.35

1.93

3.25 

3.25

2.72 

2.73

2.48 

2.18 

1.70 

3.07

3.25

Wasted.

1.32 

3.03

.30

Similar tables might be given, showing the regulation of the river 

as affected by the storage at Portage of 15,000,000,000 cubic feet of' 

water for the same period, with at least 457 cubic feet per second 

always flowing at Portage, and at least 1,000 cubic feet per second at 

Rochester, in addition to the amount required for the canal. The 

chief difference is that during only three months of this period would 

there be any overflow through the spillway, the total waste equaling 

2.11 inches. This would be in June, 1894, 521 second-feet; in April, 

1895, 1,058 second-feet; in April, 1896, 350 second-feet. The amount 

at Rochester under the same conditions would be in no case below 

1,000 second-feet.

It may here be pointed out that had the enlarged canal been in 

operation in July, 1894, and taking the estimated quantity of 80 cubic 

feet of water per second from Genesee River, the amount of water 

going to the canal would have been 27.4 per cent of the total flow of 

the river for that month; in August 18.1 per cent; in May, 1895, 46 

percent; in June, 28.3 per cent; in July, 34.5 per cent; in August, 

31.5 per cent; in September, 36.2 per cent; and in October, 34.8 per 

cent. In May, 1896, the canal would have taken 51.3 per cent of the 

total flow of the river for that month; in June, 12.2 per cent; in July, 

15.9 per cent; in August, 19.2 per cent; and in September, 24.5 per 

cent. It appears, therefore, that the taking of 80 cubic feet per second from Genesee River for canal purposes is a very serious matter 

to the water power of the stream and is unjustifiable, unless it be 

clearly shown that the addition to the wealth of the State is greater
122 WATER RESOURCES OF STATE OF NEW YORK, PART II. [NO. 05.

than if the water were used for supplying power. The actual damage 

resulting from taking at times 50 per cent of the unregulated flow of 

the stream is about as follows: As shown on a previous page, the 

minimum, flow of the river is capable of producing 6,727 gross horsepower, or, what is the same thing, assuming 75 per cent efficiency, 

5,046 net horsepower. One-half of the low-water power may therefore be taken at 2,523 net horsepower.

So long as the possibility exists of a draft upon the river equal to 

one-half of its minimum flow, this 2,523 net horsepower is practically 

rendered useless to its owners by reason of the uncertainty as to the 

exact time of the draft, or if not rendered useless, is far less valuable 

than if it were absolutely permanent power. In enforcing this view 

it may be pointed out that Rochester is a manufacturing town, made 

up chiefly of establishments using comparatively small quantities of 

power at each place, but that the power must still be continuous 

everyday; that is to say, it must be absolutely permanent power. 

So long, therefore, as one-half the total minimum power of the stream 

is subject to stoppage during any month, the manufacturers will preferably use steam power, on account of its permanency, even at considerably greater expense. Bearing on this view, the fact may be 

pointed out that the use of soft coal in Rochester for steam purposes 

tis stated as 500,000 tons a year, which, at an average price of $2.40 

per ton, amounts to the sum of $1,200,000 annually. It may be considered settled, therefore, that water power is valuable at Rochester, 

and that anything which tends to reduce the permanent power 50 per 

cent is a very serious matter to the manufacturers of the city.

COMPARISON OF MOUNT MORRIS AND PORTAGE SITES'.

As a final point in the discussion of Genesee River storage, comparison will be made between the Mount Morris project, storing 

7,370,000,000 cubic feet, at a cost of $2,785,000, and the Portage project, 

storing 15,000,000,000 cubic feet, at an estimated cost of $2,600,000, for 

the purpose of determining the relative commercial advantages.

With the reservoir at Mount Morris storing 7,370,000,000 cubic feet 

there is 282 feet fall, on which 7,370,000,000 cubic feet, less the quantity required for the canal, may be applied for power purposes. As 

already explained, the constant outflow from the reservoir would 

never be less than 300 cubic feet a second. Continuous power development under this plan would, therefore, be based on 300 cubic feet 

a second at Mount Morris, something more than this at Greneseo and 

¥ork, and on 600 cubic feet a second at Rochester. On this basis 

of computation it appears that the total permanent, continuous 

power to be realized from a reservoir storing 7,370,000,000 cubic feet 

and located in the Mount Morris Gorge would be 18,327 gross horsepower.

In regard to the increase in water power, the effective value of the 

storage will be the amount of permanent power above the low-water
RAFTER.] COMPARISON OF MOUNT MORRIS AND PORTAGE SITES. 123

power of the stream. As already stated, the total permanent power 

for the unregulated stream is 6,727 gross horsepower. The gain due 

to the storage is, therefore, 11,600 gross horsepower. Assuming a 

price of $10 per gross horsepower, we reach an annual return from the 

increased power of $116,000; but the Mount Morris reservoir is estimated to cost $2,785,000. If we assume the project carried out by a 

private company, with money at 5 per cent, the annual interest on 

the investment is $139,250 a sum $23,250 in excess of the probable 

annual income when all the power created shall have been brought 

into use; but there should be a sinking, maintenance, and repair fund 

of at least $25,000 a year, in order to repay the principal investment, 

which if taken into account increases the probable deficiency to 

$48,250 a year. It must be concluded, therefore, that with the present understanding as to the minimum run-off of G-enesee River the 

project of a storage reservoir in Mount Morris Canyon, storing approximately 7,370,000,000 cubic feet of water, at a cost of $2,785,000, 

is commercially impracticable.

If we consider the Portage project in its financial aspects, where it 

is proposed to construct a reservoir storing 15,000,000,000 cubic feet 

of water, at a cost of $2,600,000, we reach the following results:

The total fall from just above the upper fall at Portage to the mean 

level of Lake Ontario is 785 feet, of which the greater portion is available for the development of water power. Without going into detail, 

we may place the permanent, continuous gross horsepower of the 

river, with a storage of 15,000,000,000 cubic feet at Portage, at the 

following figures:

Power of Genesee River after construction of reservoir at Portage.

Gross horsepower. 

Portage to Mount Morris...... ___.___._._ _.__.__.........-.....--..--... 25,934

Mount Morris _----.-.--__-.._-.__.-..__.._ .._.._--.._._._-.._.-_.------ 835

Geneseo and York ...................................^......^............ 624

Rochester............................................................... 29,840

Total.............................................................. 57,223

Deducting from 57,223 gross horsepower the present permanent 

power of 6,727 gross horsepower, we have 50,496 gross horsepower as 

the net increase in the permanent water power of the stream due to 

the construction of the Portage reservoir. At $10 per gross horsepower, as before, the annual income when the power is utilized 

amounts to $504,960. The estimated cost of producing this vast 

increase in power is $2,600,000. Assuming an interest rate of 5 per 

cent, the annual interest is $130,000; adding to that amount $25,000 

for sinking fund, maintenance, and repairs, the total annual expense 

becomes $155,000. The difference of $349,960 is the net annual income.

As already shown, when interest is taken into account, the Mount 

Morris project becomes commercially impracticable. The Portage 

project, on the other hand, shows an annual income, above interest 

account, sinking fund, maintenance, and repairs, of $349,950, which,
124 WATER EESOUECES OF STATE OF NEW YORK, PART II. [NO. 25.

capitalized at 5 per cent, represents $6,999,000. If we assume 4 per 

cent, the capitalization of the annual income may be expected ultimately to represent $8,748,750.

SUMMARY.

Lack of space prevents discussion in greater detail of the Genesee 

River storage project, and the following summation is presented as 

embodying the main points of the discussion:

(1) Of the several available sites for reservoirs on Genesee River 

that at Portage is preferable to others, because it affords the largest 

storage at the smallest cost per unit volume.

(2) Serious floods have occurred a number of times in Genesee 

River at Rochester, the most serious being that of March, 1865. At 

least $1,000,000 loss resulted from that flood. The flood in April, 1896, 

was nearly as severe as the flood of March, 1865, althotigh, as the 

river channel was clear, very little damage ensued.

(3) As the result of three years' measurements of Genesee River, 

it is determined that the minimum flow of the stream may for the 

entire year be as low as 6.67 inches on the watershed.

(4) A study of existing conditions shows that the Genesee River 

drainage area has been nearly denuded of forests, and hence that 

severe spring floods are likely to be frequent. For the same reason 

the summer flow of the stream is less than formerly.

(5) As a tentative conclusion, based on the data at hand, it may be 

said that deforestation of a drainage area may tend not only to 

increase floods somewhat, but to decrease materially the amount of 

the annual run-off.

(6) A comparison of the conditions existing on the drainage area of 

Genesee River with those of the upper Hudson, which is still largely 

in forest, shows less run-off tinder given conditions from the Genesee 

than from the Hudson, thus indicating the probable effect of the forest in increasing the run-off.

(7) As regards the upper Genesee drainage area, the forest has 

been removed by landowners who have commercially profited by such 

removal; the effect, however, has been to injure permanently every 

riparian owner on the stream; hence it is proper that the State should 

spend money either in partially reforesting the area or in constructing 

river regulation works. The latter is preferable, because the benefits 

can be realized in a few years. If the State does not desire to construct such works, there should be no obstacles interposed to their 

construction by a private company.

(8) The proposed Portage reservoir will impound 15,000,000,000 

cubic feet of water, at an estimated cost of $2,600,000, or at a cost of 

$173.33 per million cubic feet stored. It affords a permanent, continuous power above the present low-water flow of the stream of 

50,496 gross horsepower, while the reservoir at Mount Morris affords 

only 11,600 horsepower above the present low-water power of the 

stream.
RASTER.] STORAGE ON HUDSON EIVEE. 125

(9) Based on manufacturers' ratings, the present total developed 

water power of Genesee River from Portage to Rochester, inclusive, 

is 19,178 net horsepower; or, basing the amount of water power on 

the manufacturers' ratings of water required, and assuming 75 per 

cent efficiency on the wheels, the total power is 17,248 net horsepower, of which 16,683 net horsepower is within the limits of the city 

of Rochester.

(10) The enlarged Erie Canal will require 80 cubic feet of water 

per second from Genesee River for every month of the navigation 

season except May, and in that month a mean of 177 cubic feet per 

second.

(11) The present extreme low-water power of Genesee River at 

Rochester is 5,046 net horsepower, of which one-half, or 2,523 net 

horsepower, will be rendered very much less valuable to its owners 

because of the taking for the enlarged Erie Canal of 80 cubic feet per 

second in every month of the navigation season and 177 cubic feet 

per second in May.

WATER STORAGE ON HUDSON RIVER.

As noted in Part I of this paper, on page 33, Hudson River is divided 

at the Troy dam into the upper or water-power section and the lower 

or tidal portion. The proposed reservoirs are, as a matter of course, 

in the upper section, that above Troy.

EARLY SURVEYS.

The project for constructing storage reservoirs on the upper Hudson 

has been agitated for many years, the first surveys for this purpose 

haying been made in 1874. In that year Prof. F. N. Benedict conducted surveys, and in his report proposed an extensive system of reservoirs. The chief interest attaching to this report is the proposition 

on the part of Mr. Benedict to build storage reservoirs at Blue Mountain, Racket, Forked, Beach, and Long lakes, and divert the water 

stored on these several lakes from their natural drainage into Racket 

River, to the south, thus making them artificially tributary to Hudson River. In proposing this diversion, Mr. Benedict apparently 

assumed that the State, in its sovereign capacity, could divert waters 

from one drainage basin to another without regard to the rights or 

wishes of the riparian owners.

In addition to the lakes already enumerated, which are naturally 

tributary to Racket River, Mr. Benedict proposed to make reservoirs 

of the following lakes and ponds in the upper Hudson drainage area: 

Round Pond, Catlin Lake, Rich Lake, Harris Lake, Lake Henderson, 

Newcomb Lake, Lower Works reservoir, Chain Lakes, Goodenow 

Pond, Goodenow River reservoir, South Pond, Clear Pond, Slim 

Pond, Ackerman Pond, Perch Pond, Trout Pond, Lake Harkness, 

Shedd Lake, First Sergeant Pond, Third Sergeant Pond, Plumley
126 WATER RESOURCES OF STATE OF NEW YORK, PART II. [NO. 35.

Pond, Moose Pond, and Gary Pond. The total storage to be furnished by the entire system of reservoirs is placed at 18,419,781,600 

cubic feet. The total cost of the proposed reservoirs was placed by 

Mr. Benedict at about $265,000, or, including the diversion canal and 

improvements at Long Lake, at a total of about $460,000. The dams

FIG. 1. Map of drainage area of Hudson River above Glens Falls.

proposed were to be constructed of timber, very much after the plan 

of the timber dams still constructed by the lumbermen in this region, 

as shown on PL III. 1

1 For further particulars of Mr. Benedict's reservoir system, see Report on a Survey of the 

Waters of the Upper Hudson and Racket Rivers in the Summer of 1874, with Reference to 

Increasing the Supply of Water for the Champlain Canal and Improving the Navigation of the 

Hudson River, by F. N. Benedict, Ass. Docs. (1875), Vol. I, No. 6, p. 85.
U. 8. GEOLOGICAL SURVEY WATER-SUPPLY PAPER NO. 25 PL. Ill

A. LUMBERMAN'S DAM ON CEDAR RIVER

LUMBERMAN'S DAM ON INDIAN RIVER
STORAGE ON HUDSON RIVER. 127

In 1874, when Mr. Benedict prepared his report, the demands for 

water upon Hudson River were far less extensive than at present, 

and even in 1882 the total water power of the stream, was, according 

to the statistics of the Report on the Water Power of the United 

States, Tenth Census, only 12,894 horsepower, while in 1895 the total 

horsepower was 43,481. Taking into account additional wheels set in 

the last two years, as well as the extensive development of the Hudson River Power Transmission Company now in progress 3 miles below 

Mechanicville, it is probable that early in 1898 there will be wheels 

set on Hudson River capable of furnishing, at full capacity, not far 

from 55,000 horsepower. This great development has led to a very 

strong demand in the last few years for increased flow during the 

low-water period.

RECENT INVESTIGATIONS. 

In 1895 a survey of the upper Hudson Valley was authorized with 

the view of determining what lakes and streams may be improved, 

and the water stored and diverted, in order to provide for the 

enlargement of Champlain Canal; for restoring to the water of 

Hudson River at or below Glens Falls the water diverted therefrom 

for canal purposes, and for improving the navigation of the lower 

Hudson River. The Hudson River naturally divides into two sections the upper and the lower at the Troy dam, which is the head 

of the lower or tidal section. The proposed reservoirs are all in the 

upper section, above Troy.

When one considers the scope of the investigation it may be 

readily seen that the studies must necessarily be of rather wide 

range. Special consideration should be given the following topics:

(1) The area of the several subdivisions of the drainage area, 

together with the locations and extent of the reservoir sites, and the 

total area from which the run-off can be controlled.

(2) The rainfall and mean temperature of the tributary region, as 

well as its physical characteristics, the relative amounts of timber and 

cleared area, etc.

(3) The actual run-off of the stream from the known area for a 

series of years, and a deduction therefrom by comparison with the 

rainfall and temperature records of the amount which may be stored 

in the year of minimum rainfall; also the relation which the run-off in 

the year of minimum precipitation bears to what may be expected 

in the average year, and a deduction therefrom of the proper height 

of flow lines for full-capacity development.

(4) The areas of the reservoirs and the losses therefrom by evaporation which may be reasonably expected, with the amount of effective storage which may be gained by the reservoir system when 

developed to full capacity.

(5) The amount of water now diverted for the use of Champlain
128 WATER RESOURCES OP STATE OP NEW YORK, PART II. [NO. 35.

Canal, and the amount to be diverted for such use when the enlargement is completed; also the proper method of managing the system 

of reservoirs in order to secure the best results to the canal, the navigable section, and the water power.

(6) The amount of water power now in use on the stream and the 

effect of the present and future diversion.

(7) The regimen of the tidal section, and the effect of the unregulated fresh-water flow and of the construction of the system of 

impounding reservoirs.

(8) The cost of the reservoirs and the relation which the actual cost 

bears to the amount of storage gained. This latter element determines the commercial feasibility of the project.

RESERVOIR SITES ON SACUNDAGA, MAIN HUDSON, AND SCHROON

RIVERS.

The surveys, so far as carried, indicate that economical reservoirs 

controlling the entire drainage area to full capacity in the year of 

minimum rainfall may be constructed in the Sacundaga, main Hudson, and Schroon valleys, as shown in the following paragraphs.

The Sacundaga River has, as already stated, a total drainage area 

above its mouth at Hadley of 1,040 square miles. The catchment 

areas of reservoir sites on Sacundaga River, in square miles, are as 

follows:

Catchment areas of reservoir sites on Sacundaga River.

Square miles. 

Lakes Pleasant and Sacundaga ............................^.............. 45

Piseco Lake_-_-._..__.....-...___.._.__..-._....__.-....--....-.-_._..__. 55

Arietta flow..-.-............................................ ............. 40

Miscellaneous ..................-..,.--......_-....._.............-..-..-- 50

Total................ .............................................. 190

The main Hudson or North River has a total drainage area above 

Hadley, not including Schroon River, of 1,092 square miles. Of this 

area the portions shown below may be developed to full capacity in 

the year of minimum rainfall:

Catchment area of reservoir sites mi main Hudson River.

Square miles. 

Thirteenth Pond _.........,...._ ........................................ 14

Chain Lakes.--.--....--...-.-.-....----.-.-...--.-.-----.---.-.........-- 58

Catlin Lake .__._______......__.___._____.-._..-_...__--_...____..__..___. 25

Lakes Rich, Harris, and Newcomb, and the Goodenow flow ..-.-.-..-.--.. 83 

Lake Henderson......................................... ................ 18

LakeSanford and the Tahawus flow .....--. ..,-. ....--.---...-......--._ 67

Boreas River and Boreas Pond,.-..... ........---...-......-.......-.--.. 45

Cedar River......-._--._.-___......................----.......-....--.-.. 58

Indian Lake.............-................_._._..........,......... ........ 146

Total............................................................... 514
BAFTEB.] RESERVOIR SITES ON SCHROON RIVER. 129

Schroon River has a total drainage area above its mouth of 550 

square miles. The topography of the Schroon area is such as to 

admit of two distinct lines of treatment either to construct one large 

dam at Tumblehead Falls, about a mile below South Horicon, or to 

construct a series of 16 to 18 small dams at various points in the area. 

In either case it is possible to control substantially the full flow of 

the 502 square miles above Tumblehead Falls, and the decision of 

which is better will turn chiefly on the question of relative cost, the 

estimate taking into account the fact that it will cost much more to 

operate a large number of reservoirs than to operate one.

Catchment area of small reservoirs on Schroon River.

Square miles. 

Minerva Brook at Olmsteapdville............................................ 43.4

Eewett Pond..--.------_._-._--..-.-..-_--.__._-_-.-..-..-_----.-.-.-_... 2.5

Loon Lake......---...-................._-.....-....-...-............-. . 11.6

Friend Lake..-..--------_-------..-.----.-.------.-.------._. ....-... 4.9

Elk Lake................................................................. 15.9

Clear Pond..............................................--.--...--......_ 3.3

New Pond ................... ._..._....-.--.-..-...---- ...... 1.7

Deadwater Pond ....................._'......_.............__.......... 18.9

Hamnaond Pond.-.---.......-.-......_...................... ..--.-...- 11.4

Dudley Pond.--------.......-..-........-....-..-----.-.-..-.._......... 3.9

Overshot Pond _.......................__..........._. ..... . . 4.9

Paradox Lake.-.---__.._........---..-..--.-.--.--_.._.....__.. 31.6

Paragon Lake..---_.. ......_..--._............ .. ..--.-.... 5.6

Crane Pond.............................................................. 7.2

Pharaoh Lake............................................................ 8.3

Brant Lake....-............-.....----.----.-.-.---.-...-.........-....--- 38.7

Valentine Pond .................^................^......... ......-..,.... 6.7

Schroon Lake at Starbuckville.........._..................._......... 359.2

Total ......................................................... .... 478.7

The area between Starbuckville and Tumblehead Falls not available 

with the system of small reservoirs is 23.3 square miles.

The total controllable area of the upper Hudson, with the system of 

small reservoirs in the Schroon Valley, is as follows:

Total catchment area of upper Hudson River.

Square miles. 

Sacundaga Valley ...--.__........^................... ...... .........-_. 190

Hudson above Hadley .----..-.-.......-__..--.-...__..__--.--.--.- 514

Schroon Valley.............................__............_...,.._.._._. 479

Total................................................................ 1,183

With one large reservoir in Schroon Valley the catchment area is 

increased to 1,206 square miles.

The system of small reservoirs outlined in the foregoing is estimated 

to store 15,330,000,000 cubic feet, at a cost of $1,172,500; hence the
130 WATER RESOURCES OP STATE OF NEW YORK, PART II. [NO. 25.

cost per million cubic feet stored becomes $76.48. These figures, 

however, do not take into account the annual cost of maintenance 

and operation, which may be placed at $30,000 per year, and capitalized at 5 per cent is equivalent to a permanent investment of $600,000. 

Adding $600,000 to $1,172,500 gives a total permanent investment of 

$1,772,500.

A general estimate of the cost of the single large reservoir in 

Schroon Valley shows that with a dam at Tumblehead Falls 59 feet 

in height there would be impounded 15,925,000,000 cubic feet. The 

preliminary estimate indicates a total cost of $840,000, and a later 

survey indicates about $1,000,000. The final revision of the estimate 

on completion of the investigation may show a somewhat larger figure 

than this. Even if the cost were to be $1,100,000, it would still be 

exceedingly cheap storage, the cost for 15,925,000,000 cubic feet being 

on this basis only $69.14 per million cubic feet stored.

The dam at Tumblehead Falls would be located just below the outlet of Brant Lake, the elevation of the water surface of which is 801 

feet. The flow line of the proposed reservoir has been placed at an 

elevation of 840 feet, thus giving a depth of 39 feet over the surface 

of Brant Lake, a depth of 33 feet over the surface of Schroon Lake, 

and a depth of 20 feet over Paradox Lake. With the reservoir full 

or nearly full, there would be continuous navigation from the head of 

Brant Lake to the head of Paradox Lake of about 35 miles. The villages of South Horicon, Bartonville, Starbuckville, and parts of Pottersville and Chester are within the flow line of this reservoir.

As another large reservoir to be built on the head waters of the 

Hudson, Indian Lake reservoir may be mentioned. As shown on 

page 128, the total controllable area at this lake is 146 square miles, 

which is capable of furnishing, in the year of minimum run-off, 

4,468,000,000 cubic feet. To provide this storage, a dam raising the 

water surface 23 feet above the present dam is required. The storage 

of the present dam 10 feet in height is estimated at 800,000,000 cubic 

feet. In the spring of 1897 a private company, known as the Indian 

River Company, was organized to construct the Indian River reservoir. This company proposes to construct a masonry and concrete 

dam to the height of 23 feet above the old timber dam. The work is 

now in process of construction. The clearing of the margins of the 

lake includes the cutting of about 1,160 acres of timber.

The Indian River Company was the owner of considerable land bordering on and in the vicinity of Indian Lake. In consideration of 

the transfer of townships 15 and 32 of the Totten and Crossfield purchase to the State forest preserve board, that board has, in effect, 

purchased the dam in process of construction, which, with the clearing of the margins, is estimated to cost about $100,000. The forest 

preserve board stipulated that the superintendent of public works
SITES ON HUDSON AND SACUNBAGA RIVERS. 131

have the right to draw water from the reservoir when necessary for 

the supply of Champlain Canal, the balance of the storage to be used 

by the Indian River Company for increasing the low-water flow of 

Hudson River for the benefit of the water power. At a total cost 

of $100,000 the cost per million cubic feet stored becomes $22.38. 

Taking into account the quantity of water stored at Indian Lake, this 

must be considered a very cheap reservoir. 1

Piseco Lake may also be referred to as another large reservoir which 

may be constructed on the upper Hudson at low cost. It is estimated 

that a storage of 1,725,000,000 cubic feet may be made, at an expenditure of 170,000, or at an average cost per million cubic feet stored 

of $40.

Without going further into detail, the following may be given as the 

approximate storage of the entire upper Hudson system, worked out 

to date. 2

Approximate storage of upper Hudson River.

Cubic feet.

Storage of Sacundaga and main Hudson River drainage areas, not 

including Boreas River reservoir, Boreas Pond, Indian Lake, and 

Piseco Lake. _.__ __.__.___.__.___-.___.__. ..___,________.-.-.. 14,364,000,000

Boreas River reservoir and Boreas Pond ...... .................. 1,111,000,000

Indian Lake........ ............................................. 4,468,000,000

Piseco Lake..................................................... 1,725,000,000

Schroon Valley.................................................. 15,925,000,000

Hadley..........................................'................ 4,000,000,000

Conklinville..................................................... 4,000,000,000

Total.................................... ................. 45,593,000,000

This storage is considered sufficient, in conjunction with the natural 

flow of the unregulated portion of the river, to maintain at Mechanicville a flow of at least 4,500 cubic feet per second during the entire 

year.

In addition to the reservoirs named above, the general investigations indicate that there is, possibly, an opportunity to make a large 

reservoir on Sacundaga River by the erection of a dam about 20 feet 

in height at Conklinville, where there is a reach of river extending 24 

miles to IsTorthville. The available storage of such a reservoir is taken 

at about 4,000,000,000 cubic feet.

There is also an opportunity to construct on the main Hudson at 

Hadley, just above the mouth of the Sacundaga, another reservoir of 

about 4,000,000,000 cubic feet capacity, at a point where the natural 

conditions for constructing such a reservoir are considered very good. 

At the site of the proposed dam the river shows a granitic rock bottom

1 This dam was completed in 1898.

2 For full details the reader is referred to the original reports on the upper Hudson storage 

surveys, in the Annual Reports of the State Engineer and Surveyor for the fiscal years ending 

September 30,1895 and 1896.
132 WATER RESOURCES OP STATE OF NEW YORK, PART II. [NO. 35.

with precipitous banks nearly 40 feet in height and about 100 feet 

apart. The material for a permanent stone dam exists in the vicinity, with an opportunity to construct a wasteway over natural rock 

at one side.

Inasmuch as all the storage except that of the Sacundaga area would 

pass through the Hadley reservoir, its construction would simplify 

the management of the system very greatly. In the summer season, 

as long as there is any storage above to be drawn upon, this reservoir could be kept nearly full and j list the right quantity drawn out 

from day to day to keep the river at the assumed flow of 4,500 cubic 

feet a second at Mechanicville.

EFFECT OF PROPOSED STORAGE ON RIVER FLOW.

The foregoing quantities of storage have been fixed upon on the 

basis that the water yield of the year of minimum stream flow will 

furnish a storage of at least 12 inches, the flow line of the reservoirs 

themselves being located with reference to holding back 13.5 inches. 

If, however, one examines the tables of run-off of the Hudson at 

Mechanicville, given in Part I of this paper, on page 82, and of precipitation in the watershed, given on the next page, it is seen that 

much greater yields can be expected in an average year. From 

this point of view, it may be asked, Why not make the reservoirs 

somewhat larger than merely sufficient for the wants of the year of 

minimum flow and carry some water over from one year to another, 

thus more nearly attaining an absolute regulation of the river not 

for a single year, but for a series of years? The chief objection to 

this method of procedure is that experience with other large reservoir 

sj^sterns is against other than a moderate development on this line, it 

having been repeatedly found that however high the flow line, reservoirs are likely to be nearly empty at the beginning of the storage 

period of the minimum year. Experience indicates that the rainfall 

and stream flow move in cycles, there being in each cycle several 

successive years of flow above the average. The demands for Water 

tend to increase during the years of plenty, until those in charge 

apparently forget there will ever be a deficiency. The best practice, 

therefore, is to locate the flow line with reference to about the minimum 

yield, thus forcing an economy in the use of water from the beginning. 

By proceeding in this way provision may be made for carrying over 

moderate quantities of water from the latter end of the year more 

effectually than in any other way.
U. S. GEOLOGICAL SURVEY

A. THE GEORGE WEST PAPER MILL, ON HUDSON RIVER AT HADLEY, NEW YORK.

J?. THE HUDSON RIVER PULP AND PAPER COMPANY'S MILLS AT PALMER FALLS, 

ON HUDSON RIVER, NEW YORK.
RASTER.] EFFECT OF STORAGE ON RIVER FLOW. 133

Mean precipitation on Ihe upper Hudson watershed.

[In inches. ]

Month.

December ....

January......

February....

March..---...

April . -----

May .-.-.. 

June. .. ....

July..... 

August.. ---..

September . . .

October ......

November ...

Total . . .

fc*i

a

i

,5

4

3.71

3.75

3.49

3.73

3.80

3.63

17.09

4.07

4.29

3.96

13.33

3.43

3.58

3.08

10.09

39.50

£

<s

fe

a

3

3.19

3.16

3.03

o 70

3.15

3.10

17.35

2.83

3.25

4.17

10.25

2.96

2.36

3.24

8.56

36.16

£

1

§®M

2.75

3.00

2.22

3.34

2.09

3.05

15.35

2.89

3.61

4.21

10.71

3.00

2.49

3.56

9.05

a5.n

£S 

« ^-o JS 1053 3«£

'*-<* CD ogS

ajj

®C£5ta^

S

3.01

3.03

2.64

2.50

3.14

3.14

16. 47

2.99

3.53

4.20

10. 75

3.13

2.60

3.26

8.99

36.22

03

1 .

"erf OQ S£ 

03Ss

|U0)

^

4.31

3.36

2.83

2.94

2.02

3,17

IS. 63

3.24

3.44

3.91

10.59

3.51

3.41

2.84

9.76

38.98

cS

1 

£O<

q

^

*

3

^

*

3.57

3.88

3.60

2 52

o on t*. Ot/

4 46

30. t3

3.88

3.83

5.07

12. 78

3.57

3.06

3.46

10. 09

43.29

 d

03 

O

*i 3 ®

t>

g

J

2.14

3.35

2.43

1.78

1.91

2.79

IS.ltO

3.43

3.67

9.94

2.84

3.39

2.94

9.07

32.41

iTO 

O

s>> ^a |S

 a

o

h5

2.91

3.30

2.86

3.63

2.93

3.45

19. OS

4.20

4.01

3.14

11.35

2.87

3.20

3.33

.9.49

39.93

iOS 3&.& §°a

'E *

£

c8

O

2.36

3.36

2.61

2.12

.3.36

3.65

17. U6

4.66

3.91

3.98

IS. 55

3.27

3.60

3.29

10.16

40.17

 d

03 

O

 oS

"7n ®

«

2.78

3.69

2.06

3.36

2.53

3.04

15. IS

4.29

4.31

3.66

IS. 16

3.08

3.56

2.46

9.11

36.73

 o

1

«(j

 i^ <D

I

2

2.48

2.08

1.43

1.74

3.13

3.47

13.33

3.31

3.63

2.97

9.81

3.67

3.90

3.88

S.US

31.58

"3 

 y

o

a

03 0)

a

393

2.99

2.56

2.48

3.43

3.38

16:76

3.67

3.78

3.79

11.25

3.13

3.15

3 11

9.38

37,39

The figures in the above table are obtained l>y averaging the results obtained at Albany from 

1835 to 1895; at Glens Falls, from 1879 to 1895; at Keene Valley, from 1879 to 1895; in western Massachusetts, from 1887 to 1895; in Northern Plateau, from 1889 to 1895; at LowviUe Academy, from 

1827 to 1848; at Johnstown Academy, from 1828 to 1845; at Cambridge Academy, from 1837 to 

1839; at Fairneld Academy, from 1828 to 1849; at Granville Academy, from 1835 to 1849; the mean 

of Albany, Glens Falls, and Keene Valley, from 1879 to 1895. Although the foregoing figures are 

here given in detail, later studies indicate that the mean rainfall of the Northern Plateau as 

denned by the State meteorological bureau is the best rainfall record to apply to the upper Hud 

son area.

The proposed regulation of Hudson River, as thus far planned, is 

to be arranged on the basis of maintaining a flow of at least 4,500 

cubic feet per second at Mechauicville, where, as has been seen, the 

drainage area is 4,500 square miles, such a regulation being equivalent 

to producing at Mechanicville a constant flow of 1 second-foot per 

^square mile. The relation of such regulated flow to the natural 

unregulated flow may be seen by studying .the diagrams of flow of 

Hudson River at Mechanicville given in Part I, on page 81.

As regards the change in the regimen of the stream due to storage, 

it may be remarked that the reservoirs have been designed on the 

basis of giving to the stream at least 0.5 inch on the drainage area per 

month. This amounts to 0.45 cubic foot per second per square mile 

for a month of thirty days; it is not, however, intended to state that the 

entire river will ever be as low as 0.45 cubic foot per second per square 

mile, or, what is the same thing, as low as 2,025 cubic feet per second 

at Mechanicville, but only that those tributary streams on which the 

storage reservoirs are located may be down to this figure. With 0.45 

IRE 25 3
134 WATER RESOURCES OF STATE OF NEW YORK, PART II. [NO. 25.

cubic foot per second per square mile always flowing away from the controlled drainage area, the natural flow of the unregulated portion will 

usually furnish an additional amount sufficient to keep the river, 

during the storge period, up to nearly the assumed 4,500 cubic feet at 

Mechanicville; or in case of extreme low water in winter other reservoirs may be relied upon to assist in the manner already pointed out.

On the basis of 12 to 14 inches available storage, there may be, with 

0.5 inch per month always going to the stream, a possible total requirement for the year of from 15 to 18 inches.

The table in Part I of this paper, on page 82, shows that the total 

flow for the water year 1895 was only 17.46 inches, or in that year 

there-might have been a shortage if the reservoir system had been in 

operation of perhaps 0.5 inch. Any such shortage would necessarily have been carried over from the year 1894, when, in November, 

there was a run-off of 1.58 inches. Allowing 0.5 inch to the stream, 

from the November rainfall alone there would have been 1.08 inches 

remaining in the reservoirs to be carried over to 1895.

SUMMARY.

In conclusion, it may be said that it is entirely feasible to construct 

a system of reservoirs in the upper Hudson Valley, and such system 

may be designed with reference to the full capacity storage of at least 

1,300 square miles of area, or 47 per cent of the total area above Glens 

Falls. Such control would result in the material reduction of floods 

at Glens Falls and other points.

The proposed total storage of 45,593,000,000 cubic feet would maintain 4,500 cubic feet per second flow, as well as supply the other 

necessary demands, in the driest season of the gaging period. The 

discharge measurements show that whereas the minimum unregulated 

flow at Glens Falls is as low as 900 cubic feet per second for a monthly 

mean, with the storage carried out, the probable monthly mean flow 

at Glens Falls will be at least 3,000 to 3,600 cubic feet per second. 

The minimum regulated flow of 4,500 cubic feet per second at Mechanicville will increase the low-water depth in Hudson River at Albany 

about 1.5 feet.

The diversion of water for the use of Champlain Canal is an injury 

to the water power at Glens Falls and lower points on the river. 

Since water power is much cheaper than steam power, the taking of 

the water of the river away from the manufacturers is a serious 

matter. In the fourteen years from 1882 to 1895 the use of water 

power on Hudson River has increased from a total of 12,894 net horsepower in 1882 to 43,481 net horsepower in 1895, an increase of 237 per 

cent.

The upper Hudson storage system is estimated to cost from $60 to 

$70 per million cubic feet stored, a sum considerably less than the 

cost of many other systems.
U. S. GEOLOGICAL SURVEY WATER-SUPPLY PAPER NO. 26 PL. V

A. GLENS FALLS PAPER MILLS AT FORT EDWARD, NEW YORK.

B. DAM OF THE HUDSON RIVER POWER TRANSMISSION COMPANY DURING 

CONSTRUCTION, OCTOBER, 1897.
RAFTER.] EARLY POWER DEVELOPMENT AT NIAGARA FALLS. 135

DEVELOPMENT OF WATER POWERS.

POWER DEVELOPMENT AT NIAGARA FALLS. ,

The possibility of water-power development at Niagara Falls has 

attracted attention for many years, the first utilization there having 

been made in 1725, when the French erected a sawmill near the point 

where the Pittslmrg Reduction Company's upper works now stand for 

the purpose of supplying lumber for Fort Niagara. Between 1725 and 

the early years of the present century little is known of the use made 

of Niagara Falls power further than that sawmills were in operation 

there during the whole period. In 1805, however, Augustus Porter 

built a sawmill on the rapids, and in 1807 Porter & Barton erected a 

gristmill. In 1817 John Witmer built another sawmill at Gill Creek, 

and in 1822 Augustus Porter built a gristmill along the rapids above 

the falls. From that year to 1885, when the lands along the river 

were taken for a State park, a considerable amount of power was 

developed by a canal which took water out of the river near the head 

of the rapids and followed along the shore nearly parallel with the 

bank of the river. Mills were built between this canal and the river, 

and a part of the 50-foot fall between the head of the rapids and the 

brink of the American Falls was thus utilized. A paper mill was 

built on Bath Island at an early date.

In 1842 Augustus Porter, one of the principal mill owners at 

Niagara Falls, proposed a considerable extension of the then existing system of canals and races, and in January, 1847, in connection with Peter Emslie, he published a formal plan which became 

the subject of negotiations with Walter Bryant and Caleb S. Wood^ 

hull. An agreement was finally reached by which they were to 

construct a canal and receive a plot of land at the head of the 

canal, having a frontage of 425 feet on Niagara River, together with 

a right of way 100 feet wide for the canal along its entire length of 

4,400 feet, and about 75 acres of land near the terminus, having a 

frontage on the river below the falls of nearly a mile. The canal 

constructed under this agreement passes through what is now the 

most thickly settled part of the city of Niagara Falls.

Ground was broken by Messrs. Bryant & Woodhull in 1853 and 

the work carried on for about sixteen months, when it was suspended 

for lack of funds. Nothing further was done until 1858, when Stephen 

Alien carried the work forward for a time; later, in 1861, Horace H. 

Day took up the matter and completed a canal 36 feet wide, 8 feet 

deep, and 4,400 feet long, by which the water of the upper river was 

brought to a basin near the brink of the high bluff of the lower river 

and at an elevation of 214 feet above the lower river. Upon the margin 

of this basin various mills have been constructed, to the wheels of which 

water is conducted from the canal and discharged through the bluff 

into the river below. The^first mill built on this hydraulic canal was a 

small gristmill, erected by Charles B. Gaskill in 1870 on the site of 

the present large flouring mill of the Cataract Milling Company.
136 WATER RESOURCES OP STATE OF NEW YORK, PART II. [NO. 35.

NIAGARA FALLS HYDRAULIC POWER AND MANUFACTURING COMPANY.

In 1877 the hydraulic canal and all its appurtenances were purchased by Jacob F. Schoellkopf and A. Chesbrough, of Buffalo, who 

organized the Niagara Falls Hydraulic Power and Manufacturing 

Company, of which Mr. Schoellkopf is still president. The following 

is a list of companies either now supplied or to be supplied-with power 

by the Niagara Falls Hydraulic Power and Manufacturing Company.

urnished by Niagara Falls Hydraulic Poiver and Manufacturing Company. 

WATER POWER.

Company.

N. Wood Paper Co.. .......... .......

Schoellkopf & Mathews ..-..-. _.-..-

Pettebone Cataract Manufacturing Co -

Thomas E. McGarigle ..-_______...,..

Cliff Paper Co.... --.-.......-..-.....

Total .__...._.___..__-..-_-__ .

Business.

Flouring mill

Paper and pulp . . . 

Flouring mill ..... 

Paper and pulp. . . . 

Flour.............

Machine shop 

Paper and pulp . .. .

Horsepower.

1,000 

500 

900 

2,000 

400 

200 

25 

2,500

7,525

ELECTRIC POWER.

Niagara Falls and Lewiston B. R. Co. 

Cliff Paper Co. -----------------------

Buffalo and Niagara Falls Electric 

Light and Power Co. 

Niagara Falls Brewing'Co - . ...-..,.

Bodwell Manufacturing Co - - _ _

Sundry small customers in Niagara 

Falls. 

Francis Hook and Eye Co _ _ _ . . _

Kelly and McBean Aluminum Co. . . . . 

The National Electrolytic Co ______ .

Total .........^. ...............

Aluminum. __ _. .

Paper and pulp .....

Light and power . ,

Silver plating, etc.

Hooks and eyes

3,500 

400 

300 

200 

600

150

75 

100

15

15 

1,000

6,355

MECHANICAL POWER FURNISHED ON SHAFT.

Oneida Co., Limited- ....... ----- .

Carter-Crum Co---...... ..............

Total ...._-.................._.

Grand total -..----.--..-..--...

Silver-plated ware 

and chains. 

Check books . .....

300 

60

360

14, 240
U. 8. GEOLOGICAL SURVEY WATER-SUPPLY PAPER NO. 25 PL. VI

POWER HOUSE OF THE NIAGARA FALLS HYDRAULIC POWER AND MANUFACTURING COMPANY.
RAFTER. J POWER DEVELOPMENT AT NIAGARA FALLS. 137

The contract made in 1852 between Augustus Porter, Walter 

Bryant, and Caleb J. Woodhull only conveyed lands to the edge of 

the high bank of Niagara River, but did not include the talus or slope 

between the edge of the high bank and the river, and only granted 

the right to excavate 100 feet down the face of the bank. In 1852, 

when this contract was made, the use of water power under higher 

heads than 100 feet was, so far as the United States was concerned, 

entirely unknown. Until recently the mills at Niagara Falls have 

not attempted to use more than 50 or GO feet head; hence it resulted 

that although the capacity of the Niagara Falls Hydraulic Power and

too

FIQ. 2. General plan of development of the Niagara Falls Hydraulic Power and Manufacturing

Company.

Manufacturing Company's canal, as at first constructed, was sufficient, 

by development of the whole head, to produce about 15,000 horsepower, under the original agreements its capacity was exhausted when 

about 7,000 horsepower was produced.

In 1892 the Niagara Falls Hydraulic Power and Manufacturing 

Company began an enlargement and improvement of its canal. The 

plan adopted was to widen the original channel at one side to 70 feet, 

and make the new part 14 feet deep. * This work is cut entirely 

through rock, below the water line. The enlargement of one side 

was completed in 1896. The canal as enlarged to date has a capacity.
138 WATER RESOURCES OF STATE OP NEW YORK, PART II. [NO. 35.

of about 3,000 cubic feet per second, giving, under present conditions, 

a total of from 40,000 to 50,000 horsepower, the cross section being 

about 400 square feet.

This company has a grant from the State of the right to draw from 

Niagara River as much water as can be taken through a canal 100 

feet wide and 14 feet deep. Work on further enlargement is now in 

progress, and it is expected, within a year or two, to have a total of 

about 675 feet area of water section.

To July 1, 1897, about 100,000 cubic yards of material had been 

taken out at a cost of 1250,000, the average cuttings in the original 

canal from the surface of the ground to the surface of the water being 

about 8 feet.

The development now in process by this company is very interesting. A bulkhead is located at the top of the high bank with a fore 

bay back of it connected with the main hydraulic canal by a shortbranch canal. From the fore bay a large penstock leads vertically 

down the cliff to a power house located directly on the shore of the 

lower river. In this power house horizontal turbine water wheels are 

placed, with dynamos directly connected, the power therefrom being 

transmitted either to the mills on the bluff above or to establishments 

at a distance. (See PI. VII and fig. 2.) This company expects soon 

to transmit several thousand horsepower to Buffalo. 1 Without taking 

into account the cost of water in the canal, the cost of the development of power in the way in which it is mow being developed by this 

company may be placed at $35 per horsepower.

NIAGARA FALLS POWER COMPANY.

The Niagara Falls Power Company has developed an extensive 

plant on quite different lines from that of the Niagara Falls Hydraulic 

Power and Manufacturing Company. In 1883 to 1885 Thomas Evershed, who was at that time division engineer of the western division 

of the New York State canals, was called on to survey Niagara Falls 

Park Reservation, as provided for by act of the legislature. This led 

Mr. Evershed to spend considerable time at Niagara Falls, during 

which he conceived the project of constructing a tunnel' to begin at 

the level of the lower river and extend under the city of Niagara Falls 

for a distance of about 2^ miles. (See fig. 3.) This tunnel, as proposed, was to be generally parallel to the Niagara River, but at some 

little distance from it. At its head and at various points along the 

river from above Port Day it was proposed to construct branch canals

1 For further details ot the Niagara Falls Hydraulic Power and Manufacturing Company, see

(1) Power development of Niagara Falls, other than that of the Niagara Power Company, 

by W. C. Johnson: Trans. Engineers' Society of Western New Tork, Vol. I, No. 6 (Feb. 3,1896);

(2) Niagara Falls Hydraulic Power and Manufacturing Company's new work, by Orrin E. 

Dunlap: Electrical Engineer, Vol. XX (Dec. 4, 1895); (3) Old hydraulic power plant at Niagara 

Falls transformed for electrical transmission, by Orrin E. Dunlap: Western Electrician, Vol. 

XIX (Dec. 5, 1896); (4) Pulp mill of the Cliff Paper Company of Niagara Falls, New York, by 

W. C. Johnson: Trans. Am. Soc. Civil Eng., Vol. XXXII (Aug., 1894).
U. S. GEOLOGICAL SURVEY WATER-SUPPLY PAPER NO, 25 PL. VII

PENSTOCK OF THE NIAGARA FALLS HYDRAULIC POWER AND MANUFACTURING

COMPANY.
RAFTER.] NIAGARA FALLS POWER COMPANY. 139

connecting with the river and through which water could be taken, to 

be discharged upon turbine wheels placed in vertical wheel pits and 

connected with the tunnel at various points.

The Niagara River Hydraulic Tunnel, Power and Sewer Company 

of Niagara Falls was incorporated in 1886 for the purpose of constructing and operating, in connection with Niagara River, a hydraulic 

tunnel or subterranean sewer for public use in the disposal of sewage 

and drainage and for furnishing hydraulic power for manufacturing 

purposes in the town of Niagara Falls. In consideration of the public 

service of sewerage and drainage, this company was authorized to 

acquire land by condemnation.

The general plan of development is described by Mr. Evershed in

FIG. 3. Map of Niagara Palls and vicinity, showing location of the great tunnel. 

(From. Cassier's Magazine, Vol. VIII, p. 183.)

a report made July 1, 1896, in which he states that the main tunnel 

would begin at a point on the lower river immediately north of the 

State reservation, with its mouth as low as high water below the falls 

would permit. From this point to half a mile above Port Day it should 

have a rise of 1 foot in 100, or 52.8 feet per mile, and a section above 

Port Day equivalent to a circle 24 feet in diameter, the tunnel gradually diminishing in size in accordance with the number of mills emptying tail-water into it, until at the upper end it would have the same 

area of cross section as the connecting cross tunnels. 1

The matter remained in abeyance until 1889, when the Niagara Falls

1 See pamphlet, Water Power at Niagara Falls, prospectus of the Niagara River Hydraulic 

Tunnel, Power, and Sewer Company (1886).
1 40 WATER RESOURCES OF STATE OF NEW YORK, PART II. [NO. 35.

Power Company was organized to carry out, in effect, Mr. Evershed's 

plan. The actual work of construction was undertaken by the Cataract Construction Company, composed of William B. Rarikine, Francis 

Lynde Stetson, Pierpont Morgan, Hamilton McK. Twombly, Edward 

A. Wickes, Morris K. Jesup, Darius Ogden Mills, Charles F. Clarke, 

Edward D. Adams, Charles Lanier, A. J. Forbes-Leith, Walter Ho we, 

John Crosby Brown, Frederick W. Whirtridge, William K. Vanderbilt, George S. Bowdoin, Joseph Larocque, John Jacob Astor, and 

Charles A. Sweet. This company has modified the original plans in 

some particulars, although the general scheme has been carried out.

The plan finally determined on comprised a surface canal 250 feet 

in width at its mouth on the river, 1^ miles above the falls, extending 

inwardly 1,700 feet, with an average depth of 12 feet, and computed 

to furnish water sufficient for the development of about 120,000 horsepower. The masonry walls of this canal are pierced at intervals with 

inlets, guarded by gates. Some of these are used to deliver water to 

tenants who construct their own wheel pits and set their own wheels, 

while 10 of them are arranged on one side of the canal for the purpose 

of delivering water to the wheel pit of the Niagara Falls Power Company's power station, Vhere dynamos, placed at the top of turbine 

vertical shafts, generate electricity for transmission. The wheel pit 

at the power station is 178 feet in depth and connected with the main 

tunnel by a short cross tunnel. The main tunnel as carried out has 

a maximum height of 21 feet and a width of 18.82 feet, making a net 

section of 386 square feet. The slope of this tunnel is 6 feet to the 

thousand.

The most careful consideration was given to the subject of the turbines to be used, as well as to the question of power transmission. 

In 1890 Edward D. Adams, who was then president of the company, 

established an International Niagara Commission, with power to offer 

$20,000 in prizes. This commission consisted of Sir William Thomson 

(now Lord Kelvin), Dr. Coleman Sellers, Lieut. Col. Theodore Turretini, Prof. E. Mascart, and Prof. W. C. Unwin. Inquiries concerning 

the best-known methods of development and transmission of power in 

England, France, Switzerland, and Italy were made, and competitive 

plans were received from twenty carefully selected engineers and 

manufacturers of power plants in England,. Europe, and America. 

These plans were submitted to the commission, which awarded prizes 

to those considered worthy. The most important result was the 

selection of the designs of Faesch and Piccard, of Geneva, for turbines computed to yield 5,000 horsepower each. Three wheels have 

been built from these designs and are now in place and regularly 

operated.

Without going into details of the electrical work, it may be stated 

that the Niagara Falls Power Company adopted the two-phase alternating current system as best adapted to its work. In the dynamos 

employed the field magnet revolves instead of the armature. As
U. S. GEOLOGICAL SURVEY WATER-SUPPLY PAPER NO. 25 PL. VIII

A. POWER HOUSE OF THE NIAGARA FALLS POWER COMPANY.

B. OUTLET OF TUNNEL OF THE NIAGARA FALLS POWER COMPANY.
RAFTER.] NIAGARA FALLS POWER COMPANY. 141

advised by the company's electrical engineer, Prof. George Forbes, of 

London, three such dynamos, of 5,000 horsepower each, constructed 

by the Westinghouse Company, of Pittsburg, have been installed. 

During the summer of 1896 a transmission line was constructed from 

Niagara Falls to Buffalo, and since November of that year some of the 

street railways in Buffalo have been operated electrically by power 

from Niagara Falls.

According to a statement of William B. Rankine, secretary of the 

Cataract Construction Company, the power furnished or contracted 

for by the Niagara Falls Power Company July 1, 1897, was as follows:

Power furnished by the Niagara Falls Power Company. 

HYDRAULIC POWER.

Company.

Niagara Falls Paper Company ............

Business.

Paper.... .-.-.-._.--.

Horsepower.

7,200

ELECTRIC POWER.

Acetylene Light, Heat, and Power Company . 

Buffalo and Niagara Falls Electric Light 

and Power Company. 

Walton Ferguson ............ .._____---_...

Buffalo and Niagara Falls Electric Rail way . 

Niagara Falls and Suspension Bridge Railway Company, a 

Buffalo Street Railway Company ...........

Acetylene Light, Heat, and Power Company b

Buffalo General Electric Company d ........

Power City Foundry and Machine Company . 

Al bright and Wilson ..._._ ......... .....

Total hydraulic power sold at Niagara Falls. 

Total electric power sold at Niagara Falls . .

Total................................

Abrasives. ............

Local lighting ........

Chlorate of potash .... 

Peroxide of sodium

.....do ................

22-mile transmission . . 

Calcium carbide . . . . .

Soda ash ..............

Abrasives -.-.......---.

Electro-chemicals

3,050 

1,000 

1,075 

500

500 

400 

300 

250

1,000 

4,000 

4,000 

1,000 

3,000 

1,000 

45 

25 

400

7,200 

14, 545 

5,000

26, 745

a All from October 1, 1896.

5 From delivery, say, November 1, 1897.

c Prom June 1,1897.

d Prom November 15,1897. 

e Prom June 1,1897.
142 WATER RESOUECES OF STATE OF NEW YORK, PART II. [NO. 25.

Recapitulation of the total power in use or furnished from Niagara 

Falls January 1, 1898, shows the following amounts:

Hydraulic power: Horsepower. 

Niagara Falls Power Company.__..._._.._._..___----. ..__._--__ _. 7,200 

Niagara Falls Hydraulic Power and Manufacturing Company. _.... - 7,525

Electric power:

Niagara Falls Power Company...... --'._.----..----._..---.--_------- 19,545

Niagara Falls Hydraulic Power and Manufacturing Company-. _..... 6,355

Mechanical power:

Niagara Falls Hydraulic Power and Manufacturing Company.._. _ _ .. 360

Total...... .-____--..____-__________--_-.-.--....---._--._..__- 40,985

The large demand for power from the Niagara Falls Power Company lias necessitated the enlargement of the wheel pit and power 

house to more than three times their present capacity. The work upon 

this enlargement, sufficient to provide 35,000 additional horsepower, 

has been in progress since June, 1896, and is now approaching completion. With the completion of this extension the Niagara Falls 

Power Company will have available 50,000 horsepower; a portion of 

the increased power was ready for delivery January 1, 1898.

The 50,000 horsepower developed when the present extension is completed represents but one-half of the capacity of the present tunnel. 

This company has further secured the right of way for a second discharge tunnel, so that when the demand for power shall render it 

necessary the present plant may be duplicated, thus furnishing 200,000 

horsepower in all. In addition to this large development on the American side, the Canadian Niagara Power Company, an allied corporation, now holds from the Canadian government an exclusive franchise 

granting to it the right to develop on the Canadian side at least 250,000 

horsepower. The total possible power proposed to be developed in 

the future at Niagara Falls is about as follows: 1

Power proposed to be developed at Niagara Falls.

Horsepower.

Niagara Falls Power Company's present tunnel ......-.-..........-..-_. 100,000

Niagara Falls Power Company's second tunnel............ .... ........ 100,000

Niagara Falls Hydraulic Power and Manufacturing Company's canal.... 150,000

Canadian Niagara Power Company's tunnels.........--_....-.--..--.--. 250,000

Total.............................................................. 600,000

The developments now in progress at Niagara Falls are being carried out on very broad lines and probably furnish the best examples 

of modern hydraulic work. They certainly lead so far as the

1 For an interesting discussion as to the effect of diverting large quantities of water from 

Niagara River for power purposes, see report of Clemens Herschel, made December 12,1895, on 

the Diversion of Water from the Niagara River for Power Purposes by the Niagara Falls 

Hydraulic Power and Manufacturing Company and by the Niagara Falls Power Company, and 

the Unimportant Effect of such Diversion upon the River. Mr. Herschel bases his discussion on 

the data of the Lake Survey of an ordinary and usual flow of 365,000 cubic feet per second. Reasoning irom this premise he concludes that even when 300,000 or 400,000 horsepower are in use 

the effect upon the depth of the river will be insignificant.
RAFTER.] POWER DEVELOPMENT AT MASSENA. ' 143

United States is concerned. A complete account of both works, giving details of all the engineering features, would make a large-sized 

monograph. From this point of view it is only possible to cite some 

of the sources of information. 1

POWER PLANT AT MASSENA, ON ST. LAWRENCE RIVER.

Among the large power developments -now under construction in 

the State of New York is that afc Massena, on St. Lawrence and 

Grass rivers. According to statements made by John Bogart, consulting engineer, the power plant now under construction at Massena includes the excavation of a canal leading from St. Lawrence 

River to Grass River, a distance of 3 miles, the building of a 

power house, the installation of fifteen 5,000-horsepower electric generators, and the necessary equipment of turbine water wheels. The 

furnishing of the electric apparatus has been awarded to the Westinghouse Electrical and Manufacturing Company, and is said to be 

the largest contract for electric apparatus ever placed..

The plan of development adopted at Massena is to divert a portion 

of the water of St. Lawrence River from its natural channel by means 

of a canal, carrying it 3 miles across to Grass River, where, after 

operating turbines, it will pass by way of Grass River to the St. 

Lawrence at a point lower downstream. Just below where the 

canal takes water from St. Lawrence River, Long Sault Rapids are 

located, which have a fall of about 50 feet. Grass River runs nearly 

parallel to the St. Lawrence for several miles, flowing into the St. 

Lawrence a short distance below the foot of Long Sault Rapids. To 

the south of St. Lawrence River, and between it and the valley of 

Grass River, there is a comparatively level plateau.

The average width of Grass River from its mouth to above where 

the power canal will intersect it is from 250 to 300 feet, and its water 

surface, for this portion, is substantially on a level with the St. Lawrence below the rapids; hence the surface of Grass River at the 

point where the power canal strikes the stream is from 45 to 50 feet 

below the surface of the St. Lawrence at the head of the canal. The 

power station will be located on the north bank of Grass River, the 

tail-water dropping into that stream, which thus becomes, in effect, 

a tailrace for this power development. Making some allowance for 

increased depth of water in Grass River between the power station 

and its mouth, when receiving the tail water, and also some allowance

1 The main facts in regard to the plant of Niagara Falls Power Company as herein embodied 

have been furnished by L. H. Groat, secretary of the company. For more extended information the reader is referred to (1) Cassier's Magazine, Vol. VIII (July, 1895), where may be found 

an account of nearly every phase of the Niagara Falls Power Company's development; (2) The 

Electrical World.Vol. XXX (Oct. 33,1897), which may be consulted for a description of the extension of the wheel pit now in process; (3) Niagara Falls publication of the Niagara Falls Chamber 

of Commerce, issued in 1897; (4) the various numbers for 1897 of Greater Buffalo, a monthly 

publication devoted to promoting the prosperity of Buffalo and Niagara Falls. Engineering 

News and other technical journals may also be consulted.
144 WATER RESOURCES OP STATE OF NEW YORK, PART II. [NO. 35.

for inclination of the water surface of the head canal, it is thought that 

an absolutely permanent power of about 40 feet will be obtained.

The work of constructing the head canal and preliminary work 

011 the foundations of the power house are now under way. It is 

expected that the work will be completed in 1899. The canal will be 

250 feet wide and 25 feet deep, this capacity being assumed as sufficient to furnish 150,000 horsepower. The work is being carried out 

by the St. Lawrence Power Company, which was organized under the 

laws of the State of New York, with a capital stock of $6,000,000. 

According to statements made, a large amount of power has been 

taken by an English syndicate, which intends to use it chiefly for 

electro-chemical manufacturin.

WATERWAYS.

TRADE AND COMMERCE OF HUDSON RIVER.

The importance of Hudson River as a great waterway of commerce 

is shown by Mr. Charles G. Weir in a report made in 1890. Aside 

from its own local trade the river absorbs all the traffic of the Erie, 

Champlain, Delaware, and Hudson canals, besides the great coal trade 

of the Pennsylvania Coal Company at Newburg and the Erie coal 

trade at Piedmont. The average season of navigation of the river is 

two hundred and forty days. The two principal industries on Hudson 

River, which add materially to the total tonnage, are ice and brick. 

The capacity of the ice houses on and near the river exceeds 4,000,000 

tons, and the amount annually harvested is about 3,500,000 tons. The 

bricks manufactured on the river exceed 850,000,000.

The following statistics include the tonnage received at all points 

above Spuyten Duyvil Creek, and of the local shipment between 

points on the river. That shipped is credited only to the points from 

which it was shipped, no entry being made to the total tonnage of the 

amount received at local points from other local points. The total 

tonnage also includes all through freights shipped from points up the 

river that passed the mouth of Spuyten Duyvil Creek going south.

Tonnage and value of commerce on Hudson River above Spuyten Duyvil Creek.

Total tonnage of all shipping points on Hudson River during 1889,

not including the tonnage coming through State canals (tons) . ._ 15, 033, 309 

Value of same...-.------......-.-..---.-.... ...................... $378,196,094

Total tonnage coming to and leaving tide water through State canals,

1889 (tons) ._.....,..............-..........-.._.........-.. ... 3,592,437

Value of same-.-,.-..--.-.-.--.,..,..,.--. .................... ^.. $108,000,000

Increase of same over tonnage, 1888 (tons) ............ ..^..... ..... 326, 466

Grand total tonnage of Hudson River, including tonnage through

State canals (tons) ................... ............................ 18,582,596

Value of same.-.. ................................................ $485,738,094

Number of transportation companies for passengers or freight, not

including steamboats or pleasure boats ---..-_.--...-.--.........- 30

Total number of passengers carried, 1889. ................_......... 5, 000, 000
RAFTER.] EARLY HI8TOEY OF STATE CANALS. 145

In regard to the foregoing statement of the capacity of ice houses 

on and near the river, as made by Mr. Weir, it may be remarked 

that Charles C. Brown, in a report on Hudson River, which appears 

in the Eleventh Annual Report of the State Board of Health, gives a 

list of ice houses on Hudson River, with their capacity in 1889. According to Mr. Brown, the total capacity in that year was 2,908,000 

tons, while the crop harvested frequently exceeds this quantity by 

500,000 tons, which is stacked up outside and disposed of before the 

warm season begins. Mr. Weir's statistics, as stated, include the 

capacity of ice houses-on and near Hudson River, while Mr. Brown's 

include only those actually 011 the river, which probably explains the 

apparent discrepancy in the statistics.

STATE CANALS. 

EARLY HISTORY.

The idea of a water communication between Hudson River and 

the West via the valley of the Mohawk had been a favored one with 

the statesmen of New York for many years previous to the beginning 

of the present century; the early projects, however, were altogether 

with reference to improvement of the natural water channels and did 

not include the construction of artificial channels further than such 

channels might be necessary as connecting links. Thus Sir Henry 

Moore, governor of the colony of New York, proposed, in December, 

1768, an improvement of the navigation of the Mohawk River at Little 

Falls by a sluice on the plan then used on the Languedoc Canal in 

France.

In 1788 Elkhannah Watson proposed to establish a water communication from Hudson River and Lake Ontario by way of Oneida Lake, 

Oneida River, and Oswego River, his plan being to connect Wood 

Creek with Mohawk River by a canal and to improve the Mohawk 

with locks.

In January, 1791, Governor George Clinton, in an address to the 

legislature, urged the necessity of improving the natural water channels in order to facilitate communication with the frontier settlements. Following this address, in February of the same year, a joint 

committee was appointed to inquire what obstructions in the Hudson 

and Mohawk rivers it "would be proper to remove. As the result of 

this inquiry, an act was passed March 24, 1791, authorizing the commissioners of the land office to explore and survey the ground from 

Mohawk River at Fort Stanwix (now Rome) to Wood Creek with 

reference to constructing an artificial channel, and also to survey 

Mohawk and Hudson rivers for improvement .by locks and to estimate 

the cost of the same. A sum not exceeding $500 was appropriated to 

pay the expense of such survey.

At that time the channel of commerce was by the Mohawk from 

Albany to Fort Stanwix in boats of about 5 tons burden. Going west
146 WATER RESOURCES OF STATE OF NEW YORK, PART II. [NO. 25.

these boats carried from 1£ to 2 tons and on the easterly trip 5 tons-. 

From Fort Stanwix there was a portage of 2 miles across the flats to 

Wood Creek, whence the course lay into Oneida Lake and River, and 

from thence into Seneca and Oswego rivers to Lake Ontario; or, from 

points farther west, up Seneca River to Lakes Cayuga and Seneca. 

At that time it cost from $75 to $100 per ton for transportation from 

Seneca Lake to Albany. The time occupied in going from Albany to 

Seneca Lake was twenty-one days, and in returning eight days.

The commissioners appointed under the act of March, 1791, were 

Elkhannah Watson, Gen. Phillip Schuyler, and Goldsborrow Bayner. 

On the 3d of January, 1792, the commissioners reported the cost of 

improving the route from Albany to Seneca Lake by locks and canals 

at $200,000, whereupon the legislature passed an act March 30, 1792, 

incorporating the Western Inland Lock Navigation Company, for the 

purpose of opening navigation by locks from Hudson River to Lakes 

Ontario and Seneca, and the Northern Inland Lock Navigation Company, charged with performing a like service from Hudson River to 

Lake Chainplain. The capital stock of each company consisted of 

1,000 shares of $25 each, but the companies were afterwards allowed 

a capital stock of $300,000 and an increase of the same from time to 

time. George Washington, the original promoter of canals in the 

United States, was the first president of the Western Inland Lock 

Navigation Company.

In March, 1795, an act was passed directing the State treasurer 

to subscribe 200 shares to these companies, of $50 each. State aid 

was again granted by an act passed in April, 1796, by which the 

Western Inland Lock Navigation Company was loaned $37,500, and 

a mortgage taken by the State on the company's property at Little 

Falls. In that year a route was opened from Schenectady to Seneca 

Falls for boats carrying 16 tons. The locks at Little Falls were first 

built of wood, then of brick, and finally of stone; the remains of the 

latter are said still to exist. Dividends were paid for a number of 

years on the stock of the company making these improvements. The 

tariff levied for a barrel of flour carried 100 miles was 52 cents, and 

for a ton of goods, $5.75.

Finally New York entered upon its era of inland-water improvements under the auspices of the State itself. . On April 15, 1817, 1 an 

act was passed entitled "An act respecting navigable communication 

between the great eastern and northern lakes and the Atlantic Ocean," 

in which it was provided that whenever in the opinion of the canal 

commissioners it should be for the interests of this State that all the 

interest and title in law and equity of the Western Inland Lock Navigation Company shall be vested in the people of this State, it should

1 The full authority for the construction of the Erie and Charnplain canals may be found in 

two acts, the first being chapter 337 of the laws of 1816, passed April 17,1816; the second being 

chapter 363 of the laws of 1817, passed April 15,1817. There is more or less confusion o£ these 

two dates in early canal literature.
RAFTER.] EARLY HISTORY OF STATE CANALS. 147

be lawful for the canal commissioners to pass a resolution to that 

effect. The act then provides a procedure for taking the property of 

this company after the passage of such a resolution by the'canal commissioners. Following this act the rights of the company were soon 

transferred to the State, and the property operated for two or three 

years thereafter under State auspices. In 1821 the State collected 

the sum of $450.56 for tolls charged from Rome to the lower lock at 

Little Falls on account of transportation over the route formerly controlled by the Western Inland Lock Navigation Company.

Chapter 144 of the laws of 1813 incorporated the Seneca Lock Navigation Company for the purpose of constructing a canal from Cayuga 

Lake to Seneca Lake. The rights of this company were purchased 

by the State, pursuant to chapter 271 of the laws of 1825. The two 

companies, the Western Inland Lock Navigation Company and the 

Seneca Lock Navigation Company, may be considered the forerunners 

of Erie Canal.

About $100,000 was expended by the Northern Inland Lock Navigation Company on locks around the falls at Cohoes and for their 

improvement, all of which proved a total loss, the rights of the company being finally transferred to the State before navigation from 

Hudson River to Lake Champlain was actually opened.

The amount expended by the Western Inland Lock Navigation 

Company up to December, 1804, was $367,743, which was increased 

to $480,000 in 1813, and to a total of $560,000 before the works were 

finally transferred to the State. The mistake of first constructing 

wooden locks proved a severe loss to the company, as all the original 

locks at Little Falls, German Flats, and Rome rotted away in about 

six years. The facilities afforded by these companies were undoubtedly inadequate to the demands of the rapidly growing western section, and accordingly an active agitation finally began for some more 

extended means of communication.

The early work was, as we have seen, entirely in the direction of 

the improvement of natural channels, the extent of artificial channels 

for the whole route from Hudson River to Seneca Lake being only 15 

miles. About 1803, however, the project for an artificial canal connecting Lake Erie with tide water in the Hudson was broached by 

GouverneiTr Morris. In 1807 Jesse Hawley wrote a series of articles on the subject^ and in 1808 the legislature directed the surveyorgeneral, Simeon De Witt, to make a survey of such a route. This 

survey was made by James Geddes, who reported on January 20, 1809. 

In 1810 the legislature appointed commissioners to prosecute further 

examinations. This commission made its first report in March, 1811. 

After discussing the route as proposed, from Hudson River to Lake 

Ontario, it recommended the inland route to Lake Erie with a direct 

descent from Lake Erie to Hudson River. Following this report a 

bill was passed by the legislature reappointing the commissioners of
148 WATER RESOURCES OP STATE OF NEW YORK, PART II. [NO. 35.

the previous year, with the addition of Robert R. Livingston and 

Robert Fulton, and extending the powers of the commissioners and 

adding to the appropriation for its work. The war of 1812 came on, 

however, and the canal project was temporarily dropped until 1816, 

when De Witt Clinton presented a memorial to the legislature from 

the city of New York urging action toward the construction of the 

canal. Finally the act of April 15, 1817, was passed creating a permanent board of canal commissioners, 1 which entered at once upon 

its duties, and providing for the construction of artificial navigation 

from Lake Erie to tide water on Hudson River, and also from Lake 

Champlain to tide water on the Hudson. The dimensions of the proposed canals were fixed by the commissioners as follows: For Erie 

Canal a bottom width of 28 feet, surface width 40 feet, and depth 4 

feet, with locks 90 feet long and 15 feet wide; for Champlain Canal 

a bottom width of 20 feet, surface width 30 feet, and depth 3 feet, with 

locks 75 feet long and 10 feet wide.

Ground was broken for Erie Canal at Rome, July 4, 1817, and the 

section from Utica to Seneca River completed October 22,1819, a boat 

passing from Rome to Utica on that day. Champlain Canal was 

opened in part for navigation November 24, 1819. The route for 

Erie Canal from Seneca River west was also explored in 1819, and 

the final location, from Seneca River to Rochester, made in 1821. 

The principal engineers were James Geddes, Benjamin Wright, and 

Canvass White.

The annual report of the canal commissioners, dated January 31, 

1818, gives details of the system adopted for the construction of the 

canal. They state that they had decided to complete the middle section first, 58 miles of which were put under contract during the year 

1817, this portion being wholly on the summit level. The whole labor 

performed in 1817 was equal to the completion of 15 miles. In indication of the easy character of the work, the commissioners state that 

three Irishmen finished 3 rods of canal in 4 feet cutting in five and 

one-half days, and that on the 58 miles under contract only half a 

mile required puddling.

The engineer's original estimate of the cost of the middle section, 

completed in 1819, was $1,021,851. The actual cost was $1,125,983. 

This increase, as stated by the commissioners, was due to change of 

prism and structures.

While the State canals were in progress the Seneca Lock Navigation Company, authorized by chapter 144 of the Laws of 1813, had 

been engaged in constructing a canal between Seneca and Cayuga 

lakes, including a series of locks at Seneca Falls. On June 14, 1818, 

a loaded boat from Schenectady, 16 tons burden, passed the newlyconstructed locks at Seneca Falls. Along Mohawk River the passage

'The permanent board of canal commissioners of 1817 included the following men: De Witt 

Clinton, president; Stephen Van Eensselaer, Samuel Young, Joseph Ellicott, and Myron Holley, 

their appointment having been first authorized by the act of April 17,1816.
U. S. GEOLOGICAL SURVEY WATER-SUPPLY PAPER NO. 26 PL. IX

A. ERIE CANAL AT BUFFALO, NEW YORK

S. BLACK ROCK GUARD LOCK ON ERIE CANAL
RAFTER.] EARLY HISTORY OF STATE CANALS. 149

of boats of this size was effected through the locks of the Western 

Inland Lock Navigation Company, Erie Canal not being open for 

navigation at that date. The locks at Seneca Falls cost $60,000. The 

toll charged during 1818 was equivalent to 9 cents per ton per mile.

Champlain Canal was, as stated, opened for navigation November 

24, 1819, from the Hudson at Fort Edward to Lake Champlain. The 

estimated cost of this section was $250,000, but on account of changing its dimensions to the same size as Erie Canal the revised estimate 

amounted to $333,000. The canal was finally completed from Lake 

Champlain to Albany on September 10, 1823.

. Work on Erie Canal proceeded during the years from 1820 to 1825, 

in the former year 94 miles being in operation and in the latter 363. 

It was finally completed from Albany to Black Rock on October 26,

1825. on which day the first boat ascended the Lockport locks and 

passed through the mountain ridge into Lake Erie. Uninterrupted 

navigation was thus obtained from that lake to the Atlantic Ocean for 

boats of an average of about 40 tons burden. The event was made a 

gala day the whole length of the canal.

The construction of Erie Canal was due to the unbounded perseverance and genius of one man Governor De Witt Clinton who, 

when one studies the early history of Erie Canal, stands forth as the 

colossal figure of the enterprise.

The total expenditure on Erie and Champlain canals to January 1,

1826. was $9,474,373.14, from which should be deducted for pay of 

engineers and commissioners, the acquisition of water rights, land 

damages, the construction of feeders, repairs, Black Rock Harbor, 

lowering Onondaga outlet, Salina and Onondaga side cut, Waterford 

and Troy side cuts, Troy dam, and Glens Falls feeder, the sum of 

$1,621,274. Hence the actual cost of construction of the canal proper 

was $7,853,099, which, on the aggregate length of 433 miles, equals 

$18,136 per mile, or, taking into account the various extensions 

enumerated and the engineering as necessary items of expenditure, 

the original cost per mile of the Erie and Champlain canals may be 

placed at 121,881 per mile.

Between 1825 and 1833 work was begun on a number of lateral 

canals as, for instance, Oswego Canal, begun in 1826 and completed 

in 1828; Cayuga and Seneca Canal,- begun in 1827 and completed in 

1829; Chemung Canal, begun in 1881 and completed in 1832, and 

Crooked Lake Canal, begun in 1831 and completed in 1833. The total 

cost of all the canals, including interest on loans up to March 23,1833, 

was $11,460,066.77.

Chenango Canal was begun in 1833. The total amount expended 

on all the canals, including original construction, extensions, maintenance, repairs, and interest on loans, to the end of 1834 was 

$13,798,438, and the total amount of tolls received from 1820 to 1834, 

inclusive, was $10,000,730.97 that is to say, at the end of ten years 

IRR 25 4
150 WATER RESOURCES OF STATE OF NEW YORK, PART II. [NO. 35.

from the original completion of Erie Canal the amount returned to the 

State was nearly 78 per cent of the total cost to that date. This fact 

is of the greatest interest because it indicates that from the very 

beginning the New York State canal system was operated as a purely 

business enterprise. It is clear, then, that in reality the State of New 

York, in constructing its internal navigation system, went into the 

transportation business; by that statement it is meant that the State 

managed the affairs of the canals precisely as a private company 

would have managed them that is, the State built its canal system 

and levied as heavy tolls as the articles transported would stand.

By way of illustrating how thoroughly the State was in the transportation business and on exactly the same basis as transportation 

companies, it may be cited that in 1830 the legislature sent a communication to the commissioners of the canal fund asking if it were not 

possible to increase the rate of toll on many of the articles transported, and stating that it seemed necessary, in order to meet all the 

interests involved, that the canals yield somewhat greater revenue. 

The commissioners replied to this communication at length, giving 

in detail the amount of toll levied on different articles transported, 

and finally concluded with the statement that it would be impossible 

to increase the tolls materially, because the articles transported were 

at that time taxed all they would stand. If the rate of toll were made 

materially greater, many articles would not be transported on the 

canals, but would go by other channels, as by St. Lawrence River 

and by the Great Lakes. The State would thus lose the benefit 

derived from carrying them.

About 1833 to 1835 railroads began to attract attention as means of 

transportation, and in 1835 John B. Jervis, Holmes Hutchinson, and 

Frederick C. Mills, who were the principal canal engineers of that 

day, were instructed to report on the relative cost of transportation 

on canals and railroads. In an introduction to their report by William C. Bouck and Michael Hoffman, canal commissioners, it is stated 

that it will not be difficult to show that the expense of transportation 

on railroads is materially greater than on canals. But in addition to 

this there were other important considerations in favor of canals:

(1) A canal may be compared to a common highway on which every 

man can be the carrier of his own property, therefore creating the 

most active competition, and thus reducing the expense of transportation to the lowest rates. The farmer, merchant, and manufacturer can avail themselves of the advantages of carrying their own 

product to market in a manner best comporting with the interest of 

each individual.

(2) Much of the property carried on the canals is carried by transportation companies, although the largest portion is carried by individuals and small associations. The individual who becomes the
RAFTER.] GROWTH AND DECLINE OF CANAL TEANSPOETATION. 151

carrier of his own product has the advantage of paying nearly onehalf of all the expense of transportation in the regular course of his 

business, and the cash disbursements do not often much exceed the 

payment of the tolls. To the farmer the profits on return freight, in 

many instances, give a full indemnity for the expense of taking his 

cargo to market. On railroads, on the other hand, the proprietors 

must necessarily be the carriers.

A fixed popular belief in the two principles laid down by Messrs. 

Bouck and Hoff man in their introduction to the transportation report 

of 1835 has been the cause of a great deal of mistaken policy in the 

State of New York. For instance, nearly every year since the beginning of the railway era the newspapers of the State have teemed with 

the statement that the State must necessarily maintain the canal system in order to check the exorbitant tariff demands of competing railways. As we have seen, in 1830, just before the beginning of the 

railway era, the State was taxing every article transported upon the 

canals all that it would stand, and the system of excessive State tariffs 

was continued until a few years later, when the competition of the 

railways forced a reduction in the tariff for transportation on the 

canal.

GROWTH AND DECLINE OF CANAL TRANSPORTATION.

A number of reports bearing on transportation questions were submitted in 1835, and finally the fixed policy was adopted of enlarging 

Erie Canal, the act authorizing what is known as the Erie Canal 

enlargement being passed in that year. The law authorizing the 

enlargement directed the construction of double locks and a prism 

with a width at water surface of 70 feet, and a depth of 7 feet, the 

locks to be 110 feet long and 18 feet wide. It was estimated that an 

enlargement to this extent would save 50 per cent in cost of transportation, exclusive of tolls. The enlargement to this standard 

width and depth was begun in 1836 and continued to 1842, when the 

legislature directed the suspension of expenditures. In 1847 the 

work of enlargement was resumed, and substantially completed in 

1862. Since that time to the work now in progress under the authority of chapter 79 of the laws of 1895 there has been no change in the 

standard of width at water line of 70 feet and depth of 7 feet. As 

an interesting fact it may be pointed out that while the enlargement 

authorized in 1835 led to vast increase in the transportation business 

on the State canals the cost of transportation gradually decreased, 

one chief cause of such decrease being the competition of railways, until in 1883 the competition from this source became too 

sharp to maintain longer transportation on the canals if any toll at 

all were charged. The canals were then made free by legislative 

enactment.
152 WATER RESOURCES OF STATE OF NEW YORK, PART II. [NO. 25.

The popular notion, formerly prevalent in New York, that it has 

been necessary to maintain the State canals in order to regulate the 

railways, is seen to be far from true. The railways have regulated 

the canals quite as much or more than the canals have regulated the 

railways. Indeed, the railways must be considered as having the 

better of it, because the State has been obliged absolutely to do away 

with all tolls on the canals in order to insure their obtaining business 

at all.

In illustration of the value of the water resources afforded by the 

Great Lakes in conjunction with the New York State internal navigation system, the following statement of receipts of flour, wheat, corn, 

oats, barley, and rye at Buffalo for certain years, from 1836 to 1896, 

inclusive, is given.

Receipts of flour, wheat, corn, oats, barley, and rye at Buffalo from 1S36 to 1896.

Year.

1836

1840

1845

1850

1855

1860

1865

1870

1875

1880

1885

1890

1895

1896

Flour.

Barrels.

139, 178

597, 142

746, 750

1,103,039

937, 761

1, 122, 335

1,788,393

1, 470, 391

1, 810, 402

1,317,911

2, 993, 280

6, 245, 580

8,971,740

10, 384, 184

Wheat. .

Bushels.

304, 990

1,004,561

1,770,740

3,681,347

8, 022, 126

18, 502, 615

13, 437, 888

20, 556, 722

32, 987, 656

40, 510, 229

27, 130, 400

14, 868, 630

46, 848, 510

54, 411, 207

Corn.

Bushels.

204, 355

71, 337

54, 200

2, 593, 378

9,711,430

386, 217

19,840,901

9, 410, 128

22, 593, 891

62, 214, 417

21,028,230

44,136,660

38, 244, 960

47,811,010

Oats.

Bushels.

28, 640

23, 300

357, 580

2,693,222

1,209,594

8, 494, 799

6, 846, 983

8, 494, 124

649,351

767, 580

13, 860, 780

21,943,680

40,107,499

Barley.

Bushels.

4,876

3,627

62, 304

262, 158

820, 563

1,821,154

916, 889

335, 925

577, 230

5, 165, 700

10, 253, 440

16,697,744

Rye.

Bushels.

1,500

299, 591

80, 832

877, 676

626, 154

222, 126

743,451

309, 370

1,281,030

787, 340

4, 404, 354

A comparison of the statistics of railroad and canal traffic shows at 

once the vast preponderance of freight carried by the several railways 

centering at New York in comparison with that carried by Erie Canal. 

In spite of the fact that the canal was made free in 1883, figures indicate that since that time there has been a continual decrease in the 

amount of freight carried on the canals. Probably no feature of this 

change is more significant than that of the internal movement in 

New York State. In 1889 the total movement within the State was 

1,438,759 tons, while in 1896 it was only 565,482 tons. These statistics 

show at once the decreasing estimation in which Erie Canal as a 

means of transportation is held by the great body of shippers in the 

State of New York. One of the results of this decrease is graphically
U. S. GEOLOGICAL SURVE'

EFFECT OF DECREASE OF BUSINESS ON ERIE CANAL,
RAFTER.] GROWTH AND DECLINE OF CANAL TRANSPORTATION. 153

depicted in PI. X, showing the fleet of boats tied up and awaiting 

business.

By way of illustrating the growth and decline of the business of the 

New York State canals from about 1835-36 to the present time the 

following statement of total tonnage of all freight on the canals, 

ascending and descending, and the value of the same for certain years 

from 1837 to 1896, inclusive, is presented:

Tonnage of freight on New York State canals and value of same, 1837 to 1896.

Year.

1887.........................

1840---...----.---'....- .--.

1845-.......................

1850.... ....................

1855........................

I860..-.-.....-..-.........-.

1865.........................

1870........................

1875........................

1880..... ..................

1885.. ................. -..--.

1890.................. .....

1895.........................

1896, .___-_...__-.__--.-__-.

Tons.

1,171,296

1, 416, 046

1,977,565

3, 076, 617

4, 022, 617

4, 650, 214

4, 729, 654

6, 173, 769

4, 859, 958

6, 457, 656

4,731,784

5, 246, 103

3, 500, 314

3, 714, 894

Value.

$55, 809, 288

66, 303, 892

100, 629, 859

156, 397, 929

204, 390, 147

170, 849, 198

256, 237, 104

231, 836, 176

145,008,575

247, 844, 790

119, 536, 189

145,761,086

97, 453, 021

100, 039, 578

Without analyzing the figures in detail, it is sufficient to point out 

that if it is true, as popularly supposed, that Erie Canal ought to be 

maintained as a medium of competition with the railways, the figures 

derived from the annual statements of the chief competitor of Erie 

Canal must be taken as conclusive that the competition has, on the 

whole, been a failure. The railway, developed as a private enterprise, has not only been able to carry freight as cheaply as the canal, 

but has been able to charge for the same and do the work at a profit. 

In the year ending June 30, 1897, the New York Central and Hudson 

River Railway Company paid a dividend on its stock of $4,000,000, 

besides carrying $51,866.80 to the surplus account, whereas the canal, 

although all tolls were removed in 1883, has still been unable to compete. Among the chief reasons for this result we may mention lack 

of organization of the canal system. The perpetuation of the idea 

that one advantage of the canals was that they were common highways on which each man could carry his own products to market has 

tended largely to produce this unsatisfactory result. Thus far there 

has never been any systematic organization for obtaining business for 

the canal. The boats are owned by small proprietors, each operating 

from one to three or four boats. When cargoes in hand are discharged
154 WATER RESOURCES OF STATE OF NEW YORK, PART II. [NO. 35

at either terminus, each owner solicits another cargo. The results 

are delays, half cargoes, and consequent loss. During the last few 

years it has been only by the most rigid economy that Erie Canal 

boatmen could live. On the other hand, the business of soliciting 

freight for the railways is compactly organized and every possible 

advantage taken of the situation.

However unsatisfactory it may seem to the individual boatman, the 

future of effective transportation on Erie Canal depends, in the opinion 

of the author, on the organization of large transportation companies 

which conduct the business of carrying freight by canal on the same 

business basis as adopted by railways. As to the equity of the State 

furnishing and maintaining a waterway on which transportation may 

be conducted by such corporations at a profit the author expresses 110 

opinion further than to point out that the official discussion of such 

a proposition by the State engineer and surveyor in his annual report 

for the year ending September 30, 1896, may be taken to indicate that 

the day of Erie Canal as a State waterway has passed.

COST AND REVENUES OF THE NEW YORK STATE CANAL SYSTEM.

The accompanying table exhibits the total cost of construction, 

maintenance and operation, and the total revenues from all sources 

of the several canals of New York from their original inception to 

September 30, 1892.

Cost of construction, maintenance and operation, and revenues of New York canal

system.

Canals.

Oneida River imBald wi nsvi 1 le (so

r-allc»r1 \

Seneca River towCrooked Lake

Chenango (abanChemung (a b a n -

G-enesee Valley

Total. ......

Cost of construction.

$57, 688,676

4, 643, 931

1,886,663

4,077,883

333,963

513,438

31,000

1,603

2,030

395,093

4,807,953

1,513,041

6,741,839

83,536,088

Cost of maintenance and 

operation.

$41,583,759

3,736,676

1,157,754

3,083,351

41,336

144,060

18,039

20

948

434, 658

3,105,317

3,033,359

3, 814, 809

56, 130, 686

Total cost.

$99,371,435

8,380,597

3,044,416

6,160,133

275, 198

657,499

49,039

1,633

2,968

819,750

6,913,169

3,534,300

9,556,648

138,666,774

Revenue 

from 

all sources.

$138,191,068

3,715,567

1,055,016

305,663

314,438

65,180

1,361

7,783

7,534

45,490

744 037

535,565

860, 165

135, 738, 746

Loss.

$4,665,030

1,989,400

5,854,470

60, 770

593,319

47, 778

774,260

6,169,143

3,008,735

8,696,483

31,858,387

Gain.

$38,919,633

6,160

4,566

28,930,359
RAFTER.] IMPROVEMENT OF ERIE CANAL. 155

The total cost of Crooked Lake, Chenango, Chemuiig, and Genesee 

Valley canals, which were abandoned under the provisions of the law 

of 1877, was 120,823,867, and the total revenue from all sources 

$2,175,247. The total loss on the abandoned canals was, therefore, 

$18,648,620. The following is the complete financial exhibit of all 

canals from their inception to September 30,1892: Total loss on abandoned canals, $18,648,620; net gain on canals now in operation, 

$15,720,592; loss on the whole system, $2,928,028.

IMPROVEMENT OF ERIE CANAL.

The canal improvement now in progress was formulated by State 

Engineer and Surveyor Horatio Seymour, jr., about 1878 or 1879. In 

his annual report for the fiscal year ending September 30, 1878, Mr. 

Seymour discusses extensively transportation questions as related to 

Erie Canal, pointing out that transportation can be cheapened in two 

ways by increasing the tonnage of boats or by increasing their speed. 

As to increasing the tonnage of boats, he states that two methods may 

be used the locks may be lengthened or the depth of water may be 

increased. He refers to experiments made by Elnathan Sweet by 

which it was shown that the best form of waterway should have a 

cross section 5.39 times the immerged section of the boat, and a surface width 4.5 times the width of the boat. The width of the canal, 

Mr. Seymour states, is substantially what it should be, but it lacks 

the necessary depth in order to conform to the law of relation of cross 

section of water to immerged section of boat, as determined by Mr. 

Sweet. Reports are submitted showing that an additional depth of 1 

foot could be obtained for about $1,100,000.

The matter of making the improvement, however, remained in 

abeyance until the passage of an act in 1895, which provided for submitting to the people at the State election in November of that year 

the question as to whether an improvement by deepening 2 feet should 

be undertaken, at an expense of $9,000,000. Section 3 of chapter 79 

of the laws of 1895 reads as follows:

Within three months after issuing of the said bonds the superintendent of public 

works is hereby directed to proceed to enlarge and improve the Erie Canal, the 

Chaniplain Canal, and the Oswego Canal; the said improvement to the Erie and 

Oswego canals shall consist of deepening the same to a depth of not less than 9 

feet of water, except over and across aqueducts, miter sills, culverts, and other 

permanent structures, where the depth of water shall be at least 8 feet, but che 

deepening may be performed by raising the banks wherever the same may be 

practicable; also the lengthening or improving of the locks which now remain to 

be lengthened, and providing the necessary machinery for drawing boats into the 

improved locks, and for building vertical stone walls, where, in the opinion of 

the State engineer and surveyor and superintendent of public works, it may be 

necessary. The improvement upon the Champlain Canal shall consist in deepening the said canal to 7 feet of water, and the building of such vertical atone walls
156 WATER RESOURCES OF STATE OP NEW YORK, PART II. [NO. 35.

as, in the opinion of the State engineer and surveyor and superintendent of public 

works, may be necessary.

The necessary preliminary work was so far completed that bids for 

constructing the improvement were called for in October, 1896, and 

shortly thereafter contracts for work amounting to about $4,000,000 

were awarded. The canal was closed December 1, 1896, and soon 

after work was begun and continued until May 5, 1897, when navigation was opened for the season of 1897, and all contractors not working with dredges discontinued operations until the winter of 1897-98. 

The act authorizing the present improvement provided, as we have 

seen, that the deepening of the canal prism might be accomplished 

either by excavation or by raising the side walls. As a matter of fact, 

sometimes one method and sometimes the other has been followed, 

depending upon the conditions of each level. Usually, however, a 

part of the increased depth has been obtained by raising the side 

walls, with the balance secured by excavation.

As is indicated in the extract from the act authorizing the present 

improvement, the work includes the lengthening of such locks as 

have not been previously lengthened. The original locks of the 

enlargement of 1836 to 1862 were 110 feet long by 18 feet wide. In 

1885 work was begun lengthening these locks to 220 feet, or about 210 

feet in the clear, thus permitting two boats to pass through at one 

lockage. Up to the present time 42 of the 72 original locks have 

been lengthened. The 30 locks yet remaining to be dealt with are 

mostly bunched in groups or flights, as, for instance, at Cohoes, where 

16 locks effect a change of level of 140 feet, and at Lockport, where 5 

locks effect a change of 58 feet. In order to lengthen locks built in 

flights it would be necessary to entirely reconstruct them, and as the 

restricted space, especially at Lockport, would render this a very difficult thing to do in one winter season, it has therefore been proposed 

to construct at Cohoes and Lockport, and possibly at Newark, vertical lift locks to take the place of the ordinary locks now in use at 

these places. The State engineer and surveyor has completed the 

plans for the proposed lift lock at Lockport, which is so located 

as not to interfere with the use of the locks now in place there 

during its construction. It has been announced that the $9,000,000 

appropriated will fall about $7,000,000 short of completing the work 

of deepening and lengthening on the lines thus far carried out, 

and in consequence the matter of building the lift locks is held in 

abeyance. 1

1 For engineering and other details of the canal improvement now in progress see Eng. News, 

Vol. XXXVIII (Sept. 2,16, and 33,1897). See also Effect of depth upon artificial waterways, by 

Thomas C. Clark: Trails. Am. Soc. Civil Eng., Vol. XXXV, pp. 1-40. Also Eng. News, January 

6, 1898, for discussion of the question, What shall New York do with its canals?
RAFTER.] INLAND WATERWAYS. 157

DESCRIPTION OF THE CANALS NOW IN OPERATION, AND THEIR

WATER SUPPLY.

Following are some of the main facts in regard to the principal 

canals Erie, Champlain, Oswego, and Black River now in operation in the State of New York. Similar facts for Oneida Lake Canal, 

Oneida River improvement, the Cayuga and Seneca Canal, and others, 

may be obtained by reference to the annual reports of the superintendent of public works.

Length, capacity, and cost of New York State canals, 

ERIE CANAL.

Length, in miles. ...___.__._---__-_.--...----------

Construction authorized _-..___.-____..____.....__..

Actual cost of construction ---._.-_._._..._-.>.._.

Original canal.

363.00

675. 50

70.00

76.00

Apr. 15, 1817

Oct., 1836

$7, 143, 789

Enlargement351. 78

645. 80

210. 00

240.00

May 11, 1835

Sept., 1862

$44, 465, 414

CHAMPLAIN CANAL.

Length of canal, in miles.. 

Length of feeder, in miles _. 

Length of pond, in miles. ..

Total, in miles.....--......____.___-._..._..__..._._.__._.__ 78

Construction authorized__-...._-.-_-.-__..._.-._....._.-__..._-____._ Apr. 15,1817

Glens Falls feeder authorized ...................................... Apr., 1823

Estimated cost of canal......-........._........................... $871,000

Total cost of canal and feeder to 1868-.-..-......................... 2,378,910

Total cost, including improvements and enlargements, to 1875 ...... 4,044,000

OSWEGO CANAL.

Lockage, in feet .-..._............ _ ..,..--.-.._..----.

Average burden of boats, in tons ._....-.....---...--,...

Construction authorized-.. .-...-...._..........-.._-.-

Construction completed ...._..........._.._... ........

Actual cost of construction ... -.------.---....---.-...

Original 

canal.

38.00

154.85

62.00

Apr., 1825

Dec., 1828

$565,473

Enlarged 

canal.

38.00

154.85

225.00

Apr., 1854

Sept., 1862

$4,427,589
158 WATER RESOURCES OF STATE OF NEW YORK, PART II. [NO. 3S.

Length, capacity, and cost of New York State canals Continued. 

BLACK RIVER CANAL.

Length of canal, Rome to Lyons Falls, in miles .................... 35.00

Length of improved river to Carthage, in miles .--__..____.-_.-.-_. 42.0J

Length of navigable feeder, in miles ..-._-----_-.--_----.-._--.._.. 10.50

Lockage, in feet ................................................... 1,083.25

Average burden of boats, in tons ._..'..--.-_____--__-_----- ........ 48.00

Construction authorized ............................................ Apr., 1836

Construction completed ....... ___..._..._--._--._.._-- ..__.-_-..__ 1849

Actual cost of construction .-.........--.._.-..----_--.....--_.--.. $3,581,954

EASTERN DIVISION OF ERIE CANAL.

Erie Canal is divided into three divisions, known as the eastern, the 

middle, and the western. The eastern division embraces the portion 

of the canal, with its feeders and side cuts, extending from the Hudson 

River at Albany to the dividing line between the counties of Herkiraer and Oneida, and the whole of the Champlain Canal, with its 

feeders, ponds, and side cuts. The entire mileage of canals, feeders, 

and river improvements on the eastern division is as follows:

Mileage of eastern division of Erie Canal.

Miles. 

Erie Canal, Albany to east line of Oneida County............_............ 108.24

Fort Schuyler and West Troy side cuts..-..----......----.---.-...--..--- 0.35

Albany basin,..--.---.- . .-_.---.-_.-..-.-.--__-_..-_._-__._ _,..-_..-.. 0.77 

Champlain Canal, including Waterford side cut - ......................... 66.00

Navigable river above Troy dam___-._______.---.--_..................... 3.00

Glens Falls feeder... .................................................... 7.00

Navigable river above Glens Falls feeder dam.._. _._--------------------- 5.00

Total................ _-_-.___.._._..._.._.._._._.........._.-.--. 188.36

Mileage of unnavigable feeders of the eastern division of Erie Canal.

Miles. 

Mohawk River at Rexford Flats ...... ..............._......_........... 0.39

Mohawk River at Rocky Rift. ................... .1...................... 3.92

Mohawk River at Little Falls..................................... ........ 0.19

Schoharie Creek.................. ........... ...........--..-...-..--.--. 0.63

Total.-.-.--...--...---....... .................................... 5.13

WATER SUPPLY OF THE EASTERN DIVISION.

To the west of Little Falls, on the Erie Canal, lies 19.2 miles of the 

eastern division, supplied from the reservoirs and streams of the 

middle division East of Little Falls the supply is from Mohawk 

River, through Little Falls, Rocky Rift, and Rexford Flats feeders, 

and from Schoharie Creek through Schoharie Creek feeder. As to 

the quantity of water used on that portion of Erie Canal included in 

the eastern division very little is known. With the exception of a few 

thousand .cubic feet per minute received from the middle division, 

the supply is, as just indicated, all derived from Mohawk River and
U. S. GEOLOGICAL SURVEY WATER-SUPPLY PAPER NO. 25 PL. XI

ERIE CANAL AT LITTLE FALLS, NEW YORK.
RAFTER.] EASTERN DIVISION OF ERIE CANAL. 159

its tributary, Schoharie Creek. Thus far no measurements of the 

actual quantity used have been made. Probably the total diversion 

amounts in dry weather to from 500 to 600 cubic feet per second. 

Some of this is returned to Mohawk River by leakage and wastage, 

but just what proportion is returned, and what finally delivered either 

into Hudson River at Albany or by the Troy and Fort Schuyler side 

cuts, is not known. In view of the magnitude of the power development on Mohawk River at Cohoes it appears very desirable that such 

a determination be made.

The water supply of Champlain Canal is derived from Wood Creek 

and several small streams to the north of Fort Edward, Glens Falls 

feeder, Hudson River feeder, from Hudson River itself at Saratoga 

dam, and from Mohawk River at the Cohoes dam. An investigation 

of the amount of water diverted from Hudson River for the supply of 

Champlain Canal was made by the author in the fall of 1895.

As already stated, Champlain Canal is fed from Hudson River by 

Glens Falls feeder, which connects with the river about 2 miles above 

Glens Falls and from the Saratoga dam at Northumberland.

The length of Glens Falls feeder, from the guard lock at its head to 

where it enters Champlain Canal, about 2 miles above Fort Edward, is 

6.92 miles. From this point the water in the canal flows both north 

and south, the total length of canal fed by Glens Falls feeder being 

31.81 miles. Fort Edward level, into which Glens Falls feeder delivers 

water, is a summit level, and hence the water delivered into it, less 

the losses by percolation, evaporation, etc., is partly discharged into 

Lake Champlain and partly into Hudson River at Saratoga dam. 

Champlain Canal crosses through the pond formed by Saratoga dam 

from the east side to the west of the Hudson and again passes out of 

the river, taking a full supply therefrom at the village of Northumberland, from which point to Mohawk River at Cohoes the distance is 

27.06 miles. The water from this section by passing into the Mohawk 

finally reaches the Hudson above the Troy dam. The canal crosses 

Mohawk River at Cohoes, taking water therefrom to supply the section 

from Cohoes to near West Troy, a distance of 2.36 miles. A small 

amount of water also passes from Champlain Canal to the Hudson 

through the Waterford side cut.

Since the construction of Glens Falls feeder there have existed 

serious leaks though the seamy limestone rock in which the feeder is 

excavated at and below the village of Glens Falls. It is claimed that 

the losses through these seams have generally increased, until for several years past they have amounted to about 50 per cent of the total 

flow into the feeder at the guard lock.

This leakage has been repeatedly complained of by the owners of 

water power at Glens Falls and several attempts to check it have been 

made, but without much avail. The river falls 38 feet at Glens Falls, 

and the owners of the water power there claim that this leakage,
160 WATER RESOURCES OP STATE OP NEW YORK, PART II. [-so. 25.

which is practically all below the falls, is a detriment to their water 

power which ought not to exist. In order to determine the amount 

of this leakage, as well as the relation which it bears to the question of a material increase in the flow of Hudson River by storage, 

a series of measurements of the flow of the feeder was undertaken 

early in October, 1895.

Arrangements having been made with the division superintendent 

to maintain a uniform feed for several days before the measurements 

began, as well as during the days when they were actually being 

made, and points established for verifying the uniformity of the flow 

during the time of the measurements, a series of accurate sections 

was then made at points both above and below the leakage, and a 

large number of current-meter readings taken from a footbridge 

thrown temporarily across the feeder at each section. The results so 

obtained are as follows:

(1) On October 8, 1895, the flow in the feeder just below the guard 

lock at the feeder dam, above all serious leaks, was 383 cubic feet per 

second.

(2) On the same day the flow at change bridge No. 13, about onehalf mile from the feeder dam, above all serious leaks, was 364 cubic 

feet per second.

(3) On October 9 and 10 the flow a short distance below all serious 

leaks was 213 cubic feet per second.

(4) On October 10 the flow about half a mile farther down was 191 

cubic feet per second.

(5) On October 11 the flow just above the locks at Sandy Hill was 

182 cubic feet per second.

(6) A section, also taken October 11, in Champlain Canal, a short 

distance north of where the feeder enters, shows that the amount of 

water passing to the north at that time was 74 cubic feet per second.

These measurements show that the loss between sections 1 and 5, 

which may be taken as including about all the losses from the feeder, 

is 201 cubic feet per second. The water delivered into Champlain 

Canal is, therefore, only about 47 per cent of the quantity entering 

the feeder at the guard lock. The measurements also show that of 

the 182 cubic feet per second actually delivered to Champlain Canal 

74 cubic feet per second is diverted to the north, and 108 cubic feet 

per second, less the loss from evaporation, etc., is returned to the 

river at the Saratoga dam.

Since the foregoing measurements were made, the enlargement of 

Champlain Canal has been begun, and its effect, by tearing up the 

old bottom, will undoubtedly be to decrease considerably the supply 

of water for the next few years. Taking into account this decrease, 

as well as the larger losses from evaporation and absorption by vegetation during the summer months, we may place the demands for the
RAFTER.] MIDDLE DIVISION OF ERIE CANAL. 161

enlarged Chaniplain Canal during the months of canal navigation at 

the following approximate monthly means:

Water required for tl\& enlarged Champlain Canal.

Second-feet. 

May .__._.__... ___.....______..__.__..__.._____..,_..__.__.____-______..-. 553

June-----_.-.-_-.-.-. .-_.----.--.-.--.--._-,-..----.--.-..------.---_---.--. 600

July........ ......... ........ ........................_.................. 600

August __..___.-..---.---_.--___.__..._______..__.._._.___._-...._...-..__. 600

September ...._...... -.___.-_._____...__....___._.-.____._..---_..._---_-._ 553

October............_....................................................... 510

November....................,..._..........................._......._..... 495

With the leakage of Glens Falls feeder done away with, the foregoing figures may be reduced about 200 cubic feet per second for 

each month. For the section of Champlain Canal from Northumberland to Cohoes we may assume the water supply of the enlarged canal 

at about 255 cubic feet per second in May, October, and November, 

and at about 280 to 290 cubic feet per second in June, July, August, 

and September.

MIDDLE DIVISION.

This division comprises that portion of Erie Canal lying between the 

east line of Oneida County and the east line of Wayne County, as well 

as Oswego Canal from Syracuse to Oswego, the Baldwinsville side cut, 

the Cayuga and Seneca Canal, Black River Canal, and other short 

stretches as indicated in detail below. The following are the lengths 

in miles of the several sections:

Mileage of the 'middle division of Erie Canal.

Miles.

Erie Canal from east line of Oneida County to east line of Wayue County. 97.02 

OswegoCanal........ ___._._-._..____. _______..-._ .____, ... ....... 37.78

Side cuts and slips at Salina _._ __.__-..,..___... ..........--..--......_ 2.02

Slips at Liverpool ...,........_-......._..........._.....,....-..--....._. .25

Baldwinsville side cut ................................................... .59

Cayuga and Seneca Canal _.........._......_..-....-.-.....--..-.... -.. 22.99

'B(s^^i\erGsia!(........................................................ 35.52

Old Oneida Lake Canal................ .............. ................... 1.05

Chenango slip........---.-._----..._.....-..--.---.-_---.-.----.-...,-.. .05

Chemung Canal, original lake level..................-................._.. 2.53

Total,. _.________.____..__.______..__.___-......_._.___.-__---.-.._- 199.80

Mileage of river improvements pertaining to the middle division of Erie Canal.

Miles. 

Black River..............................................._............. 42.50

Onondaga outlet.--...--_..... ..................................,_.._.._--.. .75

Oneida River ............................................................. 20

Seneca River towing path ... ..................................~.......... 5.83

Seneca River.....-.-..-_...-,_..-.-.-...--..-.- ..................... Not used.

Ithaca inlet ..--._.----....-..'---...-.-.,.-..-..-.-..-..-.-----..-.---...-. 2.05

Seneca outlet...---.---.- -----.----.--.-..---...-.-.-..-.-....----- .-..-.. .17

Total _._._____...._.,..,... _..._. ................................ 71.30
162 WATER RESOURCES OF STATE OF NEW YORK, PART II. [NO. 25.

Mileage of navigable feeders of the middle division of Erie Canal.

Miles. 

Limestone Creek feeder.__._._..____-. .___--__----...-_..-.--.__-_-.-...---- 0.83

Butternut Creek feeder.._. .______.___.___-._-. __-.-.._.----..---_-----_. 1.67

Caniillus feeder .-_..__.______._.__.__.._--__--_.-.-_..---._----_----.--.. 1.04

Delta feeder ................^ .....................^..................... 1.40

Black River feeder............ . ___._,._..___..._.__---_-_.---._...-.._... 11.29

Total..-.............---.........-...-----.-..--...-.,....-...-...-. 16.23

The total length of canal, river improvement, and navigable feeders on the middle division is thus found to be 299.08 miles. The 

following feeders of the middle division are not navigable:

Mileage of unnavigable feeders of the middle division of Erie Canal.

	Miles. 

Chenango Canal, summit level........ _-.,-.........-. .--..--..----...... 5.31

Leland Pond feeder ___.___...._...__..__.____-.._--_.___-.._____.-.-__.--- .31

Madison Brook feeder ._-..-..............-..---..-..-..--..-... .__-..--. 2.99

West Branch feeder ...........--.........-....-.-....-.--...-..- ...._... 5.83

Bradleys Brook feeder ....... -___.___. .-...-...-.---.---.---.--.-..--.- .67

Hatch Lake feeder ........^................................................ .23

Kings Brook feeder.____......_.-.-.-...-.--.-.....-_....-... ...-_..--.-. 1.87

Oriskany Creek feeder .................................................... .53

Mohawk feeder at Rome -._______._.__-- ..-..__...--_----...-..-------._.. .03

Oneida Creek feeder ............................ ............................ 2.91

Cowasselon Creek feeder.__-.__-__.---____.__-.__-.____.___......----. .... .40

Chittenango Creek feeder.........._. .-._....>_.._.. .....-...,-.-,-.-_..-. .28

Cazenovia Lake oxitlet. .._---.-___._ ---.-.-.----.-.-...-....---.-.--.--. .51

Tioughnioga River feeder......._^..................... ..... ........_.. 1.00

De Ruyter reservoir outlet.......... _.....-..-...-..--....--.-.--..__--... .12

Orville reeder .._ ....... ...._........................................... .55

Camillus feeder (unnavigable portion) .--..-.--..--... ...-_.. ..-_..-..... .65

Carpenter Brook feeder............._..,-...... ........ ................. .18

Skaneateles Creek feeder.. ._.....__....._....__..-.--_......-._._--....-_. .09

Putnani Brook feeder..._.........._....._..... ......-__.-..._._-...._.-.. .20

Centerport feeder ......_........-_... ....--..--.-................--...--. .18

Owasco Creek feeder.-......_._....__ ................---........-._.--... 3.10

Lansing Kill feeder................ ....................................... 1.80

Sugar River feeder ..-........._..................-..-.-..-.,...---.-..-.. .14

Canachagala Lake outlet.,.. --_-.........._._.---.-.-..---.-.--------...-. .16

Total.......................................................... .... 29.04

Rome level, which is a summit level, extends from lock No. 46 

to lock No. 47, a distance of 55.96 miles. The following is the estimated water supply of this level before the beginning of the enlargement now in progress.
U. S. GEOLOGICAL SURVEY WATER-SUPPLY PAPER NO. 25 PL. XII

ERIE CANAL AT SYRACUSE, NEW YORK.
BAFTEH.] MIDDLE DIVISION OP ERIE CANAL. 163

Water supply of Rome level, Erie Canal.

Second-feet.

Lelands Pond, Madison Brook reservoir, Eaton Brook reservoir, Bradley 

Brook reservoir, Hatch Lake, Kingsley Brook reservoir, and Oriskany Creek 

feed through the Chenango Canal, Oriskany Creek, and Oriskany Creek 

feeder into the Rome level, 6 miles west of lock No. 46 _-___ --.--.__.-. 100

Mohawk River, Black .River, Foreatport Pond, Forestport reservoir, White 

Lake reservoir, Chub Lake, Sand Lake, First, Second, and Third Bisby 

lakes, Woodhull reservoir, Twin Lakes, South Branch reservoir, North 

Branch reservoir, and Canachagala Lake feed through the Rome feeder 

and Black River Canal into the Rome level at Rome, 14 miles west of lock 

No. 46...._--.----...._.-.----..-__..._-..-.-.---..-.-_- ----- --------- 217

Oneida Creek enters canal through feeder 80 miles west of lock No. 46 _ _... 17

Cowasselon Creek enters canal through feeder 31.5 miles west of lock No. 46. 3

Cazenovia Lake reservoir, Erieville reservoir, and Chittenango Creek enter 

canal through Chittenango Creek feeder, 41.5 miles west of lock No. 46; 

average for navigation season about _.__.-._.__ ._ ...-..--. ...... . ... 47

De Ruyter reservoir enters canal through Limestone Creek (Fayetteville) 

feeder, 50 miles west of lock No. 46; average for the navigation season 

about _-.-....-.._........._-.._.._______.._-.-_-..--------.------ 32

Limestone Creek (natural flow) also enters canal through Limestone Creek 

(Fayetteville) feeder, 50 miles west of lock No. 46...-.,...__.....---.--. 8

Jamesville reservoir enters canal through Orville feeder, 52 miles west of 

look No. 46; average for navigation season.._-_..--._ . -.---..-----..-- 11

Butternut Creek (natural flow) enters canal through Orville feeder, 52 miles 

west of lock No. 46'__._-___.._ __-___..._._.._..__.._..__-._.--.--___.-..- 8

Total-.-..--.........-............-..-..-.,...--..-..,-..-.----...- 443

Jordan level, which is also a summit level, extends from lock No. 50 

to lock No. 51 and is 14.903 miles in length. The following feeders 

are tributary to this level:

Water supply of Jorda n level, Erie Canal.

Second-feet.

Otisco Lake reservoir fed through Camillus feeder into the canal, 4 miles west 

of lock No. 50 ...... ........ . .......... ......... ................ ... 86

Ninernile Creek (natural flow) also fed into canal through Camillus feeder.. _ 13 

Carpenter Brook feeder ...... -..--..--...........-...-._.-.-..-..-.-.--....- 3

Skaneateles feeder......--.--.-----..-...-----.--.....-.----..-...-..---...- 146

Total------....-...-..--.--..-----.--.-.-....-..-..-----.-.----------- 248

The following feeders deliver water into the Port Byron level, which 

extends from lock No. 51 to No. 52, a distance of 7.79 miles:

Water supply of Port Byron level, Erie Canal.

Seconcl-feet.

Putnani Brook feeder at Weedsport.--..--.._-...-...'._.-_.----...-..------- 3

Owasco feeder.. -..--.._--_-...l-_-..-___ ..._..-.-...-....-._--..._....--_-- 69

Total..... ...... .-._...-._-_..-....__._-..._-._._---_.._-..._-_..-- 72

Oswego Canal receives about 167 cubic feet per second from Erie 

Canal at Syracuse. The balance of its water supply is derived from. 

Seneca and Oneida rivers. The total amounts to about 1,400 cubic 

feet per second. Seneca and Cayuga Canal receives about 67 cubic 

feet per second from Erie Canal at Montezuma, and 300 cubic feet
164 WATER RESOURCES OF STATE OF NEW YORK, PART II. [NO. 25.

per second from Seneca Lake, making a total of 367 cubic feet per 

second.

The approximate water supply of the middle division of Erie Canal 

at present may therefore be summarized as follows:

Water supply of tJie middle division of Erie Canal.

Second-feet.

Frankfort and Rome level....._.._. .^.................................... 443

Jordan level.______________.__.._----..----__-.----_.-__.-_---_.---..-_-.--- 349

Port Byron level__-_____--__-_.-_______ ..-_-...-.-.....--..-..-..--.-...- 70

Total.. ._....__.-_______..___.___...._-. ..-.___.-___-__-_ -..__- 763

Oswego Canal:

Supply from Seneca River..________.______.__.__._____._._____-.____. 900

From Oneida River..___._._______.__. __________.____________.____.. 333

Total--....-...........__._..._.__--.....__..__._.........-_._._..._.. 1,233

Seneca and Cayuga Canal. _.-_-..---___.....----..---.___--.--.---.---.-.- 300

Grand total .________._.___-___.___________..____.___._-_.__..._____ 2,2°5

The present total water supply of middle division may thus be 

placed, approximately, at 2,295 second-feet. 1

RESERVOIRS OF THE MIDDLE DIVISION.

As indicated in the preceding statement of the water supply of the 

middle division, this division has an extensive system of reservoirs, as, 

for instance, Owasco Lake, the original surface of which has been 

raised by a dam on the outlet about half a mile below the foot of the 

lake. Skaneateles and Otisco lakes have also been raised by similar 

constructions. Proceeding east, the next reservoir is the Jamesville, 

formed by a dam on Butternut Creek. De Buyter reservoir is on the 

dividing ridge, at the extreme head waters of Limestone Creek, and 

supplied by a feeder from, the head waters of Tioughnioga River, a 

tributary of Chenango River. On Chittenango Creek, the next stream 

east of Limestone Creek, we find Cazenovia Lake, controlled by a dam 

at its foot and Erieville reservoir on the extreme head waters.

On the head waters of Oriskany Creek and Chenango River there 

is an extensive reservoir system, originally constructed for the purpose of supplying the summit level of Chenango Canal, but which 

has been retained in use for the water supply of the middle division, 

the water therefrom being conducted to Erie Canal at Utica, through 

the old prism of Chenango Canal, retained as a feeder, or to Erie Canal 

at Oriskany, through the natural channel of Oriskany Creek and a 

short feeder at Oriskany village. The reservoirs on the head waters 

of Oriskany Creek are Madison Brook and Lelands Pond reservoirs; 

those on the head waters of Chenango Creek, and which are connected with the summit lev.el of the old Chenango Canal by a feeder

1 This is a very general statement, and to be taken in connection with a large amount of 

detailed information in the reports not specifically cited at this time.
RAFTER.] WESTERN DIVISION OP ERIE CANAL. 165

several miles in length, are Eaton Brook, Hatch Lake, Bradley Brook, 

and Kingsley Brook reservoirs.

Reference may also be made to the reservoirs on Black River and 

its tributaries. These are: Woodhull, Bisby Lakes Nos. 1, 2, and 3, 

Sand Lake, Chub Lake, White Lake, Canachagala Lake, North Branch 

Lake, South Branch Lake, Twin Lakes, and Forestport and Stillwater 

reservoirs. The Bisby Lakes have been abandoned. The details of 

these reservoirs on Black River, as well as those of all other reservoirs thus far connected for the water supply of Erie Canal, may be 

obtained from the table on page 166.

WESTERN DIVISION.

The western division of Erie Canal includes the following:

Mileage of the ice&tern division of Erie Canal.

Miles.

Erie Canal from the east line of Wayne County to Hamburg street, in the 

city of Buffalo............--..-.........-....._...-..-...-............ 148.93

Five slips in the city of Buffalo, aggregate length... ...... .....^........ 1.60

River feeder in the city of Rochester..___.-__.--___--..__..___-- 2. 25

Total _.._.._.__-_..._.__,__. .__._____.___.___.-._..--..__-.._.-- 152.77

The unnavigable feeders of this division are:

Mileage of the unnavigable feeders of the western division, Erie Canal.

Miles. 

Tonawanda and Oak Orchard Creek .................... ................. 11.55

Prism of old Genesee Valley Canal, Cuba reservoir to Rockville........... 7.65

Prism, of old Genesee Valley Canal, Scottsville to Rochester feeder dam.... . 11.00

Total.....--..----...-...-.--....-..........-....-.......----.. .... 30.20

The only reservoirs on the western division are the Oil Creek and 

Rockville reservoirs, originally constructed to feed the summit level 

of Genesee Valley Canal, and still retained as subsidiary feeders to 

Erie Canal, their waters being finally discharged into Genesee River 

and thence taken into the canal through Genesee River at Rochester. 

The main characteristics of Oil Creek and Rockville reservoirs may 

be obtained from the table on page 166.

The sources of water supply for the western division are: Lake 

Erie, at Buffalo; Tonawanda Creek, at Pendleton; Tonawanda and 

Oak Orchard creeks, at Medina; Aliens Creek, through the prism of 

the old Genesee Valley Canal, from Scottsville to Rochester; the 

Genesee River at Rochester. 1

1 The foregoing statements as to length, water supply, and reservoirs of Erie Canal, while 

covering only a small amount of the total data, are still as much as can be given at this time. 

Full information may be obtained by reference either to the annual reports of the State engineer and surveyor from 1850 to 1896, inclusive, or of the superintendent of public works from 

1878 to 1896, inclusive. Previous to 1878 the reports of the canal commissioners may also be consulted for a large amount of useful information.

IRE 25 5
166 WATER RESOURCES OF STATE OP NEW YORK, PART II, [NO.25.

Reservoirs for the ivater supply of Erie Canal.

Reservoir.

ROME LEVEL ERIE 

CANAL .................

Woodhull ................

White Lake ..............

Canachagala Lake ......

BOONVILLE L E V E L 

JORDAN LEVEL ERIE 

CANAL .................

PORT BYRON LEVEL 

ROCHESTER LEVEL 

CUBA LEVEL, GENESEE 

VALLEY CANAL .......

Oil Creek. ................

Rockville. ........ _ __.. 

ROME L E v E L E RIB

Eaton Brookfe-. __ ...... 

Bradley Brook 6 __ ...... 

Leland Pond 6. -...-... ...

of Date com-pletion.

1859

18*1

18S1

1881

18T3

1881

1881

1881 

1857

1859

1881

1853

IQOt

1844

1869

1838

18 i3

1850

1857

1863

1874

1836

1836 

1836 

1836 

1836

186T

Elevation.

Feet.

438

1,854

3,018

3,018

3,<XT6

1,808

1,599

1,831

3,019

1 134

1,139

1,131

408

864

403

704

508

1,489

438

1,176

1,376

1 337

Distance to

canal.

Miles.

37.8

37.0

36.0

34.0

*>fl %

18.0

33.0 

"5 5

36.0

33 0

10.5

1*1 K

''5 0

9.0

13.0

13.0

91.0

8.30

f)f\ f\

10.0

35.0

6.0

38.0

38.0 

.35.0 

35.0 

39.0

33.0

-line Flow 

area.

Acres.

1,336

156

 >fU

41

344

530

333

347 

433

518

313

793

8,330

3,200

680

340

1,778

636

253

134

354 

134 

173 

345

113

of Height 

flow line.

Ft.

16

4

4

4

18

5

4

38

26

6

?1

65

46

15

60 

30 

13

A verg a

area.

Acres.

1,118

306

2iJO

396

330

377

373

175

700

525

Ini

240

244 

150

m 

60

tfa

* a

d* dj 

>* 

<j

Feet.

18.0

3.5

15.0

4.0

f; n

4.0 

38.0

26.0

8.0

3.0

1.0

9.0

10.0

5.0

15.0

20.0

21.5

4.5

18.5

16.0

10.0

50.0 

35.0

8.0 

45.11

20.0

Capacity.

Cubic feet.

876, 550, 000

40,000,000

199,879,823

34,848,000

64,468,800

55,756,800 

337,851,360

431,313,330

13,921,930

213,444,000

2,174,513,000

784,000,000

1,481,040,000

435,738,000

18,200,00^

318,434,000

348,523,000

504,468,000

170,000,000

58,370,400

553,312,000 

145,926,000 

59, 287, 040 

4611,647,000

98,445,600

Original cost. ,

824,089

5,505

8,134

5,103

1,456 

34,637

30,168

14,938

43, 753

36,396

69, 216

7,711

36,837

10,885

78, 761

150,000

4,464

28,059 

16, 159 

8,894 

36, 301

80, 481

-^ a

a£a p 

^ o

&fl-

-n § ®

$£z

o

37. 71

233.43

7Q 07

26.11

1/-).> .»

47.87

55.81

25.59

158.85

423.68

115. 68

31.23

156. 13

883.35

76.47

50.73 

110. 73 

150. 02

78.80

817. 54

a Supply to canal through. Forestport Pond and Black River Canal. 

b Supply to canal through Oriskany Creek feeder.

SHIP-CANAL PROJECTS AND WATER SUPPLY.

By virtue of the geographic position of New York, with the Great 

Lakes on its western boundary and the Atlantic Ocean on its eastern, 

and with the commercial capital of the Western Continent as its 

chief city, all discussions of deep waterway projects from the Upper
RAFTER.] SHIP-CANAL PROJECTS AND WATER SUPPLY. 167

Great Lakes to the seaboard are, necessarily, chiefly discussions of 

the water resources of New York. It is proper, therefore, that the 

several deep water projects now under discussion should be briefly 

noticed in a report of this character.

In February, 1895, Congress by a joint resolution authorized a preliminary inquiry concerning deep waterways between the Great Lakes 

and the ocean, and provided that the President should appoint three 

commissioners to make such inquiry. The President, under this resolution, appointed Prof. James B. Angell, of Ann Harbor, Michigan; 

John E. Russell, of Leicester, Massachusetts, and Lyman E. Cooley, of 

Chicago, Illinois. The report of the commission, as published in 1897, 

includes a large amount of valuable information in regard to a deep 

waterway from the Upper Great Lakes to the Atlantic seaboard. In 

regard to the State of New York, it has been pointed out by Mr. Cooley 

that nature has indicated two feasible routes for such a canal. The first 

of these is the Oswego-Mohawk-Hudson route, extending from Oswego 

through the valley of Oswego and Oneida rivers, and thence across 

the divide to the Mohawk, thence through Mohawk Valley to a point 

011 the Hudson in the vicinity of Troy, and so on through Hudson 

River to tide water at New York. One objection to this route is the 

lockage over the summit between Lake Ontario and Mohawk Valley. 

Another objection is the absorption of a large quantity of water in 

central New York for the supply of the summit level of the canal, 

and which probably can be more effectively used in manufacturing; 

that is to say, the State of New York, by developing its manufacturing resources to their fullest extent, can realize more return from 

manufacturing than from the use of its inland waters for purposes of 

internal navigation of any kind whatever. It may be pointed out in 

passing that the Oswego-Mohawk-Hudson route would utilize the 

great natural highway which has been an easy passage to commerce 

from the early days of settlement on the Atlantic coast.

The second natural route through the State of New York is by way 

of St. Lawrence River to the head of Coteau Rapids, where the lowwater level of Lake St. Francis is 153.5 feet above tide, or 68.5 feet 

above the low-water level of Lake Champlain. On this plan a canal 

would be constructed from Coteau Landing to the head of Lake Chainplain, near Rouses Point, this section requiring cutting through a 

summit about 50 feet in height. Lake Champlain would then be utilized to Whitehall, from which point a canal would be cut through the 

valley leading from Whitehall to Hudson River at Fort Ed ward, the 

elevation of the water surface of the Hudson a few miles below Fort 

Edward being somewhat less than the low-water elevation of Lake 

Champlain. After reaching the Hudson the work would include the 

deepening of that stream to deep water, a few miles below Albany. 

Either of^the foregoing projects would further include the construction of a ship canal connecting Lakes Erie and Ontario.
168 WATER RESOURCES OF STATE OP NEW YORK, PART II. [NO. 25.

The advantage of the St. Lawrence-Champlain-Hudson over the 

Oswego-Mohawk-Hudson route is that the lockage would be all in 

one direction; that is, eastward-bound vessels would lock down all 

the w~ay from Lake Erie to New York. Its disadvantages are increased 

length and the location of the canal connecting St. Lawrence River 

with Lake Chainplain in Canadian territory. In regard to increased 

length, it is claimed that not much more time would be required in 

traversing it than would be consumed in locking over the OswegoMohawk summit.

As to the capacity of the proposed canal, the Deep Waterways Commission points out in its report that such a canal, if built, should be 

so carried out as to be adequate for vessels of the most economical type, 

not only for coasting or domestic trade but also for the foreign movement, so that commerce may be carried on directly between lake ports 

and other domestic and foreign ports without transshipment. Taking into account various other conditions, the commission believes 

that the requirements of the present demand a limiting draft in the 

proposed canal of 27 or 28 feet; hence, in concluding the general discussion, the commission recommends the securing of a channel of a 

navigable depth of not less than 28 feet.

The commission also says that, starting from the heads of Lakes 

Michigan and Superior, the most eligible route for a deep waterway is 

through the several Great Lakes and their intermediate channels and 

the proposed Niagara ship canal to Lake Ontario, and that the Canadian seaboard may then b_e reached from Lake Ontario by the way of 

St. Lawrence River, and the American seaboard reached from Lake 

Ontario by way of either the Oswego-Mohawk-Hudson route or the St. 

Lawrence-Champlain-Hudson route. The Deep Waterways Commission was not authorized to make any considerable expenditure for 

surveys, and hence the conclusions announced are to some degree 

tentative. In view of the uncertainty as to final cost, it is recommended that the alternative routes from Lake Ontario to the Hudson 

be subject to complete survey in order to obtain a full development 

of the governing economic considerations, as well as to determine their 

relative availability.

The commission also recommends a moderate control of the level of 

Lake Erie and of Niagara River above Tonawanda by dam, but leaves 

the practical details undetermined in the absence of a full understanding of the physical conditions.

The river and harbor act of June 3, 1896, directs the Secretary of 

War to cause to be made accurate examinations and estimates of the 

cost of constructing a ship canal by the most practicable route, wholly 

within the United States, from the Great Lakes to the navigable 

waters of Hudson River, of sufficient capacity to transport the tonnage of the lakes to the sea. Under the provisions of this a£t a report
RAFTER.] SHIP-CANAL PROJECTS AND WATER SUPPLY. 169

was submitted by Maj. Thomas W. Symons, of the Corps of Engineers, dated June 23, 1897. l

Maj or Symons states that there are three possible routes for the ship 

canal, entirely within the territory of the United States, from the 

Great Lakes to the navigable waters of the Hudson, as follows:

(1) From Lake Erie via the upper Niagara River to the vicinity of 

Tonawanda or La Salle; thence by canal, with locks, either to the 

lower Niagara at or near Lewiston, or to some point on Lake Ontario; 

thence through Lake Ontario to Oswego; thence up Oswego and Oneida 

rivers to Oneida Lake, and through Oneida Lake; thence across the 

divide to Mohawk River, and down that river to the Hudson at Troy; 

thence down the Hudson. This he designates as the Oswego route. 

From Oswego to Hudson River it is, in effect, the Oswego-MohawkHudson route, already described.

(2) To follow either the*line of Erie Canal from Lake Erie to the 

Hudson, or this line so modified as to provide for a continuously 

descending canal from Lake Erie to the Hudson. This he designates 

as the Erie Canal route.

(3) This route coincides with the first from Lake Erie to Lake 

Ontario, but runs thence through Lake Ontario to St. Lawrence River 

and down said river to some point near Ogdeiisburg; it then crosses 

the State of New York to Lake Champlain and up that lake to Whitehall; and thence follows in general the route of the Champlain 

Canal to Hudson River at Troy. This route, however, Major Symons 

pronounces impracticable.

There is also discussed a fourth route the St. Lawreiice-Champlain 

all of which, except a small portion, is within the United States. This 

route would be via Niagara Falls, Lake Ontario, the St. Lawrence, 

Caughnawaga, and Richelieu rivers, Lake Champlain, and the Hudson.

The opinion is expressed that the best route for the contemplated 

ship canal is that via Niagara River, Lake Ontario, Oswego and Oneida 

rivers, Oneida Lake, and Mohawk and Hudson rivers, and that to 

build such a canal by any of the possible routes mentioned would, at 

a rough" estimate, cost $200,000,000, the exact figure depending very 

largely upon the action of the State of New York in regard to the State 

canals, feeders, reservoirs, etc.; and that to maintain the canal and to 

keep it in repair, including the maintenance of river channels, reservoirs, and feeders, would cost, at a rough estimate, $2,000,000 a year. 

The statement is made that a ship canal would be of no special military value, and that its construction is not worthy of being undertaken 

by the General Government because the probable benefits to be 

derived from it would not be commensurate with the cost.

Major Symons further expresses the opinion that Erie Canal, when 

enlarged under the present plans of the State of New York, may

1 See Ann. Rept. Chief of Engineers for the fiscal year ending June 30,1897.
170 WATER RESOURCES OF STATE OF NEW YORK, PART II. LNO. 25.

give, if State restrictions ar.e removed, commercial advantages practically equal to those to be derived from the proposed ship canal, and 

that if Erie Canal be further improved by enlargement to a size sufficient for 1,500-ton barges, making such alterations in alignment as to 

give a continuously descending canal all the way from Lake Erie to 

the Hudson, and canalizing Mohawk River, the improved canal, navigated by barges, would render practicable the transportation of freight 

between the East and the West at a lower rate than by a ship canal 

navigated by large lake or ocean vessels. The difficulty of navigating large vessels through long, shallow canals is the loss of time 

and the consequent great increase in the pro rata expense account, as 

compared with the actual amount transported between termini. Ma.jor 

Symons is also of opinion that the enlargement of Erie Canal on these 

lines is a project worthy of being undertaken by the General Government, because the benefits to be derived would be commensurate with 

the cost, which he estimates at approximately one-fourth that of a 

ship canal, or $50,000,000.

Space will not permit abstracting in detail these several interesting 

reports on ship canals across the State of New York. To understand 

the subject in all its bearings, reference must be made to the original 

reports.

The Oswego-Mohawk-Hudson route is discussed in a report by 

Albert J. Himes in the Report of the State Engineer and Surveyor 

for 1895. l

In this report Mr. Himes expresses the opinion that a sufficient 

water supply could not be obtained for a high summit level across 

the divide, and hence the canal must be cut from the level of Oneida 

Lake through to the corresponding level in Mohawk Valley. In this 

way he proposes to use Oneida Lake as a storage reservoir from which 

to discharge water both ways to Oswego and Mohawk rivers. By 

this plan the surface of Oneida Lake would be raised 10 feet, furnishing 1,100 second-feet continuously for seven months. Without going 

into detail, the writer can not but believe that the water supply estimated by Mr. Himes is not entirely adequate for the supply of such a 

canal as has been proposed. If such a canal is constructed, the experience gained in the last seventy-five years ought to teach the danger 

of small economies in designing the water supply. Experience shows 

that canal water supplies must be made ample, as otherwise a shortage 

will result sooner or later.

In a paper on an enlarged waterway between the Great Lakes and 

the Atlantic seaboard, published by William Pierson Judson, the 

water -supply of the summit level of the Oswego-Mohawk-Hudson 

route is discussed at length. Mr. Judson considers that it would be 

entirely proper to take whatever deficiency there might be from the

1 See report on the Enlarged canal via the Oswego route, by Albert J. Himes, resident engineer, Eastern division, ]N ew York State canals. In Ann. Kept. State Eng. and Surv. for the fiscal 

year ending September 30,1895.
RAFTER.] SHIP-CANAL PROJECTS AND WATEK SUPPLY. 171

head waters of the Black River, reservoirs in addition to those now 

existing being constructed on the Beaver and Moose rivers, tributary 

to the Black, for the purpose of furnishing this water. He recognizes 

that the item of adequate water supply for such a canal is vital, and 

frankly states that if surveys and thorough investigations were to 

show that the demand for water for such a canal is beyond the capacity of the sources of supply, then the Oswego-Mohawk-Hudson route 

would be shown to be impracticable, although, as an alternative 

proposition, he states that it would be entirely practicable to supply the summit level of such a canal from Lake Erie. This, it is 

pointed out, can be accomplished by a feeder branch taken from the 

present Erie Canal near Macedoii, 12 miles west of Newark, where 

Erie Canal is now 35 feet above the Rome level. The proposed 

feeder, instead of stepping down, as does the Erie Canal, can be swung 

off to the south on higher ground at the necessary elevation, passing 

along the south side of Clyde River and crossing Seneca River near 

the Cayuga Lake Outlet. Seneca River is narrowest here, and the 

feeder could be carried across it in an open trunk on a 40 to 50 foot 

trestle about 2 miles long. Such a feeder 8 feet in depth and 38 feet 

in bottom width would carry 1,000 cubic feet per second, or enough, 

according to Mr. J nelson, to meet the assumed needs. On this 

point, however, the author differs; he can not but think that the 

summit-level supply as estimated by Mr. Judson at 1,000 cubic feet 

per second is much to"o small. Mr. Judson's discussion of the deepwaterway question is further open to criticism in that he does not 

adequately recognize the economic value of the New York water supplies for use in manufactures.

In a paper read before the American Society of Civil Engineers in 

1884, Elnathan Sweet proposed a ship canal through to Lake Erie via 

present line of the Erie Canal, except that its alignment be rectified to follow the line of the feeder, as proposed by Mr. Judson. The 

difficulties of making a ship canal on this line are, however, so great 

that many engineers have considered it absolutely out of the 

question. 1

A canal on the Oswego-Mohawk-Hudson route 28 to 30 feet in depth, 

with corresponding surface and bottom dimensions, will probably 

absorb all available water of central New York, as well as a considerable portion of Black River. The water powers on Mohawk River at 

Cohoes will necessarily be made subservient to the exigencies of such 

a canal, although Mr. Judson, in the paper already referred to, has* 

pointed out how valuable these water, powers would be for seven or 

eight months of the year to the manufacturing cities of the Mohawk 

Valley. Under this head we may, however, inquire as to how the 

water power for only seven months of the year would be of any special

1 See Radical enlargement-of the artificial waterway between the Lakes and Hudson River, 

by Elnathan Sweet: Trans. Am. Soc. Civil Eng., Vol. XIV, pp. 37-139,
172 WATER RESOURCES OF STATE OF NEW YORK, PART II. [NO. 25.

value to the city of Cohoes, where, owingto the kind of manufacturing, 

continuous power three hundred and ten days in the year is required. 

Cohoes had a population in 1890 of 22,509, and is stated to have grown 

considerably since, so that in 1897 the population is probably in excess 

of 25,000. This great development is a result of wise management of 

the water power, without which there is no reason to suppose that the 

area on which the city stands would have any greater value than that 

of the surrounding farming region. A proposition to interfere seriously with the water power at Cohoes can only be looked on by the 

author as most extraordinary. Indeed, not the least extraordinary 

feature of the present agitation for ship canals across the State of 

New York is the entire lack of appreciation so far as the discussion indicates of the value to the State of New York of its inland 

waters.

Aside from the report of Major Symons, the discussion has thus far 

apparently proceeded on the supposition that the taking of inland 

waters for navigation purposes was a matter on a par with the taking 

of agricultural lands for right of way, the economic value of the 

water for power purposes and the resulting effect on the internal 

development of the State having thus far been almost entirely 

ignored. . What the people of the State of New York need to consider first 

of all is whether the inland waters are not now worth more for manufactimng than they can possibly be worth for navigation purposes. 

If after investigation it is shown that the water will produce greater 

income to the people of the State in manufacturing than it will in 

operating such a canal, then from mere commercial considerations 

the people ought not to consent to the construction of such a canal. 

Without having the data at hand for a full discussion, the author, 

after ghring the matter careful consideration, is of opinion that the 

State of New York can not afford to forego the possibility of developing its manufacturing interest in order to furnish water for the 

summit level of the proposed Oswego-Mohawk-Hudson deep-water 

canal. At any rate we should know just what results may be expected 

before embarking in the enterprise. If, however, after full investigation it appears that the canal water supply can be obtained and the 

manufacturing interests protected, no reasonable objection can be 

urged.

In order to justify the construction of the ship canal as a commercial proposition, the saving on the transportation of an estimated 

annual tonnage of 24,000,000 tons over the cost of its transportation 

by existing means and methods must, at least, equal the interest on 

the cost of the canal plus the annual cost of maintenance and operation. The first cost is taken at $200,000,000, with the maintenance at 

$2,000,000 per year. Assuming an interest charge of 3 per cent, the 

annual interest plus the maintenance becomes $8,000,000, which sum
BAFTEK.] LOSS OF WATER FROM ARTIFICIAL CHANNELS. 173

represents the annual expense of the proposed ship canal connecting 

the Great Lakes with the Atlantic seaboard. As regards the State of 

New York, there should be added to this amount a sum representing 

the decrease in wealth in central New York due to the absorption of 

the inland waters of the State away from manufacturing interests in 

favor of navigation interests. As a rough estimate the author places 

such decrease at not less than $5,000,000 per year, although the 

decrease would probably be much greater than this, but in the absence 

of data for full discussion he places it at a conservative figure, which 

can not well be gainsaid. On the other hand, if the international St. 

Lawrence-Chain plain-Hudson route were to be constructed, not only 

would this source of loss be entirely eliminated, but since that plan 

proposes to deliver water from St. Lawrence River into Lake Champlain, and thence by a through cut from Lake Chaniplain to Hudson 

River, there would be delivered into Hudson River a considerable 

quantity of water which would be available for power at Saratoga 

dam, Mechanicville, and Troy. This ship-canal project thus increases 

rather than decreases the productive capacity of the State. Moreover, 

it is probable that the St. Lawrence-Champlain-Hudson route can be 

constructed somewhat more cheaply than the Oswego-Mohawk-Hudson 

route.

Without wishing to present the foregoing as in any degree a final 

conclusion, the author can not but think that it is the broad view to 

take of the question. At any rate, this view presents a line of investigation which ought to be pursued to a conclusion before the final 

decision is made.

LOSS OF WATER FROM ARTIFICAL CHANNELS.

The large amount of canal construction in New York State has 

necessitated, in order to provide ample water supplies, the collection 

of considerable information as to the various sources of loss of water to 

which artificial channels are subject. Some of the more interesting 

results may be briefly referred to.

The original Erie Canal was constructed with the water surface 40 

feet wide, the bottom width 28 feet, and the depth 4 feet. In 1824 

measurements of the loss from filtration and evaporation were made 

by Mr. John B. Jervis on the eastern division and by Mr. David S. 

Bates on the western division. Mr. Jervis states that his measurements were made in the original Erie Canal, between the first locks 

below the village of Amsterdam and the aqueduct below Schenectady, 

a distance of 18 miles. This section was constructed mainly through 

an alluvial soil, containing a large portion of vegetable matter. In 

some places this soil was very leaky, owing probably to the decay of 

roots, although the greater portion retained water very well. There 

was a considerable quantity of gravel and slaty soils. He states that
174 WATER RESOURCES OF STATE OF NEW YORK, PART II. [NO. 25.

the quantity of water lost in this 18-mile section was very uniform, 

and averaged 125 cubic feet per mile per minute. 1

Mr. Bates states that his measurements in 1824 showed that a mile 

of new canal, such as Erie Canal then was between Brockport and 

Ninemile Creek, would require 1.7 cubic feet of water per mile per 

second in order to supply the losses from filtration, leakage, and evaporation. 2 The following are some of the details of Mr. Bates's measurements in 1824:

On 79 miles of canal and feeder, comprising 20 miles of canal from 

Rochester to Brockport, 57 miles from Rochester to Cayuga, and 2 

miles of feeder, the supply was 8,000 cubic feet per minute, or 121.66 

cubic feet per mile per minute. The months are not stated, although 

it may be inferred Ihat these observations are averages of the navigation season.

Mr. Bates further states that in August, 1824, he found a total use 

for the 20 miles from Rochester to Brockport of 2,100 cubic feet per 

minute, equal to 105 cubic feet rjer mile per minute. This section of 

the original Erie Canal was considered to be entirely free from leakage 

at the structures, ami the measured losses are therefore taken as those 

due only to percolation, absorption, and evaporation. 3

In August, 1839, Henry Tracy and S. Talcott, acting under instructions from W. II. Talcott, resident engineer of the fourth division of 

Genesee Valley Canal, made a series of observations along the line of 

Chenango Canal, with a view of determining the evaporation, filtration, and leakage at the mechanical structures, and whatever else 

might-be useful in the designing of the water supply of the summit 

level of Genesee Valley Canal.

For the purposes of the measurements they selected a portion of the 

canal extending from the north end of the summit level to Erie Canal, 

22 miles in length, on which the total supply on August 31 was found 

to be 39 cubic feet per second. The leakage and waste at aqueducts, 

waste weirs, and at lock No. 1 at the northern end, were found to be 

15 cubic feet per second, thus leaving the evaporation and filtration 

on 22 miles at 24 cubic feet per second, equivalent to 1.09 cubic feet 

per mile per second. It may be observed, however, that a measurement made at the end of August would probably not show a maximum 

of either evaporation or absorption by vegetation. Estimating these 

elements at the maximum, we may assume from 1.33 to 1.67 cubic feet 

per mile per second as a more reliable quantity than the 1.09 cubic 

feet per mile per second here actually observed.

1 Report of John B. Jervis to the canal commissioners, on the Chenango Canal. Ann. Rept. 

Canal Com. (1834). Ass. Doc. No. 55, p. 54.

 Report of David S. Bates to the canal commissioners, on the Chenango Ca.nal (1830). Ass. Doc. 

No. 47, p. 31.

3 See report of F. C. Mills in relation to the Genesee Valley Canal (1840). Ass. Doc. No. 36, p. 26. 

See also report of W. H. Talcott in the same document. These two reports contain a summary 

of all that had been done in the way of measurements of the various losses now under discussion 

up to that time, as well as a number of references to foreign data.
RAFTER.] LOSS OP WATER PROM ARTIFICIAL CHANNELS. 175

Messrs. Tracy and Talcott also measured, the leakage and waste at 

the various mechanical structures, etc., which were as follows: Leakage at structures, 220 cubic feet per minute; waste at waste weirs, 

204 cubic feet per minute; leakage at lock No. 1, at the north end of 

the section, 479 cubic feet per minute. This amount, Mr. Talcott 

remarks, was so much greater than at any other lock on the canal as 

to induce the belief that the gates were not properly closed at the 

time of measurement. At lock No. 69 on the same canal, the leakage 

was 382 cubic feet per minute from an 8-foot lift.

Mr. Talcott's report is very able, and presents forcibly all the data 

at hand at that time. It may be said that the data which he gave 

fixed the following quantities as fairly covering the various losses to 

which artificial waterways of the dimensions of the original canals of 

this State are subject: 1

(1) Loss by filtration, absorption, and evaporation, 100.0 cubic feet 

per mile per minute. With retentive soils this could be reduced to 

from 60 to 70 cubic feet per mile per minute. Mr. Talcott fixed on 

66 cubic feet per mile per minute for Genesee Valley Canal, which 

was largely built through heavy soils, but this was subsequently found 

too small.

(2) Leakage at mechanical structures; for locks of 11 feet lift, 

500 cubic feet per minute; for leakage and waste at each waste weir, 

30 cubic feet per minute; for a wooden-trunk aqueduct, an amount 

depending on the length of the structure, but as an average, 0.35 of 

a cubic foot for each linear foot of trunk may be taken.

In response to a resolution of the canal commissioners of April 12, 

1841, Mr. O. W. Childs, then chief engineer of Erie Canal, prepared a 

report on the water supply of the western division with reference to 

the enlargement then in progress. 3 In this paper Mr. Childs gives 

the results of measurements made by himself in 1841 of losses from 

filtration, absorption, evaporation, and leakage on the original Erie 

Canal between Wayneport, in Wayne County, and Pit Lock, which 

corresponded to lock 53, near Clyde, of the present canal. He also 

gave the result of measurements made by Alfred Barrett between 

Pittsford and Lockport.

Mr. Childs's measurements were for a section of the canal 36.02 miles 

in length. On the Palmyra level, for a distance of 8.34 miles, where 

the soil is open and porous the measurements showed a loss of 1.81 

cubic feet per mile per second. On the Clyde level with a more retentive soil the losses from filtration, absorption, and evaporation were, 

for a distance of 27.68 miles, only 0.59 cubic feet per mile per second. 

The entire loss, including leakage, was, for the whole distance, 1.40 

cubic feet per mile per second. These measurements were made for

1 The quantities here given apply to canals 40 feet by 28 and 4 feet deep, and with locks 90 feet 

in length and 15 feet in width and 8 to 10 feet lift.

2 See Supply of water required for the canal between Lockport and the Seneca River, by 

O. W. Childs: Ann. Rept. Canal Com. (1848). Ass. Doc. No. 16, pp. 141-175.
176 WATER RESOURCES OF STATE OF NEW YORK, PART II. [NO. 35.

a term of thirty-three days, from July 30 to August 31, inclusive. 

Measurements were also made in June, early in July, and in the folowing October, from which the conclusion was derived that.demauds 

were greater and the supply less for the time during which the foregoing observations were taken than during any other portion of the 

season.

Mr. Barrett's measurements were made at various points on the 

original canal between Pittsford and Lockport, and repeated each day 

from July 17 to September 30, inclusive. They showed an average 

loss for the whole period of 73.0 cubic feet per mile per minute. 

Assuming the same ratio of loss between Pittsford and Wayneport, 

there resulted, for the entire distance of 122 miles from Lockport to 

Pit Lock, an average loss of 67 cubic feet per mile per minute. Mr. 

Childs states that an addition to the foregoing quantity should be 

made as an allowance for springs and several small streams entering 

the canal which could not be measured. Making such additions he 

concludes that 1.42 cubic feet per mile per second should be taken as 

the total quantity consumed on the 122 miles of canal under consideration, which is equivalent to a total of 173 cubic feet per second. 

It is stated in the original reports that the supply of water was ample 

for all the purposes of navigation during these measurements.

Comparing Mr. Childs's measurements of 1841 with those made by 

Messrs. Jervis and Bates in 1824, one point of great practical utility is 

strongly brought out, namely, as to the excess of loss of water in new 

canals over those some time in use; thus Mr. Bates found in 1824, on 

the same reach of canal as was measured by Mr. Childs in 1841, a 

total loss of from 1.68 to 1.75 cubic feet per mile per second. It may 

be assumed that the springs and streams allowed for by Mr. Childs 

were delivering into the canal in 1824 the same as in 1841, at least 

0.17 to 0.25 cubic feet per mile per second. We have, then, as the 

total supply in 1824 from 1.92 to 2.00 cubic feet per mile per second. 

Adopting the latter figure as a maximum to compare with Mr. Childs's 

figure of 1.42 cubic feet per mile per second, as found in 1841, the conclusion is reached that the decrease in the loss by nitration due presumably to the gradual silting up of the bottom is something like 

0.75 cubic feet per mile per second.

This conclusion may be applied to the conditions of the Erie Canal 

enlargement now in progress, in which it is proposed to excavate 1 

foot from the bottom of many of the levels. The effect of this will be 

to remove the silt accumulations of many years, thus placing the bottom of the canal, as regards porousness and consequent percolation 

and filtration loss, in the same condition as when constructed. This 

consideration alone indicates the necessity of making the water supply of the enlarged canal liberal in order to answer the demands of 

the first few years while the bottom is again attaining a fixed condition.
RAFTER.] LOSS OF WATER FROM ARTIFICIAL CHANNELS. 177

Under this head it may be remarked that the experience of seventyfive years in the operation of the New York State canals has thoroughly 

shown the futility of any attempt at excessive economy in water supply. In the absence of systematic information as to yield of streams, 

the general tendency has been to overrate the summer flow, with the 

result of shortage frequently at points where the supply was believed 

to be ample. The chief sources of such shortage may be enumerated 

as follows:

(1) The great variation in the yield of drainage areas from year to 

year, by reason of differences in the rainfall, humidity, and temperature.

(2) The cutting off of forests, which has increased somewhat the 

spring-flood flows and decreased the summer flow.

(3) The systematic drainage of large areas, which has also tended 

to increase the flood flows and decrease the summer flows.

(4) The growth of aquatic plants on long levels and the formation 

of sand bars iu the canal, which have tended to decrease the amount 

passing.

Among minor sources of loss, evaporation and absorption by growing plants may be mentioned, both of which vary somewhat in different years, although neither can be considered a serious source of loss. 

A number of other measurements of the losses from the original Erie 

Canal are recorded in the reports, but the foregoing are sufficient for 

present purposes. 1

A study of all the measurements in detail shows that in an artificial 

channel of the dimensions of the original Erie Canal, and constructed 

on the American system, there should be provided at least 80 to 100 

cubic feet per mile per minute, exclusive of water for filling and for 

lockages.

Using the data of the measurements of 1841, Mr. Childs arrived at 

the water supply of the' enlarged canal of that day in the following 

manner: It was assumed that the loss by filtration through the bottom and sides of the canal would be as the square root of the pressure 

or depth of the water, and as the area of the surface pressed. Proceeding on this assumption, he computed the quantity required to 

supply the losses from filtration, leakage, and evaporation (in the 

enlarged canal, 1840 to 1860), at 3.17 cubic feet per mile per second. 

This figure was subsequently substantially adopted for the entire 

enlarged canal, and, with the exception of a few special cases, is still 

in use.

Adding the amount required for lockages at lock 53, Mr. Childs 

placed the entire supply for the western division, from Lockport to 

the east end, at 3.48 cubic feet per mile per second, or at a total of 

424 cubic feet per second for 122 miles of canal.

The canal enlargement now in progress contemplates an increase in

!Ass. Doc. (1840), No. 96, p. 36; also Ass. Doc. (1843), No. 24, p. 37.
178 WATEK RESOURCES OF STATE OP NEW YORK, PART II. [NO. 25.

depth from 7 to 9 feet. Taking into account the results of the measurements on the original Erie Canal, as well as those made by Mr. 

Childs on the enlarged canal of 1840 to 1860, it has been concluded 

that the proper figure for water supply on the western division, to 

which the studies thus far specially refer, should be taken at from 4.17 

to 4.5 cubic feet per mile per second. 1

As to the use of water for lockage, leakage of gates, drawing and 

swelling of boats, and for turbine water wheels to operate gate-lifting 

machinery, reference may be made to the Annual Report of the State 

Engineer and Surveyor for 1889, where data covering these different 

points may be found.

Ordinarily, the flow of a natural drainage channel increases farther 

down the stream. The outlet of Skaneateles Lake, however, appears 

to present an opposite example that is to say, there is less water 

flowing at the mouth of the stream than at its head. This statement 

is derived from a report on the water supply of the middle division of 

Erie Canal, made in 1862,2 according to which measurements were 

made by Mr. S. H. Sweet of the flow through the natural channel of 

the Skaneateles Outlet, 10 miles in length, discharging into the Erie 

Canal at Jordan. Mr. Sweet's measurements, which were continued 

through the dry season of 1859 and the entire season of navigation, 

apparently indicated a loss of water of more than 3,000 cubic feet per 

minute in this natural channel. The detail, however, is lacking, and 

probably before accepting this as a fact the measurements made in 

1859 should be verified.

ITSE AND VALUE OF WATER POWER.

WATER POWER OF ERIE CANAL.

When Erie Canal was first constructed the policy was adopted of 

leasing the so-called surplus waters for power purposes. Under the 

terms of the act of 1825, leases were made during 1826 and subsequent 

years to a number of persons at Black Rock, Lockport, and other 

localities.

POWER AT BLACK ROCK.

The granting of these leases and the resultant development of large 

manufacturing interests at several points have raised certain economic questions which will now be briefly discussed. The water 

power at Black Rock, for which several leases were granted, may be 

first mentioned. This power is created by the difference in level 

between the water in Erie Canal and Black Rock Harbor and that in 

Niagara River outside the harbor wall, this difference of water level

1 The foregoing statements in regard to measurements of water supply of Erie Canal are 

abstracted from a report on the water supply of the western division of the Erie Canal, by 

the author, and are to be found in Appendix I to the Ann. Rept. of the State Eng. and Surv. for 

the fiscal year ending September 30, 1896.

2 See Ann. Rept. of State Eng. and Surv. for the fiscal year ending September 30,1863, pp. 403,403.
RAFTER.] WATER POWER AT LOCKPORT. 179

amounting to from 4 feet to 4.5 feet. As measured in the spring of 

1896, at a point near the ship lock, it was about 4 feet. According to 

the report of the assembly committee of 1870, as referred to in the 

footnote, there were formerly ten mills in operation at Black Rock, 

using 2,744 second-feet of water. The power developed by these 

mills, and all operating at full capacity, is estimated at not exceeding 

520 horsepower. Owing to the decline of the milling business in 'New 

York State a number of these mills have passed out of existence.

The four mills still in existence require about 1,200 cubic feet of 

water per second to operate them at the full capacity of the wheels 

now in place.

The use of water by the Black Rock mills has always been a detriment to navigation. When all were running the amount of water 

actually drawn through the canal and harbor for their supply, and for 

the supply of the canal to the east of Buffalo, was fully 3,300 cubic 

feet per second. 1

When all the Black Rock mills were in operation the great draft 

of water so obstructed the navigation that the legislature finally 

authorized the construction of a division wall in Black River Harbor, 

by which it was expected that the water supply for the mills would be 

entirely taken from the harbor, leaving the channel of the canal pretty 

nearly free for the purposes of navigation; but after the greater part 

of the wall was completed it was ascertained that because of the silting of the upper harbor with sewage niud, as well as drifting sand 

from the lake, there would be difficulty in obtaining the full supply for 

the mills through the harbor, without extensive dredging. The division wall was, therefore, never completed, two gaps, amounting, in the 

aggregate, to several hundred feet, having been left below Terry 

street. There was thus an expenditure of about $350,000 for the benefit of the milling interests which is entirely without effect for lack of 

completion. Under the present conditions, however, of entire decline 

of the Black Rock milling interests, there is, of course, no reason why 

the wall should be completed, and the matter is discussed here at all 

merely for the purpose of bringing out clearly the struggle between 

the navigation interests and the manufacturing interests, which has 

been in progress in New York State for the last seventy-five years.

POWER AT LOCKPORT.

At Lockport the construction of the Erie Canal through the mountain ridge created a fall of 58 feet at a single point, and since the use 

of water for lockage purposes is only a small part of the whole flow. 

The balance required to feed the canal to the east of Lockport is necessarily discharged around the loek^ into the lower canal by means of

1 The assembly committee of 1870 give the following figures as then applicable: Lower Black 

Rock mills, 1,887 secoQd-feet; upper Black Rock mills, 858 second-feet; for supply of canal, 583 

second-feet; total, 3,338 second-feet.
180 WATER RESOURCES OP STATE OF NEW YORK, PART II. [NO. 35.

sluiceways. Under the provisions of the laws of 1825, a public auction was held in the village of Lockport, in the fall of that year, and 

the right to use this surplus water sold to Messrs. Richard Kennedy 

and James H. Hatch, whose successors at the present day constitute 

the Lockport Hydraulic Power Company.

Lockport has usually been considered more purely a result of the 

canal development than any other point in western New York, for 

the reason that while nearly all other towns in the region had some 

growth before the Erie Canal was located, it was only in 1821, after 

the present location for the canal had been definitely decided on. that 

the nucleus of a village was formed here by the contractors and their 

workmen employed on the canal. In 1820 there was no frame house 

or barn within 5 miles of Lockport, and there were less than 600 acres 

of cleared land in the 4 square miles, of which the city of Lockport is 

now the center. Moreover, there are no natural advantages which 

would have naturally led to the growth of an important town at this 

point. The water supply of the region is so deficient that even to 

this day the city takes its public supply from Erie Canal, which is 

grossly polluted with sewage from the city of Buffalo. It may be considered, therefore, that the city of Lockport owes its existence entirely 

to the creation by Erie Canal of a large water power at this point.

When once started, however, under the impulse of the canal development, Lockport grew rapidly until, in 1829, with a population of 3,000, 

it was incorporated as a village, and in 1865 as a city. The population 

in 1890 was 16,038; in 1897 it is estimated at over 17,000.

The total investment in manufacturing plants at Lockport dependent on the Erie Canal water supply amounts to $2,531,000. The total 

number of establishments is 33, employing 1,880 operatives. The 

total power now in use on Erie Canal proper is 2,625 net horsepower.

A short distance to the east of the foot of the locks a small stream 

known as the West Branch of Eighteenmile Creek crosses under the 

canal. This stream, although having a drainage area of only 1 or 2 

square miles to the south of the canal, has out a deep valley with 

rapid fall for a considerable distance to the north of the canal. In 

order to provide for discharging the surplus waters from the canal, an 

overflow into Eighteenmile Creek was constructed at an early day. 

A mill was also permitted to take water from the lower level and discharge its tail-water into the creek. Finally the Jackson Lumber 

Comj>any was permitted to construct a sluiceway on the towpath side, 

through which it drew for many years about 600 second-feet, and 

which was all discharged into Eighteenmile Creek. Complaints having frequently been made that boats were drawn against this sluice 

on the towpath side, the superintendent of public works, in 1892, 

granted a formal permit to the Jacfcson Lumber Company to construct 

a sluice and subway under the canal bottom, by which this water is 

now drawn from the bernie side. Under this permit a substantial
RAFTER.] WATER POWER AT LOCKPORT. 181

masonry sluice was constructed in 1893. In the meantime the Jackson Lumber Company has gone out of existence, and this water power 

has passed into the hands of the Traders' Paper Company, which now 

occupies the site with its pulp mill No. 1.

West Branch of Eighteenmile Creek descends about 175 feet within 

the limits of the city of Lockport, of which 148 feet have been utilized 

for power during recent years.

The following are the companies now using power on this creek and 

the horsepower used by each:

Power utilized on West Branch of Eighteenmile Creek.

Horsepower. 

Traders' Paper Company ._..__..___....._..__.__.___-. .__._.__...-___._.. 1,060

Lockport Paper Company. .._.,..____._...__.___._____.___.. . ...... ...... 230

Niagara Paper Company..-. _ ___....__.._. ........................... ... 115

Westerman and Company._._________._._______.__._--__.-..--.--.,._-.-.. 320

Cascade Pulp Company..--,-_._.__.__.._.-_.._--.. ........... ......... 925

Cowles Smelting Company... .... ._..__.._______.___..._.___......_.._._ 1,185

Total....... .. ..................................................... 8,835

The output of the establishments on West Branch of Eighteenmile 

Creek is about $2,000,000 a year; but this sum includes the output 

of the Indurated Fibre Company, which, while operating by steam 

power, depends largely for a supply of pulp on the Cascade Pulp 

Company. In any case, the figures show the magnitude of the manufacturing interests which have been fostered in the valley of West 

Branch of Eighteenmile Creek, by discharging into that stream about 

300 second-feet of water from the Erie Canal.

With 2,625 net horsepower in use on the canal proper, and 3,835 on 

West Branch of Eighteenmila Creek, the total actually in use at 

Lockport, and dependent 011 Erie Canal for its water supply, is 6,460 

net horsepower.

No statements as to the value of the annual product of the manufacturing establishments on the raceways of the Lockport Hydraulic 

Power Company have been given. It is therefore impossible to state 

accurately the value of the total annual product at Lockport. As 

several of the establishments there are very extensive, including the 

Holly Manufacturing Company, it may be assumed that the annual 

output of this portion of the Lockport manufactories has a value, at 

least, of $1,000,000; hence we reach a total value of the annual product for the whole city of about $3,000,000.

The annual rental paid to the State, under the terms of the original 

lease, is only $200. At first sight it appears that there is here a most 

marked case of what could only be termed blundering on the part of 

State officials, although on analyzing the matter it is found that this 

extreme view is hardly correct. In the first place it must be rememIRR 25 6
182 WATER RESOURCES OF STATE OF NEW YORK, PART II. [NO. 35.

bered that this lease was granted not only by authority of an act 

of legislature, but was only granted after a public auction had been 

held, at which Messrs. Kennedy and Hatch were the highest bidders. 

As already shown, had not the special conditions created by Erie 

Canal existed at Lockport, there would, in all probability, have been 

no thriving city at that point, but the area on which Lockport now 

stands would have been farming land, with no more value than now 

attaches to farming lands in the adjoining township of Lockport.

In order to show the results of this lease, at $200 a year, a study has 

been made of the growth of Lockport from the year 1865, when Lockport became a city, to 1896. It appears, for instance, that the valuation 

of the city has increased from less than $3,000,000 to over $6,700,000, 

and that the total State tax collected up to and including the year 

1896 has amounted to over half a million dollars. If this had remained 

as a small farming community the State tax would probably not have 

been more than 3 per cent of this amount. Using this tax return as 

a basis, it has been computed that there has been an actual increase 

of wealth to the people of the State by the existence of Lockport of 

over one and a half million dollars, not including in this the actual 

increased value of the city itself. The conclusion is drawn that the 

benefit to the State at large has been very great on account of this 

expenditure for internal improvement, irrespective of questions of 

navigation.

POWER AT MEDINA.

The Oak Orchard feeder and the water ppwer at Medina present 

somewhat different points for consideration from those at Lockport.

About 1820 the canal commissioners caused a cut-off channel to be 

constructed through Tonawanda swamp between Tonawanda and Oak 

Orchard creeks, whereby the early summer flow of Tonawanda Creek 

is diverted into Oak Orchard Creek. Oak Orchard Creek passes under 

the Erie Canal at Medina, and the original feeder channel at that place 

was an artificial channel leading from a dam thrown across the creek 

and entering the canal near West Branch of Oak Orchard Creek at 

Medina. At some period subsequent to 1823 a race way was constructed 

by private parties leading from a second darn higher than the feeder 

darn and conducting water into the central part of the village, where, 

after it is used, it is finally allowed to pass into the canal. During the 

enlargement of 1836 to 1862 the water-surface level of the canal at 

Medina was raised, and inasmuch as this change necessitated raising 

the feeder dam somewhat, it was finally concluded to discontinue the 

feeder and depend entirely on the race way for such supply as the canal 

might receive at this point.

Oak Orchard feeder has been considered as furnishing about 27 

cubic feet of water per second to the canal, although measurements 

made in 1850 show about 37 cubic feet per second. Since then the 

clearing up of forests and the drainage of Oak Orchard and Tona-
RAFTER] WATER POWER AT MEDINA. 183

wanda swamps have tended to reduce materially the low-water flow 

until it is probably less than 27 cubic feet per second. Moreover, 

for the future, the dry-weather yield from this drainage area may be 

expected to be somewhat less than in the past, because of the deepening of the channel of Oak Orchard Creek and of the crosscut 

authorized by the laws of 1893. The act provided for deepening the 

channel of Oak Orchard Creek from a point 2|- miles below where 

Tonawanda Creek enters the Oak Orchard and for the cleaning, 

improving, widening, and deepening of the channel of East Branch 

of Oak Orchard Creek. This work has been done as a sanitary 

measure, and its effect will probably be to run the water out of the 

swamps more rapidly in the spring, thus materially decreasing the 

dry-weather flow. 1

According to a statement furnished by Mr. A. L. Sweet, president 

of the Business Men's Association of Medina, the number of operatives employed in 1896 in manufacturing enterprises dependent on 

water power at Medina was 515; the amount of capital invested in 

establishments actually in operation was $371,000, while the value of 

the annual product of the same establishments was $575,000. These 

figures do not include the Medina Falls flouring mill, which was idle 

at the time these statements were made.

The total developed water power at Medina, on the race way and 

on the Oak Orchard Creek, is estimated at 827 horsepower, which 

includes the wheels at Medina Falls flouring mill. Deducting these 

wheels, amounting to 338 horsepower, the total actually in use in 1896 

is 489 horsepower. The use of water at the establishments on the 

creek varies from 110 cubic feet per second to 49 cubic feet per second, 

the former quantity being due to the Medina Falls flouring mill, where 

the head is 33 feet. Relative to the fine power at Medina Falls, it 

may be stated that it is improbable, considering the amount of power 

available at this location, that it will remain unutilized for any great 

length of time. The trouble at Medina Falls flouring mill is the same 

as that affecting the large flour mills at Black Rock and other places 

in New York the competition of cheap grain and transportation from 

Western mills.

Without going into the historical part of the subject, it may be 

said that the mill owners at Medina claim that by reason of the granting of a right of way for the cut-off between Tonawanda and Oak 

Orchard creeks, and the gift of 100,000 acres of land to the canal 

fund by their original grantor, the Holland Land Company a part of 

the consideration for which was an improvement of the water power 

of Oak Orchard Creek they have an equitable right to the use of the 

water of the feeder. If, therefore, the effect of the drainage authorized by the laws of 1893 has been to decrease the low-water flow of

1 For extended account of Oak Orchard Creek and its relations to the feeder, see Report on 

the drainage of the Oak Orchard and vicinity streams, in the Fourth Ann. Eept. of the State 

Board of Health (1883), pp. 43-116. ,
184 WATER RESOURCES OF STATE OF NEW YORK, PART II. [NO. 35.

Oak Orchard Creek, it is maintained that the mill owners are entitled 

to enough water from the canal to make good the deficiency.

There are a number of other points on the Erie Canal where water 

powers have been fostered under the provisions of the laws of 1825, 

but lack of space precludes discussion of that phase of the subject.

SELLING PRICE OF WATER POWER.

The principal places in New York State at which hydraulic developments have thus far been made for the purpose of selling power are 

Oswego, Cohoes, Lockport, and Niagara Falls. At Oswego the power 

on the east side of the river is owned by the Oswego Canal Company, 

the development being by a canal 4,000 feet long, with an average 

surface width of 60 feet and a depth of 6 feet. The water from this 

canal is dropped into Oswego River at the level of Lake Ontario. 

The working head is from 18 to 20 feet, although with high water in 

the canal and low water in Lake Ontario, the working head becomes 

somewhat greater.

The State controls the first right to the flow of Oswego River in 

order to maintain slack-water navigation in the pool above the dam 

at the head of the Oswego Canal Company's race way, all water not 

needed for canal purposes being equally divided between the Oswego 

Canal Company's race on the east side and the Varick Canal on the 

west side. The Oswego Canal Company gives a 999-year lease of 

water, but without land for location of buildings. A water right on 

this canal is called a run, meaning, probably, the amount of water 

required to drive a run of stone, a run of water being taken at 11.75 

second-feet which, under the ordinary working head of 20 feet, will, 

at 75 per cent efficiency, produce 20 horsepower. There are assumed 

to be 32 first-class runs, the rental for which is $350 a year for each 

run. At this price the cost of a horsepower a year, with 75 per cent 

efficiency, becomes $17.48, or the cost of a gross horsepower a year 

becomes $13.11. There are also 32 second-class runs, of which the 

rental varies from $250 to $300 a year for each run. Further, there 

are surplus runs which are rented at a little over one-half of the 

rental charged for first-class runs. In case of a shortage of water the 

surplus runs are shut down successively, beginning with the most 

recent leases; after this the second-class runs share equally with one 

another in reduction; and finally, in case of extreme shortage, the 

first-class runs are similarly cut down.

The Varick Canal on the west side of the river controls one-half of 

all the water not needed for navigation purposes, the same as the 

Oswego Canal Company's canal on the east side. In order that the 

water may be divided equally between these two canals both have the 

same aggregate waterway at the head gates, and by gages on both 

sides, which are examined whenever necessary, it can be seen whether 

one canal is drawn below the other, and the gates changed accord-
RAFTER.] VALUE OF WATER POWER. 185

ingly. On this canal there are recognized 50 first-class runs, 17 

second-class, and an unlimited number of third-class. For first-class 

runs the rental is from $250 to $300 per annum; for second and third 

class it ranges from $125 to $150. By a decree of the supreme court, 

dated August 21, 1875, a run of water on the Varick Canal ranges 

between 28 cubic feet per second, under a head of 12 feet, and 25 cubic 

feet per second, under a head of 13 feet. The actual working head is, 

however, ordinarily only about 10 feet, so that on the foregoing basis a 

run of water may be taken as 33.3 cubic feet per second. At the price 

of first-class runs of from $250 to 300, and with 75 per cent efficiency, 

the cost per horsepower per annum varies from $8.80 to $10.56, a run 

on the Varick Canal being equal to 33.3 cubic feet per second on 10 

feet head, an amount of water which yields 37.9 horsepower under 

that head.

As to the difference in cost of water on these two canals at Oswego, 

it may be pointed out that the Oswego Canal Company's race has a 

substantial advantage over the Varick race, in that it extends to the 

harbor, enabling vessels to come directly alongside of the mills. 

Moreover, the division of water rights is such that a first-class run of 

water can always be depended on along the Oswego Canal Company's 

race, but can not on Varick Canal. 1

At Cohoes we have the great power development built up by The 

Cohoes Company, which has, by careful management of the water 

power, built up at this place a fine manufacturing city of 25,000 

inhabitants. Lack of space will not permit description of this development in detail.

The Cohoes Company not only owns all of the hydraulic canals, but 

also the land adjoining the canals. It gives to manufacturers a perpetual lease of land and water, the entire property leased remaining 

subject to a rental of $200 per year per mill power. On this basis the 

land is regarded as donated and the rental applies only to the water 

power. Formerly, the standard for measuring water was 100 square 

inches, to be measured through an aperture in a thin plate 50 inches 

wide, 2 inches deep, and under a head of 3 feet from the surface of 

the water to the center of the aperture; but in 1859 a series of measurements were carefully made under the direction of the late James 

B. Francis, using an old canal lock as a measuring chamber. These 

measurements showed that the old standard corresponded to about 5.9 

cubic feet of water per second. As a result 6.0 cubic feet of water 

per second, under 20 feet head, was taken as a new standard constituting a mill power. On this basis a mill power is equivalent to 13.63 

gross horsepower, which, at $200 per mill power per annum, costs 

$14.67 per gross horsepower per annum. At 75 per cent efficiency 

the annual rental for water for net hrrsepower becomes 119.57. In

1 For additional detail of the water power at Oswego, see Report of Water Power of the United 

States, Tenth Census, Vol. I, pp. 24-37.
186 WATER RESOURCES OF STATE OF NEW YORK, PART II. [NO.35.

regard to just what is paid for by the annual rental, both at Oswego 

and Cohoes, it may be remarked that the foregoing prices are for 

water in the race way, the company maintaining the dams, head works, 

and main race ways, the lessee taking the water at the face of the 

race way and maintaining his own head gates, flumes, bulkheads, 

wheels, and any other appliances necessary for utilizing the water in 

the production of power.

The water power at Lockport, owned by the Lockport Hydraulic 

Company, is formed by the drop of the surplus water of the Erie 

Canal through a distance of 58 feet. A ran of water at Lockport does 

not appear to be very well defined, but the rental charge ranges from 

$12.50 to $16.67 per effective horsepower. So far as known to the 

author, just what constitutes an effective horsepower has not been 

denned.

At Niagara Falls the rental price of undeveloped hydraulic power 

has been fixed at from $8 to $10 per gross horsepower per annum, the 

party renting the power taking the water at the face of the head race 

and making its own connection with the discharge tunnel. Electric 

power by a two-phase alternating current as it comes from the generator is sold in blocks of 2,000 or 3,000 horsepower, at $20 per net horsepower per annum, the purchasers furnishing transformers, motors, and 

all other electric appliances. In small blocks the price has been fixed 

somewhat higher.

A small 'amount of power has also been sold at different times at 

Rochester, but since the power at this place is nearly all held by 

manufacturers who use it at first hand, nothing like a fixed price has 

been made at Rochester. Generally, power rented has been in small 

quantities and in connection with floor space, the rental price being 

really for floor space with small power furnished. Reckoning on this 

basis, small powers have frequently been rented at Rochester at as 

high a price as $100 per horsepower per year, this being for power 

on the shaft, all expenses of maintaining wheels, transmission shafts, 

etc., being borne by the owner.

The electric companies at Rochester furnish electric power in small 

blocks at 3 cents per electric horsepower per hour, which, on the 

basis of ten hours a day and three hundred and ten days a year, 

becomes $93 per electric horsepower per annum.

STATE OWNERSHIP OF INLAND WATERS.

Without going into a detailed discussion as to State ownership of 

inland waters in New York, attention may be called to a few of the 

more essential facts. The absolute ownership by the State of the 

beds and banks and water flowing in the Hudson and Mohawk rivers 

has been confirmed by repeated decisions of the highest courts of the 

State. By reason of the peculiar circumstances of the early settlement of the country the English common-law rule applies to all the
RAFTER.] STATE OWNERSHIP OP INLAND WATERS. 187

streams of the State except the Hudson and Mohawk, from which it 

results that all other inland streams are owned to the thread of the 

stream by the abutting proprietors.

Owing to a confusion of ideas largely on the part of citizens 

appointed to the position of canal appraisers, where they exercised 

to some extent judicial functions there arose in the early days a 

broad claim of State ownership to inland waters tributary to the Erie 

canal. The claim was, however, finally decided in the negative. 

This condition has, in the case of Genesee River, worked great injustice to the riparian owners, in that under a claim of temporary diversion and an assumed right of permanent appropriation by a statutory 

enactment declaring the stream a public highway no adequate damages have ever been paid for the diversion actually made from the 

stream for many years.

A similar lack of appreciation of the real relations of the State to 

individual citizens in regard to common rights in running streams 

has apparently led to the enunciation of a course of action on the 

part of canal officials which, to some extent, in effect confiscates private property.

In the case of Black River the State has extensively adopted the 

method of compensation in kind rather than compensation in money. 

In view of the large development of storage on Black River, under 

the provisions of chapter 181 of the laws of 1851, in excess of what 

is really required there actually to make good the diversion during 

the low-water season, and, further, by reason of the State's finally 

placing the management of the principal reservoirs there in the hands 

of a commission of owners and users of water power, as provided by 

chapter 168 of the laws of 1894, it may be assumed that as regards 

Black River, the State has adopted the policy of conservation of 

water power, such policy being in line with the best thought of the 

present day.

In the case of Skaneateles Lake there was for several years a struggle between the State and the city of Syracuse as to the right of that 

city to obtain the municipal water supply from Skaneateles Lake, the 

extraordinary feature of that controversy being the assumption on 

the part of the agents of the State that the municipalities of the 

State, even in the important matter of public )vater supply, had no 

rights which the State apparently was bound to respect.

It may be pointed out that the considerable diversity of law and 

policy, in regard to the rights of riparian owners thus shown to exist 

in the State of New York, can' not operate other than to discourage 

the full development of the State's natural resources. What is greatly 

needed, therefore, in the State of New York is p consistent policy of 

some sort as between the State, the navigation, the manufacturing, 

and all other interests, in which each shall receive proper, consideration. Thus far navigation interests have usually been placed first,
188 WATER RESOURCES OP STATE OF NEW YORK, PART II. [NO.25.

although it is clear that had there been a more thorough balance, the 

State as a whole would have been considerably in advance of its present position.

FUTURE USE OF WATER POWER IN NEW YORK.

In the foregoing pages we have seen that the Erie Canal was a development from the necessities of commerce, not only for the State of 

New York, but, as a means of connecting-the Atlantic Ocean with the 

waters of the Great Lakes, for accelerating the industrial development of the Northwestern States. However, in the nineteenth century 

events move rapidly, and what was true of the Erie Canal thirty to fifty 

years ago is not necessarily true to-day. Railway systems have now 

developed to such completeness as to compete successfully with water 

transportation by a channel of the size of the Erie Canal. The Erie 

Canal, therefore, has no longer an indispensable place in our transportation system. Apparently it should either be radically enlarged, with 

entirely new methods of management, or else abandoned in favor of 

a ship canal along other routes.

During the period covered by the rise and decline of the Erie Canal 

as the important factor in through transportation between the East and 

a large portion of the West the economic conditions of the interior 

portion of New York have entirely changed. Cheap transportation, 

by way of Erie Canal and the Great Lakes, has led to a phenomenal 

development of agriculture on the broad plains of Minnesota and the 

Dakotas, where, by the use of modern agricultural machinery, grain 

can be raised at a profit at such prices as to drive the New York grain 

grower from the market. The cheap transportation afforded by the 

Erie Canal has, therefore, to a considerable degree, led to the passing 

of supremacy from the hands of the Eastern farmer, a loss which can 

only be regained by the development to the fullest extent of the manufacturing industries of New York, thus making a home market for 

farm products that can not be transported a long distance, such 

as garden truck and small fruits. The people of the State of New 

York can purchase the Western breadstuffs as cheaply as they can be 

produced at home, and this condition is likely to continue indefinitely.

The long supremacy of the navigation interests has moreover led to 

the incorporation in the law, jurisprudence, and public policy of this 

State of certain rules of action as to the right to use the water of inland 

streams, which have tended to discourage the full development of 

manufacturing interests which now appears desirable, although the 

author views with satisfaction the rapid change of public sentiment 

now taking place on these questions. That manufacturing industries 

by water power are rapidly increasing in the State is made sufficiently 

clear by the following statistics:

According to the United States censuses of 1870 and 1880 the total 

developed water power of the State of New York was, in 1870, 208,256
RAFTER.] FUTURE USE OF WATER POWER. 189

horsepower; in 1880, 219,348 horsepower; increase in the ten years, 

11,092 horsepower. The increase in ten years of 11,092 horsepower is 

equivalent to an increase of 5.4 per cent. The United States census 

of 1890 did not include any statistics of water power, and it is impossible therefore to state definitely the horsepower in that year; still, 

taking into account the great increase shown by the special investigations on Hudson River in 1895, on Genesee River in 1896, and at 

Niagara Falls in 1897, and also considering the advances in paper 

making a water-power industry as well as the great development 

now taking place at Massena, the increase for the whole State from 

1880 to 1900 may be estimated at about 120 to 140 per cent. On this 

basis there will probably be in use in New York State at the close of 

the nineteenth century a total water power of something like 500,000 

gross horsepower. The manufacture of mechanical wood pulp alone 

consumes about 125,000 gross horsepower. These figures, while very 

suggestive as to the future, are nevertheless rendered more pertinent 

by considering that with full development of the water-storage possibilities of the State, as well as the possibilities of power development 

on Niagara and St. Lawrence rivers, we may hope ultimately to. reach 

a water-power development in the State of New York something like 

the following:

Possible development of water power in New York.

Gross horsepower.

Streams tributary to Lake Erie ...................................... 3,000

Niagara River (in New York State)- ................................. -350,000

Genesee River and tributaries ........................................ 65,000

Oswego River and tributaries...... .................^................. 40,000

Black River and tributaries........_._-.__..._-........--....-,.--...- 120,000

Other tributaries of Lake Ontario.. __..___.,_.__........-_.-...-....._ 10.000

St. Lawrence River ..... ..... .......................... ........... 400,000

Oswegatchie, Grass. Racket, St. Regis, Salmon, Chateaugay, and other

streams tributary to the St. Lawrence ......... .....-...-..--.-.... 150,000

Saranac, Ausable, Lake George Outlet, and other streams tributary to

Lake Champlain................... ................................ 40,000

Hudson River and tributaries, not including Mohawk River --..---..-. 210,000

Mohawk River and tributaries....------..---.... . ..-.-....--..-.-.- 60,000

Streams tributary to Allegheny River.........---.--.--.. .--.-..-..-- 5,000

Streams tributary to Susquehaniia River..........--....-...-.,-...-.. 35,000

Streams tributary to Delaware River............ ...,...-.-.....---.. 30,000

Water power of Erie Canal.............. ..... ...................... 10,000

Total............... ........ ................................. 1,518,000

But 1,518,000 gross horsepower has an effective productive value in 

manufacturing of say $100 per horsepower per annum, or the inland 

waters of this State have an ultimate economic value, when fully 

developed, of at least $151,800,000 per annum. They may therefore 

be considered, in producing capacity, substantially equal to the entire 

agricultural product of the State in 1890, which, according to the 

United States census of that year, amounted to a total of $161,593,009.
190 WATER RESOURCES OF STATE OF NEW YORK, PART II. [NO. 25.

Indeed, taking into account that agricultural values are continually 

depreciating, and water-power values appreciating, it is probable that 

ultimately, if Ne\f York State agriculture remains on the same basis 

as at present, the water-power values will considerably exceed the 

agricultural values. It is probable, however, if the manufacturing 

industries of this State are ever so far developed as to bring water 

power into use to the extent of 1,518,000 gross horsepower, that the 

local demand for agricultural products will have considerably changed 

the present downward tendency. As an off-hand figure, we may, 

therefore, place these two values, at some not very distant date, as 

equal, and aproximating about 1200,000,000 per annum.

OBSTRUCTIVE EFFECT OF FRAZIL OR ANCHOR ICE.

A very serious difficulty in operating water powers on many of the 

more rapid streams of this State is that caused by the formation and 

agglomeration of frazil and anchor ice, and probably there is no subject in connection with water-power development which presents so 

many difficulties as this. So far as can be learned, nothing has been 

done in the State in the way of studying these phenomena, although 

the water powers on many New York streams are reported as subject to 

interruption nearly every year on account of the formation of frazil 

and anchor ice. The way to find a remedy is first to ascertain all that 

can be learned in regard to the difficulty to be overcome. From this 

point of view it is deemed proper to include herein a short account of 

studies of frazil and anchor ice made in the neighboring Dominion 

of Canada.

Under the direction of John Kennedy, chief engineer of the harbor 

commissioner's works at Montreal, very extensive studies of the formation of frazil and anchor ice have been made. The terms "frazil" 

and "anchor ice" have been used synonymously, and are apparently 

often understood as the French and English words for the same thing, 

but the following from the Report of the Montreal Flood Commission 

of 1890 will serve to define the difference. According to this report, 

frazil is formed over the whole unfrozen surface wherever there is sufficient current or wind agitation to prevent the formation of border 

ice; whereas the term anchor ice includes only such ice as is found 

attached to the bottom. Frazil is frequently misused by being made 

to include ice formed on the bottom, as well as throughout the mass 

and on the surface of a river, although properly it should be only 

applied to floating ice. The common theory has been that anchor ice 

first forms on the bottom, subsequently rising. The Montreal studies, 

however, show that this is hardly true. At times the whole mass of 

water from surface to bottom is filled with fine needles which actually 

form throughout the water mass itself.

As to the remedy, the studies are hardly complete enough to indicate the best course to pursue. As practical hints, it may be stated
RAFTER.] WATER YIELD OF SAND AREAS OP LONG ISLAND. 191

that in locating dams on streams specially subject to this difficulty 

they should be placed with reference to as long a stretch of backwater and as great depth as possible, all the studies thus far made 

tending to show that the formation is most extensive in shallow, 

rapid-flowing water. Usually trouble from frazil and anchor ice 

extends through a period of a day or two; and at very important 

plants, where even a short interruption would be a serious matter, 

arrangements may be made for using steam at the head works for 

keeping the racks open. This plan has been successfully pursued at 

the waterworks intakes of several of the Great Lake cities. In the 

case of power plants, where much larger quantities of water are 

required and the stream flows with greater velocity, the amount of 

steam required may be found to be very large. 1

WATER YIELD OF THE SAND AREAS OF LONG ISLAND.

Long Island is about 114 miles in length, with a varying width of 

from 10 to 20 miles. Its watershed line consists of a regular ridge of 

low hills running from New York Bay to the eastern extremity of the 

island. The highest points of this ridge are about 350 to 390 feet 

above sea level. This ridge, which is believed to be a part of the terminal moraine of the great glacier, consists mainly of compact drift 

and bowlders, running at times into clay and coarse gravel. The considerable number of small ponds along the ridge evidence the compactness of its surface material. The slopes and spurs of the central 

ridge run into Long Island Sound on the north, making an irregular 

shore line, broken into bays and low headlands. On the south side 

the slopes lose themselves in a grassy plain sloping gently toward the 

coast. In its widest part it is called the Hempstead Plains, and 

stretches for a distance of from 5 to 15 miles between the foot of the 

central ridge and the Atlantic shore, which is very regular in its outer 

beach line; but an inner and more irregular beach exists, formed by 

the shallow waters of Jamaica and Hempstead bays. The Atlantic 

shore does not anywhere touch the slope of the central ridge, but is 

separated from it by the wide gravelly plain just referred to.

Numerous small brooks originating, on the south slopes of the central ridge cross the gravelly plain, delivering their waters to the 

Atlantic. On the largest of these brooks gristmills were established 

at an early date, with ponds of from 8 to 40 acres of water surface and 

from 5 to 9 feet depth of water.

The fall at these dams rarely exceeds 8 feet. The original municipal water supply of the city of Brooklyn, as constructed about 1856 

to 1859, had its source in the Hempstead Plains, several of the large 

brooks flowing from the central ridge to the Atlantic being appropri1 For reference to the literature of frazil and anchor ice see (1) Report of the Montreal Flood 

Commissioners of 1886; (2) Reports of the Harbor Commissioners of Montreal for the years 1885, 

1887, and 1895; (3) Paper on Frazil ice and its nature, and the prevention of its actions in causing floods, by George H. Henshaw, Trans. Can. Soc. C. E., Vol. I, Part I, pp. 1-33; and (4) Paper 

on the Formation and agglomeration of frazil and anchor ice, by Howard T. Barnes, in Canadian 

Engineer, Vol. V (May, 1897).
192 WATER RESOURCES OF STATE OF NEW YORK, PART II. [NO. 25.

ated for this purpose. A distributing reservoir was established on 

the central ridge at an elevation of 170 feet above tide, with the 

water of the brooks forced thereto by pumping. These brooks were 

all mainly fed by springs delivering directly into their ponds and 

channels. The length of these water courses from where the water 

was taken to the summer sources rarely exceeds 4 miles. In the original construction the waters of these ponds were conveyed by small 

branch conduits to a large main conduit extending from the most 

easterly pond or reservoir to the pump well at the engine house, 

which was located at the foot of the ridge on which the Ridgewood 

distributing reservoir was situated, not far from the east line of the 

city of Brooklyn. The main conduit was so located that the water 

flowed to the engine house by gravity. The following are the statistics of the six ponds originally taken for the Brooklyn city supply, 

the minimum deliveries here given being as ascertained by measurements during the months of September and October, 1856 and 1857. 

The figures represent the natural delivery of each stream at its lowest stage of water, and do not include any encroachment upon the 

stored water which each pond retained, when full.

Area of surface, minimum flow, and elevation of overflow of six ponds originally 

taken for the Brooklyn city supply.

Pond.

Jamaica ... .-.-...-..

Brookfleld ... .^.. ........

Clear Stream ....

Rockville ................

Area of 

surface 

(acres).

40.00

8.75

1.07

17.78

8.00

23.52

Minimum 

flow (cubic 

feet in 34 

hoars).

419,315

265. 098

100,448

325, 291

353, 388

1,054,713

Elevation 

of overflow 

above tide 

(feet).

7.90

15. 40

11.50

12.80

12.60

10.60

The same streams were measured in October and November, 1851, 

and the aggregate result then was 3,137,500 cubic feet. With the 

exception of Clear Stream, they were again measured in October, 1852, 

the result then being 2,606,300 cubic feet in 24 hours.

According to a survey made by Theodore Weston in the fall and 

winter of ] 859, the drainage area of the streams originally taken for 

the municipal supply of Brooklyn was found to measure 46.8 square 

miles, but subsequent measurements have placed it at 49.9, which is 

the figure now used. 1

As already stated, the drainage grounds lie mainly on the Hempstead Plains, although a small portion may be considered as lying 

on the southern slope of the central ridge. The ridge slopes are 

composed of clay and alluvial earth, with little power of retaining

1 As to the difficulty of determining just what the drainage area of any one of these streams 

actually is, see I. M. De Varona's History and Description of the Brooklyn Waterworks, 1896.
RAFTER.] WATER YIELD OF SAND AREAS OF LONG ISLAND. 193

water. Henipstead Plain, 011 the other hand, consists of a very uniform deposit of sand and gravel with occasional thin veins of clay; 

hence Hempstead Plain is largely receptive and retentive of water. 

The sand and gravel on this plain serves two purposes as regards 

the rainfall sinking into it: (1) It retains the water, only gradually 

delivering it to the surface in the valleys of the brooks or on or 

near the seashore in the form of springs; (2) it niters and purifies it, 

the gravel and sand performing the function of a natural filter bed. 

It is considered that but a small portion of the ground water of this 

gravel plain has been derived from the rainfall of any single year. 

The greater portion of it is considered to have collected during a series 

of j^ears. Borings and open wells show that this ground water has a 

nearly uniform inclination toward the south shore of about 12 feet 

per mile.

Upon the low ridges lying between the several streams crossing 

Hempstead Plain the inclination of the ground water varies with the 

width of the ridge, and is steeper in these parts than on the main 

slope toward the sea, the resistance of the retaining material there 

being proportionately less. So long as the slope of the ground water 

is left undisturbed by pumping, as from a series of wells, the permanent slope of the ground water is determined by the resistance of the 

material through which it flows. As regards the minimum flow of the 

streams receiving these underground waters, the longer the time 

occupied by that portion of the rainfall which sinks into the ground 

in reaching the outlets the greater will be the minimum flow of the 

stream as compared with its total flow; on the other hand, the shorter 

the time the smaller the minimum flow. In the case of the Long 

Island streams the minimum flows are not very large, a fact which 

indicates that the permanent regimen of these streams is probably 

maintained by the accession of the absorbed rainfalls of several years. 

It follows that so long as the basins are not drawn upon very 

greatty in excess of their flowage capacity the permanency of Long 

Island ground water supplies is only moderately affected by variations 

in the yearly rainfall. 1

The water supply of the city of Brooklyn has frequently been 

increased in order to meet the necessities of the constantly increasing 

population. Additional drainage areas have been taken, and open 

wells and driven-well systems have been constructed and additional 

streams and ponds appropriated. At present there are a number of 

deep open wells, each about 50 feet in diameter, and several drivenwell stations. For details of the original conduits, ponds, and streams 

reference may be made to a description of the Brooklyn waterworks 

in Water Power of the United States, Tenth Census, 1880, Volume 

XVII, as well as to the histories of the Brooklyn waterworks.

1 The foregoing statements relating to the water-yielding properties of the Long Island 

sands are mostly derived from Kirkwood's History of the Brooklyn Waterworks and Sewers, 

published in 1867. For a more recent, as well as more ex1 ended, discussion of the same subject 

see De Varona's History and Description of the Brooklyn Waterworks.
194 WATER RESOURCES OF STATE OF NEW YORK, PART II. [NO. 35.

In a report ontthe future extension of the water supply of Brooklyn, 

by Mr. I. M. De Varona, engineer of the water supply, transmitted to 

the common council, January 31, 1896, tables are given of the total 

monthly and average daily quantities of water pumped into the 

Ridgewood reservoir for the years 1860 to 1895, inclusive.

The accompanying table has been condensed from this report, giving 

in calendar years the total rainfall upon the watershed and the per cent 

of this utilized by pumping at Ridgewood. The average yield utilized 

is also expressed in cubic feet per second per square mile of watershed. 

This was originally 49.9 square miles, but was increased in 1872, 

being in subsequent years 52.3 square miles until 1883, when it was 

increased to 64.6 square miles, and in 1885 to 65.4 square miles. Considerable additions were made in 1891, and from that time on the 

area is given as 154.1 square miles. In 1860 the rainfall was 37.65 

inches, and the total amount of water pumped was equivalent to a 

depth of 1.44 inches on the watershed, or 3.82 per cent of the total 

rainfall. In 1896 the total rainfall was 38.82 inches. The amount of 

water pumped during that year would cover the watershed to a depth 

of 11 inches, this being over 28 per cent of the total rainfall. The 

average yield as obtained by pumping was 0.81 cubic foot per second 

per square mile of watershed.

Total annual rainfall, per cent utilized, and average yield per square mile of watershed of Brooklyn watericorks.

Year.

I860.... ....

1861..... 

1862- ------

1863. ... ....

1864 .... ...

1865.........

1866. ...-

1867........

1868........

1889........

1870. .......

1871........

1872. ...... .-

1873........

1874........

1875........

1876........

1877. ...... -

1878........

Rainfall in 

inches.

37.65

45.65

38.02

32.76

32.00

46.14

51.68

54.61

38.58

43.13

39.25

51.26

39.75

47.99

45.83

40.90

41.77

40.18

48.66

Per cent 

utilized.

3.82

3.92

5.73

8.39

10.53

8.39

8.88

9.39

17.29

17.20

19.82

15.78

23.47

20.88

21.49

26.89

27.08

30.29

25.15

Secondfeet per 

square 

mile.

0.11

0.13

0.16

0.20

0.25

0.2$

0.34

0.38

0.49

0.55

0.57

0.60

0.67

0.74

0.73

0.81

0.83

0.90

0.90

Year.

1879........

1880.---..--

1881........

1882 .....

1883........

1884.... - ..

1885. .......

1886...... .

1887--...--.

1888. .......

1889........

1890--..--..

1891....--..

1892. .......

1893..,-..-..

1894.. ......

1895.--.-...

1896........

Rainfall in 

inches.

39.61

40.76

39.53

39.83

37.22

45.39

36.85

51.38

45.66

48.45

56.54

52.15

39.18

37.75

39.62

36.88

35.64

38.82

Per cent 

utilized.

33.40

30.23

29 42

30.73

33.05

27.89

37.94

28.32

32.59

33.19

29.54

33.90

44.82

24.53

26.27

26.33

28.98

28.31

Secondfeet peisquare 

mile.

0.97

0.90

0.86

0.90

0.91

0.93

1.03

1.07

1.10

1.18

1.23

1.30

1.29

0.68

0.77

0.72

0.76

0.81
BARTER.] WATER YIELD OF SAND AREAS OF LONG ISLAND. 195

Generally the Brooklyn waterworks have not been so designed as 

to furnish records of the quantity drawn from these several different sources. There are also no records of the heights of the ground 

water at different points in the drainage area. If such were to be 

kept for a series of years, the records of the Brooklyn waterworks 

would possess a value not easily estimated. They would give a far 

more positive indication of the amount of water that can be drawn 

from such sandy areas than can now be gained from them. A few 

tests, however, of some of the driven-well plants have been made in 

the last few years.

At a test of the old driven-well plant at Spring Creek, made from 

October 22 to November 20, 1894, water was pumped at an average 

rate of 4,091,551 gallons in 24 hours. The elevation of the underside 

.of the discharge valve of the pump was 12.3 feet above datum. On 

October 22, at the beginning of the tests, the average elevation of the 

water in the wells was 4 feet below datum. The quantity pumped in 

24 hours, on October 22, was 4,488,275 gallons. On November 20, the 

date of the conclusion of the test, the elevation of water in wells was" 

7.7 feet below datum, and the quantity pumped on that day in 24 

hours was 4,112,663 gallons. The total quantity pumped during the 

entire period from October 22 to November 20 was 122,746,525 gallons. The taking of this quantity of water from the wells resulted, 

therefore, in lowering the ground water a total of 3.7 feet.

A new driven-well plant at Watts Pond was subjected to a test of 

capacity extending continuously from January 3 to February 2, 

inclusive. In 1895 a rather extended series of tests were made of a 

number of the wells of the Brooklyn water supply in order to determine 

the yield as well as the extent of the underground supply. The following particulars of these tests have been derived from Mr. De 

Varona's report, as contained in the annual report of the commissioner of city works for the year 1895. 1

The flowing wells at Jameco were tested from January 3 to 14, 

inclusive. During this period the wells were operated singly and in 

groups of 2, 3, and 4, in all possible combinations, and observations 

were taken to determine the elevation of the ground water. Upon 

completion of the tests a series of observations was taken, extending 

to January 30, to determine the normal water level. The results of 

these observations may be found in detail in De Varona's report. It 

was shown that the average yield from, one well alone was only 

1,000,000 gallons daily, decreasing pro rata up to a total yield of 

3,500,000 gallons daily when four wells were in operation. The lowering of the ground water was approximately 5 feet when pumping 

1,000,000 gallons, increasing up to approximately 10 feet when pumping at the full capacity1 developed of 3,500,000 gallons. In this connection it is stated that the water in these test wells is found to rise

1 For a full account of the Brooklyn waterworks well systems see De Varona's History, etc.
196 WATER RESOURCES OP STATE OP NEW YORK, PART 11. [NO. 25.

and fall directly with the tide, thus rendering it difficult to state with 

accuracy the full effect of the pumping on the lowering of the water. 

To determine this point fully, De Varona states, would require a more 

prolonged series of observations than it was possible to make in 1895.

Another test was made at Jarneco from December 9 to 20, 1895, 

inclusive. Between this date and the end of the previous tests an 

additional well had been sunk at Jameco to the depth of 160 feet. 

The average daily yield shown during the second test was, approximately, 1,000,000 gallons for a single well, with a proportionate increase 

for each well connected, the yield for five wells being, approximately, 

5,000,000 gallons in 24 hours. The lowering of the water during those 

tests amounted to slightly over 14 feet at Jameco while pumping the 

5,000,000 gallons daily from the five wells. The total amount of water 

pumped during the test was 61,239,555 gallons. The greatest lowering of the underground water level occurred at test well No. 8, where 

it amounted to 15.23 feet. At that time, when the water at Jameco 

was at its lowest level, the fall between test well No. 8 and test well 

No. 11 was 9.9 feet. The normal water level was not restored until 

twelve days after the tests had ceased.

The results obtained early in 1895 from the test made at Jameco 

of supplies from deep wells seemed to warrant further investigations 

as to the possibility of water from deep wells, and the report states 

that they have been carried on during the year. A series of test 

wells were driven, extending from the foot of the hill at Ridgewood 

reservoir to Forest Stream pumping station, each well being carried 

to a depth sufficient to determine the possibility of obtaining a deep 

supply from that point. The number of those wells sunk during that 

year was twelve, and the records of the strata passed through are 

given in Bulletin No. 138, referred to in the footnote. 1

Retiirning to the table on page 194, it may be stated that the tributary drainage area in 1875, the first year for which statistics are given 

in the table, was 52.3 square miles. The drainage area remained at 

this figure until January, 1881, in which month, by the bringing of 

the Springfield pumping station into use, it was increased to 59.4 

square miles. In the water year of 1875, with a total rainfall of 41.6 

inches, the water utilized amounted to 10.78 inches, or to an average 

of 513,165 gallons per square mile per day, or to 0.79 of a cubic foot 

per square mile per second. In the water year of 1880, with a total 

rainfall of 40.04 inches, the water utilized amounted to 12.37 inches 

on the watershed, or to 587,568 gallons per square mile per day, or to 

0.91 of a cubic foot per square mile per second. In 1881, with a rainfall of 41.52 inches, the total utilization of water amounted to 11.64 

inches on the watershed, or to 554,473 gallons per square mile per day, 

or to 0.86 of a cubic foot per square mile per second. This drop in

 in* 

1 For the particulars of the geology of several of the Brooklyn waterworks wells, of which

tests were made in 1895, see Artesian-well prospects in the Atlantic coastal plain region, by

N. H. Darton: Bull. U. S. Geol. Survey No, 138,1896, pp. 23-37.
RAFTER.] WATER YIELD OF SAND AREAS OP LONG ISLAND. 197

the unit of utilization merely shows the effect of the increase in the 

area of the watershed.

The tributary watershed remained at 59.4 square miles until August, 

1883, in which month the Spring Creek and Baisley's driven-well stations were started. From this date the tributary drainage area is 

taken at 64.6 square! miles. Spring Creek and Baisley's stations 

marked the beginning of the Brooklyn driven-well system. In the 

water year of 1884, with a total rainfall of 43.44 inches, the utilization 

was 12.53 inches, amounting to 594,992 gallons per square mile per 

day, or to 0.92 of a cubic foot per square mile per second.

In May, 1885, the Forest Stream and Clear Stream driven-well 

stations were started, thereby increasing the tributary drainage area 

to 65.4 square miles. In the water year of 1886, with a total rainfall 

of 50.43 inches, the water utilized amounted to 14.40 inches, equivalent to 685,521 gallons per square mile per day, or to 1.06 cubic feet 

per square mile per second.

The drainage area remained 65.4 square miles until June, 1890, 

when it was increased to 65.6 square miles by the addition of the 

Jameco Park driven-well station. In the water year 1891, with a 

total rainfall of 40.34 inches, the water utilized amounted to 18.48 

inches on the watershed, equivalent to 879,811 gallons per square 

mile per day, or to 1.35 cubic feet per square mile per second.

Large extensions of the works were made in 1890 and 1891, so that 

with the beginning of pumping at Millbnrn on December 17,1891, the 

tributary drainage area may be considered as increased from 65.6 to 

154.1 square miles, an increase of 88.5 square miles. In the calendar 

year 1892, with a rainfall of 37.75 inches, the water drawn from the 

original watershed of 65.6 square miles amounted to 16.81 inches on 

the watershed, equivalent to 800,191 gallons per square mile, or to 

1.24 cubic feet per second per square mile. The water drawn from 

the new watershed of 88.5 square miles that year amounted to 3.67 

inches on the watershed, equivalent to 174,776 gallons per square mile 

per day, or to 0.27 of a cubic foot per square mile per second. In 

1895, with a total rainfall of 35.64 inches, the original watershed of 

65.6 square miles yielded 12.62 inches on the watershed, equivalent 

to 600,723 gallons per square mile per day, or to 0.93 of a cubic foot 

per square mile per second. The new watershed of 88.5 square miles 

furnished in that year 8.64 inches on the watershed, equivalent to 

411,558 gallons per square mile per day, or to 0.64 of a cubic foot per 

square mile per second.

Summarizing the information in regard to the water yield of the 

sand plains of Long Island, it may be stated that the available data 

indicate a large yield. The streams of eastern New York can not be 

relied upon in their natural condition to yield more than about 0.3 of 

a cubic foot per square mile per second, while with an ordinary 

development of storage the limit may be usually placed at from 0.7 

IRR 25 7
198 WATER RESOURCES OF STATE OF NEW YORK, PART II. [NO. 25.

to 0.8 of a cubic foot per square mile per second, ot at any rate at not 

much exceeding 1 foot per square mile per second. The sand deposits 

of Long Island may, therefore, be considered as great natural reservoirs from which, with proper development, large water supplies may 

be drawn, the same as from reservoirs artificially created on the 

earth's surface, these natural underground reservoirs possessing the 

advantage of furnishing a filtered water of high purity.
INDEX TO PAPERS NOS. 24 AND 25.

Page,

Adirondack Plateau, water yield of _... 16-18 

Allegheny Mountains, water yield of . 16 

Allegheny Eiver, hydrography of. _.... 44

Anchor ice, obstruction from........ 14,190-191

Ausable River, fall of ..................... 32

Battenkill River, hydrography of _..... 40-41

power of.---.~--.~--.----....-.--,--- 41

Black Eiver, hydrography of....... 29-30,96-97

Black River Canal, cost and revenues of. 154-158 

length and capacity of._............ 158

Black Rock, water power at............ 178^179

Brooklyn, water supply of .... 15,43,47,191-195

Buffalo Creek, course of -._..._.__ 24 

Canadaway Creek, power of.._.-..._ 24 

Canals, construct ion of........ ... 145-150

cost and revenues of ................ 154-155

improvement of . ._.. __.. _. 155-157 

transportation by -..._.__...... 150-154

water supply of ......158-161,164-166,173-178

See Ship canals. 

Canaseraga Creek, course of ............. 25

Catskill Mountains, water yield of....... 16

Cayuga and Seneca Canal, construction

of..................................... 149

cost and revenues of ......_......... 154

Cayuga Lake, drainage area of..._ .... 23

Champlain Canal, construction of...... 148-149

cost and revenues of ................ 154-157

length and capacity of ...... .... 157,158

water supply of .... .............. 159-161

Chateaugay River, course of............. 30

Chemung Canal, construction of... .._... 149

cost and revenues of ._............ 154-155

Chemung River, drainage area of --....-.. 88

floods in.. -_ .- .............. 12,87-90

Chenango Canal, construction of......... 149

cost and revenues of ........ 154-155,157-158

length and capacity of ...... 157-158,161-165

loss of water in........ t ............. 174-175

Chenango River, course of.......__.... 45

Chicago drainage canal, water diverted

through........ ..... .. ..... 62

Clyde River, drainage area of ............ 28

Cohocton River, course of .. ... .... . 45

Cohoes, water power at.............. a5,185-186

Crooked Lake Canal, construction of.... 149

cost and revenues of.---..-....--_. 154-155

Croton River, hydrography of... 12,33,82-86,98 

storage on._.__._......_ _..._ 86-87

Deforestation, effects of ......... 11,12,14,16-17

Delaware River,hydrography of.. .... 46-47

Des Plaines River, hydrography of. 54-55,64-65

East Canada Creek, hydrography of..... 36-37

power of--- --.---,------ ----- - 37-38

Eaton Brook, hydrography of. ...... 67,68

Erie Canal, construction of......__ 13,147-150

cost and revenues of . .. ...... 154,157

improvement of............. 155-156,169-171

length and capacity of...... 157,158,181-165

transportation on - 13-14,150-154 

water power of...--...-.-- ...... 178-184

water supply of...... 158-161,164-166,173-178

Fish Creek, fall of.. -.. - 36 

Fish Creek, power of. .._.... ...... 41

Floods, occurrence of ... ...... 12,72-73,87

Forests, influence of....... .. ....... 16-18

Frazil, obstruction from. . - 14,190-191 

Fredonia, stream measurements near 95 

G-enesee River, flood on.. , 112-113

hydrography of.. 11,35-37,57,58,70-75,90-93 

power of.. ... 109,133-125

storage on . - 13,109-135

tributaries of __._....... .. ..... 25-26

Genesee Valley Canal, cost and revenues

of - .- - 154-155 

Grass River, course of .. ... ----- 30

Great Lakes, discharge of ........ ...- 58

drainage area of.......... --..-, 48

precipitation on drainage area of.. 49-53,58 

Hemlock Lake, hydrography of. 12,75-77,92-93 

Honeoye Creek, power of... ........... 36

Hoosic River, hydrography of......------ 40

power of.. ........... ... ----- 40

storage on -..--__---..-.-----.- 40

Hudson River, commerce of ------------ 144-145

hydrography of--....- 33-34, 79-82,97-98

logging on -..-... ..-. .. . 14 

precipitation on drainage area of 133 

storage on ........................ 12,125-134

tributaries of....--. . ------- 33-43

Jameco, wellsat-.- -......... ...... 195-196

Kay ader osseras Cr eek, p o wer of.. 41 

Lake Champlain, streams tributary to... 31-33 

Lake Erie, altitude of - .- . 59 

Lake Ontario, drainage area of...... -. 65

Littte Falls, water power at.... .... 35

Lockport, water power at.. . 179-182,186 

Long Island, hydrography of.. 14-15,47,191-198 

Low-water flow of streams. . ..... 90-99

Lumber, transportation of. ... . 14 

Madison Brook, hydrography of...... 67,68,69

Massena, power development at 13,143-144 

Mechanicville, stream measurements at. 81-82 

Medina, water power at.. .. 182-184

199
200 INDEX.

Mohawk River, hydrography of._.._ 35,97

tributaries of__.-...--..... _....... 35^*0

Morris Eun, discharge of.._.... __..-. 93-94

Mount Morris, proposed reservoir at -.-_ 110, 

113-114,117,123-125

stream measurements at.._-.... 58,72-73,91 

Muskingum River, hydrography of.-._.. 55-57 

Neversink Creek, course of--.-__._-.... 46 

Newell, P. H., letters of transmittal by.. 7,107 

Niagara Palls, power development at-..- 12,

135-143,186

Niagara River, hydrography of _._...._.__ 11,

24-25,48,59-63

power development on......-.-.- 12,135-143

Oatka Creek, hydrography of ......... 69-70,90

Oneida River, drainage area of ----------- 39

Oriskany Creek, course of.-._ , .... 40

Oswegatchie River, course of.....-- ... 30

Oswego, water power at................ 184-185

Oswego Canal, construction of..-.-....-- 149

cost and revenues of ................ 154,157

length and capacity of .......-........ 157

Oswego River, hydrography of........ 27-29,96

power of. .---.--..-..----..---...... 29

Owasco Lake, drainage area of.-..-... _ 28 

Ownership of water............ 10,14-15,186-188

Paper, manufacture of-............_..._ 14

Pepacton River, course of................. 46

Portage, proposed reservoir at.-.-.._ 114-125

stream measurements at....._.._..- 119-121

Precipitation, amount of--...---.------_ 19-21

Price of water power ._.---..-..-.---. 184-186 

Raquette River, course of ._.....-.-._ 30

Rochester, stream measurements at---.. 73,

76-77,91,119

water power at._.____.__.... 186 

Rome, water supply of........__.__- 35

Page. 

Sacundaga Ri ver, hydrography of ....... 43

storage on .-..-..__--..--.--. ...- 128,131 

St. Lawrence River, hydrography of .... 65-66

power development on.. -... . 13,143-144 

tributaries of ......._.........__ 34-31

St. Regis River, course of ................ 30

Saranac River, fall of ..................... 33

Sauquoit Creek, course of _-.....- . 40

Schoharie Creek,hydrography of -..-.-.. 35-36 

Bchroon River, hydrography of ... .... 43

storage on .__.._.-_.----.---.--.._..-.. 139

Seneca Lock Navigation Company, operations of............................... 147

Seneca River, drainage area of_... -.-- 28 

Ship canals, proposed routes for ....... 166-173

Skaneateles Lake, hydrography of...- 77-78,96 

Spruce Creek, fall of...................... 37

Storage reservoirs, advantages of........ 13,

111-113,133-134 

canals supplied by......._..-.-.. 164-166

capacity and cost of......... 116-117,130-131

sites for...................... 109-111,113-135

Susquehanna River, hydrography of . -.. 44-46 

Syracuse, stream measurements at...... 77-T8

Temperature, variations in. .......... 18-19

Tioga River, course of -.---.----.-.-...-.. 45

Tonawanda Creek, course of ......... 24

Topography, character of .......... 16-18,21-23

Upper Mississippi reservoirs, discharge

of..- ............................... 53-54

Warsaw, stream measurements at --..... 93-94

West Branch of Canadaway Creek, discharge of....... ... ........... 94-95

West Canada Creek, hydrography of. 38-39 

power of.. -..- .--,. . . 39 

Western Inland Lock Navigation Company, operations of- ... ..... 146

119
1895.

Sixteenth Annual Report of the United States Geological Survey, 1894-95, Part II, 

Papers of an economic character, 1895; octavo, 598 pp.

Contains a paper on the public lands and their water supply, by F. H. Newell, illustrated 

by a large map showing the relative extent and location of the vacant public lands; also a 

report on the water resources of a portion of the Great Plains, by Robert Hay.

&. geological reconnoissance of northwestern Wyoming, by George H. Eldridge, 

1894; octavo, 72 pp. Bulletin No. 119 of the United States Geological Survey; 

price, 10 cents.

Contains a description of the geologic structure of portions of the Bighorn Range and 

Bighorn Basin, especially with reference to the coal fields, and remarks upon the water 

supply and agricultural possibilities.

Eleport of progress of the division of hydrography for the calendar years 1893 and 

1894, by F. H. Newell, 1895; octavo, 176 pp. Bulletin No. 131 of the United 

States Geological Survey; price, 15 cents.

Contains results of stream measurements at various points, mainly within the arid region, 

and records of wells in a number of counties in western Nebraska, western Kansas, and 

eastern Colorado.

1896.

Seventeenth Annual Report of the United States Geological Survey, 1895-96, Part 

II, Economic geology and hydrography, 1896; octavo, 864 pp.

Contains papers_ on "The underground water of the Arkansas Valley in eastern Colorado," by G. K. Gilbert; " The water resources of Illinois," by Frank Leverett; and "Preliminary report on the artesian areas of a portion of the Dakotas," by N. H. Darton.

Artesian-well prospects in the Atlantic Coastal Plain region, by N. H. Darton, 

1896; octavo, 230 pp., 19 plates. Bulletin No. 138 of the United States Geological Survey; price, 20 cents.

Gives a description of the geologic conditions of the coastal region from Long Island, 

N. Y., to Georgia, and contains data relating to many of the deep wells.

Jeport of progress of the division of hydrography for the calendar year 1895, by 

F. H. Newell, hydrographer in charge, 1896; octavo, 356 pp. Bulletin No. 140 

of the United States Geological Survey; price, 25 cents.

Contains a description of the instruments and methods employed in measuring streams 

and the results of hydrographic investigations in various parts of the United States.

1897.

Sighteenth Annual Report of the United States Geological Survey, 1896-97, Part 

IV, Hydrography, 1897; octavo, 756 pp.

Contains a "Report of progress of stream measurements for the year 1896," by Arthur 

P. Davis; " The water resources of Indiana and Ohio," by Frank Leverett; " New developments in well boring and irrigation in South Dakota," by N. H. Darton; and "Reservoirs for irrigation," by J. D. Schuyler.

1898.

Nineteenth Annual Report of the United States Geological Survey, 1897-98, Part 

IV, Hydrography, 1899; octavo, 814 pp.

Contains a "Report of progress of stream measurements for the calendar year 1897," 

by F. H. Newell and others; "The rock waters of Ohio," by Edward Orton; and "Preliminary report on the geology and water resources of Nebraska west of the one hundred 

and third meridian," by N. H. Darton.

WATER-SUPPLY AND IRRIGATION PAPERS, 1896-1899.

This series of papers is designed to present in pamphlet form the results of stream measurements and of special investigations. A list of these, with other information, is given on 

the outside (or fourth) page of this cover.

Survey bulletins can be obtained only by prepayment of cost, as noted above, 

tostage stamps, checks, and drafts can not be accepted. Money should be transnitted by postal money order or express order, made payable to the Director of 

he United States Geological Survey. Correspondence relating to the publications 

>f the Survey should be addressed to The Director, United States Geological 

Survey, Washington, D. C. 

IER 25
WATER-SUPPLY AND IRRIGATION PAPERS.

1. Pumping water for irrigation, by Herbert M. Wilson, 1896.

2. Irrigation near Phoenix, Arizona, by Arthur P. Davis, 1897.

3. Sewage irrigation, by George W. Rafter, 1897.

4. A reconnoissance in southeastern Washington, by Israel C. Russell, 1897.

5. Irrigation practice on the Great Plains, by E. B. Cowgill, 1897.

6. Underground waters of southwestern Kansas, by Erasmus Haworth, 1897.

7. Seepage waters of northern Utah, by Samuel Fortier, 1897.

8. Windmills for irrigation, by E. C. Murphy, 1897.

9. Irrigation near Greeley, Colorado, by David Boyd, 1897.

10. Irrigation in Mesilla Valley, New Mexico, by F. C. Barker, 1898.

11. River heights for 1896, by Arthur P. Davis, 1897.

12. Water resources of southeastern Nebraska, by Nelson Horatio Darton, 189!

13. Irrigation systems in Texas, by William Ferguson Hutson, 1898.

14. New tests of pumps and water lifts used in irrigation, by O. P. Hood, 1898.

15. Operations at river station?, 1897, Part I, 1898.

16. Operations at river stations, 1897, Part II, 1898.

17. Irrigation near Bakersfield, California, by C. E. Grunsky, 1898.

18. Irrigation near Fresno, California, by C. E. Grunsky, 1898.

19. Irrigation near Merced, California, by C. E. Grunsky, 1899.

20. Experiments with windmills, by Thomas O. Perry, 1899.

21. Wells of northern Indiana, by Frank Leverett, 1899.

22. Sewage irrigation, Part II, by George W. Rafter, 1899.

23. Water-right problems in the Bighorn Mountains, by Elwood Mead, 1899.

24. Water resources of the State of New York, Part I, by George W. Rafter, 189!

25. Water resources of the State of New York, Part II, by George W. Rafter, 189!

In addition to the above, there are in various stages of preparation other papei 

relating to the measurement of streams, the storage of water, the amount availabl 

from underground sources, the efficiency of windmills, the cost of pumping, an 

other details relating to the methods of utilizing the water resources of the coui 

try. Provision has been made for printing these by the following clause in th 

sundry civil act making appropriations for the year 1896-97:

Provided, That hereafter the reports of the Geological Survey in relation to tb 

gauging of streams and to the methods of utilizing the water resources may b 

printed in octavo form, not to exceed 100 pages in length and 5,000 copies in nun: 

ber; 1,000 copies of which shall be for the official use of the Geological Survej 

1,500 copies shall be delivered to the Senate, and 2,500 copies shall be delivered t 

the House of Representatives, for distribution. [Approved June 11,1896; Stat. L 

vol. 29, p. 453.]

The maximum number of copies available for the use of the Geological Surve 

is 1,000. This number falls far short of the demand, so that it is impossible t 

meets all requests. Attempts are made to send these pamphlets to persons wh 

have rendered assistance in their preparation through replies to schedules o 

donation of data. Requests specifying a certain paper and stating a reason fo 

asking for it are attended to whenever practicable, but it is impossible to compl 

with general requests, such as to have all of the series sent indiscriminately.

Application for these papers should be made either to members of Congress or t 

THE DIRECTOR,

UNITED STATES GEOLOGICAL SURVEY,

Washington, D. C. 

IRR 25