DEPABTMENT OF THE IKTEEIOE

WATER-SUPPLY

IRRIGATION PAPEES

UNITED STATES GEOLOGICAL SURVEY

No. -47

WASHINGTON

GOVERNMENT PRINTING OFFICE

1901
UNITED STATES GEOLOGICAL SURVEY

CHAKLES D. WALCOTT, DIKECTOR

OPERATIONS AT RIYER STATIONS, 1900

A REPORT OF THE 

DIVISION OF HYDROGRAPHY

OF THE

UNITED STATES GEOLOGICAL SURVEY

WASHINGTON

GOVERNMENT PRINTING OFFICE 

1901
CONTENTS.

Page.

Letter or transmittal.......-.-_-_...-.... -...-.-----.......-.--...-.-..-. 7

Introduction ___.._..__.__.___.__ _._._____.._... ..._....-... ..-..-....-- 9

Acknowledgments ...._..-._...,........^-...--...-...-..-.---.--.-.-- 9

Method of using stream gagings for the computation of water power. 10

Measurement of sediment.------...........--......----._.-...--.--..- 15

Tests to determine the accuracy of discharge measurements of New York

State canals and feeders ........-_.--....---..- ....-.,.-.----------- 18

Measurements at river stations ..._..__._._-.. -..--.----.---.-.--------- 29

Kennebec River at Waterville, Maine...............---.._.,._-..-..--. 29

Cobbosseecontee River at reservoir dam near Augusta, Maine ......... 31

Androscoggin River at Rumf ord Falls, Maine ..............- ._..--.-. 31

Merrimac River at Lawrence, Massachusetts ______-..._._.__-..-.....- 32

Nashua River at Clinton, Massachusetts------ .. ..._.._..----_--.-- 33

Sudbury River and Lake Cochituate, Massachusetts........----.--...- 33

Mystic Lake, Massachusetts................-..-....-.-------.....----_- 34

Connecticut River at Orf ord. New Hampshire......-..-.--..--..-_.... 34

Connecticut River at Holyoke, Massachusetts _....,..-..--.--.-----.-. 35

Connecticut River near Hartford, Connecticut _-......_.--..-.-......- 35

Housatonic River at Gaylordsville, Connecticut _-.-.--.-.....--.-...-. 35

Miscellaneous measurements of streams near Greater New York....... 36

Methods employed in the gaging of New York streams during the year

1900.____.__._____. ............................ .- - .--... ------- 37

Mohawk River gaging stations .. .___..... ..-..--..---.-.--.---.._-,.- 42

Mohawk River at Ridge Mills, New York --.-.... .....-.- ........... 43

Oriskany Creek at Oriskany, New York_......_. ..-.-_-....---.--.._- 45

Sauquoit Creek at New York Mills, New York ....... .... ........... 48

 West Canada Creek at Twin Bock Bridge, New York _.-..._._._._.... 49

West Canada Creek at Middleville, New York. .-..-...---...-.-...... 50

Mohawk River at Little Falls, New York........ ..-----...-...-.-.-. 52

East Canada Creek at Dolgeville, New York...............-_-.-........ 55

Cayadutta Creek near Johnstown, New York. ._.___.___.__..__....._.. 58

Schoharie Creek at Fort Hunter, New York ..____.._........_..-.__-.. 60

Schoharie Creek at Erie Canal aqueduct, New York........-...._._--- 63

Schoharie Creek at Mill Point, New York . .. ....--.._...._...-...-.. 64

Schoharie Creek at Schoharie Falls, New York.....__.___.___..______- 64

Mohawk River at Schenectady, New York ........ --.__. .._-..-...... 65

Mohawk River at Rexford Flats, New York.......................... 66

Mohawk River near Dunsbach Ferry, New York..___.__..__.__ ...._. 69

Indian River at Indian Lake dam, New York.........-..._......--._.. 71

Schroon River at Warrensburg, New York... -__._....-__.._-_--_-.____ 73

Hudson River at Fort Edward, New York............. .........-.-._.. 75

Hudson River at Mechanicsville. New York. ...._._.-...._....-...... 77

Croton River at old Croton dam, New York........................... 79

Delaware River at Lambertville, New Jersey........-.-..-...-. ...... 80

Tohickon Creek at Point Pleasant, Pennsylvania .-..--.----..---.._.- 81

Neshaminy Creek, Pennsylvania, below the forks .................... 90

Perkiomen Creek at Frederick, Pennsylvania..-...-..-..........-.._.- 98

5
LETTER OF TRANSM1TTAL.

DEPARTMENT OF THE INTERIOR,

UNITED STATES GEOLOGICAL SURVEY,

DIVISION OF HYDROGRAPHY, 

Washington, D. C., March 1, 1901.

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

results of operations at various river'stations in 1900, and request 

that it be published in the series of Water-Supply and Irrigation 

Papers. In order to comply with the law limiting these papers to 

100 pages, it is necessary to divide the material. This has been done 

n a general geographic basis, following the precedent of WaterSupply Papers Nos. 35 to 39, relating to similar operations for the 

year 1899. In the first paper are introductory remarks and the data 

relating to New England and Eastern streams. The succeeding 

papers take up in order the rivers flowing into the Atlantic Ocean, 

then those tributary to the Ohio and Mississippi rivers, the GreaT 

Lakes, Missouri River and the Rio Grande, the interior basin, and 

finally those flowing into the Pacific Ocean, from north to south, ending with the data relating to the streams of southern California.

The general conclusions drawn from the operations at the river 

stations, together with diagrams, maps, and illustrations, are being 

prepared for publication in Part IV of the Twenty-second Annual 

Report, this being designed to be in form and substance similar to 

preceding volumes known as Part IV of the Eighteenth to the Twentyfirst Annual Reports.

Very respectfully,

F. H. NEWELL, 

Hydrographer in Charge. 

Hon. CHARLES D. WALCOTT,

Director United States Geological Survey.
OPERATIONS AT RIVER STATIONS, 1900.

PART I.

INTRODUCTION.

The following pages contain descriptions of the river stations maintained during 1900 by the United States Geological Survey, together 

with details of the average dailj7 height of the water and results of 

measurements of discharge. The rating tables constructed from the 

latter and applicable in general for the calendar year will be given 

at the end of the publication. Similar facts have been printed for 

the year 1899 in Water-Supply Papers Nos. 35 to 39, inclusive, and 

a general description of the method of publication has been given on 

page 9 of Paper No. 35.

ACKNOWLEDGMENTS.

Most of the measurements herewith presented have been obtained 

through local hydrographers, a comparatively small part of the work 

having been conducted directly from the office of the Geological Survey at Washington. Acknowledgment is therefore due to these persons individually. Thanks should also be extended to individuals 

and corporations who have cooperated in various ways by fi^niishing readings of the heights of water, by assisting in transportation, 

etc. The following list gives the names of the resident hydrographers or persons cooperating, arranged alphabetical!}? by States:

California: J. B. Lippincott, civil engineer, Los Angeles.

Colorado: A. L. Fellows, civil engineer, Denver.

Georgia and Alabama: Prof. B. M. Hall, civil engineer, Atlanta; Prof. W. S. 

Yeates, State geologist, Atlanta; and Prof. Eugene A. Smith, State geologist,

Tuscaloosa.

Idaho: N. S. Dils, civil engineer, Caldwell.

Kansas: W. G. Russell, Russell.

Maryland: Prof. W. B. Clark, State geologist, Baltimore.

Montana: Prof. Samuel Fortier, Bozeman; Prof. Fred D. Smith, Missoula.

Nebraska: Prof. O. V. P. Stout, State University, Lincoln, assisted by Adna 

Dobson and Glenn E. Smith.

Nevada: L. H. Taylor, civil engineer, Golconda.

New Mexico: P. E. Harroun, civil engineer, Albuquerque.

North and South Carolina: Prof. J. A. Holmes, State geologist, Chapel Hill, 

North Carolina, assisted by E. W. Myers.

Texas: Prof. Thomas U. Taylor, State University

Utah: Prof. George L. Swendsen, Logan.
10 OPERATIONS AT EIVEE STATIONS, 1900. PAET I. [NO. 47.

Virginia and West Virginia: Prof. D. C. Humphreys, Washington and Lee University, Lexington, Virginia.

Washington: Sydney Arnold, civil engineer, North Yakima; William J. Ware, 

civil engineer, Port Angeles.

Wyoming: A. J. Parshall, civil engineer, Cheyenne.

In a number of instances related data have been inserted, such as 

results of computation of daily flow at milldams made by local 

engineers and data of river heights obtained from the United States 

Weather Bureau or the Corps of Engineers, United States Army. 

Reference to these facts, mainly unpublished, has been or will be 

made in other publications of this Survey, and they are therefore 

placed in consecutive order for convenience of reference.

The methods of measuring the discharge of various streams and of 

preparing the computations have been described on pages 18 to 30 of 

the Nineteenth Annual Report, Part IV, and on pages 20 to 22 of the 

Twentieth Annual Report, Part IV.

METHOD OF USING STREAM QAGINGS FOR THE COMPUTATION

OF WATER POWER. 1

One of the objects of the gagings which are made by the United 

States Geological Survey is to assist engineers in the estimation of 

available power on the larger streams of the United States. In an 

article by John W. Hays in the Manufacturers Record of January 

10, 1901, there is given a description of the use which he has made of 

the daily records published by the Survey. The suggestions made by 

Mr. Hays are of such general interest that they are given herewith.

Speaking generally, to determine the power available on any stream 

it is necessary to know the fall and the flow. The fall can easily be 

determined by an engineer, but the flow of many of our streams is 

still very uncertain. Usually, an engineer, after obtaining all available data of the stream being studied and also of the neighboring 

streams, must rely largely upon his judgment to determine maximum 

and minimum flows and the power that can economically be developed. 

Often the only basis of estimate is the knowledge of what some other 

stream has been doing within a limited period, or a comparison with 

some power on the same stream. When it is remembered that during 

extreme low water a variation in level of only a few inches may affect 

the quantity of water passing as much as 100 per cent, it will be seen how 

misleading may be a single gage or float measurement, even when 

reinforced by the assurance of casual observers that "the river is as 

low as it ever gets." Yet it is upon such data that many estimates of 

prospective power have been made, mills built, and machinery 

installed, only to have the first dry season show conclusively that the 

estimates were greatly in error. Then has followed the raising of the 

dam for storage, which has rarely met expectations, and, after many

J Report of H. A. Pressey.
METHOD OF USING STREAM GAGINGS. 11

shut-downs, the inevitable steam auxiliary comes, and with it regret, 

on the part of the owners, that hydraulic development was attempted. 

The method described by Mr. Hays in the article referred to has 

been used in computations made from time to time of the available 

power of the Potomac and other streams, and .found to be reliable and 

convenient. Mr. Hays illustrates the method by quoting the record 

of Deep River, in North Carolina, as published by the Geological Survey. The various stages of that river for 1899, as read on the gage 

of the Survey, are given in the following table:

Daily gage Jieight, in feet, of Deep River at Moncure, North Carolina, for 1899.

Day.

1....................

2 ..

3....................

4................ .

5. ...... .............

6... ....... ...... ....

7...................

. 8.. ............. .....

9. ...................

10... .................

11......... .......... .

12-..... .- -

13 

14 ...... ....... 

15 ................

16 . .- -

17 . 

18 .

19- 

20... ........ .........

21 ..

22

23

24

25

26 - -.-- 

27

28 ............ 

89... ...... ...... 

30 . 

31 .................

Jan.

2.03

3.21

3.41

3.27

2.79

2 47

10.27

9.13

7.71

5.59

4.99

5.83

6.07

9.79

13.07

8.61

7.91

6.93

5.99

4.73

3.15

3.36

3.08

3.17

3.25

3.27

3.54

3.19

2.55 

2.21

3.23

Feb.

4.58

5.00

6.78

7.06

16.40

20.48

23 21

25.92

90 on

18.70

12.26

7.19

6.98

6.06

5.10

6.76

16.20

21 26

19.34

15.30

9.92

9.05

8 22

7.92

6.24

6.92

12.94

18.22

.......

Mar.

6.91

6.25

6.39

13.25

14 43

15.77

15.67

13.62

10.61

7.39

5.05

4.41

4.67

3.91

21.19

22 51

16.21

9.99

14.69

15. 31

9.02

7.15

5.87

5.43

4.91

4.41

4.14

7.07

11.65 

10.31

8.44

Apr.

7 12

4.70

4.52

5.16

8.64

6.18

6.40

17.78

15.04

8.28

6.16

5.40

4.86

4.48

3.76

3.98

4.10

4.04'

3.54

3.32

3.46

2.9?

3.10

2.96

3. 97

5.60

5.54

4.46

3.50 

3.04

May.

2.99

2.85

2.56

2.51

2.29

2 25

2.47

8.85

6.09

4.43

3.85

5.89

7.99

9.23

5.99

4.46

3.97

3.75

3.69

3.05

2.89

2.67

3 25

2.85

2.75

2.51

2.25

2.02

1.91

2.54

2.96

June.

2.84

2.61

3.45

3.13

2.49

1.95

1.65

1 49

1.58

2.55

3.23

4 72

3.78

3.40

2.56

2.42

2.40

1.68

1.58

1.49

1.50

1.47

1.77

1.37

1.55

1.57

1.71

2.15

1.68 

1.60

July.

1.52

1.36

1.34

1.18

4.20

2 42

2 72

2.1]

2.19

2.10

1.79

1.67

1.34

L19

1.09

1 28

.90

1.14

1.11

1.02

1.02

1.02

1.19

1.11

1.52

1.67

5.19

4.35

3.77 

?11

6.28

Aug.

4.54

4.36

3.46

3.08

1.46

1.20

4.54

411

4.15

3.37

1.39

1.41

1.25

1.21

1.29

1.31

1.17

1.09

1.25

.88

.74

.78

.90

.95

1.06

.84

1.00

.96

1.20

1.22

.89

Sept.

0.85

.79

.75

.91

^73

71

.89

1.19

1.10

1 82

2.10

2.55

2.04

4.86

1.96

1.04

.93

.84

.87

1.71

1.99

1.49

1.17

.87

2.34

1.53

1 35

1.09

1.17 

1.04

Oct.

0.83

.78 . 88

.79

.87

7.20

6.49

6.70

7.11

3.96

3.19

1.97

1.72

1.59

1.31

1.17

1.27

1.04

1.06

1.12

.97

.90

.87

.85

.91

.92

1.01

.98

.94 

89

1.13

Nov.

12.74

5.86

4.23

3.48

3.04

2.74

2.24

1.91

1.86

.84

.89

1.09

1.02

1.09

.96

.98

1.08

1.26

1.14

1.02

.98

1.10

1.05

1.04

1.00

1.33

1.92

1.83

3.78 

2.84

Dec.

2 77

1.85

1.83

2.19

2.15 1 40

1.27

1.19

1.11

1.19

4.03

5.95

4.69

3.39

2.35

1.39

1.34

1.47

1.39

.63

1.27

1.13

1.07

1.19

1.13

1.11

1.07

.95

1.03 

.97

1.03

As will be seen from an inspection of the foregoing table, the records kept by the Geological Survey show the stage of water of each 

stream measured on each day of the year, and the rating table, which 

is computed from numerous measurements, shows the quantity of 

water passing at each reading of the gage. These data may most conveniently be applied by developing a table as follows:

In the first column arrange in order all graduations of the gage rod 

from the lowest to the highest. In the succeeding columns write opposite each gage height the following: (a) The number of days during 

the year on which the gage read that particular height; (b) the equivalent volume in second-feet; (c) the effective head; (d) the equivalent 

gross horsepower; (e) the number of days during the year on which 

power would have been lessened by low water and by high water, 

respectively. By way of illustration: The gage read 1.6 feet on 17 

days, equivalent to a volume of 380 second-feet, an effective head of 

46.4 feet, and a gross horsepower of 2,004, which would be lessened
12 OPEEATIONS AT BIVEE STATIONS, 1900. PAET I, [NO. 47.

on 121 days by deficient water and on 227 days by high water in the 

tailrace. If the gage readings at Moncure station from the records of 

the year 1899 be thus assembled and the variation of the effective 

head be noted, there results the following table:

Table showing method of determining the daily available horsepower of a stream 

from records kept by the United States Geological Survey, using the gage heights 

of Deep River at Moncure, North Carolina, for the year 1899 as a basis.

Gage

height.

Feet. 

0.6.-...-..

0.8 . 

1.0--..-..

1.2 .

1.4.... .

1.6........

1.8 ..--.

2.0 .-

2.3. 

2 4

2.6. -

2.8 

3.0 

3.2 --.

3.4 .--.

3.6 . 

3.8 . 

4.0 . 

4.2..----.

4.4. ...... .

4.6 ------

4.8 --

5.0 

5.5. 

6.0 

6.5 .

7.0-... ...

7.5-.. 

8.0 . 

8.5 . .

9.0 .

9.5-..----.

10.0 . 

11.0..---.

13.0---.-..

13.0. ... 

14.0 _ 

15.0 -

20.0 

35.0-...-.

Number 

of days 

during 

year 1899 

that gage 

stood at 

respective 

heights.

1

37 

48 

27 

18 

17 

9 

13 

8 

9 

9 

10 

10 

11 

13 

3 

7 

8 

3 

7 

8 

3 

9 

6 

12 

6 

13 

1 

5 

3 

4 

3 

5 

1

4 

3 

11

7 

2

365

Equivalent 

volmne.

Sec.-ft. 

210 

330 

250 

390 

. 330 

380 

440 

500 

560 

630 

715 

805 

900 

1,070 

1,340 

1,410 

1,580 

1,750 

1,940 

2,130 

2,330 

3,510 

2,700 

3,175 

3,650 

4,125 

4,600 

5,100 

5,600 

6,100 

6,600 

9,100 

7,600 

8,600 

9,600 

10,600 

11,600 

12,600 

18,080 

23,580

Equivalent 

effective 

head.

Feet. 

47.4 

47.2 

47.0 

46.8 

46.6 

46.4 

46.2 

46.0 

45.8 

45.6 

45.4 

45.3 

45.0 

44.8 

44.6 

44.4 

44.2 

44.0 

43.8 

43.6 

43.4 

43.2 

43.0 

42.5 

42.0 

41.5 

41.0 

40.5 

40.0 

39.5 

39.0 

38.5 

38.0 

37.0 

36.0 

35.0 

34.0 

33.0 

38.0 

33.0

Equivalent 

gross horsepower.

1,138 

1,333 

1,335 

1,544 

1,747 

2,004 

3,260 

2,530 

2,839 

3,193 

3,600 

4,050 

4,500 

5,379 

6,154 

6,926 

7,735 8,536' 

9,417 

10,289 

11,094 

11,197 

12,900 

14,960 

16,800 

19,000 

30,500 

22,933 

24,880 

26, 741 

28,587 

30,338 

32, 073 

35,335 

38,386 

41, 195 

43,792 

46,200 

56,000 

61,640

Number of days on 

which power indicated would have 

been diminished.

By 

low 

water.

0 

1 

28 

76 

103 

121 

138 

147 

160 

168 

177 

186 

196 

206 

217 

230 

333 

240 

248 

351 

258 

366 

269 

278 

284 

296 

303 

315 

316 

331 

334 

338 

330 

335 

336 

338 

343 

345 

356 

363

By 

high 

water.

364 

337 

289 

262 

244 

337 

318 

205 

197 

188 

179 

169 

159 

148 

135 

133 

135 

117 

114 

107 

99 

96 

87 

81 

69 

63 

50 

49 

44 

41 

37 

35 

30 

39 

27 

33 

30 

9 

3 

0

Total.

364 

338 

317 

338 

347 

348 

356 

352 

357 

356 

356 

355 

355 

354 

353 

361 

358 

357 

361 

358 

357

Batio of diminution to 

total annual power.

Low

water.

Per ct. 

0.000 

.010 

.022 

.045 

.065 

.095 

.135 

.155 

.189 

.217 

.350 

.270 

.300 

.350 

.390 

.415 

.430 

.450 

.470 

.490 

.510

High 

water.

Per ct. 

0.077 

.075 

.072 

.067 

.065 

.058 

.055 

.055 

.055 

.052 

.050 

.050 

.045 

.040 

.036 

.035 

.035 

.035 

.035 

.033 

.030

TotaL

Per ct. 

0.07 

.08 

.09 

.11 

.13 

.15 

.18 

.21 

.24 

.27 

.30 

.32 

.34 

.39 

.43 

.45 

.46 

.48 

.50 

.52 

.54

An inspection of the foregoing table will show to what extent any 

power plant which might have been installed at this place would 

have been affected by variations in the flow of the river during the 

year 1899, the number of days on which the power would' have been 

diminished by high and low water, respectively, and the exact amount 

of such diminution. For instance, the power would have varied 

from 1,128 horsepower gross at extreme low water to 61,640 horsepower gross at extreme high water. There would have been but one 

day on which 1,232 horsepower gross could not have been realized, 

about two hundred days on which 5,000 horsepower gross could not 

have been realized, and two hundred and fifty days on which 10,000
METHOD OF USING STEEAM GAGINGS. 13

horsepower gross could not have been realized. All of these figures 

are for continuous power, night and day. Should it be desired to 

concentrate flow into day service by night storage, which is practicable at Moncure, the installation for horsepower should be doubled. 

For instance, 10,000 horsepower gross would have been realized on one 

hundred days, and the power would have fallen below that amount 

on two hundred days.

It should be noted that the foregoing figures are based on a head 

of 47 feet normal, with which head little inconvenience would be 

experienced from high water, the maximum flood for the year being 

about 25 feet, and on only nine days did the water in the tailrace rise 

above 15 feet and on thirty days above 10 feet. But the physical 

conditions indicate a development of the power under two separate 

heads, which would be affected by flood water to a somewhat greater 

degree, as will be seen from an inspection of the table. Having 

accurate knowledge of the periods of decreased head and partial gate, 

it is possible to determine the capacity of the wheels for any required 

installation.

Should steam auxiliary be required, the table affords the data 

necessary to determine the exact proportion of steam power. For 

example, suppose it is desired to install a plant of 3,600 horsepower 

for night and day service, during what proportion of the year will 

steam power be required, and what proportion of the total power 

desired should be steam power? The following table shows the way 

of arriving at the answer. From the table on page 12 it will be seen 

that during one day of the year the available water power is 1,128 

horsepower; so that to insure 3,600 horsepower every day in the 

year it will be necessary to install a steam plant of 2,472 horsepower. 

During twenty-seven days of the year the available water power is 

1,232 horsepower, and on those days 2,268 horsepower of steam will 

be required, and so on, as shown in the table.

Table showing number of days and amount of steam power required during the 

year 1899 to develop daily 3,600 horsepower on Deep River at Moncure, North 

Carolina.

N umber of days 

on which water 

power of the 

various amounts

was available.

1

27

48

27

18

17

9

13

8

9

9

Water power 

available.

Horsepower.

1,128

1,232

1,335

1,544

1,724

1,995

2,260

2,530

2,839

3,192

3,600

Steam power 

required.

Horsepower.

2,472

2,268

2,265

2,056

1,876

1,665

1,340

1,070

761

408

0
14 OPERATIONS AT RIVER STATIONS, 1900. PART I. [NO. 47.

Summarizing, the total horsepower days (3,600x365) are 1,314,000; 

the total steam horsepower days are 325,743, or nearly 25 per cent, 

and steam power would have been required on 177 days of the year 

1899.

For conciseness, the factors of wheel efficiency and partial gate are 

not considered in this estimate. . A fair rating of the power of Deep 

River at this place would be 1,500 horsepower continuous, or 3,000 

horsepower for day flow only, on a basis of thirty days' deficiency by 

reason of the dry season and thirty days' deficiency when the head 

would be decreased 10 per cent or more by flood water in the tailrace.

In the article referred to Mr. Hays also shows, basing his computations upon the Geological Survey records, that while in ordinary seasons, from the run-on0 of a drainage area of 12 square miles on Broad 

River we may expect 1 horsepower per foot of fall of the stream, it 

will require the run-off from a drainage area of 60 square miles to furnish 1 horsepower per foot of fall on Neuse River, 45 square miles on 

Cape Fear, Tar, Deep, and Haw rivers, 30 square miles on Roanoke 

River, 20 square miles on Yadkin River, 15 square miles on lower 

Catawba River, and 12 square miles on upper Catawba and French 

Broad rivers.

As the number of stations on any one stream is necessarily limited, 

it becomes desirable to apply the data obtained at one point to other 

points on the same stream. This may be done by determining the 

relative drainage areas. It should be noted, however, that the efficiency of a stream increases as the headwaters are approached. During the dry season of 1897 Yadkin River had nearly 33£ per cent 

greater efficiency at Salisbury than at Norwood, and the Catawba had 

nearly 20 per cent greater efficiency at the Catawba station, near 

Hickory, North Carolina, than it had at Rockhill, South Carolina. 

Neuse River has the lowest efficiency of any stream in North Carolina, its drainage area lying wholly in the eastern section of the State, 

where the geological formation is not conducive to perennial springs, 

and during the dry season of 1897 the run-off for that river at Selrna, 

North Carolina, was only 15 per cent of that of Broad River at Gaffney, South Carolina, for the same drainage area. The drainage area 

of the latter stream lies wholly in the mountains; that of the former 

stream lies in the lowlands. In the year 1897 the maximum flood of 

the Neuse was 105 times its minimum flow, while the maximum flood 

of the Broad was only 24 times its minimum flow. These two streams 

are excellent illustrations of the effect of physical conditions on the 

efficiency of flow, and the physical conditions are almost invariably 

such as to give greater efficiency as the headwaters are approached.

A knowledge of the greatest flood volume of a stream is most essential in the construction of hydraulic works. Experience has shown 

that the failure of dams may in nearly every case be attributed to 

lack of sufficient knowledge of the floods which they will be required 

to withstand. In this respect also streams are very dissimilar. For
MEASUREMENT OF SEDIMENT. 15

instance: The maximum flood of the Roanoke in 1897 (gage height 

of 28 feet at Neal, North Carolina) was about 7 second-feet per square 

mile. In the same year Tar River gave a flood discharge of 6 secondfeet, Neuse River a flood discharge of 7 second-feet, Cape Fear River 

8 second-feet, Yadkin River 10 second-feet, and Broad River 13 

second-feet, while the Catawba developed a flood of 26 second-feet 

to the square mile. The greatest flood ever recorded on the Cape 

Fear at Fayetteville, North Carolina, was a gage height of 58 feet 

above low water and a discharge of only 13 second-feet per square 

mile, or half that of the Catawba in 1897.

MEASUREMENT OF SEDIMENT.1

The following method has been employed for measuring the amount 

of sediment held in suspension by streams in Arizona: By means of 

a small bottle attached to a hollow rod, samples were taken from various parts of the stream and collected in a bucket. After thorough 

mixing, the water in the bucket represented as nearly as possible the 

average condition of the water flowing in the stream. A measured 

quantity of this water, usually 100 cubic centimeters, was placed in 

a tubular graduate of glass divided into cubic centimeters. Ordinarily this was allowed twenty-four hours to settle, but if longer time 

was required for thorough settlement, it was allowed. The clear liquid 

was then decanted and rejected, leaving a small quantity of water 

with the sediment in the bottom. If the amount of sediment was 

inconsiderable, another sample was added, taken on the day following 

that on which the first sample was procured, and after settlement it 

was decanted in like manner, the process being repeated from day to 

day until a sufficient quantity of sediment had accumulated to make 

a reading on the scale of the glass graduate. Under ordinary conditions, when the stream was not in flood, it sometimes required thirty 

days to accumulate samples which would show 2 or 3 cubic centimeters of sediment, but at times of flood a large quantity of sediment was 

sometimes obtained from a single sample of 100 cubic centimeters, in 

which case the quantity of sediment was ascertained by reading, and 

a new determination was started on the following day. The total 

quantity of sediment obtained from the samples or series of samples 

was divided by the quantity of water used in the accumulation, and 

a ratio was thus established which was applied to the total volume 

flowing in the river.

It was found that the mud obtained from these samples was of a 

very thin consistency and contracted greatly upon being dried. To 

determine the amount of this contraction for Gila River water a number of laboratory tests were made. The residue was dried at 100° C., 

and the dried material was weighed, its specific gravity also being 

determined. As might be expected, the results of these tests were by

1 Report of A. P. Davis.
16 OPERATIONS AT RIVER STATIONS, 1900. PART I. [NO. 47.

no means uniform, but the mean of the tests made indicated about 

one part of dry matter to five parts of mud, which factor has been 

used in reducing observations of this kind. In other words, it is 

assumed that after complete settlement the mud in the bottom of the 

water sample consists of one part of solid matter and four parts of 

water.

The foregoing method requires very little skill and time, and the 

apparatus used is extremely simple. The error of the determinations 

lies mainly in the assumption of the factor used in reducing the mud 

to solid matter, and it is probably considerable.

Another method which is now undergoing test is as follows: Samples of water are obtained in the manner already described, and a 

measured quantity is poured upon an ordinary filter paper in a funnel and is filtered as in the chemical laboratory. If the residue is 

inconsiderable the process is repeated until a measurable quantity of 

sediment is obtained, which is dried and afterwards is weighed. The 

reduction is made in the same way as in the first method, that is, the 

quantity of water used is to the sediment obtained as the quantity 

of water flowing in the stream is to the quantity of silt carried in 

suspension.

This method, to be used with any considerable degree of accuracy, 

requires the use of a pair of delicate scales. The error of the determination consists partly in the errors of observations, which would be 

greater than by the first method, unless great skill is employed in the 

filtering and weighing of the sediment, but chiefly in determining or 

assuming the specific gravity of the silt obtained, as it is volume and 

not weight that ordinarily is required. It is believed, however, that 

where the necessary instruments and skill are available it is much 

more accurate than the first method.

The method of estimating the turbidity by measurement of opacity 

is inaccurate in any country where the water is stained to any considerable degree by leaves and roots with which it comes in contact. 

This is clearly shown by the writer's experience on sluggish rivers 

in Nicaragua, notably the San Francisco and Deseado rivers. On 

the latter stream it was sometimes desired to gage the river in the 

absence of the electric recording apparatus, but attempts to do this 

showed that it was impossible to observe the revolutions of the meter 

more than 6 inches beneath the surface of the stream, owing to the 

opacity of the water. At the same time sediment samples were settled 

and accumulated for sixty days without yielding any measurable 

quantity of solid matter, showing that the water was free from sediment, the dense opacity being caused entirely by vegetable stains produced by the leaves, roots, and bark of the dense tropical vegetation 

with which it came in contact. However, vegetable stains and sediment are seldom found in considerable degree in the same water, for 

only sluggish waters remain long enough in contact with vegetation 

to become colored, and these carry but little sediment, so that in most
MEASUREMENT OF SEDIMENT. 17

cases opacity observations can profitably be used by carefully noting 

the true cause of the opacity.

Mr. Alien Hazen, member American Society of Civil Engineers, 

after reading the foregoing description, made the following comments :

Of course the aggregate amount of sediment carried by a stream, considered with 

reference to. its tendency to fill a reservoir, is very different from the average 

amount of sediment carried by the water from a waterworks standpoint. In the 

first case, the maximum amount of sediment occurs, generally speaking, at times 

of maximum discharge, and, for most streams with which I am familiar, so large 

a percentage of the sediment as to be practically the whole of it would be carried 

by the water in floods occupying but a few days in each year. The average 

amount of sediment in the water taken for waterworks purposes, on the other 

hand, represents the average of the amounts in substantially equal volumes of 

water taken from the stream each day in the year. In comparing different streams 

with one another, I think it would make a great difference which method was used.

The statements regarding the colors of the waters in Nicaragua are of great 

interest. Of course color is an element of disturbance in any optical method of 

measuring turbidity. Computations and experiments conducted by Mr. Whipple 

and myself show, however, that water with a color which will be tolerated as a 

municipal supply, or which is capable of being decolorized at a reasonable cost, 

is not so highly colored as to affect the turbidity reading to a notable extent. The 

most deeply colored waters with which I have had experience have not much 

exceeded 2.00 on the platinum scale. The waters from Nicaragua referred to must 

have had colors many times deeper than this, and it would be very interesting to 

have accurate determinations of their colors made.

Mr. George W. Fuller, associate member of the American Society of 

Civil Engineers, made the following comments upon the methods 

described:

The determination of turbidity is a very important matter in connection with 

various water problems. Various methods are practiced for its determination, 

and thus far no standard method obtains. Apparently the " standard silica solution " is going to accomplish a great deal in this direction. Careful studies of this 

method are now being made at New Orleans, and the results are very promising. 

Messrs. Whipple and Jackson first described the standard silica solution method 

in the " Technology Quarterly," Vol. XII, No. 4.

The method used by Mr. Davis in Arizona was tried by myself at Louisville for 

several months, side by side with gravimetric determinations. It was found that 

the individual results were quite variable, although for the purpose for which he 

used them the method is probably much more satisfactory than under the conditions to which it was put in getting an accurate record of the rapidly changing 

Ohio River water.

The second method mentioned by Mr. Davis strikes me as a more satisfactory 

one, when reasonable facilities are available for carrying it out. It does not 

appear to me that it is so much the specific gravity of the sediment as the percentage of voids as actually found in the bottom of the reservoirs, that would 

materially affect the correctness of the estimates as to volume. This method has 

been used for a great many years on the Missouri and Mississippi rivers, and is 

described in the European text-books on water analysis. With coarse-grained turbidity it seems to work very well, and, all things considered, I presume that as a 

.laboratory method it is entitled to high rating.

With the Ohio River water, which contains a considerable percentage of very

IRR 47 01 2
18 OPERATIONS AT EIVEE STATIONS, 1900. PAET I. [NO. 47.

fine clay, this method was not found to be practicable, as the clay would pass 

through a dozen or more thicknesses of the finest filter paper, to say nothing of 

the length of time necessary for filtering the clay. On that work it was the practice to determine the total residue on evaporation of the water as collected, and 

then of the filtrate after passing the water through a Pasteur filter. The suspended matter could then be obtained by the difference, and the results were 

quite satisfactory when the amount of sediment was not too low. There is a slight 

error in this procedure, due to the Pasteur filter sometimes absorbing and sometimes giving off dissolved substances. Taking everything into consideration, the 

standard silica solution seems to be the more practicable procedure at present 

for routine work, especially when used with a diaphanometer (see Technology 

Quarterly, Vol. XII, No. 2). At New Orleans this method is being depended upon 

very largely, although the weight of suspended matter is being determined by the 

same method as at Cincinnati, as frequently as time allows, in order to establish 

the ratio between the silica turbidity and the weight of suspended matter.

There are, of course, many instances where turbidity and dissolved color are both 

present in the same water. As a general proposition, however, this does not seem to 

be true, as the very highly turbid waters below the glacial drift formation do not 

generally contain much color. Strictly speaking, however, such a statement 

would apply only to large rivers, and not to very small streams, which are influenced by swamps. On the other hand, those streams for the most part on the 

drift or in the neighborhood of swamps, and which are highly colored, do not, as 

a rule, contain sufficient turbidity to justify any elaborate records of the suspended matter.

In future years the amount of dissolved vegetable matter giving color to a 

water is bound to be a factor. Information upon this subject is very desirable. 

As suggested by Mr. Hazen, it is likely that this matter could best be handled in 

the field by a graduated color scale on glass, the different tints or depths of color to 

be obtained progressively by the use of different shades of color, or different thicknesses of glass, as found most expedient.

TESTS TO DETERMINE THE ACCURACY OF DISCHARGE MEASUREMENTS OF NEW YORK STATE CANALS AND FEEDERS.1

During the summer of 1900 the State of New York undertook investigations to determine the flow, seepage, and evaporation of its canals. 

The work was under the immediate supervision of Mr. E. Kuichling, 

member American Society of Civil Engineers. Careful measurements 

were made by means of floats and current meters at various pointson 

the Erie Canal and its branches. After completing the work it was 

thought wise to investigate the methods and .determine the accuracy 

of the measurements taken. These special experiments were made 

under the direction of Prof. G. S. Williams, in charge of the hydraulic 

laboratory at Cornell University, assisted by the writer, by Mr. W. P. 

Boright, civil engineer, and by members of the senior class in experimental hydraulics at the university. Float and meter measurements 

were made in the flume at the hydraulic laboratory, and the results 

were compared to determine the variation between the two methods 

of measurement. It is thought that a brief description of the general 

method applied and of the results obtained will be of interest to 

engineers.

1 Report of E. C. Murphy.
NEW YORK STATE OANALS AND FEEDEES. 19

The movement of water in canals and feeders is quite different from 

that of a natural stream. This difference is due mainly to lockage 

and to irregular feed from one section to another, which cause rapid 

fluctuations of the surface level and of the velocity in some cases 

the surface level dropped several inches in a few seconds and the 

velocity increased from 25 to 50 per cent. The disturbance of the 

water at a given place may be due either to lockage or to. feed at one 

or both ends of the section. The water that is needed in a lower level 

should be passed through a culvert. Ordinarily, however, it is passed 

through the lock by opening one or more valves in the gates. In some 

cases four such valves are opened at once for a few minutes, but 

as a rule only one is opened for a longer time. It will readily be 

seen, then, that when a boat is passing in or out of a section which is 

being gaged, or is entering or leaving short adjacent sections, the 

water in that section is in a very disturbed condition. The length of 

time required for it to return to a normal condition after one of these 

disturbances, depends to some extent on the velocity of the water. 

The greater the velocity, the quicker it will return to normal condition ; for very low velocities it requires hours to quiet down. In one 

case, with a steady gage, it was impossible to obtain a single gaging 

(which required only five minutes) in a whole day. It will readily be 

seen that, to be of any value, discharge measurements under such conditions must be made quickly. Even when the surface did not fluctuate the work was often stopped by one or more boats passing the 

place of measurement. Instantaneous measurements of discharge 

and a continuous record of surface fluctuations at the point of measurement are desirable. This was approximated by making a rod 

gaging in from four to ten minutes and reading the surface fluctuations every thirty to sixty seconds.

Two instruments were used to measure the velocity, viz, float rods 

and current meter. The float rods used were 1.90 inches in diameter, 

of wood, and weighted at the lower end with iron pipe and lead of the 

same diameter, so as to float upright. By adjusting the weight at 

the lower end the immersed length of the rod may bear any ratio to 

the depth of the water in which it floats. If the immersed length is 

equal to the depth, the speed or velocity of the rod is very nearly that 

of the average velocity of the water in the vertical plane in which the 

rod moves. On account of the action of the wind on the part of 

the rod which projected above the surface of the water, that part of 

the rod was limited in length to about 8 inches. Extensions of the 

rod were used when the depth required them.

In this work it was not possible to have the depth of immersion of 

the rods more than about 90 per cent of the depth of the water, on 

account of inequalities in the bottoms and sides of the canals. Neither 

was it advisable to have rods of many lengths, on account of the labor 

required to transport them from place to place. Rods of three lengths 

were carried, viz, 18, 40, and 80 inches, which, with a set of exten-
20 OPERATIONS AT RIVER STATIONS, 1900. PART I. [NO. 47.

sions to use on either the 40-inch or the 80-inch rods, gave five lengths. 

From these were selected those that could be used with the greatest 

depth of immersion and which would not project more than 8 inches 

out of the water. The discharge of the channel was computed from 

a number of gagings made very rapidly, when the surface fluctuated 

little, with different depths of immersion. It is very desirable that 

results obtained in this way should be tested by comparing them with 

results obtained under the same conditions by a more accurate method 

of measurement.

Two kinds of tests were made: (1) Rod discharge by one party with 

rod discharge by the other party, and rod discharge with meter discharge, made on the canals and feeders under actual conditions; and 

(2) rod discharge and meter discharge with discharge over standard 

weir, made in the hydraulic laboratory of Cornell University.

The discharge of the Erie Canal at Rochester was measured simultaneously with rods by two parties, and was again measured simultaneously with rods by one party and with meter by another party. 

At Lockport a similar comparison of rod discharge with meter discharge was made. Similar comparisons of rod discharge with rod 

discharge and of rod discharge with meter discharge were made on 

the Black River Canal at Boonville and on the Glens Falls feeder at 

Glens Falls. A comparison of the rod measurements of one party 

with the simultaneous rod measurements of the other party will show 

the error in measuring the loss of water between stations, and a comparison of the meter measurements made on the canals with the meter 

measurements made in the hydraulic laboratory at Cornell will serve 

to tie together the two sets of tests.

The common method of measuring discharge with a current meter, 

by observing the velocity at many points in a cross section, could not 

be used in this work because it required too much time. Two more 

rapid methods were used, viz, the six-tenths method and the integrating method. The former method consists in making a single observation in each vertical at a distance from the surface equal to six-tenths 

of the depth of the water. It generally gives, as do the float rods, the 

mean velocity in a vertical in one observation. The integrating 

method is more rapid than the six-tenths method, but it is not so 

accurate. It consists in moving the meter from the bottom to the 

surface and from the surface to the bottom several times while it is 

being carried from one side of the channel to the other. In this work 

the integrating method was only used as a check on the results 

obtained by the six-tenths method.

The current meter has a small revolving wheel with a rate of motion 

proportional to the velocity of the water in which it is held. Being 

small, one observation with this wheel gives the mean velocity for 

only a few square inches, and it is necessary to hold it in several 

places in a vertical in order to get the mean velocity in that vertical,
NEW YOKE STATE CANALS AND FEEDEES. 21

while the float rods give the mean velocity in a vertical at one observation. The meter will give the velocity at any point in the depth; 

the rods will give the mean velocity only. The meter can also be 

used where the rods can not, and it is a less expensive method of 

measuring discharge.

The laboratory tests cover a range of velocities of 0.25, 0.50, 1, and 

1.50 feet per second for channel depths of 7.5, 8.3, and 9 feet, and 

0.5, 1, 1.50, and 2 feet per second for a channel depth of 6 feet. 

Two depths of immersion were used with each velocity, viz, 75 per 

cent and 90 per cent. Every velocity, depth of channel, and depth of 

immersion found in the field work could not be duplicated in the laboratory tests, so that the foregoing range covers only the most important cases. The laboratory experiments were made in the same way 

as the field experiments, using the same lengths Of run and the same 

distance from the point of starting the floats to the upper chain.

The conditions of the flow were not quite the same in the field tests 

as in the laboratory tests. The Lockport comparison was made in a 

rock cut, with nearly vertical rough rock sides and a rough bottom. 

The meter section was 62.5 feet wide, 8.5 to 9 feet deep, and about 

700 feet above the point where the rod measurements were made. 

The section where the rod discharge was measured was 65 feet wide 

and 8.5 to 10 feet deep. There was undisturbed flow for at least a 

half mile on each side of the place of measurement. The Rochester 

comparisons were made on the Rochester Aqueduct, which has very 

smooth and nearly vertical sides. The width was 43 feet, the depth 

7.5 feet. The flow was undisturbed for a half mile above the point 

of measurement, but there was a very sharp curve less than 100 feet 

below the place where the rods were used. The Boonville comparisons were made in an earth cut with side slopes varying so as to make 

a gradual transition from the flat bottom to the top. The surface 

width was 43 feet, the greatest depth 7.7 feet. There was unobstructed flow for a quarter of a mile above the point of measurement 

and for a half mile below it. The sections where the Glens Falls 

comparisons were made have nearly vertical sides. The width is 32 

feet, the greatest depth 6 feet. There is a bend in the feeder about 

100 feet above the upper section, and another bend about 1,000 feet 

below the lower section. The meter section was between the rodmeasuring sections, 75 to 100 feet distant from them.

The Cornell University canal has vertical sides of concrete and a 

concrete bottom. One side is at present roughened somewhat on 

account of the lining being cut out in places preparatory to its repair. 

The canal is 16 feet wide, 10 feet deep, and 415 feet long, with a 

standard sharp-crested weir, and with gates at the upper end for 

admitting water and at the lower end for controlling the depth of 

water in the canal, and with piezometers and gages for measuring 

accurately the head on the weir and the depth of water in the canal.
22 OPEBATIONS AT EIVEE STATIONS, 1900. PAET I. [NO. 47.

The discharge gf the weir is known for any head on it, so that a 

simple measurement of the head gives the discharge of the canal. 

The discharge can then be measured with rods or current meter and 

compared with the weir discharge, and thus the error by the rods or 

meter be determined. The weir is 220 feet above the point where the 

rod measurements were made, and 15 feet below it are baffleboards 

for quieting the water. About 70 feet below the meter section is a 

bulkhead, and at the side of it are two rectangular gates. During 

the experiments the water passed out of the canal through two horizontal slits in the bulkhead, used to secure velocity in all of the 

water section. At the higher velocities some water passed out under 

one of these gates. The width of the Cornell channel was only from 

one-fourth to one-half that of the channels in which the field comparisons were made. At Cornell the water was probably moving in a 

more disturbed condition than in the canals and feeders. The retarding effect of bottom and sides was less in the former channel than in 

the latter, and the depth of water and the area of the channel were 

measured with greater accuracy at Cornell than on the canals.

The results of the field comparisons are given in the following 

table:

Results of field comparisons.

Place.

Do............

Do . ......

Do. .......

Do

Do. ...... .--.

Glens Palls......

Do -. 

Date.

1900. 

Sept. 14

Sept. 20

Sept. 21

.--do...

Sept. 25

... .do._.

Oct. 8

....do-..

V'r.

Feet.

.893

1.073

.831

.756

V"r.

Feet. 

1.440

.704

.884

.889

.899

.813

.850

.836

.690

.640

Vm.

Feet. 

1.531

.736

.929

.939

1.079

1.111

........

Q'r.

CM. ft. 

per sec.

297. 82

227 22

164.73

149.66

Q"r.

Cu.ft. 

per sec. 

805.70

235.13

302.04

301.35

307.08

227 51

238.81

233.54

172.77

158.57

Qm.

CM. ft. 

per sec. 

799.85

251.57

310.83

317.54

228.66

234 70

161.50

155.23

Q-rQ"r 

in Q'r.

Per ct.

 1.41

 .13

 4.88

-5.92

Q'rQm in Q'r.

Per ct.

+1.94

 3.72

Q"rQmin Q"r.

Per ct.

+0.73

-7.00

 3.14

 3.46

+4.25

 .49

+6.52

+2.11

V'r =mean velocity found by party No. 1, with rods. 

V"r=mean velocity found by party No. 2, with rods. 

Vm=mean velocity found with meter, using six-tenths method. 

Q'r =discharge found by party No. 1, with rods. 

Q"r=discharge found by party No. 2, with rods. 

Qm =discharge found with meter, using six-tenths method.

In the Lockport and Glens Falls comparisons the meter was suspended from a bridge by means of an insulated wire. In the Rochester and Boonville comparisons it was suspended from a boat by means 

of the same wire. The conditions were very good during the Lockport comparisons. There was very little wind, the surface did not 

fluctuate, there was a good measurable velocity in all parts of the 

cross sections, -and no curve near to disturb the direct flow of the 

water. The meter discharge will be seen to agree closely with the rod 

discharge.
NEW YORK STATE CANALS AND FEEDERS. 23

The conditions were not' so good in the Rochester comparisons. 

The lower gaging station was too near a curve in the canal. The 

time of run of the individual rods at the same point differs by a considerable amount, much more than at the upper station. On the 

afternoon of September 20 the surface did not fluctuate much, but 

rain interfered somewhat with the work. The meter discharge for 

that day is 7 per cent greater than the corresponding rod discharge. 

The next day, September 21, the surface fluctuated somewhat, but 

not more than while much of the regular gaging work was being 

done. The rod discharge measurements for that day differ by 1.41 per 

cent, and the average meter discharge is larger than the rod discharge 

by 3.3 percent.

At Boonville the conditions were all good. The rod' discharges 

agree closely, as does one of the meter measurements with the corresponding rod measurement.

The Glens Falls comparisons are not very good the upper gaging 

station was too near a curve, and there was a strong probability of 

leakage from the feeder between the points where the rod measurements were made. There was no leakage visible on the surface, but 

the point where the measurements were made is only a short distance 

below the portion of the feeder which is noted for its large leakage, 

so that there probably was some leakage here, although it does not 

show on the surface.

For the reasons stated we believe that the results of the Glens 

Falls comparisons should be given little weight, and that those at 

Rochester should be given only half the weight of those at Lockport 

and Boonville.

Results of experiments at Cornell hydraulic laboratory. '

Date.

1900.

Do. ................ ...... ....... .....

Do. ................................. .

Do.. ............................. ....

October 26. --.....-....-----.. ..........

Do....... ................... .........

October 27.. ............................ .

Do ...................................

Do.. ............................... -

Do. ................................ ..

Do.. ............................ .....

Do.. ........................ .........

October 31. ..............................

Do.-.....-....-....-....-..-.-... .

Rod. gagings in canal.

Referred 

to standard weir.

Cu.ft. 

per sec. 

214.6 

140.5 

71.7 

38.2 

178.6 

125.3 

61.3 

30.9 

196.4 

132.4 

91.1 

50.3 

198.3 

125.3 

65.4 

31.1

Depth of 

water.

Feet. 

9.36 

9.25 

9.34 

8.81 

7.54 

7.55 

7.47 

7.38 

6.16 

6.30 

6.23 

5.85 

8.37 

8.39 

8.37 

8.26

Immersion, 75 per 

cent.

Velocity.

Ft. per 

fee. 

1.42 

.96 

.49 

.28 

1.51 

1.08 

.53 

.27 

2.07 

1.35 

.95 

.56 

1.54 

.96 

.51 

.25

Discharge.

Cu.ft. 

per sec. 

213.8 

143.0 

73.5 

39.1 

183.1 

131.0 

63.7 

31.6 

204.7 

136.7 

95.4 

52.2 

204.9 

129.1 

68.8 

33.1

Immersion, 90 per 

cent.

Velocity.

Ft. per 

sec.

0.95 

.48 

.27 

1.53 

1.06 

.52 

.26 

2.04 

1.34 

.94 

.55 

1.51

.50 

.24

Discharge.

Cu.ft. 

per sec.

141.0 

71.4

38.6 

184.8 

128.3 

62.5 

30.3 

202.4 

135.8 

94.5 

51.6 

202.4

67.3 

32.1

1 A recomputation of this data gave results slightly different from those contained in this 

report.
24 OPERATIONS AT RIVER STATIONS, 1900. PART I. [NO. 47. 

Results of experiments at Cornell hydraulic laboratory Continued.

Date.

1900.

Do... ..........

Do. ............

Do...... .. 

October26. . 

Do_......... ..

Do--. ----- .-

Do....... ......

Do-... . 

Do....... .

Do-- .- 

Do... .. .

October 39. ........

Current-meter gagings in canal.

Referred 

to standard 

weir.

Cu.ft. 

per sec. 

216.1 

140.5 

71.7 

38.3 

178.6 

135.3 

61.3 

31.3 

196.4 

133.4 

91.1 

50.3 

198.3 

135.3 

65.3 

31.3

Depth 

of 

water.

Feet. 

9.46 

9.37 

9.34

8.93 

7.67 

7.64 

7.58 

7.56 

6.S8 

6.40 

6.33 

6.01 

8.47 

8.51 

8.48 

8.46

Small Price meter (No. 363).

Six-tenths 

method.

Velocity.

Ft. per 

sec. 

1.47 

.99 

.49 

.38 

1.49 

1.05 

.53 

.36 

1.99 

1.33 

.94 

.54 

1.51 

.95 

.50 

.34

Discharge.

Cu.ft. 

per sec. 

333.0 

148.5 

73.3 

40.1 

184.1 

138.9 

63.8 

31.5 

201.4 

136.0 

95.7 

53.7 

206.5 

130.0 

67.7 

32.7

Integrating 

method.

Velocity.

Ft. per 

sec. 

1.43 

.9b 

.4fc 

.31 

1.53 

1.08 

.53 

.31 

3.03 

1.34 

.93 

.56 

1.55 

1.00 

.49 

.32

Discharge.

Cu.ft. 

per sec. 

317.5 

148.1 

73.7 

44.4 

187.8 

131.7 

63.8 

38.1 

305.4 

138.1 

93.8 

54.3 

311.7 

137.3 

67.1 

43.4

Small Price meter (No. 351), 

ordinary method.

Analytical.

Velocity.

Ft. per 

sec. 

1.45 

.95 

.48 

.34 

1.41 

.98 

.50 

.33 

1.88 

1.30 

.83 

.48 

1.38 

.84 

.44 

.19

Discharge.

Cu.ft. 

per sec. 

230.4 

143.1 

71.5 

83.3 

174.7 

130.0 

61.3 

38.1 

188.3 

123.8 

83.9 

46.5 

187.8 

114.5 

60.5 

35.3

Graphical.

Velocity.

Ft. per 

sec. 

1.44 

.95 

- .48 

.35 

1.43 

1.00 

.50 

.34 

1.90 

1.34 

.86 

.49 

1.44 

.86 

.45 

.21

Discharge.

Cu.ft. 

per sec. 

319.0 

143.3 

73.1 

35.5 

176.2 

123.1 

60.7 

29.3 

193.1 

137.3 

87.3 

48.0 

195.8 

117.3 

61.0 

28.9

Date.

1900.

TV>

Do-.. ..... .

Do. ......... ...

October 26.. .......

Do.... ..... .

October 37. .....

Do....... .

Do-.. ... 

Do...... ....

Do... ......

Do....... ..... .

October 31... ...... 

Do. ....... .....

October 39. ........

True velocity at 

meter 

station.

Ft. per sec. 

1.41 

.93 

.48 

.37 

. 1.44 

1.03 

.50 

.26 

1.94 

1.38 

.89 

.53 

1.45 

.93 

.48 

.33

Error in discharge computed by different methods when referred to standard weir.

Rod measurements.

Immersion, 75 

per cent.

Per cent. 

+3.64 

-1.74 

-3.56 

3 44

-3.57 

-4.55 

-3.94 

3 34

-4.33 

-3.34 

-4.75 

-3.74 

-3.36 

-3.05 

-5.14 

-6.14

Immersion, 90 

per cent.

Per cent.

-0.37 

+ .38 

-1.03 

-3.51 

 3.40 

-1.93 

+2.01 

-3.06 

-3.53 

-3.74 

-3.63 

-3.11

-3.88 

-3.16

Meter measurements.

Six-tenths 

method.

Analytical'.

Per cent. 

-4.11 

-6.13 

-3.08 

-6.00 

-3.09 

-3.76 

-4.88 

-1.04 

-1.46 

-3.18 

 5.33 

 5.93 

 3.71 

-3.75 

 .81 

-3.47

Graphical.

Percent. 

-3.17 

-5.70 

-3.08 

-4.86 

-3.09 

-3.86 

-4.08 

-1.04 

-3.55 

-3.71 

-5.08 

-4.75 

-4.15 

-3.75 

 2.35 

-4.65

Integrating 

method.

Per cent. 

- 0.63 

- 5.37 

- 1.59 

-16. 16 

- 5.17 

- 5.12 

- 4.08 

-32.10

- 4.86 

- 4.37 

- 2.96 

- 7.65 

- 6.76 

- 9.54 

- 2.80 

-39.30

Ordinary 

method.

Per cent. 

- 1.97 

- 1.84 

+ .34 

+13. 84 

+ 3.17 

+ 3.60 

- .08 

+10.00 

+ 4.14 

+ 6.49 

+ 7.89 

+ 7.67 

+ 5.38 

+ 8.60 

+ 7.44 

+19. 34

Ordinary 

method 

computed 

from velocity 

curves.

Per cent. 

-1.13 

-1.94 

- .64

+7.03 

+1.34 

+1.75 

+ .90 

+6.44 

+3.20 

+3.84 

+4.08 

+5.73 

+1.33 

+6.41 

+6.63 

+7.57

NOTE. Minus sign indicates that the discharge is greater than that by standard weir; plus 

sign indicates that it is less than that by standard weir.

Referring to the Rochester comparisons, it must not be inferred 

that because the rod discharges found by the two parties on September 21 agree closely, and the meter and rod discharges of the 

20th differ by 7 per cent of the rod discharge, that this difference is
NEW YOEK STATE CANALS AND FEEDEBS. 25

all due to the nieter. At least half of it is chargeable to the rod 

measurement. The two sets of velocity readings given by the meter 

on the 20th agree closely; there is nothing about them that will 

account for this large difference. The time of run of the rods, however, differs by a considerable amount, as already stated. The rodmeasuring party was hindered by the rain and by the refusal of one 

of the men to work in the rain.

The results of the experiment work are given in the foregoing 

tables. The method of procedure was to open the head gates until 

the head on the weir was such as to give the desired discharge; then 

the slits in the bulkhead and the height of the gates at the lower 

end of the canal were adjusted so as to give the desired depth of 

water in the canal. As soon as the flow of water became steady, three 

parties began measuring the discharge of the canal, one with rods and 

two with current meters. Two lots of rods were used, one lot' of 75 

per cent depth of immersion, the other lot of 90 per cent depth of 

immersion; the former rods were lettered, the latter rods were numbered, so that they could easily be recognized as they passed under 

each wire. One of the current-meter parties measured the discharge 

in the ordinary way; the other party used the six-tenths and the integrating methods, and after completing their measurements they 

assisted the rod-measuring party, four stop watches being then employed and the number of rods observed in a given time being nearly 

doubled. The rod work was continued until the other meter party 

completed its measurement. During the experiment a gage giving 

the head on the weir and two gages giving the depth of water in the 

canal and the slope of the water surface, respectively, were read every 30 

seconds. As a check on the weir gages and canal gage readings other 

readings were taken with a hook gage several times during the experiment. The length of run of the rods, or the distance between the 

chains was as follows: 25 feet for the 2-foot velocity, with a starting 

distance of 10 feet; 20 feet for the 1-foot and the 1.5-foot velocities, 

with a 10-foot starting run; 10 feet for the 0.5-foot velocity, with a 

10-foot starting run; and 7 feet for the 0.25-foot velocity, with an 

8-foot starting run. The number of rod observations made in an 

experiment varied from 50 to 150. The observations of each rod-discharge experiment were platted, using the distance from the side of 

the canal as abscissa and the time of run as ordinate, and a mean 

time curve was drawn. The mean time was found from this curve, 

and from that the mean velocity, which multiplied by the cross-sectional area gave the discharge.

In the six-tenths method the meter was held with its center at sixtenths of the depth from the surface, and, successively, at 1, 3, 7, 9, 

13, and 15 feet from one side of the canal, and the revolutions in two 

consecutive periods of 50 seconds each were counted from the indications of an electric buzzer. The meter was then held at the same distances from the other side of the canal, and the revolutions in two
26 OPEKATIONS AT EIVEE STATIONS, 1900. PAET I. [NO. 47.

consecutive 50-second periods were counted as before. These observations gave four measurements of velocity, covering a period of 50 

seconds each, in these six verticals, at six-tenths of the depth below 

the surface. These points were platted, using the distance from 

the side of the canal as abscissa and the revolutions in 100 seconds as 

ordinate, and a mean curve was drawn. The mean number of revolutions for the whole cross section was computed from this curve and 

converted into mean velocity by the use of a rating table. The discharge was then found by multiplying the mean velocity by the crosssectional area. The discharge was also found, analytically, without 

platting the points and drawing a mean curve. The difference 

between the weir discharge and the meter discharge, expressed in per 

cent, as found by these two processes, is given in the table on page 

24. As a rule, the discharge found by using the curve is more accurate than that found without it.

In the integrating method the meter was moved in the following 

way: Its center started at 0.5 foot from the bottom and 1 foot from 

the side of the canal, and passed slowly to the surface at 4.5 feet from 

the side, then to 0.5 foot from the bottom and 8 feet from the side; 

then to the surface at 11.5 feet from the side, then to 0.5 foot from 

the bottom and 15 feet from the side. The time at the beginning and 

end of this operation was noted, and the revolutions of the meter wheel 

were counted, as indicated by the buzzer. The meter was then carried back over the same path at about the same speed, the time of 

passage being noted and the revolutions of the meter wheel counted 

as before. The discharge was computed by dividing the sum of the 

revolutions of the meter wheel in the passage across the canal and 

back again by the corresponding time, converting this into velocity 

and multiplying by the cross-sectional area.

In the ordinary method the meter was held by a rod at five points 

in the same six verticals in which the other meter was held, and the 

number of revolutions of the meter wheel, in single periods of 60 seconds each, were read from a recorder. The points in the verticals were 

usually If inches, 1 foot, and 2 feet from the bottom, the surface, and at 

one other point between the two. The recorder indicated only complete revolutions, while with the buzzer quarters of a revolution could 

be recognized. The mean velocity shown by the observations with 

this meter has been computed in two ways: (1) The mean number of 

revolutions per second of the meter wheel while being moved from one 

side of the canal to the other, at the five depths of immersion, have 

been computed and platted and a curve drawn through them, from 

which the mean number of revolutions per second for the whole cross 

section has been found, and this converted into mean velocity by the 

use of the rating table; and (2) the mean velocity has been computed 

by using with these observations the observations obtained at the 

same time with the other meter, using the six-tenths method, the 

mean revolutions per second at the different depths being converted
NEW YORK STATE CANALS AND FEEDERS. 27

into velocity and platted on a large scale, the velocity at six-tenths 

the depth being platted therewith and a mean velocity curve drawn 

among the points (not necessarily connecting them), from which the 

mean velocity for the whole cross section was found. The discharge 

found from the mean velocity computed in the latter way is given 

in the table on page 24, also the velocity found by the ordinary method.

Meter No. 351 used in the ordinary way did not work well on 

November 1. The wheel did not turn continuously for the small 

velocity 0.229 foot per second, but would stop for a few seconds 

and then start again. The other meter (No. 363) worked much better 

for the same velocity. The rating tables, however, indicate that the 

latter meter will measure a smaller velocity than the former. It 

should be said that the rating table for meter No. 351, which was used 

to convert revolutions into velocity, is for the meter suspended by a 

cable and not held by a rod. There was not sufficient time to rate it 

on a rod before making the computations.

In the table on pages 23 and 24 two values of depths are given; the 

one in the third column on page 23 is the mean depth for the 40 feet 

of distance passed over by the Tods, the other (third column, top of 

page 24) is the mean depth at the meter station, and is for "a distance 

of 15 feet. Two values of discharge of the standard weir are given for 

each experiment, the one in the second column being the average for 

the period during which discharge was measured by rods and meter, 

using the ordinary method; the other being for the period during 

which the discharge was measured by meter, using the six-tenths and 

integrating methods.

It will be seen from the table on pages 23 and 24 that the rod discharge and the meter discharge for the six-tenths method and for the 

integrating method are greater than the weir discharge, and that the 

meter discharge by the ordinary method is less than the weir discharge. The sign used is that of the correction to be applied to the 

meter or rod discharge to obtain the standard weir discharge. The rod 

discharge for 90-per cent rod immersion is on an average about 2 per 

cent greater than the weir discharge, and the rod discharge for 75-per 

cent rod immersion and the meter discharge by the six-tenths method 

are each on an average 3.5 per cent greater than the weir discharge. 

The variation from the weir discharge, which we will call the error, 

is in each case slightly greater for the lower velocities than for the 

higher velocities. The extreme percentage difference between any 

discharge and the mean of all the corresponding discharges is about 

2.6 per cent. The error in the discharge as found with the current 

meter, using the ordinary method, is seen to increase as the velocity 

decreases, and the error in the meter discharge as found by the integrating method is seen to also increase as the velocity decreases. It 

also increases as the speed at which the meter is carried through the 

water increases. This we know must 'be the case, since the velocity 

indicated by the meter is the resultant of the velocity of the water
28 OPERATIONS AT RIVER STATIONS, 1900. PART I. [NO. 47.

and the velocity of the nieter as it is moved through the water. When 

the velocity of the water is small, doubling the speed of the meter 

will nearly double the indicated velocity. In the following table is 

given the speed, in feet per second, of the meter, also the percentage 

of difference between the true velocity and the velocity as found by 

the integrating method. For a given speed of meter, the error is seen 

to be greater for the low velocities than for the higher, and for any 

given velocity of water the error increases with the speed of the meter.

Table showing effect of change of speed of meter in the integrating method, computed from experiments at Cornell University.

UclvV*

1900.

October 24 .................

Do-.....-...-.... .....

Do. ................ ....

Do.....................

October 26 .................

Do---..----.............

Octobers? .................

Do .....................

Do.....................

Do..-...-......,. ......

Do......... ............

Do.....................

October 29 .... ............

October 31 .................

Do.....................

November 1 ...............

November 29 ...............

Depth of

water.

Feet. 

9.460

9.374

9.338

8.918

7.673

7 64/1

7.582

7.557

6.278

6.399

6.319

6.005

8.476

8.470

8.508

8.455

8.476

(S) 

Speed of

grating 

method.

Ft. per sec. 

0.118

.142

.164

.107

'.137

.135

.143

.128

.180

.154

.188

.142

.151

.293

.258

.185

.301

m (V)

locity.

Ft. per sec. 

1.409

.932

.477

.265

1.444

1.018

.502

.255

1.940

1.283

.893

.515

.478

1.454

.915

.229

.478

(Vi) 

Velocity by

integrating 

method.

Ft. per sec. 

1.429

.982

.485

.308

1.519

1.079

.522

.312

2.030

1.338

.920

.555

.492

1.552

1.002

.319

.572

V-Vi

V.

Per cent. 

- 1.42

- 5.36

- 1.68

-16.23

- 5.20

5.99

- 3.99

-22.35

 4.64

 4.29

- 3.02

- 7.77

-29.29

- 6.74

- 9.51

-39. 30

-19.67

CONCLUSIONS.

Assuming that the discharge given for the Cornell University weir 

is correct, the greatest percentage error in discharge when measured 

with rods of 90 per cent depth of immersion is 3.74 per cent. The 

range of percentage errors, omitting that on November 27 for velocity, 

0.255 foot per second, is 4 per cent, the mean error for all depths and 

velocities is 2 per cent, and the greatest variation from this mean is 

2.5 per cent. The greatest percentage error in the discharge when 

measured with rods of 75 per cent depth of immersion is 6.14 per cent. 

The range of these percentage errors, omitting that on November 24 

for the velocity of 1.409 feet per second, is 4.4 per cent. The mean 

error for all depths and velocities is 3.5 per cent, and the greatest 

departure from this mean is 2.6 per cent. The greatest percentage 

error in the discharge as found with the current meter, using the sixtenths method, is 5.7 per cent, and the range of these percentage 

errors is 4.7 per cent. The mean percentage error for all depths 

and velocities is 3.5 per cent, and the greatest departure from this 

mean is 2.6 per cent.

From these facts we may conclude (1) that a discharge measure-
MAINE. 29

merit of a canal or feeder may be in error 6 per cent when its mean 

velocity is small, but that, as a rule, the error will not be more than 

3.5 per cent, and (2) that a measurement of loss from a section, which 

is mainly the difference between two simultaneous discharge measurements, may be in error 4.7 per cent the largest difference that can 

be obtained by subtracting any two of the percentage errors in the 

third, fourth, and sixth columns of the table on page 24, except the 

two just mentioned, and it is very unlikely that this worst combination of errors will ever occur; but it is quite likely that the errors 

made by the two parties will be about the same in magnitude and 

have the same sign, in which case the measured percolation is nearly 

free from error. The average error in the measured percolation is 

probably not more than 2 per cent, and does not depend on the correctness of the standard weir discharge.

Of no little interest and importance is the fact, brought out by these 

comparisons and accuracy tests, that the current meter will give 

quickly and with a high degree of accuracy the discharge of canals 

and feeders or other channels of rectangular and trapezoidal cross 

section with fairly smooth bottoms.

The general subject of the relative accuracies of the various methods 

of measuring stream flow should be more thoroughly investigated, 

and it is hoped that more light will be thrown upon obscure points in 

river hydraulics and some improvements be suggested in the methods 

of measuring the flow of streams.

MEASUREMENTS AT RIVER STATIONS. 

KENNEBEC RIVER AT WATERVILLE, MAINE.

This river was described by Prof. Dwight Porter in the Nineteenth 

Annual Report, Part IV, pages 65 to 84. Tables of its daily discharge from 1892 to 1898 will be found in Water-Supply Paper No. 

27, pages 11 to 14; and similar data for 1898 and 1899 will be found 

in Water-Supply Paper No. 35, pages 25 and 26. The figures for the 

latter year, however (April to December, inclusive), were not computed with the same degree of accuracy as were those for former years, 

and since the publication of Water-Supply Paper No. 35 they have 

been recomputed, and the revised figures for the vear 1899 and those 

for the year 1900 are presented herewith.

The computations for this station include the figuring of the discharge over the dam, through the waste gates and waste weirs, and 

through the various wheels of the Hollingsworth and Whitney mills. 

The Sunday flow at times, especially at low stages of the river, is 

found to be irregular, as the mill at Waterville is sometimes operated 

Saturday nights, drawing the water from the pond, so that on Sunday 

there is no flow except that due to leakage. During the dry season 

there is usually less water passing on Sundays than on week days, 

for at many of the mills on the river the dams are closed in order to 

allow the ponds to fill.
30 OPEBATIONS AT EIVEE STATIONS, 1900. PAET I. [NO. 47.

Daily discharge, in second-feet, of Kennebec River at Waterville, Maine, for 1899. 

[Drainage area, 4,410 square miles.]

Day.

1. ..........

2

3. 

4. ...... ....

5.--....-.-.

6...........

8.- ------

9...........

10...........

11- .

12

13...........

U. ..........

15...........

16...........

17.. .. 

18. ..........

19...... ....

20...........

SI...........

22. ...... ... .

23...........

24. . .

25. 

26. ....... ...

27- - 

28... ....

29...........

30- . 

31. .......

Mean .

Jan.

2 529

2,202

2,274

2,159

2,453

2,451

2,449

1,739

2,757

2,513

2,400

2,386

2,404

2,436

1,678

2,731

2,439

2,631

2,434

2,629

2,440

2,094

2,709

2,154

2,435

2,450

2,454

2,434

1,245

2,513

2,453

2,357

Feb.

2,458

2,198

2,187

2,163

1,580

2,505

2,173

2,071

2,057

2,152

2 141

2,244

2,348

1,964

1,844

2,392

2,434

2,727

2,198

2,915

2,734

2,744

2,451

2,745

2,929

1,420

3,039

3,362

2,363

Mar.

3,382

3,047

3,333

3,324

1,960

3,331

3,563

3,516

3,502

3,428

3,357

2,302

3,353

3,423

3,624

3,773

3,501

3,253

1,960

3,320

3,080

2,778

2,711

2,837

2,770

2,030

 > 7Sfi

2,740

2,998

3,962

6,820

3,218

Apr.

6,411

6,214

6,160

6,017

6,207

6 227

6,' 433

7,007

7 541

9*001

9,650

9,405

11,181

19,700

23,106

38,826

30,532

30,312

37,096

41,565

34,540

30,286

39,550

45, 724

41,739

43,139

45, 795

39,943

41,584

39,300

24,006

May.

41,756

39,665

36,589

36,942

30,922

30 531

30,125

29,447

26,888

24,803

22 132

20,229

18,697

19 643

14,886

15,099

17,307

15,073

15,071

15,684

16,262

18,287

17,271

15,900

15,925

11,480

12,567

12,303

13,064

13,035

12 823

21,303

June.

13,044

12, 790

10,647

11,673

12,264

11 123

10,563

12,748

12, 517

12 506

10,738

10,278

6,039

7,030

6,739

7,557

5,913

6,807

7,290

6,483

7,101

7,317

7,319

7,516

5,673

7,301

7,315

6,880

7,038

6,445

8,821

July.

6,115

5,024

5,363

3,178

5,258

5,120

5,076

5,367

3,936

5,142

5,123

4 866

5^ 100

5,950

5,078

4,043

4,866

5,232

4,948

4,880

5,499

6,367

5,688

6,509

5,837

5,916

5,502

5,649

4,170

2,500

4,087

5,077

Aug.

4,809

3,594

4,442

4,199

4,498

4,415

5,064

5,195

4,388

4,128

4,101

3,954

2,699

3,964

3,538

3,213

3,007

3,321

2,643

1,343

2,748

3,377

2,956

2,534

2,180

2,158

1,089

2 288

2, 203

2,065

2,354

3,302

Sept.

1,623

3,010

567

1,612

2,070

2 082

3,070

2 352

246

2,635

2,067

2,340

2,370

2 357

l|261

1,298

1,416

2,005

3,362

3,006

2,351

2,348

1,073

2,031

1,761

1,466

2,046

1,951

2,091

1,854

Oct.v

1,443

1,665

1,415

1,969

1,449

1,476

1,215

940

774

1,784

1,968

1,391

493

1,378

1,667

1,366

1,096

1,377

1,120

1,408

1,334

1,104

995

1,149

1,121

406

1,104

1,086

1,274

Nov.

1,390

2,819

4,093

4,109'

2,995

3,327

3,106

2,637

2,338

2,119

1,698

1,488

1,970

2,017

2,053

1,823

1,739

1,718

2,317

1,748

2,085

2,035

2 ' 028

1,413

1,743

1,744

2,252

Dec.

1,456

1,441

747

3,913

3,567

3,196

2,015

2,070

1,737

1,393

1,160

2 022

5 323

4,410

4,621

1,861

2,695

2,027

2,611

1,878

3,340

3,617

2,068

2 323

2,330

1,821

1,474

2,741

Daily discharge, in second-feet, of Kennebec River at Waterville, Maine, for 1900.

Day.

1. ......... .

2

3. ... ...

4.. ......

5.. ..... .

6...........

7.. ......

8.. ......

9_ .......

10. .... ......

11. ..........

12

13. ......... .

14 .

15. .... ......

16 _

\1 ...........

18. ......

19. ......

20- .. 

21

23

23

24

25

26_._. .......

27. . 

28. ......

29..... .

30 ......

31 ......

Mean.

Jan.

1,463

1,565

1,604

1,653

1,193

1,452

1,304

2,324

2,060

1,998

1,751

1,711

1,009

696

1,713

1,996

1,755 

1,748

2,064

1,792

656

2,060

4,045

3,748

3,697

3,684

3,609

3,007

6,851

4,311

5,399

2,384

Feb.

7,117

3,696

3,628

3,166

3,159

3,188

3,303

2,925

3,114

1,615

2,933

12,148

15,696

21, 761

19,766

15,073 

11,998

5,871

7,090

6,978

6,123

5,308

4,117

18,833-

13,387

23,971

18,375

9,050

Mar.

15,468

13,353

9,656

11,445

6,544

6,240

9,323

4,913

4,947

4,927

4,373

4,950

4,933

4,799

5,051

10,516

7,479 

12,670

20,538

12 562

12^448

12, 412

11,361

10,742

9,792

9,460

8,925

8,604

8,391

8,410

8,498

9,153

Apr.

8,792

8,381

9,338

U fU7

15,937

15 544

19,' 353

37 072

24:', 219

19,765

17,053

30,560

25,463

27,373

26,429

31 224

33,034 

35,155

42,557

60,541

62 291

55,863

51,180

44,064

38,913

33,353

27,800

23,905

21, 793

14,688

28,473

May.

23 830

27,905

28 823

52' 268

48,843

39,585

34,551

28,889

33,561

38,628

25 277

22,411

30,804

18, 378

32,307

29,793

29,945 

31,845

40,265

48,460

44,163

35,060

25 403

23', 333

21 682

18.907

17,467

15,469

19,171

16,301

14,113

28,272

June.

12,115

13 783

15^730

35,091

19,591

16,103

14,088

12, 792

10,930

10,495

10,083

10,148

9,661

10,168

7,707

9,141

7,256 

7,808

7,308

5,866

6,402

6,651

6,613

5,015

6,669

5,066

5,803

7,679

7,189

9,043

10,033

July.

4,849

8 233

7,530

2,763

6,715

6,255

6,271

4,799

6,465

6,501

5,767

4,984

12,281

9.601

6 262

7,018

5,112 

6,017

5,652

6,057

5,678

4,386

5,253

4,923

4,737

5,403

4,857

4,872

2,344

4,231

3,725

5,791

Aug.

4,910

5,149

5,525

5,601

4,431

5,357

4,708

4,597

4,573

4,758

4,462

2,637

4,651

4,716

4,450

4,750 4,834' 

4,624

3,075

4,547

4.072

3,203

4,029

3,649

1,016

3,169

3,501

3,629

3,147

3,454

4,173

Sept.

4,238

1,635

3,191

3,180

2,905

2,913

2,865

2,908

2,276

2,330

2,871

2,865

2,560

2,851

3,836

2,436

3,130 

3,147

2,776

2,603

3,044

2,776

3,137

2,887

2,563

2,575

2,568

3,169

2,197

2,807

Oct.

2,859

3,337

3,134

2,876

2,565

2,168

859

3,457

3,715

3,716

4,051

4,106

4,003

3,590

3,993

3,993 

4,190

3,989

3,720

3,392

3,164

3,185

2,621

2,902

2,624

2,373

1,520

2,903

2,623

2,338

3,065

Nov.

2,307

2,357

2,293

1 502

1,660

2 360

i;604

1,630

3,819

17,580

11,531

13,301

10,314

8,564

5,839

4,877

3,706 

6,533

5,079

5,215

8,107

6,360

13,471

8,620

7,886

7,000

7,330

9,693

5,214

6,660

6,376

Dec.

6,540

4,394

6,146

5,968

4,640

4,583

4,506

4,701

3,548

4,498

2,978

3,504

3,851

4,078

4,101

3,080

3,958 

4,068

3,505

3,809

3,799

4,109

1,895

3,880

3,196

4,311

4,498

4,299

4,035

2,468

4,050

4,096
MAINE. 31

COBBOSSEECONTEE RIVER AT RESERVOIR DAM NEAR AUGUSTA, MAINE.

This river is described in the Nineteenth Annual Report, Part IV, 

pages 79 and 80. The record of the discharge measurements from 1890 

to 1899, inclusive, will be found in Water-Supply Paper No. 35, pages 

28 to 33. The following measurements of daily discharge for 1900 

were furnished by Mr. Alexander H. Twombly, engineer of the Forest 

Paper Company, of Yarmouthville, Maine. The measurements are 

made at the reservoir dam, where the discharge of the river is controlled 

by gates, except during flood stages. The gates are closed on Sundays and no water is allowed to pass. The great Cobbosseecontee 

dam furnishes a supplemental supply to the reservoir below, and 

water is occasionally drawn from it.

Daily discharge, in second-feet, of Cobbosseecontee River at upper dam near

Augusta, Maine, for 1900,

[Drainage area, 330 square miles.]

Day.

1.. . ........

2

3. . .........

4...........

5.. ... ......

6. ...... ....

7 ....... ...

8...........

9...........

10...........

11 ..... ......

12. ......... .

13...........

14...........

15-....-- 1

16. . 

17... ....

18. ...... ....

19...........

20-.. 

21

22...........

23. .. ........

24...........

25

26

27...........

28

29 ...... .....

30. ..........

31 .......

Mean .

Jan.

130

130

130

125

125

125

(a)

130

110

100

90

90

90

(a)

100

95

90

90

90

90

(«)

140

160

200

200

200

200

(a)

320

220

220

136

Feb.

220

220

220

(a)

220

220

220

220

220

220

(a)

220

220

2,194

1,573

1,283

856

562

425

294

270

270

270

270

(a)

564

662

776

508

Mar.

815

1,483

2,316

2,055

1,911

1,622

1 481

1,295

1,155

1,155

1,153

1,116

1,037

999

999

999

1,615

1,611

1,473

1,518

1,811

1,662

1,517

1,472

1,334

1,289

1,206

1,206

1,105

1,015

925

1,365

Apr.

776

495

417

656

977

907

1,087

1,379

1,380

1,342

1,297

1,297

1,297

1,297

],297

1,313

1,105

1,072

1.260

1,380

1,338

1,260

1,223

1,223

1 182

869

570

377

(a)

300

1,044

May.

300

300

300

413

803

934

831

606

456

413

348

300

(a)

300

300

300

300

300

300

585

704

998

1,325

1 422

1.301

1,016

456

357

300

300

300

563

June.

300

300

(a)

snn

280

280

280

280

280

(a)

280

280

2SO

280

280

280

280

280

280

280

280

280

(a)

280

280

280

280

280

280

282

July.

(a)

280

280

(a)

280

280

280

280

280

280

280

280

280

(a)

280

280

280

280

280

280

(a)

280

280

270

260

260

260

(a)

260

260

276

Aug.

260

260

260

260

(a)

260

260

260

260

260

260

(a)

260

260

260

260

260

260

(a)

260

275

275

275

275

275

(a)

275

275

275

260

260

264

Sept.

260

(a)

260

260

240

240

240

240

(a)

240

240

240

235

230

230

(a)

250

250

250

250

345

250

(a)

250

250

250

250

245

230

(a)

245

Oct.

230

220

190

175

175

K.O

(a)

160

175

180

190

220

«J9Q

(a)

220

220

220

220

220

220

220

220

220

220

220

220

(a)

220

220

200

206

Nov.

180

165

140

(a)

130

130

130

130

200

220

(a)

220

220

220

220

220

220

(a)

220

220

220

220

220

220

(a)

220

220

220

220

220

199

Dec.

220

(a)

220

220

220

220

220

220

(a)

220

220

240

240

230

230

(a)

240

240

240

240

240

240

(a)

240

(a)

240

240

240

240

(a)

240

232

a Water shut back on Sunday when under control. 

ANDROSCOGGIN RIVER AT RUMFORD FALLS, MAINE.

This river receives the drainage from the Rangeley and other lakes 

near the border line between Maine and New Hampshire. It flows in 

a southerly and southeasterly direction, descending with rapid fall, 

and is one of the most valuable streams in New England for waterpower purposes. It is described in the Nineteenth Annual Report, 

Part IV, pages 84 to 97. Figures of daily discharge will be found in 

Water-Supply Papers No. 27, pages 14 to 16. and No. 35, page 28; also
32 OPERATIONS AT RIVER STATIONS, 1900. PART I. [NO. 47.

in the Twentieth Annual Report, Part IV, pages 67 to 69. Figures 

of monthly discharge for the year 1899 will be found in the Twentyfirst Annual Report, Part IV, page 57.

The following table of the daily discharge of Androscoggin River for 

the year 1900 has been furnished by Mr. Charles A. Mixer, resident 

engineer of the Rumford Falls Power Company, who states that notable features of the discharge of the river for that year (1900) are the 

high maximum discharge and the high average for February. There 

is no previous record or recollection of thaws or rains in that section 

during that month, but in February, 1900, there were two such periods of thawing and rainfall. The precipitation for the month was 7.96 

inches, the greatest on record, most of it in the form of rain. In 1898 

the precipitation amounted to 7.25 inches, but all in the form of snow, 

so that the effect on the river was not apparent until spring.

Daily discharge, in second-feet, of Androscoggin River at Rumford Falls, Maine,

for 1900.

[Drainage area, 3,330 square miles.]

Day.

1-..........

2

3...........

4. ..........

5...........

6. .... ......

7...........

8...........

9. ....... ...

10. ....... ...

11.. .........

12...........

13...........

14...........

15...........

16...........

17...........

18...........

19...........

20...........

21. ........ ..

23...........

23...........

24...........

25. .... ......

36...........

27...........

28.. .........

29...........

30...........

31...........

Mean .

Jan.

1,231

1,170

1,171

1,190

1,198

1,258

1 324

1,289

1,189

1,115

1,130

1,135

1,211

1,139

1,178

1,147

1,351

1,196

1,181

1,241

3,195

3 231

3,169

1,879

1,765

1,698

1 638

1,383

1,315

1,385

1,350

1,408

Feb.

1,351

1,295

1,346

1,869

1,362

1 277

1,334

1,354

1 438

1,430

1,654

1 467

1,777

6,009

5,570

4,151

3,599

2,973

3,954

3,562

3,408

3,306

3,146

3,003

3,336

5,157

4,636

3,814

3,555

Mar.

3,063

3,849

3,791

9 ion

3 434

3 136

3,047

1,794

1,810

1,836

1,801

1,768

1 71Q

1,600

1,773

1,620

1,901

3,549

2 425

2,179

3,491

3,729

2,647

3 355

1,894

1,930

1,819

1,776

1,836

1,788

1,919

2,109

Apr.

1,830

1,933

2,036

3,561

3 734

3^791

3,593

4,730

4,603

3,836

3,318

3,989

4,138

4,099

4,943

6,230

8,171

9 220

16,130

22,025

31, 980

21,317

21,593

21,837

20,250

17, 679

15,739

13,458

12,877

13, 274

9,763

May.

16,182

13,249

12,008

17,092 iq iron

in w;

10,165

9,131

8,283

9 4fiS

8,024

7 038

6^720

7 734

10* 917

13| 415

12,063

13,877

18,383

34,531

33,126

19,930

17,633

16,391

14, 778

13,408

13,395

9,687

9,250

6,973

6,632

12,633

June.

5,582

5, 953

6,850

7 458

7' 016

6,196

6,341

5,637

5,550

4,948

4,850

4,509

4,609

4,363

4,113

4 487

4,439

3,015

2,956

3,381

3,311

2, 955

2,037

1,948

1,893

1,855

1,855

1,810

1,931

3,070

4,127

July.

1,780

1,781

1,705

1,640

1,760

1 744

1^791

1,800

1,803

1,798

1,719

1,777

1,781

1,949

3,000

1,880

3,561

2,992

3,168

3,043

3 850

3,885

2,834

9 77Q

2,844

2,828

2 727

2,530

2,020

1,782

1,686

3,201

Aug.

1,611

1,560

1,504

1 119

1 W\

1,486

1,490

1,505

1,685

1 722

1,630

1 630

1,592

1,648

1,811

1,942

2,009

1,918

1,703

1,714

1,523

1 463

1,437

1,459

1,391

1,318

1 382

1,387

1,369

1,413

1,503

1,574

Sept.

1,650

1,600

1,650

1,682

1,672

1,603

1 482

1,299

1,264

1,275

1,247

1,273

1,390

1,352

1 332

1, 389

1,478

1,667

1,660

1,656

1,658

1,913

1,860

1,860

1,712

1,745

1,697

2,035

1,930

1,860

1,596

Oct.

1,985

1,856

1,987

2,137

2,062

2,056

2,079

2,010

2,053

2,006

2,703

3,754

3,197

2,731

3,472

3,615

3,033

3,007

3 255

2,043

1,930

1,509

1,754

1,765

1,676

1,618

1,430

1,430

1,492

1,482

1,500

2,213

Nov.

1,530

1,466

1,504

1 460

1,479

1,466

1,547

1,694

10, 131

13,061

7,535

5,230

4,436

3,870

3,636

3,610

3,104

3,330

3,330

3,893

6,398

6,794

5,819

4,681

3,500

2,934

3,374

3,112

3,624

2,834

3,945

Dec.

3,264

3,250

3.059

3,192

2,088

2,173

2,375

2,833

2 030

1,939

1,983

2 339

3,571

2,329

2,470

2,650

2,003

2,071

2,114

2,357

2,215

2,042

2,265

1,764

2,420

2,632

2,300

1,871

1,983

1,831

1,865

2,331

MERRIMAC RIVER AT LAWRENCE, MASSACHUSETTS.

Careful records of the flow of this river at Lawrence, Massachusetts, 

have been kept for more than fifty years, but they have never been 

published in full. Figures for the monthly maximum and minimum 

discharge from 1890 to 1897 were published in the Nineteenth Annual 

Report, Part IV, pages 113 to 115, and similar figures for 1898 in the 

Twentieth Annual Report, Part IV, page 73. In Water-Supply Paper 

No. 35 will be found the figures for the daily discharge for 1897, 1898, 

and 1899. The figures for 1900 are published herewith.
MASSACHUSETTS AND NEW HAMPSHIEE. 33

Daily discharge, in second-feet, of Merrimac River at Lawrence, Massachusetts,

for 1900.

[Drainage area, 4,553 square miles.]

Day.

1.... . ......

2..... .....

3 -- 

4. ...... ....

5.- .

6...........

1. ..........

8...........

9... .

10.... --.

11. ..........

12. ........ ..

13... ..--.

14.- .- 

15- -

16. .... ......

17. ...... ....

18.. .

19. ..........

30.. ........ .

21-. . .

22

23

24....... .

25

26-. .........

27- ... 

28. ..........

29

30.. .-. 

31.... ....

Mean .

Jan.

V j

3,230

2,696

2,471

1,860

1,902

1,209

M

2,649

2,561

2,220

2,182

2 327

1,463

266

2,654

2,574

2,269

3,335

2,394

1,893

2,041

6,810

t Qfai

&JL§4

7 234

6,027

4,401

3,891

6,291

5,323

4,776

3,360

Feb.

« J

4,631

4,408

2,871

2,46?

5,520

5,687

5,910

5,933

7,112

9,550

9,060

9,930

12,720

47,000

ll 745

28^923

19,311

13,731

12,947

11,549

12,317

19,300

20,400

24,772

27,591

23,911

19,187

16,481

Mar.

17,a50

33,802

33 090

26,893

20,329

17,011

14,368

13,356

13,067

12,211

11,403

11,067

10,875

§,984

10,684

13,364

14,243

14,536

16,437

20,324

19,517

16,729

14,555

12,680

12,449

11,429

11,065

11,264

11,290

11 ' 484

16,245

Apr.

11 12?

12 507

13', 412

15,389

16, 797

17,602

19,458

21, 184

21,511

18,308

15,157

13,660

14,497

14,557

.13,646

14,643

15,945

17,886

;J2,372

,59,896

 MiW

50,809

37,402

34,627

33,144

 20,338

16,730

14,422

11,727

11,326

18,500

May.

10,674

11, 597

11, 485

12,887

15,881

13,223

11,654

10,332

9,817

9,661

10,324

8,880

7,629

7,972

7,001

8,313

10,062

8,772

7,885'

11,519

15 538

12^433

10,344

9,195

7,867

6,824

7,271

6,455

6 J 27*5

10,034

June.

5,332

4,356

4,397

6,520

7,492

t fi!6

6,491

5,721

4,178

3,873

5,275

3,899

3,701

3,702

3,811

2,705

2,800

4,368

3,526

2,940

2,931

3,062

2,233

JL48Z

3,915

2,987

2,732

2,377

2,448

1 825

3,957

July.

479

2,370

311

2,226

2,369

1,695

350

2,471

2,372

2,315

2,339

2,270

1,629

186

2,022

2,206

2,228

2,299

2,283

1,483

J^f?

2,125

2,365

2,133

2,159

2,189

1,641

342

2,487

2,317

1,818

Aug.

2,134

2,192

2 338

1,505

113

2,038

1,694

1,771

1,860

1,939

1,347

2 562

2,461

2,218

2,354

2,483

1,986

1,372

3^41

2,46Ti

2,229

2,072

2,072

1,433

296

1,754

2,030

1,958

1,889

1,956

1,876

Sept.

1,389

417

284

2,340

2,206

2,099

1,912

1,252

90

1,901

1,637

1,540

1,626

1,428

732

37

1,673

2,155

2,242

2,202

1,977

1,245

£&

2,175

-^385

2,229

2,209

2,159

1,498

309

1,513

Oct.

' Y

2,763

2,490

2 289

2J37

2,109

1,482

%W

2,315

2,515

2,580

2,752

3,300

'LiQfF 2~914

&4|, 3,3T6

2,904

3,201

3,117

2,283

890

3,248

2 702

2,643

2,438

2,447

1,568

961

2,887

2,484

2 523

2,517

Nov.

V J

2,456

2,468

1,608

2,643

2,478

2,263

2,082

2,526

12,221

12,035

9,477

6,906

5,804

5,063

4,473

3,158

2,466

4,473

3,626

3,348

6,071

7,477

6,235

4,868

7,257

12,845

15..S38 i2,fflb

10,844

5,849

Dec.

8,975

7,374

7,641

6,844

11,383

DUM0 15,505

12,137

9,237

7,839

6,101

6,020

5,764

5,537

4,338

4,023

5,321

4,268

3,692

3,798

4,245

3,177 alia \m5,034

7,615

7,827

6,859

5,119

4,139

5,473

6,783

NASHUA RIVER AT CLINTON, MASSACHUSETTS.

On the south branch o:_ this stream, near the town of Clinton, the 

Metropolitan Water Board is now constructing the Wachusett reservoir, for the supply of water to the city of Boston and neighboring 

cities and towns. Measurements of the flow of Nashua River at 

Clinton have been made by that board since July, 1896, but the figures 

have not been published. They have, however, been presented in 

testimony in court, and have thus been made public. Careful records 

of rainfall on this watershed have also been made.

SUDBURY RIVER AND LAKE COCHITUATE, MASSACHUSETTS.

Sudbury River and Lake Cochituate have been studied by the engineers of the city of Boston, the State Board of Health of Massachusetts, and the Metropolitan Water Board, and records of rainfall in 

the Sudbury watershed have been kept since 1875 and in the Cochituate basin since 1852, but the latter have been considered of doubtful 

accuracy previous to 1872. The records of run-off from 1875 to 1898, 

inclusive, were published in the Twentieth Annual Report, Part IV, 

page 75, and those for 1899 in Water-Supply Paper No. 35, page 37, 

where will also be found a short description of the watersheds of the 

river and the lake. The following table gives the record for 1900. 

All of the records were furnished by Mr. Desmond Fitz G'erald.

IER 47 01 3
34 OPERATIONS AT RIVER STATIONS, 1900. PART I. [NO. 47.

Run-offofSudbury River and Lake Cochituate watersheds, in second-feet per square

mile, for 1900.

Month.

M&y. .....................

Jnlj. .....................

Sudbury 

River

watershed.

1 229

5.880

5.653

2.088

2.031

489

- .028

Lake Cochituate 

watershed.

1.060

4.136

4.020

1.454

1.641

455

.293

Month.

Sudbury 

River 

watershed.

- .062

.101

387

1.026

1.696

Lake Cochituate 

watershed.

.558

.640

.689

1.087

1.502

1.445

MYSTIC LAKE, MASSACHUSETTS.

This lake has been a source of water supply for the city of Charlestown, Massachusetts, since 1864. A brief description of the watershed 

is given in Water-Supply Paper No. 35, page 39, and on page 40 the runoff, in inches, for the watershed from 1878 to 1897, inclusive. Records 

for 1898,1899, and 1900 are not available, although observations have 

been continued. The lake is no longer used as a source of water supply.

CONNECTICUT RIVER AT ORFORD, NEW HAMPSHIRE.

This river has its source in Connecticut Lake, in the extreme northern portion of New Hampshire. A gaging and observation station 

was established August 6, 1900, by E. G. Paul, on the covered highway bridge over the river between Orford, New Hampshire, and Fairlee, Vermont, about 75 miles from the source of the stream. The 

gage for making observations of the variations in the height of water 

in the river consists of a scaleboard 20 feet long, graduated to feet and 

tenths, fastened horizontally to the inside timbers on the upper side of 

the bridge, 125 feet from the left-bank abutment, and a steel sash 

chain running over a side pulley with a 5-pound weight, the length 

of the chain from the extreme end of the weight to the copper-rivet 

marker being 42.95 feet.

The observer is Frank H. Gardner, of Orford, New Hampshire. 

One discharge measurement was made during 1900, as follows: 

August 7: Gage height, 3.6 feet; discharge, 1,529 second-feet.

Daily gage height, in feet, of Connecticut River at Orford, New Hampshire, for 1900.

Day.

1. ....... .....

2. ...... ......

3.............

4:. ........ ....

5... ........ .

6. ........... .

7.............

8. ........... .

9.............

10.............

11 ........ .....

12.............

13.............

14. ....... .....

15............. 16..........;..

Aug.

.......

.......

.

3.90

3.65

3.75

4.05

4.85

4.95

5.10

5.35

5.75

6.65

7.50

Sept.

3.00

3.65

3.70

3.25

3.00

2.35

2.75

2.70

2.80

3.00

2.80

2.70

2.45

2.70

2.65

2.75

Oct.

5.30

6.50

6.30

5.20

4.80

4.20

5.15

6.20

5.85

6.15

7.20

12.43

12.80

10.65

8.90

8.15

Nov.

4.60

4.50

4.40

4.15

3.85

3.80

4.30

6.00

11.25

13.40

13.35

12.40

10.35

9.55

8.35

7.95

Dec.

8.55

8.40

8.00

7.70

7.50

7.40

7.50

7.50

7.50

7.90

7.50

7.50

7.60

7.50

7.20

6.70

Day.

17.............

18. . .. 

19.............

20.............

21.. ....... .... 22 .... 

23. ...........

24. .........

25.............

26. . .. 

27.. ....... ..

28.............

29.............

30..... ........

31.. ...........

Aug.

6.90

6.45

5.60

5.20

4.60

4.15

3.85

3.60

3.40

3.45

3.45

2.70

3.15

3.10

3.05

Sept.

3.05

2.95

2.85

3.85

2.75

3.05

4.35

5.00

4.60

4.15

3.75

3.50

4.15

4.85

...

Oct.

7.95

7.60

7.15

6.80

6.50

6.25

5.65

5.75

5.65

5.75

5.70

5.45

5.40

5.00

4.75

Nov.

6.90

6.25

6.50

7.95

11.30

13.90

14.80

14.30

12.70

11.05

11.20

11.40

9.95

8.90

Dec.

6.60

6.50

6.50

6.60

6.70

6.50

6.70

6.90

7.90

9.00

8.80

8.50

8.20

......
MASSACHUSETTS AND CONNECTICUT. 35

CONNECTICUT RIVER AT HOLYOKE, MASSACHUSETTS.

Measurements have been made of the flow of Connecticut River 

at Holyoke for many years. For records see Water-Supply Paper 

No. 35, pages 40 to 42. The figures are furnished by Mr. A. F. Sickman, assistant.engineer of the Holyoke Water Power Company. The 

record for the year 1900 is not available.

CONNECTICUT RIVER NEAR HARTFORD, CONNECTICUT.

Observations of the height of Connecticut River near Hartford are 

made by the Connecticut River bridge and highway district, Edwin 

D. Graves, chief engineer, as noted in the Twentieth Annual Report, 

Part IV, page 77. Daily readings from February 8, 1896, to January 1, 1899, were published in Water-Supply Paper No. 35, pages 42 

to 44. The record for 1900 is given in the following table:

Daily gage Jieight, in feet, of Connecticut Rivernear Hartford, Connecticut, for 1900.

Day.

I.........................

2... ......................

3. ................ ........

4.........................

5.-.. ..................

6.........................

7.........................

8......................... 

9.........................

10.--......'................

11. .................... ....

12.........................

13....... ............. .... 

14.........................

15.........................

16.........................

17. .................... ....

18..- .--.... -...-.

19........................

20.........................

21-..-.. . .............. .

22

23. ...... --.-.--..-- .

2i. ........................

25

28...... ...................

27-... .....................

28

29....... ............... ..

30.- ...... ............

31.... ...... ............

Jan.

4,0 4 n

2.5

30

4,0

3.1

3 ?,

3 0

3.0

3 0

3.5

7 8

99

6.9

6.7

ft 7

5.4

6.0

7 2

6,7

6.4

Feb.

5.7

5.6

5.6

6.9

9.8

8.7

7.3 

8.6

10.7

9.4

8.5

11.8

21 7

23.4

23.0

19.0

14.0

10.3

9.3

8.4

7.6

11.7

11.3 

10.5

11.1

9.7

7.8

Mar.

7.5

17.6

18.9

15.1

12.9

10.5

8.7

7.8 

7.3

7.3

6.8

5.9 

6.0

5.8

5.4

5.5

6.0

8.4

11.2

10.8

9.5

8.9

7.4

7.3

6.9

6.6

6.6

6.8

Apr.

7.0

8.0

8.7

8.3

9.8

10.5 ~ii".2

13.5

12.0

10.6

10.5 

11.2

10.7

12.5

14. S

17.2

20.6

23.2

22 8

23 3

21.7 

21.1

30.5

30.4

17.9

13.9

13.6

May.

13 1

10.7

10.9

11.2

10.2

9.5 

9.0

8.4

8.4

8.4

"7 "9"

7.3

6.9

6.7

7 2

8.4

13.3

14.7

13.9

13.0 

11.0

9.5

7.4

6.9

6.5

5.9

June.

5 7

5.0

4 8

r.o

7 5

6 7

5.9 

5.5

4 7

4.7

4.3 

4.4

4 3

4 0

40

3 9

3 4

3 5

3 4

~~3~6~

33

3.4

3 2

30

32

July.

2 4

3.8

3.0

3.2

2.6

3.4

"2." 3"

2.4

2.7

2.9

3.0 

3.0

3.2

3.5

3.4

2.9

2.6

2.8

2.6

3.0 

2.9

3,4

3.4

3.4

3.3

Aug.

3 1

2.9

?. 7

2 5

1 9

 1 9

2.4

2,5

2.0

2 9

2.0

1.9 

1.9

3 4

3 4

3 7

4 5

3 3

3 3

3 0

2.8

3.0

2 9

2.5

3 0

2 9

2.8

2 5

Sept.

2.5

2.0

2.5

2.5

2.5

3.0

2.5

.5

2.0 

2.0

2.0

2.0

2.0

1.0

1.0

1.0

1.3

1.5

1.3

1.5 

1.6

1.6

1.3

1.6

2.0

1.6

Oct.

2*0

2.0

2.0

2.0

2.6

2.0

2.6

2.6

2.9

3.0

3.0

3.3

4.0 

4,6

5.0

5.0

4.6

4.0

3.6

3.6

3.0

3.0

3.6

3.0 

3.3

3.0

3.0

3.6

3.3

3.6

3.0

Nov.

3.3

3.3

3.0

3.3

3.0

2.9

2.9

3.3 

3,6

3.0

4.0

5.9

5.6 

6.6

5.9

5.0

4.9

4.3

3.9

4.6

3.9

4.6

7.0

, 7.0 

7.3

8.5

10.9

10.1

10.2

8.9

Dec.

7.1

7.0

6.6

8.0

9.3

9.9

8.4 

6.9

4.9

......

4.5

5.3

5.8

5.5

5.5

5.2

5.2 

4.8

5, 5

6.0

6.0

5.3

5.7

HOUSATONIC RIVER AT GAYLORDSVILLE, CONNECTICUT.

This gaging station was established October 24, 1900, by E. G. Paul. 

It is near Merwinsville Station, on the New York and New Haven 

Railroad. Gage-height observations are made by means of a weight 

suspended by a sash chain from the covered bridge across the river. 

The distance from the extreme end of the weight to the copper-rivet 

marker in the chain is 30.45 feet. The distance from the center of the 

side pulley to the datum of the gage is 29.35 feet. The gage is referred 

to a 16-foot scaleboard, graduated to feet and tenths, fastened horizontally to the woodwork on the inside of the covered bridge. The
36 OPERATIONS AT EIVEK STATIONS, 1900. PAKT I. [NO. 47.

observer is G. H. Monroe, a farmer living within a short distance of 

the station. As the cross section of the river channel at the bridge 

was not favorable for making discharge measurements, a cable was 

stretched across the stream 1^ miles below the bridge. The span of 

the cable is 200 feet. It is supported on the right bank by timbers 25 

feet high, and is anchored to a large rock which was' placed 5 feet 

below the surface of the ground. On the left bank the cable is fastened to a large sycamore tree, and is anchored to the base of a large 

oak tree by means of a turn-buckle. A tag wire with markers every 

10 feet was placed above the cable. The initial point of sounding is 

the large sycamore tree which supports the cable on the left bank.

During 1900 the following discharge measurements were made by 

Mr. Paul:

August 9: Gage height, 3.30 feet; discharge, 450 second-feet. 

August 10: Gage height, 3.25 feet; discharge, 422 second-feet. 

October 20: Gage height, 3 feet; discharge, 303 second-feet. 

October 24: Gage height, 3.10 feet; discharge, 370 second-feet.

Daily gage height, in feet, of Housatonic River at Gaylordsville, Connecticut, for

1900.

Day.

l

2.. ...... ..... 

3.. ...... ..... 4.. .....:. ....

5. ........ ....

6.............

7.. ....... ....

8.. ...........

9. ........ ....

10.............

11.. . ..........

Oct.

......

......

Nov.

3.2

3.1 

3.1

2.9

3.0 

2.9

2.8

3.2

3.5

4.1

3.9

Dec.

4'9

4.6 

4.3

4.2

5.6

5.8

5.4

5.1

4.9

4.5

4 2

Day.

12............

13............ 

14............

15............

16............ 

17............

18............

19............

20............

21............

22

Oct.

......

......

Nov.

3.7

3.6 

3.7

3.7

3.7

3.5

3.6

3.7

4.1

4.0

Dec.

4.2

4.2

4.2

Ice.

Day.

23. ...........

24. .. ......... 

25. ..........

26............

27...... ......

28. .......... .

29. ...........

30

31............

Oct.

?! 9

B'l

3 1

3.1 

3 1

3.1

30

Nov.

3.9

3.9

3.8

4.6

5.5

5.4

5 1

4.9

Dec.

4.8

5.1 

4.3

4.2

4.1

4.2

4.0

3.9

4.2

MISCELLANEOUS MEASUEEMENTS OF STEEAMS NEAE GEEATEE

NEW YOEK.

Measurements of the discharge of three small streams near the city 

of New York were made by E. G. Paul in 1900. These streams 

Tenmile River, Wallkill River, and Esopus Creek have been under 

consideration as possible sources for increasing the water supply of 

Greater New York. Following are the discharge measurements made 

by Mr. Paul:

Miscellaneous measurements of streams near Greater New York.

Date.

1900. 

Aug. 9 ...

Oct. 20 ...

Ang.13 ..

Aug. 14 ..

Stream.

Tenmile River . .......... ......

.....do... . ... ..............

Wallkill River. .............

Esopus Creek .... ............

Locality.

Webatuck,N. Y__ ...........

.....do .............. ........

Rockford Bridge, N. Y ......

Brodheads Bridge, N. Y .....

Discharge.

Sec.-ft. 

46

32

70

92
NEW YORK. 37

METHODS EMPLOYED IN THE GAGING OP NEW YORK STREAMS DURING

"THE YEAR 1900. 1

The location of gaging stations which have been maintained or 

established in New York State during the year 1900 are given in the 

first of the tables which follow. Most of the older stations were 

established either in connection with the Upper Hudson storage survey of 1895 and 1896 or by the United States Board of Engineers on 

Deep Waterways in 1898. All of the older stations are in connection 

with dams and mills. The methods emploj^ed in computing the flow 

of streams from such records are described in Water-Supply Paper 

No. 35, page 39, and records of flow for past years will be found 

in the same paper. In connection with all such stations an effort 

has been made to improve upon the methods formerly used, and to 

check the previous results by making current-meter measurements 

to determine the volume of flow through turbines, and the proper 

allowance to be made for leakage of darns, also to check the calculated 

flow over dams.

Measurements of streams in New York State have been made with 

the cooperation of the State engineer and surveyor, Edward A. 

Bond, and the deputy State engineer and surveyor, William Pierson 

Judson. The stations established during the year are chiefly currentmeter stations, a gage being read once or twice daily to determine 

the stage of the river, and the current-meter measurements made as 

opportunity permits, with the water at different stages. A sufficient 

number of current-meter measurements have not yet been made at 

any of the stations to permit the construction of rating curves, so 

that the daily flows in second-feet can not yet be given.

In addition examinations have been made of various streams, 

notably of those flowing from the northern slope of the Adirondack 

region, to determine favorable localities for establishing gaging stations, and a number of gaging records have been obtained which are 

not yet ready for publication.

No single method of gaging has been followed exclusively, but different methods have been pursued, with a view to checking the results 

obtained. In a number of instances weir and current-meter measurements have been combined at a single station, the former method 

being employed to calculate the flow over dams, the latter method to 

estimate diversion to canals or for water-power purposes.

Many of the older stations had been neglected, and at the beginning 

of the year the gages were out of repair. Many of the gages have 

been replaced by new ones having metallic figures and division marks, 

and other changes have been made with a view to increasing the 

accuracy of the results.

1 Report of Robert E. Horton, under whose direction the measurements in New York State 

have been made. 
38 OPERATIONS AT RIVER STATIONS, 1900. PART I. [NO. 47. 

Location of gaging stations on New York streams.

Stream.

Sau quoit Creek. . .

Creek.

Creek.

Scb.ob.arie Creek . . 

Do .............

Do ............

Do ............

Do............

Do ............

Indian River .....

Schroon River. . . .

Hudson River .... 

Do .. .........

Creek.

Fisb Creek, "West 

Branch.

Do ............

Salmon River

Location.

Ridge Mills......

New York Mills 

(No. 3).

Bridge. 

Middle villa .......

town. 

Fort Hunter.....

duct. 

MillPoint........

tady.

Indian Lake dam 

Below Warrensburg. 

Fort Edward....

McConnellsville .

Above Pulaski . . .

dam.

Kind of station.

works.

Dam and mill...

plant.

Dam and feeder . 

Bridge

.....do.. -----

Storage dam .... 

Dam and mill . . .

Dam and mills.. 

. . ..do. ..... .. ...

.....do.. ........

.....do ...........

Dam and mills . . 

.....do-.. ..-..

Cable ...........

Bridge ......... 

Oable ...........

dam.

Duration of record.

Oct. 1, 1898, to Nov.

28, 1900. 

Oct. 16, 1898, to Jan.

31,1901.

Sept. 20, 1898, to Sept. 

30,1900. 

Sept. 9, 1900 Cont'd.

Oct. 7, 1898 Cont'd a.

Sept. 23, 1898 Cont'd

Sept. 23, 1898 Cont'd

Oct. 1,1898 Cont'd ..

Sept. 23, 1898, to July 

31,1900.6 

May3,1900,toOct.l3,

1900. 

July 6, 1900 Cont'd. .

June, 1900 Cont'd...

Feb.l,1899-Cont'dc.

Dec. 8, 1898 Cont'd..

Mar.12,1898 Cont'dd

July 22, 1900-Cont'd. 

Nov. 1,1895 Cont'd .

Dec. 1,1895- Cont'd.. 

Dec. 1,1887 Cont'd ..

Nov.12, 1898 Cont'd .

Sept.l6,1898-Cont'd

Oct. 4, 1898, to Dec.

31, 1900. e 

Sept.13,1898 Con'd/

Apr.l,1897-Cont'd_.

Sept. 14, 1900 Cont'd

Sept. 4, 1900 Cont'd. 

June 5, 1900 Cont'd .

Feb.22,1897-Cont'd.

Gage reader.

Frank Baker.

Robert Hugbes. 

Utica Elec. Lt.

and Power Co.

J. J. Gilbert and

Wm. Hott'man. 

Henry Meyer.

A. N. Terry.

H. J. Wittemeier.

Henry Peters.

Power Co.

H. R. Betts.

Kept for D. J.

Howell.C.E. 

Frank Pelon 

Joseph Goodfellow. 

B. A. Carr.

Chas. Brannock.

Jefferson Downs.

Wm. Padgham.

Frank S. Harden. 

Oswego Waterworks Co. 

H.L. Woodcock.

H. A. Walker. 

Frank W. Smith.

Alonzo Dressor.

a No record February 1 to May 9,1900, inclusive.

b No record December, 1899, and February, 1900.

c No record October 3,1899, to April 7, 1900, inclusive.

d No record April 1, 1899, to August 31,1900, inclusive.

e No record August and September, 1899, and February and May, 1900.

/No record August, 1899, to April, 1900.

In the foregoing table there have been included a number of rivers 

which belong to the Great Lakes drainage, descriptions of which will be 

found in Water-Supply Paper No. 49, the same being Part III of this 

series, a geographic arrangement of the streams having been followed, 

as in former years. The streams referred to are Seneca River at Baldwinsville, Chittenango Creek at Bridgeport, Oneida Creek at Kenwood, 

West Branch of Fish Creek at McConnellsville, Oswego River at Minetto 

and at high dam, Salmon River above Pulaski, Moose River below McKeever, Beaver River, and Black River at Huntingtonville.

The following table gives the results of current-meter measurements 

made on the principal of these streams during the year 1900. A 

modified form of the Price meter which has been adopted by the 

United States Geological Survey was used. The usual mode of procedure was to submerge the meter six-tenths of the depth of the stream, 

at measured intervals across the channel, and record the revolutions 

for a period of 100 seconds. In cases of doubt, surface and bottom
NEW YORK. 39

velocities were also taken, or, as a check, the flow was determined by 

the integrating method. Many of these measurements were made at 

places where permanent stations have not been maintained, and the 

gage-height figures given are the distances to water surface measured 

from some fixed point of reference, usually the coping of either a pier 

or an abutment. In addition to the results included in the table, 35 

current-meter measurements have been made in headraces, feeders, 

power canals, and other channels, to determine the leakage of dams, 

the flow through turbines, and the amount of diversions. The results 

of these measurements will be found in connection with the descriptions of the various gaging stations.

Summary of current-meter measurements of Neiv York streams during 1900.

Date.

May 29 

Aug. 31

Do ..

Apr. 22 

Aug. 33

Apr. 30 

Sept. 7

Sept 10 

May 1 

May 33 

May 23

July 27 

July 39

Apr. 24

May 2 

June 21 

July 18

Do .. 

Aug. 22

July 5 

Aug. 33 

May 12 

July 17 

Aug. 31 

Oct. 19

July 35 

Aug. 9 

July 26 

Oct. 20

June 11 

June 16

Sept. 17

June 1 

 May 17

Sept. 15 

Sept. 4 

June 6

Stream.

Mohawk River . 

-...-do...........

.....do...........

.....do...........

.....do...........

Oriskany Creek 

West Canada 

Creek. 

.... .do... ........

Mohawk River . 

.....do...........

East Canada 

Creek. 

.....do. .......

.....do...........

Schoharie Creek

. ....do. ....... ... 

.....do...........

... -do. ....... ...

.....do...........

.....do...........

.....do...........

Mohawk River . 

. ....do. ........ ..

....-do. ..........

Schroon River.. 

.... .do. ..........

Hudson River . . 

.....do...........

Seneca River. .. 

Chittenango 

Creek.

Oneida Creek. . . 

.....do...........

Fish Creek, 

East Branch. 

Oswego River . .

Salmon River . . 

Black River ....

Location.

Riverside Bridge

.... .do. ...... .....

Ridge Mills ......

.....do.... ........

Twin Rock 

Bridge. 

Middleville......

Little Falls ......

.....do............

.....do............

.....do............

Kort Hunter.....

.....do.... ........ 

.....do............

..... .do. ...........

.....do............

.....do............

Mill Point. ....

.....do............

Schenectady . ... 

-....do............

.....do............

Warrensbur g 

.....do............

Fort Ed ward.... 

Mechanicsville ..

Bridgeport ......

Cable station ....

Glen Park Bridge

Point of measurement.

Two miles above 

Rome. 

Below Erie Canal 

feeder dam. 

Above Erie Canal 

feeder dam. 

At highway bridge 

above dam. 

In channel below 

dam. 

Wood road bridge

Suspension bridge ..

Iron highway bridge 

.....do ..............

Below High Falls 

dam. 

West Shore railroad bridge. 

Erie Canal aqueduct 

Inflow to Mohawk.. 

Below aqueduct; inflow to Mohawk. 

Total outflow a t 

dam. 

Below aqueduct; inflow to Mohawk.

.....do...............

Below Indian Lake 

dam. 

Two miles above 

Warrensburg. 

One mile above 

mouth. 

Highway bridge below paper mill. 

Highway bridge below Duncan & 

Co.'s dam.

Highway bridge be1 o w Butternut 

Creek. 

Headrace above 

mill.

Three miles above 

Minetto. 

Two miles above 

Pulaski. 

Two miles below 

Watertown.

Hydrographer.

R. E. Horton . 

.... .do.... ....

.....do... .... .

H. A. Pressey 

R. E. Horton . 

.... .do.... 

.....do........

... ..do....... .

.....do........ 

.....do .......

.....do........

..,. -do ........

.....do........

H. A. Pressey

E. D. Walker. 

R. E. Horton . 

E.D.Walker.

.....do.... .

.....do ....

.....do........

.....do........

... ..do.... ....

.....do........

.....do..... .

R. E. Horton . 

.... .do---. 

. .do....... . 

.....do........

. .do. .

.... .do... .... .

..... do.... ... .

.. ...do ........

.....do.... .

.....do ... ..

... ..do ...

.... .do.... ....

 ..do... .....

Gage 

height

Feet. 

14.90

1.96

12.30 

.37

18.70 

1.33 

30.12

30.16

2.26

.64 

.47 

6.50 

5.26 

5.40 

8.20

16.40

21.50

3.25 

8.50

5.40 

1.03

Discharge.

Sec. -ft. 

303

38 

188 

1,385 

116

289 

183

345 

4,773 

1,569 

413

453 

108

5,573

1,257 

30 

38

114 

44

87 

141 4,ia5

667 

976 

451

383

286 

3,704 

1,871

1,863 

95

30

36

485

1,677 

103 

3,175
40 OPEKATIONS AT RIVER STATIONS, 1900. PART I. [NO. 47.

Field work was begun so late that in many instances current-meter 

measurements to check the calculated flow over dams during high 

water could not be made. Additional meter measurements are also 

needed at all of the current-meter stations to establish discharge 

curves. This report must therefore be considered as in some degree 

preliminary.

For mill streams, where the water is held back as pond storage 

during the dry season, and where the mills are stopped on Sundays or 

holidays, it is impossible to determine the natural regimen of flow. 

If at the time the water wheels are stopped the water stands below 

the level of the crest of the dam, the flow in the stream, channel below 

will be nil, or at best will only equal the leakage of the dam, flumes, 

or penstocks. With regard to estimation of Sunday flow, no uniform 

rule has been followed. In some of the older records the Sunday f'ow 

during the dry season has been taken as the mean of the calculated 

flow for the preceding and following days, and in cases where this 

method had previously been used it has been adhered to in computing 

the daily discharge of the streams. In other instances the daily flow 

given in the table is that shown by the gaging record', and represents 

as nearly as may be the actual amount of water flowing in the stream 

channel below the dam, but it may be quite different from, the amount 

entering the pond above the dam.

The relation existing between the canals of New York and the 

streams of the central portion of the State is very complicated. In 

many cases diversion from the headwaters of the streams for the supply of canals virtually reduces their effective drainage areas. As a 

result, the watersheds during the summer may be materially less in 

area, and in their water-yielding characteristics may differ widely 

from the region tributary to the streams when the canals are not in 

operation. It is evident that the run-off from, such streams is not 

comparable with that from, streams having an undisturbed regimen.

It often happens that a single gage reading taken at or near the culmination of a flood shows a larger flow than the mean for any single 

day. The results of such isolated observations, together with other 

data relative to extremes of flow, have been given for a number of 

stations.

The drainage areas of the various streams above the gaging stations 

and at other points are given in the following table:

Drainage areas of New York streams.

Stream.

Batten Kill a..... _..,___._._.

Beaver River. ................

Do..----......... ........

Do.......................

Location.

... .do .._..._.-._.... -.- - .

Below Beaver . . . . . .... ...... . ...

Area.

Sq. miles.

6438

322

153

169

a Hudson River tributary. b Upper Hudson storage surveys.
NEW YOEK. 

Drainage areas of New York streams Continued.

41

Stream.

Black River...... ............

Do.........................

Do. ......................

Cayadutta Greek c. .-.,.---._.

Do............. ..........

Chittenango Creek .-.-.-__. .

Do.......................

East Canada Creek c ..........

Do.......................

Fish Creek, East Branch .....

Fish Creek, West Branch. . . .

Hoosic River e. . .............

Hudson River ................

Do. ......................

Do-. ......... .... ....

Do.......................

Do ..... ......... ...

Indian Lake e ... ..... .

Lake Neatahwanta a .........

Mohawk River . . . . . . j. ......

Do...... ...... ..........

Do. .... . . ..

Do...... ....... ........

Do... .. ................

Moose River. .................

Do ... ....

Ninemile Creek c .............

Do_. ...................

Oneida Creek. .. ... .........

Do.......................

Oneida River. ............ ...

Do. . ... ...... ..

Oswego River ....

Do........ ........ ...

Do........ ...... .....

Do............. .. ..

Do.......... ... ... ...

Sacandaga River e ............

Salmon River . .. , ...........

Do.. .. ................

Sauquoit Creek c. ............

Do............... .....:.

Schoharie Creekc. ............

Do.......... .

Do..... ..................

Do.... ..._.......-.....

Schroon River... . ............

Seneca River... ...............

Do. . . ..... .... . ... .

West Canada Creek c .........

Do.......................

Do................. .....

Do.......................

Location.

.....do ................................

At Bridgeport d... ...... .._-.----.---_

Above Old Forge... ...,....._.... ....

At mouth .............................

At Troy... .. ...........,.........,_..

Above Mohawk ... ...................

At Mechahicsville ..... ...-------.. ....

At Fort Edward.. .....................

At Hadleyg ..........................

At gaging station _......._.........:..

At mouth of outlet.... .-...--_-.--..--

At mouth . -..-....-_..._..........-.

At RexfordFlatsd........ ............

At Schenectadyd _._.._. ................

At Little Falls d. ......................

At Ridge Millsd..... ...... ............

At mouth -_._._..__.._.--_.-.-..._.._

At cable station _.....---.---....-.._...

At mouth ....... _. .,_._. .....:....

At gaging station .....................

Atmouth-... ............ _----..-....

At Kenwoodd ....... --..---. ,_--_-..-.

At mouth ....................... .....

-.-..do .-. ............................

At State dam d. .......................

At mouth ....................... ......

At high dam ..........................

At Fulton. .. ................... . .

Below Three River Point. . ...... ......

At mouth _..-...-....-.....-...........

At bridge station. ..... .....,__.._.,..

At mouth ........ .---........,---..-.

At mouth ..... ....................

At Fort Hunter d.. .......... .... . ....

At Mill Point d........ ...............

At Schoharie Falls d. ..................

At gaging station ......................

At mouth __... .. ....................

At Bald winsville d ......._._..........

At Middlevilled _. ...................

At Trenton Falls. ............... ......

At Twin Rock Bridged. ........ ... ....

Area.

So. miles.

39

1,930

1,889

6268

662

640

6309

6P07

283

256

6104

6187

41

/730

/8,000

4,627

/4, 500

/2,800

/1, 092

146

23

63,468

6 3, 385

3,212

b 1,306

6153

406

346

674

663

6149

659

61,402

6146

6144

5,002

5,000

4,990

4,916

6167

61,056

264

b!91

67

52

6947

6947

934

930

563

63,433

6 3, 103

569

518

375

252

a Oswego River tributary. e Hudson River tributary. 

6 United States Board of Engineers on Deep Waterways. / Upper Hudson storage surveys. 

c Mohawk River tributary. g Not including Schroon River. 

d Gaging station.
42 OPERATIONS AT EIVEE STATIONS, 1900. PART I. [NO. 47. 

MOHAWK RIVER GAGING STATIONS.

Gaging records have been kept on this stream at the following dams 

and mills: Rome waterworks pumping station at Ridge Mills, lower 

dam at Little Falls, New York State dam at Rexford Flats, and West 

Troy Company's dam at Duusbach Ferry. A current-meter station at 

Freeman's bridge, below Schenectady, has also been maintained.

An important series of gagings has also been instituted on Mohawk 

River by the New York State canal survey, under the direction of 

Edward A. Bond, State engineer and surveyor. A statement regarding these gagings has been furnished by Mr. D. J. Howell, consulting 

engineer of the New York State canal survey. Gages have been 

erected at various places along the stream, from Herkimer to the 

confluence of the river with Hudson River at Cohoes, both above and 

below each dam and near the points of inflow of the more important 

tributaries, and the positions of the gage zeros have been determined 

with reference to mean tide as a datum. Gages previously maintained 

by the United States Geological Survey have been used wherever 

available. Observers are employed to take simultaneous daily readings of the gages, from which the slope of the water surface for each 

level or division will be determined and the velocity of flow computed. 

It is the intention to take cross sections of the stream channels in each 

level, at different stages, and to make current-meter or other discharge 

measurements during high water.

The regimen of Mohawk River during the navigation season is 

undoubtedly influenced to a large extent by the Erie Canal, which 

runs parallel to it from Rome to Cohoes. The water supply of the 

Erie Canal east of the summit level at Rome is, with a single exception, derived from Mohawk River and its tributaries. The State 

dams and feeders are located as follows:

Location of State dams and feeders.

Stream.

Mohawk River.

Do

Oriskany Creek. 

Mohawk River.

Do

Schoharie Creek. . 

Mohawk River .....

Location.

Delta, 6 miles above Rome.

Rome.

Oriskany.

Little Falls.

Fivemile or Rocky Rift dam.

Fort Hunter.

Rexford Flats.

A large diversion from the watershed at these feeders is in some 

measure counterbalanced by return water to the main channel, from 

seepage through canal and feeder banks, and from flow over wasteweirs.

The gaging records at Rexford Flats and at Little Falls indicate 

that during the navigation season the yield of the watershed, in
NEW YORK. 43

second-feet per square mile, and frequently, also, the actual flow of 

the river, in second-feet, is considerably less at the former station 

than at the latter station. The drainage area above Rexford Flats is 

3,385 square miles, or 2.6 times that at Little Falls, which is 1,306 

square miles. This fact appears to be confirmed by the other gaging 

records kept on the stream, but the results of these have not been 

sufficiently worked up to permit a final discussion of the subject at 

this time. The diminished water-yielding capacity of the lower 

Mohawk Basin may be attributed in part to the low water of Schoharie Creek. The total drainage area of that creek is 947 square 

miles. Weir measurements at Schoharie Falls show that the flow 

sometimes falls below 50 second-feet. During practically the entire 

summer no water flows over the crest of the State dam at Fort Hunter; 

the major portion of the flow is diverted to the Erie Canal feeder, and 

the remainder leaks through the dam. During the summer of 1900, 

from June to October, inclusive, the direct inflow to the Mohawk from 

this tributary did not, with the exception of a few days, exceed 45 

second-feet, or 0.05 second-foot per square mile.

MOHAWK RIVER AT RIDGE MILLS, NEW YORK.

A description of this station will be found in Water-Supply Paper 

No. 35, page 45. During the present season (1900) the calculated discharge of the turbines has been made to depend on current-meter 

measurements, instead of on the observed wheel-gate openings, as 

formerly.

Table showing relation of speed of pumps to water flowing in tailrace.

Date.

1900.

May29.. _...........-..... _.--..._.._,..._.__..-..

August 23 ... __:_.- -...--_...---... ............... ....

Speed of 

pumps.

Rev. per min.

15

12

Measured flow 

in tailrace.

Second-feet. 

122

95

The discharge of the turbines is sensibly proportional to the rate at 

which the waterworks pumps which they drive are run, and a straightline diagram has been prepared, using the foregoing data, from which 

the flow through the turbines has been estimated.

On August 23, when no water was flowing over the crest, a measurement of the leakage of the dam was made in the stream channel 

below; it was found to be 20 second-feet, and an allowance of that 

amount has been made in estimating the daily flow. The results of 

other meter measurements at this station, and in the vicinity, will be 

found in the table on page 39.

The gaging record at Ridge Mills does not include any allowance for
44 OPERATIONS AT KIVEE STATION'S, 1900. PART I. [NO. 47.

diversion to Black River Canal at the Delta feeder, 4 miles upstream, 

nor for return water from seepage and wasteweirs.

Daily discharge, in second-feet, of Mohawk River at Ridge Mills, New York, for

1898.

[Drainage area, 153 square miles.]

Day.

1 -- .

Z. ......... ...............

3

4.. ...................

^. ..................... ..

6- ...... ..............

7

8....... ...-... .......

9.... ...... ...............

10...... ...................

11.. . ......

12-... ....... ....... .......

13....... ..................

14............ ...... .......

15.. ..................... ..

16... . .. 

17.. .......................

Oct. a

154

149

133

127

143

249

199

173

159

149

143

149

154

259

889

349

319

Nov.a

269

249

215

199

215

9AQ

369

259

249

1,134

2,134

697

515

439

371

319

315

Dec.a

123

144

133

133

169

184

144

169

169

154

184

184

121

136

I'M

159

154

Day.

18 ...... ....._.._. 

1Q

20 . -. 

21

22

23.-..-.--. -- ... 

24--.- ........ ..........

25

26

27

28

on

30..-. ................

31...... ........ .........

T\T

Oct. a

215

199

349

315

999

859

794

519

609

1 251

574

409

539

314

369

Nov. a

294

394

304

379

369

697

409

394

315

199

134

IfU

401

Dec.a

169

144

I'M

343

609

O71

63C

419

344

319

159

219

324

644

a Revised figures. 

Daily discharge, in second-feet, of Mohawk River at Ridge Mills, Neiv York, for 1899.

Day.

1

3-- ------

q

4 -. - 

5-.. .......

6---. ------

1 .... 

8 . _ -_-

9..... ........

10.------.-.-.

11.. -.. 

12- - 

13. ...........

14. - 

15. - 

16. - 

17

18-. 

19. ............

20

21.--- .---.

22..--- ..--.

23. . 

24.- . 

25.. - 

26-- .- 

27.- .......

28

29.. - 

30.... ----..

31.. - 

Mean . . .

Jan.a

316 

243 

396 

398 

3,373 

896 

409 

316 

299 

319 

164 

157 

157 

153 

911 

725 

459 

334 

323 

199 

193 

208 

214 

2B1 

338 

318 

244 

223 

208 

170 

170

377

Feb.a

314 

214 

314 

314 

199 

164 

123 

166 

126 

129 

129 

129 

129 

173 

265 

358 

184 

136 

166 

151 

160 

494 

697 

389 

346 

396 

436 

451

244

Mar.a

351

394 

366 

306 

176 

1,074 

735 

414 

346 

319 

254 

1,174 

1,211 

701 

364 

321 

239 

219 

274 

581 

464 

364 

389 

436 

416 

344 

274 

241 

536 

436 

436

467

Apr.a

364 

319 

254 

311 

344 

391 

439 

1,264 

1,034 

686 

799 

1,364 

1,499 

2,181 

1,744 

1,841 

1,364 

1,654 

2,226 

2,034 

1,404 

1,264 

1,139 

959 

766 

614 

549 

439 

354 

319

997

May. a

321

319 

239 

204 

176 

151 

102 

94 

129 

138 

344 

414 

296 

361 

214 

161 

389 

361 

549 

614 

436 

319 

274 

239 

219 

204 

189 

386 

1,136 

546 

344

320

June.

337 

319 

279 

259 

214 

333 

232 

262 

259 

279 

249 

383 

282 

302 

402 

399 

359 

339 

282 

279 

262 

259 

299 

259 

259 

259 

249 

249 

249 

329

281

July.

262 

252 

232 

249 

202 

127 

262 

323 

669 

499 

379 

359 

339 

339 

319 

399 

319 

399 

382 

339 

303 

382 

399 

383 

375 

263 

389 

165 

133 

178 

178

310

Aug.

218 

233 

248 

131 

146 

131 

126 

121 

125 

129 

139 

169 

265 

245 

275 

295 

230 

230 

245 

245 

265 

395 

872 

389 

363 

269 

309 

309 

278 

315 

200

226

Sept.

.......

85 

85 

85 

95 

89 

85 

99 

115 

135 

112 

85 

79 

79 

56 

56 

56 

60 

69 

69 

53 

53 

79

81

Oct.

93 

203 

233 

253 

200 

310 

290 

360 

290 

310 

340 

260 

310 

260 

310 

240 

220 

290 

290 

290 

240 

260 

260 

310 

540 

220 

310 

340 

360 

260 

260

278

Nov.a

515 

515

345 

295 

365 

295 

265 

295 

295 

245 

315 

295 

265 

265 

265 

265 

295 

295 

265 

245 

245 

265 

265 

265 

295 

265 

265 

265 

205 

205

291

Dec.a

225 

695 

395 

345 

295 

295 

275 

235 

235 

235 

315 

3,625 

1,155 

510 

455 

365 

295 

295 

1,075 

1,495 

1,095 

315 

315 

345 

315 

285 

285 2as

285 

75

75

532

a Revised figures.
NEW YORK. 45 

Daily discharge, in second-feet, of Mohawk River at Ridge Mills, New York, for 1900.

Day.

1..... ......... ......

3.....................

3..... ................

4.. ...................

5.... ............. ....

6.....................

7...... ..............

8. ....................

9

10. ...... .............

11.....................

12.. ...................

13..................... 14............;........

15.....................

16 ............. ..

17....... ..............

18.....................

19.....................

SO.....................

21

23.....................

23

9i.

25--..--... .........

26

37.....................

28....................

29.....................

30... ................. .

31.....................

Jan.a

270 

270 

270 

290 

310 

310 

340 

1,115 

475 

530 

475 

420 

415 

305 

305 

265 

265 

345 

305 

1,365 

1,535 

875 

655 

285 

365 

480 

285 

265 

270 

370

270

160

Feb.

200 

132 

100 

180 

100 

248 

128 

125 

1,628 

1,128 

854 

738 

3,162 

1,928 

1,058 

618 

578 

284 

202 

188 

198 

288 

803 

714 

268 

172 

202 

133

581

Mar.

784 

815 

750 

630 

280 

224 

354 

359 

320 

300 

280 

219 

254 

254 

219 

164 

149 

159 

169 

544 

590 

594 

594 

370 

164 

160 

164 

160 

164 

116 

112

336

Apr.

810 

1,080 

1,345 

1,135 

1,065 

1,245 

2.205 

1,845 

1,070 

740 

680 

930 

930 

835 

900 

1,485 

1,685 

3,375 

1,805 

935 

930 

1,335 

930 

675 

555 

365 

365 

315 

275 

225

1,063

May. 6

130 ' 

130 

130 

130 

130 

130 

130 

130 

130 

130 

130 

125 

100 

100 

100 

105 

210 

210 

147 

147 

130 

130 

112 

105 

105 

105 

105 

105 

110 

105 

105

126

June.6

168 

216 

285 

230 

180 

168 

215 

180 

230 

230 

185 

180 

180 

215 

165 

155 

158 

180 

165 

170 

170 

165 

185 

205 

140 

145 

123 

180 

130 

134

180

July.6

125 

115 

105 

105 

160 

158 

175 

170 

113 

110 

130 

150 

137 

130 

100 

100 

160 

140 

163 

165 

250 

185 

125 

132 

515 

270 

198 

175 

180 

107

nr

160

Aug. b

104 

120 

120 

92 

90 

104 

84 

84 

107 

100 

88 

154 

365 

458 

364 

88 

"80 84 

84 

92 

98 

124 

97 

84 

165 

165 

120 

185 

125 

134 

179

140

Sept. 6

155 

115 

109 

105 

112 

112 

112 

104 

85 

100 

100 

107 

92 

95 

115 

115 

315 

325 

118 

179 

625 

615 

415 

435 

395 

205 

175 

127 

185 

205

198

Oct. 6

175 

185 

165 

113 

115 

113 

115 

111 

113 

127 

118 

118 

109 

102 

395 

395 

395 

109 

90 

90 

95 

95 

95 

895 

415 

395 

410 

395 

345 

95 

95

212

Nov.

395 

365 

340 

340 

460 

1,970 

965 

835 

705 

725 

725 

640 

620 

645 

580 

580 

620 

640 

1,550 

1,760 

1,480 

965 

965 

735 

1,665 

3,990 

(c)

971

a Record doubtful; owing to ic-j on crest of dam. 

6 Record doubtful; flashboards changed frequently, 

c Dam and gage injured in flood.

ORISKANY CREEK AT ORISKANY, NEW YORK.

A description of this station, as well as of a second station which 

was maintained for a time at Coleman, on the same stream, will be 

found in Water-Supply Paper No. 35, page 47. The Oriskany station 

is located at the New York State dam. During the summer the 

entire flow, less leakage, is ordinarily diverted to the canal feeder. 

H. Waterbury & Company's dam, located just below the State dam, 

backs water above^ the toe of the latter dam, so that direct measurements of the leakage of the State dam can not readily be made. 

During the winter and spring the flow of the river is available for 

power from the lower dam, but during the season of navigation the 

inflow to the river from this tributary amounts to only a few secondfeet. The computed flow at the gaging station represents the total 

outflow from the pond above the State dam, and includes water 

diverted from Chenango River through the channel of Oriskany 

Creek to feed Erie Canal. A record is kept of the height of water in 

the pond above the dam, and also of that in the feeder channel below 

the head gates. The observed difference, or the head on the feeder 

gates, together with the area of the gate openings, have been used in 

the formula for discharge through submerged orifices to determine 

the flow. A screen rack in the forebay, just above the feeder gates, 

often becomes clogged with drift, causing a loss of head of several 

inches. In order that the correct head on the feeder gates might be
46 OPERATIONS AT RIVER STATIONS, 1900. PART I. [NO. 47.

obtained, at the beginning of the navigation season of 1900 a gage 

was placed in the forebay between the screen rack and the feeder 

gates.

Current-meter measurements have been made in the Oriskany 

feeder, as follows:

Current-meter measurements in Oriskany feeder.

Date.

October 15, 1898 .........

Do....... j...... ...

April 28, 1900-... ........

May 29, 1900 ............

Hy drographer .

.-..do.... .................

R. E. Horton ...............

.....do ......................

Measured discharge.

Second-feet. 

49.5

118.9

167.9

103.2

Computed discharge.

Second-feet.

48.9

119.1

170.3

During the dry season the gateways leading to the feeder are wide 

open and the water flows through unobstructed, as in an open channel, 

so that the formula for discharge through orifices can not be applied.

In this connection the difficulties encountered in gaging the flow in 

canal feeders are worthy of comment. Broadly speaking, the amount 

of water required for the supply of canals is proportional to lockage 

and evaporation jointly, with, perhaps, a constant factor added for 

seepage losses. As a matter of fact, however, the rate of flow in 

the feeder often fluctuates, within wide limits, several times a day. 

Usually gates are placed in both the inlet and the outlet ends of the 

feeder channel. The height of the water in the feeder is influenced 

by the height of the water in the canal and in the supply pond above, 

while the velocity of flow maybe varied by changes in the gate openings at either end. Isolated discharge measurements are of value in 

a general way, but it may be said that nothing short of a continuous 

record, both of the stage of the water in the feeder and of its velocity 

of flow, will serve to determine the actual diversion from day to day.

Daily discharge, in second-feet, of Oriskany Creek at Oriskany, New York, for 1898. 

[Drainage area, 144 square miles.]

Day.

\. .................... ...

2...... .............. ....

3............ ............

4.......................

5... .-.... ...... ......

6. .................. .....

7.... .............. ......

8........- ..... .......

10 - . 

11..... ...... .............

19

13...... ............ ......

14.... .............. ...... in

16...... ..................

17 

Oct.

s»

348

Nov.

339

298

274

276

266

269

267

236

284

370

740

370

365

333

352

311

304

Dec.

266

259

428

413

457

445

<L1R

462

393

388

425

460

346

160

150

300

280

Day.

18.. - - 

19...... ....... . .......

20. .......................

21

22

23.- .. 

24.-.......- - . -

35

28.. . . 

27-.-. - 

28.. .. 

29-... . .. . .

30- - 

31-. - -

Oct.

212

231

266

248

328

350

316

230

330

564

457

403

339

336

325

Nov.

304

310

392

359

263

300

324

278

253

502

335

309

254

327

Dec.

160

220

195

300

380

825

410

355

210

150

100

235

235

285

327
ISEW YORK. 47 

Daily discharge, in second-feet, of Oriskany Creek at Oriskany, New York, for 1899.

Day.

1. ......................

2. ............... ....

3.......................

4....-..... ..........

5.... ................ ...

6................... ...

7.......................

8.......................

9.......................

10.......................

11.......................

12..... ...............

13 .......................

14.......................

15 ......................

16.......................

17.......................

18.......................

19.......................

20 ......................

21.......................

32.......................

23-. ............. ......

24.......................

25.......................

26.......................

27

28

29.. ............... ......

30.......................

31............. .........

Jan.

180

180

195

220

220

250

285

320

260

330

255

255

410

505

550

505

380

315

355

260

290

270

290

290

260

385

305

340

305

290

300

295

Feb.

157

167

150

177

167

217

230

343

277

377

343

343

364

343

364

337

343

337

304

297

390

410

404

303

287

297

367

244

291

Mar.

495

355

425

460

910

650

410

300

240

215

175

645

490

340

280

355

200

230

355

370

330

385

355

380

385

240

220

215

205

190

190

342

Apr.

180

170

160

260

390

425

525

1,270

770

AfVI

490

1,230

1 440

1^160

910

635

370

340

390

260

230

130

50

50

50

416

4.f|fi

120

335

325

466

May.

238

144

139

139

129

124

122

132

124

134

28

28

25

25

30

105

122

134

139

120

140

160

140

115

115

159

144

139

139

129

134

119

June.

90

80

80

80

80

80

80

80

80

80

89

94

89

94

104

101

94

113

113

113

113

113

118

118

118

118

118

113

113

113

99

July.

138

184

170

104

110

117

124

124

134

124

208

208

197

183

183

270

270

370

196

196

196

196

196

196

196

196

180

Aug.

306

306

167

126

126

177

177

195

195

195

195

195

195

195

306

206

206

206

206

206

206

206

206

206

206

194

184

184

184

98

98

186

Sept.

83

87

73

10

108" 75

101

133

176

180

1599/r

73

 87

-, 85

89

115

123

US

138

161

129

163

102

112

181

322

216

185

206

136

Oct.

180

138

108

99

119

133

132

138

95

58

106

97

3o

X 73

\ 45

106

58

71

48.

82

73

85

88

70

70

54

158

72

55

115

91

Nov.

320

175

115

138

144

346

374

429

364

394

634

534

564

584

564

484

534

584

303

53

134

154

174

314

174

438

318

318

582

789

360

Dec.

90

103

73

108

80

107

99

40

30

10

46

340

330

80

65

80

40

65

250

130

110

50

50

70

50

40

30

35

30

65

70

89

Daily discharge, in second-feet, of Oriskany Creek at Oriskany, New York, for 1900.

Day.

1. ......................

2.. .. .................

3.......................

4. ......................

5 ......

6................. ......

7. .................... ..

8. ............ ........

9....... ........... ..

10.......................

1] ................... ...

12. .................. ....

13.......................

14.......................

15............. ..........

16........ ..............

17.......................

18.......................

19. ......................

20

21

22

23.......................

24. ......................

25

26

27. ......................

28

a». .................. ....

30........ ...............

31.......................

Jan.

64

133

81

96

41

76

54

101

54

114

56

96

51

68

81

133

145

114

546

1,376

576

731

176

91

481

156

51

106

91

114

156

199

Feb.

139

212

326

286

416

302

218

302

1,871

596

416

139

3,116

454

248

139

114

76

60

81

127

170

236

96

91

56

170

133

378

Mar.

254

786

876

776

736

398

756

454

366

302

218

163

157

157

139

133

127

76

170

696

496

294

326

386

254

236

183 °27

286

686

846

386

Apr.

1,318

1,391

1,046

546

426

916

896

596

308

206

194

286

316

254

212

206

470

1,090

427

315

212

877

379

260

239

235

201

283

282

272

488

May.

238

192

163 las

144

183

161

163

136

133

150

70

105

94

105

118

144

171

156

148

161

115

113

113

113

113

113

113

113

113

113

136

June.

«5

95

95

95

95

95

95

97

95

95

95

95

95

95

95

95

95

95

95

95

95

95

95

95

95

95

95

97

95

95

95

95

July.

110

110

110

110

110

140

88

73

104

101

107

105

105

105

105

105

10S

105

107

105

107

124

105

105

114

110

312

108

33

33

30

100

Aug.

100

100

100

100

100

100

100

100

100

100

100

100

100

124

107

103

100

100

10ft 100^

100;

lOOv

100

100

100.

100

110

132

111

100

100

103

Sept.

82

7476'

84

66

81

85

85

6173"

78

61

70.

. 70, 70'

70^

70

7Q

70

7070"

' 70

70

70

70

70

70

75

85

85

73

Oct.

70

70

70

70

70

70

70

175

66

63

75

75

75

- 75

* 78

J 84

81

78

80

80

75

75

77

83

75

75

103

100

100

100

191

85

Nov.

186

191

136

117

122

73

95

101

105

35

185

151

106

113

136

96

113

114

81

127

177

78

158

161

430

2,592

857

342

243

297

255

Dec.

350

205

185

175

607

427

330

285

205

177

202

147

292

142

113

157

303

317

317

337

277

242

272

1,172

437

242

217

172

173

192

177

272
48 OPERATIONS AT RIVER STATIONS, 1900. PART I. [NO. 47.

SAUQUOIT CREEK AT NEW YORK MILLS, NEW YORK.

A description of this station will be found in Water-Supply Paper 

No. 35, page 48. During the summer little water flows over the dam, 

the entire volume being used to drive the water wheels in the adjoining cotton mills. The leakage of the dam was measured by current 

meter on May 31, and was found to be 5.6 second-feet.

This station was discontinued October 1, 1900.

Daily discharge, in second-feet, of Sauquoit Creek at Neiv York Mills, New York,

for 1898. 

[Drainage area, 52 square miles.]

Day.

I...... ..........

2.. ...... ........

3. ...... .........

4

5.... ...... ......

6................

7 .............

8................

9................

10.. .......... ....

11... .............

13.....--. ...,

13... .............

14.......... ......

15 ...............

16................

17...... ..,.-_....

Sept. Oct.

16 *7

27

18

31

54

35

23 *23

35

52

46

46

46

144 *80

105

Nov.

42

43

38

36

32 *59

38

36

38

132

140

58

62

52dft

49

Dec.

49

44

34 *50

464''

44

494°

28 *22

43

43

36

37

42

34

Day.

18 .. ...... ...

19. ... .

20. ..............

21.. . ........ ....

22

23... ............

24 

35

26.-.- ------

27 -

.to

JJ9 .... . ......

30.... ...........

31.... ...........

Sept.

18

26

18

16

22 *37

30

40

40

30

21

atft

Oct.

105

60

36

38

42 *73

71

48

59

140

74

68 *66

57

<ifi

Nov.

49

43 *95

46

61

69

76

42

66 *62

36

43

42

W

Dec.

*30

42

38

76

104

288

99 *76

62

46

44

38

74

52

* Sunday.

Daily discharge, in second-feet, of Sauquoit Creek at New York Mills, New York,

for 1899.

Day.

1. ................ ....

2_ ...... ......... ....

3. ........................

4 ...

5....... ..................

6. ........................

7

8. ...... ..................

9. ........................

10 .........................

11... ....... ... .. ......

12

13 ................... ......

14..,. .....................

15. ....... ...... ...........

16.........................

17 ......................

18.......... ......... ......

19.... ................ .....

20..-........... ........

21

22

23........ .................

24

25

26.........................

27.........................

28

29. ..................... ...

30. ........................

31.........................

Jan.

*72

158

58

111

140

74

50 *13

fJ8

38

30

36

54

41

*185

57

68

48

30

36

42

*13

48

52

44

44

42

14 *59

36

30

58

Feb.

36

38

18 * u\

36

36

26

30

21

6

*65

35

35

9Q

29

33

37 *13

48

58

409

100

62

50 *65

173

62

58

Mar.

77'

48

48

42 *480

109

72

73

63

60

85 *300

87

85

82

71

50

43 *447

80

65

87

90

90

55 *95

69

79

76

71

78

111

Apr.

45 *40

H7

73

104

165

188

47

# 1 SCfi

inn

I'M

IfiO

585

350

9W

*338

122

118

119

98

90

53 *86

59

80

76

58

54

43 *50

127

May.

56

50

48

36

33

28

47

35

26

30

50

25 *9

47

36

52

47

51

52 *12

52

35

36

29

33

20 *40

42

42

43

38

June.

42

34

18 *30

42

56

48

39 &

34

*13

28

20

19

30

34

, 38

*7

30

30

23

21

25

23 *23

26

20

19

20

21

23

July.

12 (*)

27

10

30

27

18

16 #35

31

30

27

19

22

13 *30

23

27

27

19

11

3

(*)

27

30

22

27

11

14 (*)

27

20

Aug.

17

11

43

30

(*)

26

25

22

25

14 (*)

25

22

18

5

18

5

(*)

22

19

16

5

15

10 (*)

22

30

18

5

16

Sept.

18

5

(*)

33

32

6

2112"

(*)

2219-

19

8

15'5

(*)

19

19

13

14

2T

10 (*)

22

15

22

13

18

10

14

Oct.

(*)

29

24

21

15

16

8

*13

18

18

18

18

16,

7

u *13

16

.15

16

18

14

1* *18

24

18

22

19

15

7

*19

32

26

17

Nov.

53

42

21

26 *29

32T'2

24

24

19

29 *°9

- 29

24

24

21

24

21 *24

26

26

26

25

21

18 *22

24

24

21

21

26

Dec.

19

13 *23

33

22

26

26

19

12 *14

16

72

64

38

32

35 *35

38

32

43

54

35

33 *30

35

33

28

16

19

13 *14

29

* Sunday.
NEW YOEK. 49

Daily discharge, in second-feet, of Sauquoit Greek at New York Mills, New York,

for 1900.

Day.

1.. .........................

g

3 ,. .......... .... .

4...........................

5...........................

6- ..... ........... ....

7_. .........................

8-... . ..- .- . 

9...........................

10. ...................... ....

11...........................

12.. ....... ............. .....

13........... ..... ........ ...

14.. .........................

15....... ................ ....

16.. ..................... ...

17...........................

18...........................

19-................... .

30................-. -..

21.. ..................... .....

2K.. .........................

23.. .........................

24

25

26. ........ ..............

27

38-.... ................... ...

29.. ....................... ..

30...........................

31...........................

Jan.

86

46

46

40

40

17 *25

50

36

42

40

46

18 *9

50

43

50

50

306

272 *117

92

97

115

95

65

22 *68

83

91

63

72

Feb.

77

97. *45

69

72

67

147

495

65 *67

172

1,413

130

92

68

37 *55

74

68

68

379

392

34 *13

80

47

74

146

Mar.

69

81

35 *21

81

74

89

89

86

38 * IT74

74

68

68

63

42 *13

68

371

95

93

93

55 *67

89

68

87

86

199

165

84

Apr.

*207

337

267

135

135

91

269 *207

103

87

87

113

95

87 *135

85

207

297

170

95

193 *295

95

103

91

87

87

49 *55

91

138

May.

81

81

81

87

30 *43

87

81

81

74

77

41

*55

87

65

26a5

35

24 *29

35

35

35

35

35

14 *33

28

22

5

35

49

June.

42

20 *29

42

42

35

29

40

24 * IT42

46

41

25

32

24 *5

29

41

38

38

25

27 *5

32

38

25

32

57

33

32

July.

*5

38

38

5

38

86

34 *9

65

65

28

32

32

22 *5

42

35

35

28

32

33 *5

38

38

48

42

32

22 *5

38

35

32

Aug.

23

23

34

10 *5

30

23

23

20

17

15 *5

23

20

17

20

20

37 *§

30

18,

20^

17

17

18 *5

30

37

35

35

37

22

Sept.

27 *5~

5

23

23

17

20

26 *5

2C

3J-iT

5

10

17 *5

13

If

17

17

13 *913"

'17

13

17

13

13 *5

15

°7

.1

* Sunday. 

WEST CANADA CREEK AT TWIN ROCK BRIDGE, NEW YORK.

Twin Rock Bridge crosses West Canada Creek 2 miles above Hinckle}7 , at practically the point of emergence of the stream from the 

Adirondacks. The bridge is of iron, has two spans, and is 167.5 feet 

long between abutments. The stream bed is of gravel and rock, and 

the conditions are unusually favorable for a current-meter station. A 

gage board was set and a record commenced on September 7,1900. The 

gage is read at 7 a. m. and at 6 p. m. each day, and the average of 

the two daily readings is given in the appended table. A currentmeter measurement made on September 7 showed the discharge to be 

182 second-feet. The gage reading was 0.37 foot.

The record at Twin Bock Bridge is kept by the TJtica Electric Light 

and Power Company. This company is erecting a power plant at 

Trenton Falls, 4 miles farther downstream. A concrete dam has 

been constructed, which will give a head of 265 feet on the turbines, 

which are of special design. It is the intention, after the plant is 

completed, to keep a continuous record of the amount of water used 

by the turbines and of the flow over the spillways.

IRR 47 01 1
50 OPERATIONS AT EIVEE STATIONS, 1900. PART I. [NO. 47. 

The drainage areas at the different gaging stations are as follows:

Drainage areas of West Canada Creek.

Square miles.

At mouth .... .--....._.._.._.._._._-.-.-...-_....-- .-..---.-- 569

At Middleville._.__. ......................_............ ....... 519

At Trenton Falls ................................. ...... ..... 375

At Twin Rock Bridge .................................. ...-.--- 252

Daily gage height, in feet, of West Canada Creek at Twin Rock Bridge, New York,

for 1900.

Day.

1... ............

2... ............ .

3 . ...... 

4 ... ... 

5. . ... .......

6. . ......

7...... ...... .

8. .

9... ...... .......

10... .............

11... .............

12

13......... .......

14.......... ......

15. . ..........

16 .............

Sept.

0.35

32

.35

32

35

.35

.38

.78

Oct.

0.85

.75

.65

.70

.60

.55

.65

.85

.75

90

.85

.70

60

1 25

1.30

1.10

Nov.

0.90

1.60

1.10

1.05

1.15

1.70

4.55

4.25

3.05

1 A1

2.05

1.90

1 55

1.60

1.50 i in

Dec.

1.60

1.85

3

(\(\

1.90

1.75 1 11

1.40

1.40

1.50

1.50

1.50

1.50 1 50

1 in

1.50 i in

Day.

17. ...... .

18 .... ...... ....-

19- . 

20- ....... .

31

22

23 . ..

24

25 .-

26 . ... ..

27 ............... 28-

29.. ......

30. . .

31 . ..

Sept.

0.45

.30

.30

1.65

2.90

2.35

1.50

.95

1.10

.90

.95

1.00

.85

.90

Oct.

1.05

1.00

.95

1.15

.62

.60

2.30

2.45

1.75

1.70

2.55

1.95

1.15

1.20

1.50

Nov.

1.50

1.80

5.50

5.30

5.30

4.45

3.75

2.00

6.25

6.20

4.40

3.55

1.90

1.70

Dec.

1.50

1.50

1.50

1.50

1.50

1.50

1.75

1.70

1.65

1.60

1.55

1.50

1.50

WEST CANADA CREEK AT MIDDLEVILLE, NEW YORK.

A description of this station will be found in Water-Supply Paper 

No. 35, page 49. In the past the principal element of uncertainty 

with regard to this record was considered to be the leakage of the 

dam, etc., which had been taken at 50 second-feet. Current-meter 

measurements were made on September 10,1900,'to determine the leakage of the dam and the low-water flow of the stream at this station, 

with the following results:

Secondfeet.

Highway bridge below dam, measured flow in main stream channel. 113 

Measured flow in hydraulic canal. . _. .......--..--....--..-...- 132

Total flow by current-meter measurements ................ .... 245

The calculated flow from the gage record is as follows: Secondfeet. 

Flow over dam, gage reading 0.67 foot...... ...,.----.-----..--. 60

Leakage previously estimated _ __.....___.._____._.._______._._, 50

Total flow in main channel... ...------_.----_--...-.-.-_.--. 110

Calculated diversion to water wheels..-.--...---_--.-.--._--.-.. 131

Total estimated flow ...... .... .............. ................ 241

Unfortunately no current-meter measurements to check the calculated flow during high water have been made. The highest water 

observed was in August, 1898, when it reached a depth of 5.5 feet on 

the crest of the Middleville dam. The discharge at that time can not 

accurately be estimated, as a part of the water flowed around the end 

of the dam and passed overland to the stream channel below. Highwater marks at the Newport dam indicate that the spring freshet dis-
NEW YORK. 51

charge has been as great as 22,000 second-feet, or 46.6 second-feet per 

square mile, from a drainage area of 472 square miles. The lowest 

water in this stream occurs on Sundays, when the flow is held back, 

as pond storage, by dams above Middleville. Aside from this, the 

most notable low-water period was September 2 to 12, inclusive, 1899, 

the mean flow at Middleville for eleven days being 183 second-feet 

per square mile.

Daily discharge, in second-feet, of West Canada Creek at Middleville, Neiv York,

for 1898.

[Drainage area, 519 square miles.]

Day.

1. .......................

2

3. ................... ...

4................ . ..

5 . ...................

6--------..-.... .......

7......- .. ....... .....

S...... .......... .......

9........................

10........................

11 ................... .....

12. .......................

13 ........................

14..... .........

11

16. .................... ...

17................ .......

Oct.

1,662

407 *404

398

447

461

481

569

2 152

* 1, 894

1,263

Nov.

777

670

584

1Q1

450 *550

911

626

711

1,679

4,240

4,163

*2,410

1,318

1,071

788

816

Dec.

650

580

580

*539

589

651

588

465

483

624 *519

531

552

742

1 123

1,362

1,413

Day.

18...... ............. .....

19.. .-- .- ......

20.. ...... .............

21...... .............. ....

22...... ......... ........

23. ........ ..........

24

25

26 - -.--- .--..-

27. .... ...... ....--... .

28. ................... ....

29. ...... . ._._

30 .............. ......

31........... ............

Oct.

968

783

689

737

981

* 1, 894

1, 758

1,299

1,055

2,436

2,554

1,580

* 1,139

979

1 1G1

Nov.

752

800 *970

904

801

990

983

775

602

*740

1,224

679

713

1,110

Dec.

* 1,349

1,374

1,469

1,288

1,614

2 072

2,083

* 1,739

1,425

1,181

892

711

. 1,082

1,492

1,024

* Sunday.

Daily discharge, in second-feet, of West Canada Creek at Middleville, New York,

for 1899.

Day.

1. ............

3.- ..-. .

4.............

5.. ...........

6.............

7--. ------

8...... ..-..

9-... ........ .

10.-.. ....... .

11. ........ ....

12. ...... ......

13... ......... .

14. ....... .....

15. ........... _

16.. .......... .

17.............

18. .......... ..

19.............

20.............

21.............

23. ............

23..-.-.-......

24. ........... .

25.............

26............

27

28. ........ ....

29. ......... ...

30.............

31. ............

Mean . . .

Jan.

*1,216

1 241

1,378

1,376

3 445

3,500

1,858

*1,315

1,173

782

462

786

1,119

1,132

*1,615

1,760

1,771

1,1U2

631

519

563 *535

568

616

701

763

640

626 *605

818

1,010

1,150

Feb.

1,135

1,205

1,335

1,340

*1,292

1,203

1,101

1,172

937

1,535

1,350

*1, 690

1,418

1 227

1,666

2,640

2,500

2,111

*2,410

1,562

1,816

1,966

2,044

1,764

1,660

*1,490

1,564

1,444

1,594

Mar.

1,563

1,354

1,208

1,191

*1 348

1,635

1,835

1 207

942

812

751

*1,340

1,724

1,632

1,181

1,071

814

944

*1,060

1,175

1,555

1,412

1,179

1,180

1,203

*1,313

764

795

762

685

758

1,176

Apr.

821 * f^*>^

620

goo

680

680

748

1,697

*1 503

1,601

1,588

2,230

2,465

3,228

3,582

*3,513

3,549

3,751

4.477

5,717

5,564

5,381

*6,083

5,956

5,904

6,994-

6,208

5,779

4,969

*4,513

3,365

May.

2,979

4 760

2,696

2,735

1,926

1,455

*1 238

1,187

2,170

1 422

1,073

1,189

1,003 *995

1,196

888

1,143

1,064

1,183

1,633

*1,240

1,274

996

884

844

801

728 *810

1,255

1,179

1,191

1,456

June.

1,114

763

593 *550

531

480

294

314

258

182 *130

383

297

248

753

839

499 *320

339

331

373

346

263

203 *155

283

273

280

308

275

397

July.

198 *140

200

116

240

240

256

204 *675

993

807

443

445

343

236 *430

600

560

479

345

327

225 *140

241

241

241

244

239

171 *115

234

324

Aug.

273

- 292

345

316

237 *155

286

262

256

242

246

214 *125

254

216

253

239

235

174 *110

221

245

257

229

254

183 *110

255

247

262

269

235

Sept.

257

191 *145

145

210

205

195

219

169 *145

188

201 *>i

205

204

189 *145

197

208

213

239

238

204 *145

209

476

433

248

213

386

221

Oct.

*480

510

470

436

337

253

288 *190

232

220

234

210

239

219 *140

241

238

235

217

152

261 *190

245

225

238

231

267

224 *965

1,040

629

324

Nov.

1,281

2,867

1.T44

1,199

*1,040

831

469

542

482

390

420 *410

342

313

373

343

363

372 *220

337

310

363

293

273

273 *249

312

292

310

310

577

Dec.

330

580 *710

710

518

540

1,750

1,670

840 *700

640

3,150 4, no

2,530

740

840 *640

1,060

1,880

3,520

2,530

1,400

990

* 1,150

900

840

580

540

640

540

* 860

1,259

* Sunday.
52 OPERATIONS AT BIVEB STATIONS, 1900, PABT I. [NO. 47.

Daily discharge, in second-feet, of West Canada Creek at Middleville, New York,

for 1900.

Day.

I....... ....................

2.. .........................

3..- .....................

4...........................

5...... .....................

6...... .....................

7_. ...................... ...

8....... ....................

9..... ......................

10.......-.. ..............

11.. ........................ .

12.. .........................

13..... ................. .....

14....... ....................

15. .......................

16...........................

IT.. ....... ............ .....

18...........................

19...........................

30-.-.-..---............ ....

21

23

23..-....... ........ ......

34.. ............ ............

35

26.... .......................

37

38

29...........................

30..... ......................

31...........................

Jan.

824

733

984

1,001

1,219

1 237

* 1,240

1 244

1*166

1,106

972

937

930 *965

1,011

1,051

1,068

1 442

2,440

1,485

*2,680

2,403

2,006

2,874

2,396

2,093

2,394 *730

870

780

530

1,366

May. a

1,667

1 643

1*228

*1,439

1,037

1 381

1,069

1,127

1,368

1,205

* 1 362

959

744

637

595

544

437 *390

466

423

380

413

924

June.

415

358 *530

490

534

523

491

tw

676 *480

536

495

430

413

368

341 *284

332

389

334

281

316

298 *384

373

319

306

336

520

431

406

July.

*320

338

381

299' 330

389

OKQ

*500

533

448

454

538

443

350 *320

439

A.9A

517

533

487

547 *530

488

349

511

636

567

445 *373

481

386

451

Aug.

363

ifS\

450

315 *190

349

335

206

OAK

168

200 *363

437

971

1,031

1,516

541

490 *370

415

344

337

269

258

398 *330

506

551

674

599

534

463

Sept.

457 *320

459

453

464

494

534

431 *380

401

393

334

378

270

176 *136

327

266

383

291

331

818 *947

940

608

574

464

364

386 *330

419

Oct.

470

469

426

401

336

219

* 193

369

467

404

339

327

330 *380

576

726

646

466

466

334 *170

290

399

778

958

727

461 *460

464

454

594

448

Nov.

450

320

385 *370

370

340

360

880

1,010

1,010

* 700

580

430

430

430

340

340 *410

580

1,430

2,900

3,630

3,340

1,900

* 3, 120

5,930

5,670

3,900

1,980

1,665

1,536

Dec.

1,517

* 1,333

1,035

1,175

1,325

1,325

1,044

1,030 *818

677

573

483

483

483

399 *390

413

413

463

502

564

559 *560

813

942

898

900

900

900

* 1,020

955

800

a No record for February, March, and April. 

* Sunday.

MOHAWK EIVEE AT LITTLE FALLS, NEW YOEK.

This gaging station, which has been described in Water-Supply 

Paper No. 35, page 51, is located at the lower (Gilbert's) dam at Little 

Falls. Current-meter measurements have been made to check the calculated flows, with very satisfactory results. They are as follows:

Secondfeet. 

October 20 to 21, 1898, at suspension bridge 2 miles below Little Falls,

W. D. Lockwood, hydrographer: 

Total flow by current meter ..__._._.....-.--. ...-.--.----...-....... 1,758

Computed flow (mean of two days) . .._.....-...........--.........-.. 1,733

May 1, 1900, at suspension bridge 2 miles below Little Falls, R. E. Horton,

hydrographer: 

Total flow by current meter .--... ..............._...._._. ........ ... 4,773

Computed flow over dam........................................ 4,060

Computed diversion to Gilbert's mill.__.__.-_.___. .---..-...-.._ 183 

Computed diversion to paper mill .......................... .... 556

Total computed flow ................ ............. .................. 4,799

May 23, 1900, at Astronga Bridge, Little Falls, R. E. Horton, hydrographer: 

Total flow by current meter. ................................... ..... 1,567

Computed flow over dam........___,.-._.._-_..__.__..__......__, 950

Computed diversion to Gilbert's mill----.....-._._..__..._....__. 176

Computed diversion to paper mill........... k .................. 405

Total computed flow..-.-.-.----.-.......--..--..............._.._ 1,531
NEW YORK.

Diversion to paper mill, September 19.1900: 

Metered flow in headrace ..................

Computed flow through turbines, etc.._ _ _. ..

53

302

288

There are three dams at Little Falls. The two lower are used for 

water-power development; the upper one is a State dam, diverting 

water for the supply of Erie Canal. The gage record kept at the 

lower dam shows the amount of water flowing downstream from Little 

Falls, but does not include the diversion at the State dam above the 

gaging station, and hence does not represent the total yield or inflow 

from the tributary drainage area of 1,306 square miles.

Current-meter measurements were made in the feeder channel below 

the State dam, as follows:

Current-meter measurements in feeder channel below State dam.

Date.

1900. 

May 23.... ..-..--....-.....-.._.............. .... ...._..__....--.

September 19 ................... ................... .. ......... __.

Measured 

diversion.

Second-feet. 

143

179

Adding the foregoing amounts to the mean daily flow at Gilbert's 

dam for the same dates, we obtain the following:

Volumes of inflow and outflow at Little Falls diversion.

Date.

1900. 

May 23. ....................... ............... _,_.._ .....

Total inflow at Little Falls.

Second-feet. 

1,596

693

Outflow in 

main 

channel.

Second-feet. 

1,453

514

Water is again diverted to the canal at Fivemile dam, below Little 

Falls. On November 3, 1900, the measured flow in this feeder, at 

Lansing's farm bridge, was 236 second-feet.

High water occurred at Little Falls as follows:

High water at Little Falls.

Date.

April 15, 1899........... ..................... ..

April 20, 1900--.-...-.....,-..-.....,.-...-...-..

Depth of 

water on 

crest of 

dam.

. Feet. 

7.33 

8.21

Volume.

Second-feet. 

13,000 

15, 240

Sec.- ft. per 

sq. mile.

10.0 

11.7
54 OPERATIONS AT RIVER STATIONS, 1900. PART I. [NO. 47.

The most notable low-water period was August 3 to August 10, 

inclusive, 1899, the mean flow for eight days being only 120 secondfeet, or 0.07 second-foot per square mile.

Daily discharge, in second-feet, of Mohawk River at Little Falls, New York, for 1898. 

[Drainage area, 1,306 square miles.]

Day.

1 ._ ._ 

3...... ...... ....

^. ...............

4. . ..........

5...... ...... ....

6 ..

1 .... ... ...... ...

8.... ....... .....

9_ 

10. ....... .....

11 ... .. 

12

13... ...... .......

14...... .. ........

11

16..._. .......

17. .. . 

Sept. Oct.

1,121 *916

849

895

2,083

1,627

1,558

1,179 *916

900

867

915

1,028

1,040

5

jnA

*5,036

3,081

Nov.

2,261

1,880

1,790

1,560

1 345

*1 501

1,946 9 nin

1,700

4,420

9 433

7,935

*6,728

5,345

3 5^0

3^891

3,370

Dec.

1,499

1,547

1 451

*1,173

1,553

1,763

1,639

1,369

969

1,463

*1 508

1,'709

1,409

1,359

1,309

1,359

1,434

Day.

18.. -- 

19. - -

30

21

23

23

24... .. . .

9f,

36.. .........

27- - 

28

29...... ---------

30... ....----

31.. ..... 

Sept.

1,125

3,484

*4, 093

2,718

2,445

2 330

1,615

1,330

t> OO-Q

Oct.

2,265

1,699

1,745

1,722

2,646

*4,096

4,339

3,240

2,574

6,390

6,188

5,121

*3, 346

2,628

Nov.

2,220

2,399

*2,878

2,771

2,361

2,794

2,694

2,538

1,950

*1,473

1,137

1,413

1,562

3

QQ1

Dec.

-1, 173

1,499

1,499

1,834

2,909

4,734

5,279

*4 708

3,759

2,209

1,899

1,499

1,929

3,979

Sunday. 

Daily discharge, in second-feet, of Mohawk River at Little Falls, New York, for 1899.

Day.

1. . 

2. ..... ......

3............

4. ......... ..

5............

6............

1 ...... ......

8. ........ ...

9............

10...........

11- -- 

12............

13..... ......

14.-......:...

15. ... 

16. ...-. 

17. . 

18.. . ..

19............

20.. . 

21. ......

23

33

24............

25--...-.-....

26...........

27.__. ... .... .

28

29 ... 

30 . . 

31.... ....

Mean ..

Jan.

*2,854

1,796

1,846

1,936

6,821

7,440

5,886

*4,269

4,377

2,539

1,467

1,378

1,398

1,992

*4,104

4,848

4,703

4,379

1.509

1,608

1,687

*1, 794

1,885

1,859

2,384

2,060

1,813

1,175

*1,574 

1,154

1,136

2,753

Feb.

941

906

861

884 *646

1,063

983

983

846

803

871 *789

983

903

1,222

1,333

748

1,326 *669

1,348

1,523

2,598

4,506

4,001

3,664

*1,456

2,376

3,201

1,510

Mar.

3,258

3,154

2,304

2,398

*3,408

5,544

5,544

5,154

4,534

3,054

2,572

*3,967

6,614

6,539

6,304

6,354

2,129

2,354

*3, 195

3,658

2,704

3,439

3,494

3,694

3,834

*3,258

3,829

2,345

2,514 

3,039

3,OB9

3,757

Apr.

3,041

*2,519

2 329

2,536

2,387

4 397

4,637

7 212

*6, 759

7,079

6,729

7,979

9,644

12,484

12,503

*12,649

11,339

10, 716

10,869

11,638

12, 159

10,878

*10,409

10,920

9,870

8,990

9,180

7,880

7,139 

*6,299

8,103

May.

6,360

6 708

5, 619

3,925

2,905

2,339

*1 560

1^801

1,571

1,470

1,469

1,846

2 273

*1 980

2,212

1,746

1,896

2,492

2,843

3,742

*3,650

3,143

2 173

1,696

1,470

1,309

1,290

*1,680

2,333

3,827

3,903

2,651

June.

1,957

1,610

1 331

*1,075

1,466

1,316

1,016

1,063

962

764

*1, 176

660

660

685

960

1,860

1,800 *965

568

1,010

1,105

 985

866

745 *851

71Q

634

585

560 

535

1,014

July

569 *493

359

424

490

663

627

651

*1,660

2,593

1 800

1^330

1,323

941

884 *643

1,315

1,211

1,086

1,008

767

95 *363

496

496

516

496

510

460 *50

697

803

Aug.

506

506

135

136

166 *000

133

131

131

130

316

383 *000

339

353

351

344

351

216 *65

158

223

235

303

303

346 *136

348

188 

319

377

333

Sept.

378

371 *30

396

545

383

375

311*7

273

370

370

311

230

184 *55

278

367

281

230

249

139 *55

338

325

556

920

642 

723

398

Oct.

*704

651

651

491

534

 399

*160

357

397

374

305

374

258 *196

354

339

344

339

a55

331 *14S

350

401

392

369

387

314

*1,398 

3,293

1,882

509

Nov.

2,839

6,600

4,738

3,081

*3,262

2,847

1,908.

1,718

1,628

1,451

717

*1, 112

1,536

1,448

1,150

1,069

1,120

1,037 *984

1,070

1,130

1,145

1,066

987

900 *829

822

969

969 886

1,699

Dec.

2,096

1,709

*1,962

2,175

3,097

1,668

1,468

1,588

1,630

*1,016

2,779

6,704

10, 996

8,435

7,367

3,500

*1,336

1,692

4,813

8,540

7,216

5,823

5,147

*1,753

3,186

1,877

1,571

1,641

1,390 

1,049 *933

3,360

* Sunday.
NEW YOKE. 55 

Daily discharge, in second-feet, of Mohawk River at Little Falls, New York, for 1900.

Day.

1. ........

g

3............

4............

5. ...........

6...... ......

7............

8............

9...........

10............

11............

12...... ......

13............

14.... ........

15...... ......

16............

17............

18............

19............

20._..........

21

22

23.............

24............

25

26............

27

28............

29............

30... ........

31. ...........

Mean _ -

Jan.

595

961

1,040

1,040

608

578 *180

1,592

1,966

1,921

1.773

1,726

1,576

*1, 731

1,636

1,496

1 4A.H

1,455

1,592

4.302

*7,291

7,194

7,73(5

6,150

4,740

4 242

*1,528

2,176

1,496

2,523

Feb.

1,594

1,372

1,251 *421

1,457

1,682

1 <VJi

1,814

4,712

5,053

*3,449

5,305

10, 192

11,128

11,642

8,292

8.961

*3,671

3,678

2,334

1.968

2 386

4^303

3,614

*l,68l

1,592

1,456

1,541

3,862

Mar.

1 454

1,496

1,539

*1,001

2 228

2,013

1,967

2 125

2 228

2,250

*1,S89

2,013

1,818

1,875

1,818

1,726

1,696

*1,380

1,496

1,967

3,345

3,740

3,740

4,135

*3 720

3^405

3,030

3,030

3,150

4 233

5,024

2,469

Apr.

*5,785

8,497

10,124

9,162

8,114

7,936

9,998

*10,065

8,587

6,660

5,053

4,532

4,304

4,203

*4,607

5,672

7,261

11,128

13,542

15,242

15,032

*11,275

10,624

9,437

8,497

7,282

6,921

5,490

*4,559

4,672

8,143

May.

4,673

4,510

4,362

4,014

3,774

*2,443

1,658

1,698

2,304

2,591

2,595

2,330

*2 132

1,462

1,859

1,732

1,927

1,778

1,882

*1, 745

I 732

l',637

1,453

1 453

1465

1,085

*1,014

751

751

723

723

2,063

June.

645

761

*1, 119

1 346

1J74

1,014

760

1,214

i fiia

*1 283

1 134

l'l34 '864

864

896

801 *555

702

599

561

650

579

437 *72

474

390

474

474

674

740

801

July.

*395

1,053

1,804 Dl-l

644

505

788 *625

1 048

876

7U.

754

694

666 *545

668

724

826

7U

794

1,170

*1 430

1*088

696

1,424

2,109

1,898

1,384

*1 262

874

696

943

Aug.

481 taw

515

339 *93

9RA.

274

1Q1

374

452

153 *181

365

2,041

2,370

1,434

1 084

874 *745

651

494

494

499

475

527 *795

689

657

1 255

959

721

694

Sept.

629 *545

455

503

503

503

629

228 *326

294

326

200

483

515

377 *461

515

713

501

492

599

1,777

*1,380

953

1,034

915

819

914

652 *668

630

Oct.

667

849

881

4.QQ

491

493 *282

449

665

747

747

499

598 *459

691

1,231

1 032

983

881

785 *622

564

643

1,114

2,137

1,884

1,470

*1,356

1 633

1*322

1,192

899

Nov.

1,289

1,289

1,197

*1 264

885

920

982

3,350

5,335

3,837

*2,673

1,901

1,738

1,600

1,598

1,368

1,207

*1,336

1,998

3,929

6,057

5,353

4,515

3.417

*3,094

12,083

14,551

13,520

8,615

4,734

3,854

Dec.

4,845

*4,027

3,200

3,109

6,316

5,504

5,727

5,620

*4,725

2,579

2,562

2,388

2,388

2,178

1,588

*1,866

1,630

2 230

1,825

2,361

2,180

1,981

*1,828

3,509

5,291

5,177

4,143

3,007

2,606

*1,909

3,159

3,240

*Sunday. 

EAST CANADA CREEK AT DOLGEVILLE, NEW YORK.

A description of this station, together with the estimated daily discharge as originally computed, June to December, 1899, will be found 

in Water-Supply Paper No. 35, page 52. A new rating table for the 

dam has been prepared, using coefficients of discharge derived from 

Freeman's experiments on a model of the round-crested portion of the 

Croton dam, which apparently corresponds closely with the ogee section of the Dolgeville dam, as regards friction on the crest, vertical 

contraction of the nappe, and siphonage. 1

In computing the record here given, the new rating table has been 

used, beginning June 1, 1899. The flow through the turbines has 

also been computed from current-meter measurements- made in the 

tailrace of the electric power plant, instead of from the observed head 

and the gate openings of the water wheels, as formerly. The effect 

of these changes has been to slightly increase the extreme high-water 

and low-water flows, the estimated flow for mean stages remaining 

substantially the same.

1 See Report on New York's Water Supply, made to Bird 8. Coler, comptroller (1900), by John 

B. Freeman, p. 137.
56 OPERATIONS AT EIVEE STATIONS, 1900. PAET I. [NO. 47.

Current-meter measurements were made from the bridge across 

the tailrace below the power plant, as follows:

Current-meter measurements of flow in tailrace at Dolgeville eleetrie-Ught and

power dam.

Date.

1900. 

May 22 .......... ...__.____._____.____ __ .......

July27...-_.............. ......................

July 29 .__-._--..._.,____..____.__.__._____._...

August 9 .... ..-..--.-.....--...- ._..-.....--.

Flo win tailrace.

Second-feet.

84

76

63

80

Gate opening of 36- 

inch 

wheels.

Per cent. 

0.50

.38

.28

.38

Wheel.

No. 2.

No. 2.

No. 1.

No. 1.

Only one of the two 36-inch Victor turbines was running in each 

instance, together with the 15-inch exciter wheel. The depths of gate 

openings of the 36-inch wheels are shown in the foregoing table. The 

15-inch exciter wheel ran at thirteen-hundredtlis gate in each case. 

The head on the wheels was 72 feet. Observations of the wheel-gate 

openings were taken at the beginning and end of each test, and the 

average is given in the table.

The results of the current-meter measurements of the total flow of 

the stream have been given in the general table on page 39.

The relation between the metered and calculated flows on different 

days is shown in the following tables, from gage readings taken at 

the time the measurements were made:

Current-meter measurements of East Canada Creek.

Date.

1900. 

May 22. ....... ..,_._......__.._._.._.._._.._ ...

July 27.. ........... ..............................

August 7..-------.--..-................. ........

Flow in tailrace.

Second-feet. 

84

76

80

Flow over 

dam.

Second-feet. 

328

376

a 28

Total flow.

Second-feet. 

412

452

108

a Measured in stream channel above point of confluence with tailrace. 

Calculated flow of East Canada Creek.

Date.

1900. 

May 22 .___......._._.,....___.._..._

July 27 ...............................

August 7 -..-.-...-....-....-........

Crest gage 

reading.

Feet. 

0.69

.79

.20

Flow over 

dam.

Second-feet. 

282

362

29

Flow in tailrace.

Second-feet.

84

84

78

Total flow.

Second-feet. 

366

.446

107

In the first two cases the total flow was measured at the Dolgeville 

bridge above the dam, and the difference between the observed and 

calculated flows in the first instance is probably due to pond storage.

The accompanying tables of mean daily flow show the amount of 

water passing down the stream from the dam each day, with the exception of Sundays, for which the flow has been taken as a mean between
NEW YOEK. 57

that of the preceding and following days. Dams on this stream are 

not numerous, nor is there extensive pond storage, so that the tables 

may be taken as a fair representation of the natural regimen of flow. 

The highest water observed was on April 19, 1900, when a depth of 

4.5 feet on the crest of the dam was reached, corresponding to a flow 

of 5,750 second-feet, or 22.6 second-feet per square mile. The most 

notable low-water period was September 13 to 16, inclusive, 1899, when 

the average volume of flow was 67 second-feet, or 0.3 second-foot per 

square mile.

Daily discharge, in second-feet, of East Canada Creek at Dolgeville, New York.

for 1898.

[Drainage area, 356 square miles.]

Day.

1. ........ .......

2. ...............

3.... ...........

4. ...............

5...... ..........

6................

7.-. .............

8................

9................

10................

11... .............

12

13........... ....

14................

15................

16................

17................

Sept. Oct.

275 *330

275

270

310

330

290

280 *213

252

242

267

287

322

1 422

* 1,073

690

Nov.

503

478

443

363

343 *395

398

378

398

648

333

1,937

* 1,620

1,360

1,110

850

590

Dec.

372

372

372 *372

w?

372

(a)

(a)

(a)

(a)

(a)

(a)

(a)

(a)

(a)

(a)

(a)

Day.

18...............

19...............

20.... ...........

21

22

23

24

25

26...............

27. ............ ..

28

29...............

30...............

31...............

Sept.

485

1,180

943

680

625

465

370

355

638

Oct.

465

447

477

452

637

*1 323

1,082

832

762

1,222

1,082

877 *635

602

581

Nov.

540

540 *630

570

535

500

465

440

370 *305

235

235

279

689

Dec.

(a)

(a)

400

650

77K

1,275

975 *700

600

600

500

400

450

600

564

* Sunday. alee on crest of dam.

Daily discharge, in second-feet, of East Canada Creek at Dolgeville, New York,

for 1899,

Day.

1. ............

2

3.............

4.............

5.............

6.............

7.............

8.........:...

9.............

10.......... ..

11.............

12.............

13.............

14.............

15.............

16.............

17. ............

18.............

19.............

20.............

21.............

22 .............

23.............

24.............

25.............

26........ ....

27.............

28.............

29.............

30.............

SI. ............

Mean . . .

Jan.

*486

486

530

530

1,320

1,390

1,135 *992

922

722

622

542

502

562 *342

1,187

1,167

1,942

822

742

642 *542

572

652

672

672

642

602 *542

522

472

816

Feb.

472

462

447

492 *370

402

397

397

397

372

372 *348

410

462

502

502

397

402 *370

447

477

590

992

742

512 *460

742

742

439

Mar.

542

447

372

422 *833

852

787

682

542

472

447 *550

742

772

722

602

562

472

*490

542

572

602

602

702

672 *520

447

492

472

492

472

519

Apr.

462 *359

355

412

452

512

642

922 *713

822

953

1,217

1,642

2,152

2,972

*2,077

2,512

2,682

3,532

4,182

4,472

3,472

*3, 791

3,972

3,992

4,132

3,782

3,592

3,017

*2, 141

1,978

May.

1,701

1,401

1,301

1,261

1,006

771 *474

431

371

371

421

401

431 *534

601

541

441

601

811

741 *674

601

541

471

421

391

371 *324

391

373

421

633

June.

384

294

218 *212

206

200

194

234

194

194 *183

194

194

206

264

249

175 *134

239

161

274

206

174

133 *112

152

152

144

no

119

196

July.

116 *82

112-

79

106

103

126

215 *324

394

270

194

194

194

175 -*304

374

264

175

126

119 -100

*112

106

110

135

111

135

115 *101

87

166

Aug.

118

192

210

139

99 *81

118

112

100

106

126

143 *133

1(13

83

78

104

. 78

76 *75

74

74

67

"9T74

74 *44

74

74

74

74

97

Sept.

109

145 *145

78

78

71

68

67

67 *67

67

74

67

67.

67

67 *67

67

67

74

74

74

74 *74

192" 74

192

139

126

152

92

Oct.

*135

118

106

106

94

89

89 *94

92

89

77

75

74

74 *74

74

118"

100

103

100 *90

81

100

94

94

89

89 *266

372

246

112

Nov.

1,046

1,674

874

757 *648

540

404

372

340

322

282 *258

234

234

234

288

258

234 *234

234

208

292

292

184

152 *148

143

143

134

134

377

Dec.

134

292 *335

388

282

234

152

152

132 *195

258

2.000

3,029

1,530

1,094

914 *733

1,325

1,947

676

1,422

874

757 *648

542

436

330

282

282

254 *259

706

* Sunday.
58 OPERATIONS AT RIVER STATIONS, 1900. PART I. [NO. 47.

Daily discharge, in second-feet, of East Canada Creek at Dolgeville, New York,

for 1900.

Day.

1 .............

3

3.............

4...... ......

5.. ------

6 .....:..... .

7 .............

8-.. ..........

9 .............

10.. ...........

11... ..........

IS......... ...

13...... ......

14...... .......

15.............

16...... .......

17

18.............

19. ...... ......

30--....-......

31....--..- ...

33.............

23.. ...........

34

35. .......... _.

36. ....... .....

27-- ..- .

28 .. 

29 .. 

SO. .. 

31-- ..- 

Mean . . .

Jan.

364

364

288

388

300

346

*346

410

- 410

373

363

318

300

*358

364

253

340

683

546

960

*1 704

l!380

1,144

1,013

820

709

604 *508

410

346

346

531

Feb.

388

388

288 *388

388

266

264

388

800

718 *718

718

3,759

4,330

2,467

1,633

1,2:^3

*939

646

563

518

540

709

563 *470

378

346

312

879

Mar.

352

340

353

* 327

340

193

153

1Q9

258

340 *321

306

370

334

234

193

153 *173

263

306

340

340

340

340 *340

306

382

383

306

430

468

276

Apr.

*631

914

914

914

1,626

2 321

*2 714

l|374

1,094

1,002

1,012

1,020

1,020

*1, 197

1,374

1,926

4,636

5,335

4,917

4,843

*4,368

3,895

3,095

3,840

2,355

3,343

1,586

*1,506

1,207

3,086

May.

1,476

1,188

800

610

474 *410

346

474

610

800

610

546

*454

362

343

343

388

388

288 *364

340

388

388

288

376

264

(a)

(cO

(a)

(a)

(a)

486

June.

(a)

(a)

(a)

591

394

372

608

827

*643

460

406

376

394

376

335

*304

374

356

356

250

346

326 *300

274

394

394

300

300

149

370

July.

*130

113

113

115

118

153

184 *193

300

183

167

145

133

134 *137

150

163

202

190

158

310

*253

194

374

686

767

433

376 *319

163

110

331

Aug.

"153

136

110

111

*93

82

89

98

108

98

87 *111

193

396

274

250

185

167 *133

93

110

111

143

117

117

*77

93

323

136

181

151

144

Sept.

132 *151

139

190

167

149

157

118 *118

152" 73

143

142

136

138 *93

117

104

95

73

196

184 *130

-154

99

(a)

(a)

(a)

(a) *(a)

133

Oct.

130

185

145

144

110

116 *100

94

99

94

85

84

84 *81

338

305

199

186

180

185 *158

153

171

582

510

323

350 *306

393

368

(a)

195

Nov.

(a)

342

218

*-194

343

218

243

632

733

583 *433

398

(a)

(a)

(a)

(a)

(a)

* (al

1,005

1,197

1,148

1,016

' 713

*1, 146

3,803

3,164

1,689

1,138

939

957

Dec.

(a) *(o)

(a)

(a)

1,193

844

614

614 *577

' 6,14

379

379

334

324

310 *83

63

310

215

345

315

315 *343

310

438

345

345

317

317

*352

263

368

a No record. * Sunday.

CAYADUTTA CREEK NEAR JOHNSTOWN, NEW YORK.

A description of this station will be found in Water-Supply Paper 

No. 35, page 53. The record is kept at the dam of the Johnstown 

Electric Light and Power Company, 1 mile below Johnstown. Since 

the establishment of the station standard sharp-crested gaging weirs 

have been erected by Prof. Olin H. Landreth, C. E. One of these 

weirs has been placed across the main stream above the head of slack 

water from the dam. A second weir has been placed in the tailraee 

below the power house.

During the summer the water does not ordinarily flow over the dam, 

which is practically tight, but the entire flow passes through the turbines. A series of gagiiigs at the tailraee weir has been made in 

order to determine the discharging capacity of the water wheels when 

running under different conditions.

Dams are located at frequent intervals along the stream, and during the dry season the amount of flow from one to another is largely 

controlled by the water wheels.
NEW YOBK. 59

Daily discharge, in second-feet, of Cayadutta Creek near Johnstown, New York,

for 1898.

^[Drainage area, 40 square miles.]

Day.

1... .....................

2

3

4-.-..... ................

5

6 ...._._ __....,.....

7 .....................

8........................

9 ... . .......

10........................

11

12.... ................ ....

13. ......... ..............

14

15.... ................. ...

16 ........................

17.... ....................

Oct.

24 *10

22

25

119

246

67

55 *14

37

23

27

33

38

290 *117

68

Nov.

41

36

38

32

39 *12

32

35

179

734

429

110 *64

68

55

49

57

Dec.

39

48

46 *51

23

51

50

39

38

38

*25

46

37

36

33

33

34

Day.

18.... .......... ..........

19.... ....................

20

21

22

23.........--.-.. ......

24.. ......................

25

26...-............-..- .

27

28.......... .......... ...

29........................

30 . .

31.... ....................

Oct.

47

46

39

47

55 *105

56

48

36

58

55

138

*13

41

Nov.

57

97 *67

67

50

54

63

55

42

*24

46

59

42

Q1

Dec.

*27

33

35

45

58

98

67

*60

75

43

31

34

50

44

* Sunday.

Daily discharge, in second-feet, of Cayadutta Creek near Johnstown, New York,for

1899.

Day.

I....... ..................

2

3.........................

4

5. ................... .....

6. ........................

7. ........................

8

9.........................

10. ................... .....

11. ............. ...........

12.........................

13.........................

14.........................

15. ...................... ..

16.........................

17.........................

18... ................... ...

19.........................

20. ...... ..................

21

23. .................. ......

23. ........................

24.........................

25

26. ........................ .

27.........................

28.........................

29................... ......

30.. .................. -....

31.........................

Jan.

*20

39

31

42

71

69

40

*64

42

29

24

27

26

43

*125

51

43

35

31

33

28 *16

35

40

27

32

32

24 *13

33

33

39

Feb.

27

25

29

26 *19

29

23

19

18

18

20

*14

19

21

34

25

26

27 *15

32

33

55

91

39

40 *43

53

48

31

Mar.

66

48

36

40 *111

282

122

71

72

67

53 *123

155

105

84

46

38

35 *66

67

66

50

74

59

52 *54

 48

54

48

46

48

74

Apr.

72

*70

83

132

252

263

313

503 *320

413

579

415

811

751

802 *218

190

196

225

168

135

142

*123

41

65

66

44

52

60 *31

251

May.

57

66

36

32

28

27 *12

29

26

25

27

47

29 *31

25

28

34

33

43

47 *34

34

26

31

26

25

30 *15

32

13

28

31

June.

30

28

29

*17

29

28

18

30

21

19 *18

30

25

24

25

25

25 *17

25

37

32

33

32

32 *18

29

26

30

30

22

26

July.

21 *15

24

17

20

20

19

34 *16

27

25

18

18

16

18

*13

23

25

26

20

19

23

*8

18

22

19

16

17

17 *14

25

2f)

Aug.

20

22

32

22

21

*11

19

20

20

20

17

23 *8

20

20

20

20

20

19

*9

15

16

14

16

16

14

*11

15

16

16

16

18

Sept.

16

30

*12

19

28

16

23

22

17 *7

16

19

20

17

19

20

*11

19

20

21

20

17

19 *14

20

32

36

26

27

26

20

Oct.

*12

24

24

25

17

15

19

*9

18

20

24

23

13

20 *17

24

26

33

21

(*)

21

18

18

19 *16

30

30

21

Nov.

as

31

28

48

*34

26

28

26

22

27

26 *20

28

28

30

20

21

20

*6

27

27

26

25

24

26 *14

SO

28

28

15

26

Dec.

19

*14

37

27

23

23

23

23 *13

27

238

207

145

55

40

*44.

36

51

85

62

42

26 *19

56

60

25

24

20

19 *11

49

* Sunday.
60 OPERATIONS AT RIVER STATIONS, 1900. PART I. [NO. 47.

Daily discharge, in second-feet, of Cayadutta Creels near Johnstown. New York,

for 1900.

Day.

I................................. ............

2............ ..............................

3.............................................

4.... -,. -.....-..- .. ..... ._ 

6............. ................. ...........

6................-. ........................ r. ............................................

8........................ ..................

9.............................................

10-... ...................................... ...

11. ........ ......... ...........................

12.. ...........................................

13--...........---..-.-. ......................

14

15.............................................

16.............................................

17......... ....................................

18......... ............... ... . ............

19.............................................

20... ___ . .__ . ... .. .......

21............... .............................

W.. ...........................................

23__ ...........................................

Z^.. ...........................................

25---..... ............... ............. ......

2&.-. ....................................... ...

 ZJ... ........................................ -

28

29...... ....... ...... .......................

30

31.. ...........................................

Jan.

27

27

25

20

18

20 *24

60

39

43

37

34

30 *14

35

37

29

40

92

705

*306

101

83

55

71

50

43 *23

44

36

31

71

Feb.

30

29

22 *20

251

43

42

148

235

76 *82

116

1,404

89

77

59

46 *23

42

41

39

44

107

87 *41

60

42

39

119

Mar.

41

42

44 *23

55

41

50

45

45

44 *39

66

48

40

41

39

41 *19

42

45

53

52

111

82 *52

46

50

49

106

165

296

62

Apr.

*250

292

339

212

199

200

293

*155

102

78

77

91

106

78 *91

133

200

314

164

102

76

*116

93

80

71

64

48

46 *22

25

137

May.

38

25

25

25

28 *24

30

25

81

63

30

24 *19

23

26

23

24

20

26 *22

25

24

19

23

23

26 *19

22

19

20

27!

27

June.

36

oo

*8

30

26

25

23

24

33 *13

29

29

16

24

29

22*9

24

24

24

22

21

17 *10

17

19

14

17

19

18

21

July.

*6

14

20

6

15

15

15*7

31

19

18

20

23

18 *12

19

20

18

17

14

19

*7

15

18

17

26

25

26 *13

13

13

17

Aug.

12

22

20

18*7

20

20

20

22

18

14

*4

27

28

29

34

35

33

*10

18

21

20?^

22

23* 7

20

19

20

20

18

20

Sept.

11*7

21

17

17

17

21*8

21

20

6

1*

18

16*9

19

21

19

21

21

21

*14

32

32

21

21

23

23 *10

18

* Sunday. 

NOTE. Records for October, November, and December are not available at present.

SCHOHARIE CREEK AT PORT HUNTER, NEW YORK.

Schoharie Creek rises on the western slope of the Catskill Mountains. In its lower stages it flows through a long, flat valley, in a 

stream bed covered with cobbles and gravel, over which the water 

finds its way in a thin sheet during the dry season.

The State dam at Fort Hunter is near the mouth of the stream, and 

high water from Mohawk River backs up to the toe of the dam. The 

condition existing at this station during the summer months has been 

described in connection with the Mohawk River gaging stations, 

page 42. A record has been kept of the elevation of the water surface 

in the pond above the dam, and also in the channel below the dam. 

The average difference, or head, is 5.25 feet, and it is nearly constant, 

except when water falls below the crest level above the dam.

The dam is of timber backed with gravel, and there are a number 

of leaks above the gravel line 2 feet below the crest. During the 

summer this leakage represents practically the total inflow from 

Schoharie Creek to the Mohawk. Current-meter measurements of 

the leakage were made below the Erie Canal aqueduct, at a point 

where the entire flow is concentrated in a narrow channel.
NEW YORK. 61

Current-meter measurements of leakage of Fort Hunter dam.

Date.

1900. 

June 21..... .......................

July 18................... ........

August 22 ........................

R. E.

E. D.

.....d

Hydrographer.

Horton __...____..--.---.--

Walker....... ............

Leakage.

Second-feet. 

30

38

44

In the computation the leakage of the dam has been assumed to be 

35 second-feet.

In establishing this station the intention was to maintain a record 

of the height of the water above and below the head gates, at the 

entrance to the canal feeder, from which the effective head of the 

gate openings could be determined and the flow computed by the formula for submerged orifices. During the dry season the water falls 

below the lip of the gates and flows in an open channel, making this 

method inapplicable. In recomputing the record the diversion to the 

canal feeder was estimated from the following current-meter measurements :

Current-meter measurements of flow of water in feeder.

Date.

1900. 

June 21.. .........................

July 18. __-..__._. _---.. -- -..

R. E.

E. D.

.....d

Hydrographer .

Horton ....................

Walker...................

0.-... .. A... ...............

Measured 

flow.

Second-feet. 

112

76

73

Inflow to the Erie Canal is controlled by gates at the lower end of 

the feeder channel, so that the flow in the feeder is not directly a 

function of the stage of the water. Owing to the uncertainty of the 

low-water measurements, this station was abandoned July 31.

The accompanying tables show the total outflow from the pond 

above the Fort Hunter dam. A table of the flow, as originally computed, allowing 315 second-feet for leakage, will be found in WaterSupply Paper No. 35, page 55.

The drainage areas tributary to Schoharie Creek at various gaging 

stations are as follows:

Drainage areas of Schoharie Creek.

Square miles. 

At mouth ...... ................................. ............ 947.0

At Erie Canal aqueduct.... ....-.............-...-..-......_. 946.8

At Fort Hunter dain..................... ........ ........... 946.7

At Mill Point bridge...... ............... ..................... 934.0

At Schoharie Falls dam. ............................. ........ 930.0
62 OPERATIONS AT RIVER STATIONS, 1900. PART I. [NO. 4v. 

* Daily discharge, in second-feet, of Schoharie Creek at Fort Hunter, Neiv York, for

[Drainage area, 947 square miles.]

Day.

1. ........... ....

2. __._.- ...

3.. ..........

4................

6 .............

I

8.... ...... ......

9 ...... ....

10 - 

11. ......... ......

13

13................

14 ... ......

IT

16................

17... .............

Sept. Oct.

161

161

161

161

1,661

3,211

1,361

791

1,761

791

611

611

581

1,661

2 136

2,461

711

Nov.

1,617

1,717

917

917

767

767

847

767

667

5,067

9,517

5,767

2,917

2,967

2,417

1,817

1,517

Dec.

1,139

939

1,339

1,439

1,839

1,639

1,839

1,839

1,739

1 239

939

1,639

1,539

1,639

1,539

1,639

1,339

Day.

18 .. .. 

19..--- -- .

30

21 - - 

22 ..- 

23 . ..... .... .

24 - .

35 .............

26

37-- 

28 - - -

39

30 ...... .....

31 ...... .. 

jyiean.-.--

Sept.

129

139

129

139

139

139

139

T>Q

Oct.

791

861

791

791

791

1.061

861

861

861

1,361

2,361

1,911

1,561

1,661

1,142

Nov.

1,517

2,417

3,967

2,843

2,067

1,967

1,967

1,517

1,517

1,217

917

767

767

2,148

Dec.

1,539

859

689

814

1,639

2,639

2,089

3,389

814

1,539

1,539

939

1,339

3,864

1,573

Daily discharge, in second-feet, of Schoharie Creek at Fort Hunter, New York, for

1899.

Day.

1.... ............

2

3. ............

4. ------ ....

5--. -------

6................

7.... ........ ....

8. ........... ....

9..--.--..-...--.

10 - 

11----............

12................

13................

14. ............. ..

15................

16.......... ......

17................

18................

19... ............

30.. ............. .

21.. .............

23..-----.-......

33... ...._... 

24--.-..-...- ....

35........ - .

26.... ....... .

27.. ............ ...

28.. ............. .

29.... ........ ....

30... ............ .

31. ...... .........

Mean......

Jan.

1,741

1,641

1,641

941

5,791

4,791

3,541

3,141

3,541

2,341

1,991

1,641

1 841

1J841

2,091

2,341

3,291

2,741

2,391

3,341

1,991

1,641

1 541

l!541

'2, 741

1,991

2,091

1,841

1,541 

1,641

1,541

2,307

Feb.

1,651 i,a5i

1,651

1 351

1 251

951

951

851

901 oni

851

851

657

701

801

951

951

1,551

1,751

1,551

3,151

2,876

3 407

3,736

3,736

4,301

4,885

6,035

1,944

Mar.

4,915

3,655

3,165

2,935

6,635

13,635

6,335

3,435

2,935

3,535

4,^85

7,685

11,135

4,455

3,175

2,635

2 235

2,035

2,335

2,515

2,775

2,775

2,775

3,635

2,515

2,335

2,035

2 135

1^435 

1,335

1,435

3,792

Apr.

1,335

1,335

1,335

2,135

2,785

3,185

3,655

7,685

5,335

3,655

4,585

5,735

7,685

7,635

9,335

7,685

5,215

4 085

4,385

3,812

3,533

2,343

3,532

Q qi>>

3,193

3,883

2 633

3 698

3,398 

2,9*8

4,100

May.

1 Mf\

1 460

1,560

1 140

860

860

710

585

585

610

440

440

340

260

260

340

480

585 f;in

585

585

510

440

340

340

260

360

260

340 

260

260

579

June.

9QK

3%

395 '-MK

395

tJQK

395

235

 7Q5

lof;

iQf;

195

195

195

195

195

195

195

195

195

195

195

195

195

195

195

195

' 195

195 

195

236

July.

182

178

182

182

185

185

190

195

198

185

182

190

198

302

302

198

303

302

195

195

190

185

185

165

198

190

185

183

190 

190

190

187

Aug.

148

152

145

138

143

145

148

138

138

135

138

138

133

132

135

138

138

138

143

145

142

148

148

142

145

148

142

148

145 

148

. 145

143

Sept.

148

148

145

145

148

148

148

143

153

1 W

153

148

148

145 11?;

143

138

145

145

148

148

148

148

148

152

183

6,984

6,136

5,740 

4,790

916

Oct.

3,867

1,967

1,767

2,247

2,467

1,967

1,767

1 547

1.767

967

967

1,547

1,547

1,967

1,547

2 247

967

797

W7

967

797

587

967

797

1,967

1,767

3 147

1,547

1,967 

2 147

1,547

1,603

Nov.

935

1,615

1,515

935

935

765

935

935

785

765

935

1,615

1,835

1,515

1,515

935

935

765

765

765

635

635

453

453

515

455

435

335

335

395

875

NOTE. No record for December.
NEW YORK. 63

Daily discharge, in second-feet, of Schohan'e Creek at Fort Hunter, New York, for

1900. '

Day.

1..................... .. .............................

2

3....... .................. .............................

4..................................... .................

5 .......................................................

6 .......................................................

7....... ................................................

8... . . .....

9...... ..................................... ...........

10......... ......................... .................

11................................................... ....

12

13.......................................................

u_................. .__.._._....._.................:_....

15...... .................................................

16...

17.......... .............................................

18...... .................................................

19 .......................................................

20. ...... ................. ........................... ....

21. ......................................................

22

23

24 ...................................... ................

25. ......................................................

26.............. .........................................

27. ................................................... ...

28..........-.......... ................................

39

30.......................................................

31.......................................................

Jan.

735

735

Wi

575

435

315

435

315

485

435

315

365

485

435

575

575

735

2,785

4,595

8 235

4, 595

3,465

3,145

1,325

735

735

485

575

485

435

1,313

Mar.

3,465

7,335

7,515

6,785

t\ t&K,

2,485

3,335

3,335

3,035

2,740

3,335

3,035

2,775

2,355

2,255

2,015

1,885

1,755

1,755

1,755

3,035

2,135

1,755

2,485

2,275

2,635

2,495

2,775

3,035

3,035

3,035

3,137

Apr.

2,915

2,775

3,335

3,635

3,335

3,335

3,635

2,635

2,495

2,135

2,015

2,015

2,275

2,915

2,915

3,635

4,735

6,035

4,935

4,595

5,355

6,615

6,615

5,095

4,035

3,335

2,915

2,635

1,885

1,325

3,530

May.

835

985

835

QSS

1,208

490

412

409

315

519

472

390

300

293

312

327

319

312

830

1,530

1,550

1,020

500

412

409

315

315

250

332

355

360

561

June.

360

155

245

245

284

239

212

242

515

276

360

305

305

257

260

260

235

220

157

153

147

143

139

139

139

105

113

123

122

122

219

July.

Ill

102

102

111

90

76

76

76

135

140

143

140

135

127

123

118

118

111

111

111

106

72

122

130

144

135

127

127

118

118

111

115

NOTE. No record for February; station abandoned July 31. 

SCHOHARIE CREEK AT ERIE CANAL AQUEDUCT, NEW YORK.

The Erie Canal crosses Schoharie Creek between the Fort Hunter 

dam and Mohawk River. A gaging station was established at the 

aqueduct on May 2, 1900, by Prof. E. D. Walker. A current-meter 

measurement of the flow through the archways of the canal aqueduct 

was made by him on that day, the result being a discharge of 1,257 

second-feet, with a gage height of 2.26 feet. Owing to cross currents 

above the aqueduct, the conditions are not favorable for meter measurements, and the station was abandoned on October 13. The record 

is chiefly of interest in connection with slope measurements of Mohawk 

River, described elsewhere (p. 42).
64 OPERATIONS AT RIVER STATIONS, 1900. PART I. [NO. 47

Daily gage height, in feet, of Schoharie Creek at Erie Canal aqueduct, New York,

for 1900.

Day.

1

2

3. .............

4_. ........ . ...

5 .... 

6----.......... 

7 ..............

S. .............

9-. .........

10....... ....... 

11 .. . 

13..... 

14...... .,...

15..............

16...-... ....

May.

2 24

2.30

2.14

3.10

3.00 

1.10

3.00

1.97

3.00 

1.10 

1.97

1.89

1.76

1.70

1.67

June.

1.38

1.47

1.76

1.63

.94

.95

.87

.90

1.90

1.84 

1.80 

1.40

1.68

1 4fi

1.13

1.20

July.

0.60

63

.58

60

60

.57 

.56

.50

43

.53 

.60 

.63

64

.60

.54

.53

Aug.

0.67

.65

.64

.63

63

.61

.53

.52

.51

.50 

.53 

.53

EO

54

.53

Sept.

0 54

.53

.54

.53

.54

' .54 

53

.54

.64

.64 

.65 

.65

.65

64

.65

.64

Oct.

0 13

54

.51

.53

.58

.61 

62

.58

54

.53 

.59 

.56

Day.

17 ....... ......

18 ......... ....

19.. ...........

20 . .. .

21

23 

33 I.. ..........

24

25

26 .............

387 """"" ""."

39. ...... ......

30.............

31

May.

1.58

1 53

1.47

1.98

2.84

3.43 

2.14

1 93

1 87

1.80 

1.67 

1 40

1 47

1.45

1 40

June.

0.83

.71

.83

.70

73

.70 

.67

.60

.60

.60 

.60 

.63

.61

.60

July.

0.58

.56

.60

.61

.63

.65 

.63

.68

.71

.73 

.78 

.73

.60

.63

.64

Aug.

1 43

1 33

1 93

.97

.78

.71 

.68

.64

.63

.54 

.53 

54

13

.53

.54

Sept.

0.65

.65

65

65

.65

.65 

64

63

.53

.56 

.57 

.53

52

£3

SCHOHARIE CREEK AT MILL POINT, NEW YORK.

The current-meter station was established at the Mill Point highway bridge 011 July 5, 1900, by Prof. E. D. Walker. The stream bed 

is stony and fairly permanent. The channel is of nearly constant 

width at all stages of the stream. The following current-meter measurements were made by Professor Walker:

July 5: G-age height, 0.64 foot; discharge, 87 second-feet. 

August 22: Gage height, 0.70 foot; discharge, 141 second-feet.

Daily gage height, in feet, of Schoharie Creek at Mill Point, New York, for 1900.

Day.

1.. .......

2

3.-.. 

4. .........

5..........

6..........

1. .........

8..........

9. ...... ...

10. . 

11. .........

1313'.'.'.'.'.'.'.'.'.'

14. .. 

15.......... 

16..........

July.

......

"o.'eo"

35

70

.50

.80

70

.70 

.60

.60 

.60 

65

Aug.

0.65

.65

.45

.40

.50 

.35

.40

.35

30

.30

.40

.40

.45

.30 

.35 

.40

Sept.

O.a5

.35

.35 

.30

.25 °2

.40

.30

30

25

45

.45 

.35

.35

.30 

.35

Oct.

0.50

.50

.45

AI\

.40 

.45

.35

.30

11

.00

.00

.35

.45

.15

.30 

.30

Nov.

0.55

45

.60 

.60

.50 

40

60

.60

.65

.85

60

.60 

.80

.90

73 

!70

Dec.

3.10

1.90

1.80 

1.70

3.02

3.35

2.25

2 10

1.80

1.75

1.75 

1.73

1.70 

1.65 

1.60

Day.

17- . 

18 .- 

19- ..... 

20 .......

21 . 

32

33..........

34

35

26 .......

27

28 .. .

39.... ......

30 ...... 

31..........

July.

0.60

.65

.65 

.65

.60 

.95

.90

.80

.85

.80

.80

.80 

.70

.70 

.65

Aug.

0.95

1.45

.95 

.73

.70 

.75

.70

.60

.55

.50

.45

.50 

.50

.55 

.43

Sept.

0.35

.30

.35 

.35

.00 

.00

.00

.30

.35

.30

.30

.35 

.45

.45

Oct.

0.40

.45

.45 

.45

.40 

.30

.60

60

.50

.70

.75

.53 

.45

.52 

.50

Nov.

0.65

.70

.75 

.98

1.45 

1.42

1.50

1.35

1.30

1.73

3.60

3.75 

3.25

2.15

Dec.

1.65

1.70

1.83 

1.95

2.30 

2.10

1.70

1.88

2.95

3.70

1.7(1

2.a5 

1.95

1.50 

1.60

SCHOHARIE CREEK AT SCHOHARIE PALLS, NEW YORK.

A dam and power plant have been erected by the Empire State 

Power Company, of Amsterdam, New York, at Schoharie Falls, 7 

miles from Amsterdam. The dam is of masonry, backed with timber. 

It has a flat crest, nearly level, 380 feet long, 1 foot wide, and a slope 

on the upstream face of approximately 2^ to 1. The dam was completed early in the summer of 1900, and a record of the depth of water 

flowing over the main spillway was kept by the engineers of the company from July 18 to December 31. Some further data are needed,
NEW YORK. 65

however, for the final reduction of this record, which is reserved for 

future publication. The dam is about 1 mile above the current-meter 

station on Schoharie Creek, at the Mill Point highway bridge, and it 

is the intention to use the results of the meter measurements made 

there in the preparation of a calibration curve for the spillway of 

the dam.

Soon after the completion of the dam a weir of standard form was 

placed in an opening in the water-power canal embankment, at a 

point where the entire flow of the stream could be concentrated so as 

to pass over the gaging weir. The weir has a sharp crest, 25 feet in 

length, with two complete contractions, and the following observations of flow were computed from the observed depths by the Francis 

formula:

Flow over weir at Schoharie Falls dam.

Date.

1900.

June 26 ...... ....

Do..........

June 27 ..........

Do...........

June 28 ..........

Do..... .....

June 2Q ..........

Time of 

measurement.

11 a. m.

11 a. m.

11 a. m.

Discharge.

Second- feet. 

86.2

91.6

91.5

92.9

92.9

86.2

91.5

86.2

1

Date.

1900.

June 29 .........

June 30 ........

Do. ........ .

Julyl. ...... ....

Do..........

July2. ........ .

Do .........

July 3. ...........

Time of 

measurement.

11 a. m.

9 a. m.

Discharge.

Second-feet.

86.2

92.9

92.9

92.9

91.5

91.6

92.9

93.4

The power plant at the dam contains two double horizontal Samson 

turbines, each 40 inches .in diameter. The turbines are designed to 

work under a head of 42 feet, and are rated at 1,800 horsepower per 

pair. A wheel similar to these has been tested at Holyoke, and with 

the rating curve established, which shows the proportional discharge 

of the wheels for various depths of gate opening, the turbines can be 

used as water meters to determine the flow in the power canal. The 

plant was set in operation about January 1, 1901, and a gaging record 

is being kept, which shows the depth of flow over the crest of the dam 

and spillway, the discharge through the flood gates, and the amount 

of water used by the turbines. It should be stated that this stream 

is subject to extreme variations of flow, and that the weir measurements given above represent unusually low water. Plans have been 

made for a system of storage reservoirs to conserve the entire discharge of the stream and maintain a nearly uniform regimen of flow 

throughout the year.

MOHAWK RIVER AT SCHENECTADY, NEW YORK.

A current-meter station at Freeman's tollbridge, near Schenectady, was established by Prof. E. D. Walker February 1, 1899, and

IRR 47 01 5
OPERATIONS AT RIVER STATIONS, 1900. PART I. [NO. 47.

remained under his supervision until October 1, 1900. A description 

of this station is contained in Water-Supply Paper No. 35, page 55. 

The following current-meter measurements were made by Professor 

Walker:

April 3,1899: Gage height, 7.18 feet; discharge, 5,294 second-feet. 

May 26, 1899: Gage height, 6.22 feet; discharge, 2,092 second-feet. 

June 30, 1899: Gage height, 5.38 feet; discharge, 482 second-feet. 

May 12, 1900: Gage height, 6.50 feet; discharge. 4,135 second-feet. 

July 17, 1900: Gage height, 5.26 feet; discharge, 667 second-feet. 

August 21, 1900: Gage height, 5.40 feet; discharge, 976 second-feet.

A rating curve for the cross section at this station has not yet been 

prepared.

Daily gage height, in feet, of Mohawk River at Schenectady, New York, for 1900.

Day.

1 ... . .. ... ....

2....... ................. .....

3....... ................ ......

4.. ...........................

5-... ...... ...................

6.............................

7.. ...........................

8

9.............................

10.......... ...................

11....... ...................

12.. ........................

131. ...... ..................

U............ .................

15. .............................

16..............................

17......... ....... .......

18.............................

19.......... ................... 20

21..... ....... .. ........

28

23..... .._..., ...._.. 

24.............................

25

26........ . . ........

27...........- ..............

28

29....... ...... .......... ......

30....... _... .... ........ ......

31......... ........ ............

Apr.

11.15

10.05

8.85

8.18

7.90

8.25

8.15

7.80

8.10

8.50

10.65

12.05

11.90

11.68

10.85

11.65

11.90

10.05

9.35

8.60

8.25

7 72

7.45

May.

7 40

7 40

7.10

6.90

6.80

6.65

6.45

6.20

6 45

6.70

6.70

6.50

6.25

6.10

6.05

6.00

6.05

6.00

6.95

6.05

6.50

6.20

6.10

5.95

5.90

5.75

5.70

5.55

5.50

5.45

5 no

June.

5.50

5.50

5.50

5.75

5.65

5.55

5.60

5 40

5.60

6 45

6.00

5.75

5.60

5.55

5.50

5.50

5 45

5.42

5.35

5.22 t; vt.

5.25

5.35

5 22

5.20

5.20

5.18

5.20

5.33

5.20

July.

5 22

5.30

5 22

5.18

5.15

5.30

5.20

5.20

5.25

5.35

5.40

5.35

5.32

5.30

5.30

5 28

5.29

5.20

5.23

5.35

5.35

5.40

5.70

5.58

5.43

5.38

6.15

6.05

5.72

5.55

5.50

Aug.

5.38

5.35

5.25

5.23

5.25

5.20

5.15

5.18

5.10

5.08

5.10

5.10

5.10

5.15

5.25

6.25

5.90

5.80

5.62

5.45

5.40

5.32

5.25

,5.20

5.25

5.28

5.22

5.20

5.25

5.20

5 45

Sept.

5.35

5.25

5.22

5.20

5.10

5.15

5 22

5.15

5.18

5.05

5.10

5.15

5.10

5.10

- 5.08

5.10

5.05

5.08

5.00

5.05

5.08

5.10

5.10

5.70

5.53

5.45

5.35

5.22

5.28

5 22

Oct.

5.30

5.25

5.20

5.35

5.20

5.20

5.02

5.10

5.18

5.10

5.10

5.18

5.15

5.25

5.15

5.18

5.20

5.20

5.42

5.35

5.20

5.20

5.18

5.20

5.28

6.15

6.00

5.70

5.65

5.75

5.65

Nov.

5.55

5.60

5.58

5.50

5.45

5.42

5.35

5.35

6.40

7.05

6.60

6.15

5.85

5.80

5.75

5.70

5.65

5.50

5.60

5.80

6.95

7.60

7.30

7.00

6.70

8.48

11.65

11.35

10.05

8.50

Dec.

7.80

7.35

7.00

6.75

8.75

8.85

8.15

8.00

7.70

7 25

6.75

6.15

6.70

6.85

6.20

6.00

5.85

5.95

5.90

6.00

6.15

6.20

6.10

6.10

6.70

8.00

7.60

7.08

6.70

6.40

6.25

MOHAWK RIVER AT REXFORD FLATS, NEW YORK.

This station, which is located at the New York State feeder dam 4 

miles below Schenectady, is described in Water-Supply Paper No. 35, 

page 57.

The accompanying tables of daily and monthly mean flow include 

the amount diverted to the Erie Canal. They therefore represent the 

total inflow of Mohawk River .at this point, which is considerably 

greater than the amount which passes downstream from the dam 

during the season of canal navigation. Prior to 1900 the amount 

of diversion to the Erie Canal was assumed to be 128 second-feet. 

During the present year a different method of estimating diversion to
NEW YOKK. 67

the canal has been used. Current-meter measurements in the Rexford Flats feeder gave the following results:

Current-meter measurements in Rexford Flats feeder.

Date.

October 27, 1898...... . .. .... ......

June 35, 1900..-. ...,.-_....-.._...

Hydrographer.

W. D. Lockwood.. -------- ..-..

R. E. Horton. ........... -.....-.

Flow in 

canal feeder.

Second-feet.

138

373

These results were compared with the mean rate of evaporation 

from a water surface, as determined for several years at Rochester, 1 

and it was found that an apparently constant relation existed between 

the two. The diversion for the remaining months of the canal season has been estimated from the observed evaporation, as follows:

Estimated monthly flow in Rexford Flats feeder.

Second-feet. 

..-. 200

June,.!. ..-_--...,-...--,____.--_--..__.--.--._--._..-.._...-_. 260 

July ....._........ .---. ..... ................................ 290

August-...--...---------. _-_,.-_-._..._--..-- -_-,,---._-_.----- 270

September _...__......_,_._.._....__._____. ...._--._._._.......-- 220

October..-.----...-..-- ..._........_.......................... 148

The flow over the dam that is, the amount of water passing downstream from Rexford Flats compares with the total flow as follows:

Table showing relation of flow over Rexford Flats dam to total inflow of feeder.

Month.

1900.

May........ .__......__.__......._....____._..___._.____..

June.... - .......... ............__.....,....... ..... ...

July......---.-...._. ....................................

August....- ---..-.._- -----._--...---_--..-,...-_---_ ...

September.... ............................................

Total inflow.

Second-feet.

3,857

1,503

1,447

. 1,746

981

Flow below

dam (inflow 

less diversion).

Second-feet.

3,657

1,243

' 1,157

1,476

761

The water did not fall below the crest of the dam during the summer of 1900, so that it was not possible to make measurements of the 

leakage, or a new profile of the crest, which is greatly needed. During 

high water for several days of the year 1900 the water on the downstream side of the dam rose above the crest level and the dam was 

completely submerged. Experiments on the flow over a similar submerged weir are not available, and the high-water flows have been 

taken from the usual discharge curve. On the morning of February

1 See annual reports of the executive board of the city of Rochester, 1893 to 1899, inclusive.
68 OPEBATIONS AT EIVER STATIONS, 1900. PAET I. [NO. 47.

14, 1900, the water attained a depth of 9.25 feet on the crest of the. 

dam, corresponding to a discharge of 55,700 second-feet, or 16.5 secondfeet per square mile. This is the highest water observed since the 

record was started.

During 1900 the following discharge measurements were made by 

Prof. E. D. Walker, at Freeman's bridge, 3 miles above the Rexford 

Flats gaging station:

May 12: Gage height, 6.50 feet; discharge, 4,135 second-feet. 

July 17: Gage height, 5.36 feet; discharge, 667 second-feet. 

August 21: Gage height, 5.40 feet; discharge, 976 second-feet.

Daily discharge, in second-feet, of Mohaivk River at-Rexford Flats, New York,for

1898.

[Drainage area, 3,385 square miles.]

Day.

8 ..... ...

9.......... .. .

10...............

11. ...... .......

12

13. 

14. ......... .....

Dec.

5,050

5,050

5,050

5,450

4,300

3,635

5,350

Day.

15..............

16. ......... ....

17. .. 

18..............

19. ......... ....

30..............

21. .......... 

Dec.

4,959

3,250

2,450

2,300

2,675

2,550

2,300

Day.

22

23. .......... ...

34..............

35.... ..........

26 . .... ..

37

28..... . ..

1

Dec.

2,850

5,150

11,550

9,350

7,350

4,450

4,900

Day.

29. . ..

30 . .. ..... .

31.... ..........

Dec.

3,35(

3,40( i,m

4,47

Daily discharge, in second-feet, of Mohawk River at Rexford Flats, New York, for

1899.

Day.

1. ....... ...

2... -----

3. .........

4 .

5.. - 

S. ..........

7 ....

8. ..........

9

10. .......

11. ......... .

12. ........ ..

13. ......... .

14.. . ....... .

15. .........

16...........

17 ....... 

18. ..........

19. ........ ..

20. ...... ....

21.. ....... ..

22--......-..

23

34

25...........

26...........

27.. . 

38. ...... ....

29...........

30...........

31. ..........

Mean _

Jan.

9,000

4,850

3,350

3,600

9,350

16,850

13,550

9,350

7,925

4,850

4,250

3,600

2,850

3,835

4,650

5,400

8,750

9,300

5,400

4,475

2,850

2,850

2,750

3,050

3,450

4,300

4,475

4,950

4,750

5,575

4,850

5,739

Feb.

2,950

3,460

4,350

3,950

3,950

4,550

3,350

3,700

2,600

2,400

2,100

2,850

3,350

4,750

4,650

3,850

3,460

2,700

2,400

2,400

2,350

2,600

5,450

10,150

5,750

5,550

4,650

7,000

3,935

Mar.

6,300 P; 7p;n

5,170

4,650

6,920

25,700

15, 110

9 770

8,450

8,a50

7,000

9,160

30,670

14,000

10,950

10,050

8,350

5,750

5,470

8,350

13,560

12,600

11,400

6,460

7,050

6,740

5,370

4,750

4,650

5,560

5,170

9,004

Apr.

5,850

6,350

5,350

5,270

7,880

10, 510

14,050 is,aso

21,770

13 340

15^590

18,600

24,040

29,550

30,630

29,350

22,000

30,550

20,350

21,150

21,628

19,228

17,878

17,878

17,878

17,028

16,428

16,438

.15,668

11,148

17,057

May.

9,828

8,828

8,428

8 528

5|828

5,178

2 628

2 338

2 328

3i 178

2,178

2,428

2.338

2,078

1,838

3,438

1,978

1,778

1,678

4,778

6,038

6,828

6,728

5,438

4,928

4,378

3,138

2 228

1,838

3,778

2,778

4,084

June.

3,388

2,288

2,078

2,078

2,078

1,538

1,538

1 (WB

1,378

1,378

1,128

1,128

928

928

1,038

1,038

2 928

3,528

4 628

5J128

3,628

3 238

2^ 168

2,168

2,078

1,538

1,538

1,538

1,428

1,538

2,014

July.

928

928

ftTQ

608

608

608

438

438

608

528

438

438

378

328

328

328

758

928

678

678

438

328

328

308

288

288

328

438

328

378

338

498

Aug.

328

328

438

438

528

608

328

278

278

278

278

278

378

378

278

278

378

378

278

228

328

228

328

228

228

278

378

338

308

308

308

394

Sept.

228

328

238

228

328

328

228

338

338

338

338

228

228

228

238

278

278

278

278

278

278

278

278

278

378

3,328

9,178

6,328

1,678

2,778

980

Oct.

2 728

2,928

2 928

2*628

2,628

2 628

2,478

2 328

2,178

1,428

728

728

728

728

1,228

1,578

1,828

1,928

1,428

1,348

1,348

1,348

1,228

1,148

1,128

1,028

838

728

1,228

1,348

1,348

1,608

Nov.

1,368

1,368

2 928

5,028

6,528

6,528

8,638

9,028

7,938

4,828

2,778

2,178

1,578

1,928

2,078

1,578

1,368

1,368

1,128

1,128

1,238

1,478

1,578

1,578

1,468

1,368

1,128

1,128

1,128

1,368

2,824

Dec.

1,328

1,338

3,208

2,448

2,628

2,908

3,578

4,548

6,078

8,328

8,958

10,038

10,838

15,828

21,358

24,228

19,128

13,128

8,128

10 228 e;328

4,928

4,578

4,578

2,428

2,928

2,928

3,828

2,638

2,428

2,228

7,001
NEW YORK. 69

Daily discharge, in second-feet, of Mohawk River at Rexford Flats, New York, for

1900.

Day.

I....... ...-......-._...._..._....

2

B.. ..............................

4:-...... .......... .............. --

5... ............... ...............

6.................................

7 ~

8.. .............................. .

9....... ........ ..... ... ..

10.................................

11..... .......................... ..

12-............. .............. ..

13................. ...... ........

14..... .......................... ..

15_.... ............................

16.................................

18.................................

19................. ...... .

20.................................

21

22

23.................................

24.................................

35

26..... ............................

^t. ................ ............. .

28..... .......................... ._

29_. ...................... ........

30..... ...........................

31.................................

Jan.

3,030

1,500

1,500

1,260

1,260

1,500

1,860

2,250

2,550

2,550

1,860

1,610

1,500

1,500

1,860

2,700

3,830

. 6,500

10,730

31,850

45,750

27,850

28,450

21,750

13,300

9,250

6,100

5,150

5,150

4,450

4,250

7,860

Feb.

2,850

1 860

2^030

3,830

4,450

4,950

5,550

7,150

7 250

7,950

10, 730

13,050

27,250

45,050

24,850

14,850

9,650

5,750

3,150

2,470

3,830

5, 150

6,690

8,750

7,850

6,150

5,150

4,650

9,032

Mar.

4,650

4,650

4,450

4,450

4,450

4,800

3,325

3,000

2,250

2 250

1,860

1,610

1,500

1,500

1,370

1,260

1,160

1,160

1, 750

3,150

3, 950

4,800

4,800

5,150

5,950

6,900

7,700

7,700

8,430

8,550

8,750

4,235

Apr.

8,750

9,400

11, 150

11,400

12,850

13,550

13,850

14,650

15, 070

15,950

17,150

18,300

15,650

13,850

9,390

9,000

12,350

20,750

37,450

25,550

26,250

28, 370

26,050

21,730

17,050

11,900

11,400

9,850

8,750

7.250

14,996

May.

5,500

4,800

4,150

3,300

2,850

'3,000

3,450

3,300

3,800

4,400

3,800

3,650

3,300

3,300

3,800

3,300

3,000

2,850

2,700

3,250

2,250

1,750

1,650

1,650

1,650

1,500

1,900

1,650

1,435

1,435

1,425

2,857

June.

1,470

1,470

1,580

1,710

1,710

1,470

1,470

1,710

1,710

1,960

2,240

2,9W

2,240

1,580

1,580

1,580

1,710

1,710

1,470

1,260

1,260

1,260

1,060

1,060

1,060

1,060

1,060

910

910

910

1,503

July.

1,500

940

940

940

820

750

750

820

1,090

1,090

1,290

1,500

1,500

1,290

1,290

1,290

1,090

1,090

1,090

1,090

1,400

1,610

1,740

1,990

2,270

2,270

2,490

3,380

2,270

2,270

1,990

1,447

Aug.

1,970

1,830

1,720

1,720

1,720

1,970

1,720

1,970

1,970

1,970

1,970

1,970

1,971)

3,250

2,390

3,470

5,020

1,830

1,830

1,970

1,070

1,070

1,070

1,270

1,170

1,070

920

1,000

1,000

1,070

1,170

1,746

Sept.

1,920

1,670

1,670

1,540

1,430

1,430

1,430

1,020

1,020

1,120

1,320

1,020

870

870

430

430

680

680

750

870

870

680

1,020

1,020

750

680

680

540

600

540

981

NOTE. Records for October, November, and December are not available at present. 

MOHAWK RIVER NEAR DUNSBACH FEREY, NEW YORK.

A gaging record has been kept at the dam of the West Troy Water 

Com pan y near Dunsbach Ferry, 9 miles from the mouth of Mohawk 

River. The dam is of masonry, and has a flat granite crest 5.5 feet 

wide, standing 0.75 foot higher at the crest lip than at the upstream 

edge. An island in the center of the stream divides the dam into two 

sections. The crest of the right wing, at the upper end of the island, 

is 380 feet long, with an average elevation of 174.15 feet. The crest 

of the left wing, at the lower end of the island, is 280 feet in length, 

and stands at an elevation of from 173.46 to 173.50 feet. Openings 

which existed in the dam during a part of the time the record has 

been kept should be taken into consideration in computing the flow.

The crest of the dam at the present time stands nearly level. The 

elevation of the zero of the crest gage is 172 feet. Readings are taken 

twice daily, usually between 6 and 7 a. m. and between 5 and 6 p. in. 

The mean of the readings taken for each day is given in the accompanying table.

In the adjacent pumping station are two Eclipse turbines, built by 

Stout, Mills & Temple, of Dayton, Ohio. One is 68 and the other 72 

inches in diameter. They are run with gates wide open, under a head 

of from 7 to 8 feet.
70 OPEBATIOKS AT RIVEE STATIONS, 1900. PAET I. [NO. 47.

The record at Dunsbach Ferry was established primarily for the 

purpose of checking a system of levels which were run for the United 

States Board of Engineers on Deep Waterways, by D. J. Howell, C. E., 

who furnished the record to the Geological Survey. No record was 

 kept from April 1,1899, to July 31,1900.

The drainage area above the station at Dunsbach Ferry is 3,422 

square miles.

Daily gage height, in feet, of Mohawk River near Dunsbach Ferry, New York, for

1898.

Day.

1. ...... .....................

g

3............................

4............................

5............................

6 .........................

7

8........................ ....

9... ........................ .

10...... ......................

11.. - . .. .. .

12

13... -- . _ _ . ...

U.. ............. ............

15 ....... . ............

16... ........... ..............

17 _ . .. 

18.-. ............ .............

19.... ...... ........ ..........

20 __. . . ...... ...... .

21

22.. ...... ................

2S...... ......................

24. ....................... ....

25. ....................... ....

26. .. ......... .............

ZI... .........................

28

29. ........... .............

30...... ......................

31. ...... ...... ........... .,-

Mar.

7.60

8.20

8 40

7.50

6 40

5.60

5.60

5.30

6.50

6.20

5.40

4.80

4.80

4.10

3.80

3.60

3.60

4 00

4 80

4.70

Apr.

4.00

3.60

3.20

3.00

2.80

2.60

2.50

2.60

2.60

2.40

2.40

2.40

2.40

2.50

2.60

2.80

3.00

2.80

2.70

1 2.80

3 °0

3.30

3.40

4.70

7.00

6.80

6.20

5.00

4.30

3.70

May.

3.20

3.10

3.20

3.60

4.20

4.20

4.20

3.50

3.10

2.60

2.60

2.40

3.60

3.80

3.40

3.00

3.80

2. GO

2.40

2 50

2.60

2.60

2.40

2.50

3.30

4.80

5.20

5.20

4.00

3 40

3.20

June.

3.00

2.70

2.40

2.40

2.40

2.20

2.00

1.80

1.70

1.70

1.80

1.80

2.70

3.40

3.10

2.90

2.60

2 20

2.00

2.00

2.60

2.20

2 20

2.00

1.80

1.70

1.70

1.60

1.40

1 dt\

July.

1.40

1.00

.60

.40

.20

.00 .10

 .10

.10

.20

-.30

-.40

 .60

 .60

 .00

 .60

.80 .70

.70

1.70

2 20

1.90

1.70

.80

.20

.00

1.20

1.80

1.60

1.20

.60

Aug.

2.50

5.50

2.20

2.70

2.60

3.50

3.00

2.40

2.00

1.60

1.80

1.50

1.20

1.00

.90

.80

1.40

2.40

2.50

2.90

3.40

2.90

2.60

3.00

6.10

6.40

5.20

4.00

3.20

2.80

2.80

Sept.

2.80

2.40

2.20

2.20

2.10

2.20

2.40

2.60

3.00

2.70

2.30

2.00

1.80

1.60

1.40

1.30

1.30

1.20

1.20

1.80

2.20

2.00

2.00

2.^0

3.00

3.SO

2.80

2.8')

2.60

2.50

Oct.

2.40

2.40

2.40

2.40

2.60

5.80

4.20

3.30

3.20

3.10

2.80

2.70

2.70

2.80

3.60

4.90

4.30

3.80

3.40

3.30

3.30

3.40

4.00

4.20

4.00

3.80

4.40

5.40

5.00

4.30

3.80

Nov.

3.60

3.40

3.20

3.20

3.00

3.00

3.00

3.00

3.10

3.30

8.40

6.80

5.50

4.90

4.40

4.00

3.60

3.60

3.60

4.80

4.30

3.80

3.70

3.80

3.80

3.50

3.50

3.00

3.00

3.00

Dec.

3.20

3.10

3.00

3.00

3.10

3.40

3.30

3.20

3.20

3.20

3.10

3.00

2.90

2.80

2.80

2.80

2.80

2.80

2.80

2.80

2.80

3.00

3.60

4.60

4.50

4.20

3.80

3.40

3.00

2.80

3.20

Daily gage height, in feet, of Mohawk River near Dnnsbach Ferry, New York, for

1899.

Day.

1........................ *>

3

4 ........................

5. .. ... ....

6........................

7........................

8........................

9. .......................

10 ........................

11 ........................

12

13........................

14.........................

15........................

16........................

Jan.

3.90

3.40

3.20

3.30

4.00

5.80

5.00

4.40

4.00

3.60

3.20

3.20

3.00

3.10

3.60

4.40

Feb.

2.60

2.60

2.60

2.60

2.60

2.60

2.50

2.40

2 20

2 20

2.20

2 20

2 20

2 20

2.20

2.20

Mar.

4.00

3.80

3.60

3.30

3 40

6.60

6.00

4.80

4.20

4.10

3.80

3.90

6.00

5.60

4.90

4.50

Day.

18............ ........

1Q

20.-..-....... .......

21

22

?2. ......................

24... ....................

25

26.......................

27

28 .................. .....

29 ...................... .

30. ......... ...... .......

31 .......................

Jan.

4.20

4.00

3.80

3.40

3.20

3.00

3.00

3.00

3.10

3.20

3.20

3.00

2.80

2.70

2.70

Feb.

2 20

2.30

2.40

2.40

2.60

3.00

3.40

4.60

3.90

3.60

3.50

3.80

Mar.

4.40

3.80

3.60

4.20

4 40

4.00

3.80

4.00

4.40

4.00

3.80

3.60

3.60

3.60

3.50
NEW YOEK. TJ

Daily gage height, in feet, of Mohawk River near Dunsbach Ferry, New York, far

1900.

Day.

1. ........ ........

2

3

4 ...... .

6. ................

7

8.................

9........ .....

10-. ...... . .....

11-......--...-....

12.. ......... ......

13. ................

14-....... ......

15.................

16.................

Aug.

2.30

2.30

3.10

2.00

3.10

2.00

3.00

1.90

1.80

1.80

1.80

1.80

1.80

1.90

3.20

3.80

Sept.

2 20

2.20

2.10

2.00

2.00

1.80

1.80

1.80

1.90

3.00

3.00

2 20

1.70

1.70

1.70

1.70

Oct.

2.00

2.00

2.00

2.00

3.00

3.00

3.00

1.90

1.80

1.70

1.70

1.80

1.80

1.80

1.90

1.90

Nov.

2.40

3.40

3.45

2.35

230

2.20

2.15

2 20

3.85

3.55

3.10

2.90

2.75

2.55

2.50

2.50

Dec.

3.75

3.70

3.55

3.50

4.80

4 80

4.40

4.40

4.20

3.70

3.25

3.00

3.25

3.30

3.10

2.95

Day.

17................

18. ............ ...

19. ........... ....

30.... ...... ......

21 ...... .--...-.

22....-.-.--......

23--.....--.-....

34

35

26...... .........

37

38

39

30..... ...........

31......... .......

Aug.

2.70

2.60

2.40

3.30

2.30

2 30

2.00

2.00

2.00

2 20

3.30

2.10

2.00

2.00

2.30

Sept.

1.80

1.80

1.60

1.60

1.70

1.80

3 00

3.50

3.40

3 20

2.30

2 30

3.00

2.00

Oct.

3.00

3 30

2 20

3.30

2.00

2.00

3.00

2.00

2.00

2.75

2.75

2.50

2.45

2.50

3.40

Nov.

2.45

2.35

2.40

3 50

3.50

4.00

3.80

3.45

3.30

4.10

6. 50'

6.35

5.50

4.50

Dec.

3.85

3.80

3.90

3.90

2,85

2.80

2.90

2.90

3.35

4 35

3.75

3.55

3.35

3.30

3.10

INDIAN RIVER AT INDIAN LAKE DAM, NEW YORK.

Indian River, a tributary of the upper Hudson, has a precipitous 

forested mountain area of 146 square miles in eastern Hamilton 

County. In 1898 a masonry storage dam was built at the foot of 

Indian Lake, replacing the lumbermen's dam which was formerly 

there, and raising the level of the artificial lake so formed 23 feet. 

The storage capacity of the present lake is 5,000,000,000 cubic feet, 

the area of its water surface is 5,035 acres, and the elevation of the 

spillway crest above mean tide is 1,650 feet. The dam was built by a 

federation of water-power users on Hudson River, in cooperation with 

the State of New York, under the direction of Mr. George W. Rafter, 

engineer in charge, the primary object being to store flood waters from 

this drainage area, to be turned into the Hudson during the low-water 

period of the year, thereby equalizing to some extent the flow of that 

stream. Water is also used for sluicing logs during the river driving 

season. 1

Since July 22, 1900, a gaging record has been kept at the dam, with 

a view to determining the total outflow from this reservoir. The facts 

recorded are the elevation of the water surface in the reservoir, the 

depth of water flowing over the spillway or flashboards, the depth of 

opening and the head on the main and subsidiary logways, and the depth 

of the opening and the effective head on each of the 5-foot sluice gates. 

These data enable a calculation of the outflow from the reservoir to be 

made, and, by comparison with gaging records kept on Hudson River 

at Fort Edward and Mechanicsville, the effect of storage on the lowwater flow of the latter river can be determined.

A meteorological station has been established at the dam by the 

United States Weather Bureau, and records are kept of the rainfall, 

temperature, etc. The regimen of flow of Indian River below thfe 

dam is largely artificial, though in the course of a year or more the 

total annual run-off of the drainage area will appear in the stream,

1 Engineering News, May 18,1899.
72 OPERATIONS AT RIVER STATIONS, 1900. PART I. [NO. 4f.

and it is hoped, in the course of time, to determine the relation between 

the rainfall and run-off of what constitutes a rather typical Adirondack watershed.

When the reservoir is full the excess oi inflow passes over the spillway, which has a level crest 106.05 feet long in the clear. To facilitate the calculation of discharge over this spillway a series of experiments was mude at Cornell University June 6, 1899, on a full-sized 

model of the spillway section (6.58 feet long), from which the proper 

coefficients of discharge have been determined. 1

The discharge through the two 5-foot sluice gates, provided for the 

purpose of drawing the water down as required, is calculated from 

the observed head and from the area of the lune-shaped gate orifices 

by the ordinary formula, the value of the coefficients of discharge to 

be applied being checked by current-meter measurements made at a 

convenient bridge below the dam.

A meter measurement of the flow at this point on October 19, 1900, 

showed the rate of draft from the reservoir to be 451 second-feet, both 

sluice gates being wide open and under an effective head of 11 feet. 

A measurement of Hudson River at Mechanicsville, made on the afternoon of the following day, October 20, showed the total flow at that 

point to be 1,871 second-feet.

The following table shows the stage of the Indian Lake reservoir 

during the year 1900, the depth being measured from the base of the 

invert of the 5-foot discharge tunnels, also the estimated storage capacity of the reservoir at different depths:

Estimated storage capacity of Indian Lake reservoir.

Water surface.

Lumbermen's dam ...... .... ............

Top of flashboards of present dam. ......

Elevation.

Feet. 

1,616-17

1, 627

1,650

1,651.1

Area.

Acres. 

1,000

3,007

5,035

Storage capacity.

Cubic feet.

800, 000, 000

4,468,000,003

5,000,000,000

Depth of water, in feet, in Indian Lake reservoir, New York, for 1900.

Day.

1 ... 

2. 

3...... 

4...... 

5. 

6......

7 ... 

8 

9......

10...... 

11...... 

12

13...... 

14...... 

15...... 

16......

July.

.......

.......

.......

-------

Aug.

29.42 

29 17

28.92 

28.75 

28.58 

28.33 

28.25 

28.08 

27 92

27.83 

27.67 

27.33

27.29 

27.25 

27.21

27.12

Sept.

25.01 

25.00

24.83 

24.58 

24.33 

24.17 

23.92 

23.58 

23 29

22.00 

22.71 

22 ^7

21.00 

21.63 

21.25

20.88

Oct.

16.00 

15.75

15.46 

15.17 

14.87 

14.58 

14.42 

14.08 

13.79

13.50 

13.21 

12 92

12.67 

12.42 

12.25 

12.08

Nov.

8.62 

8.37

8.17 

8.00 

7.79 

7.58 

7.42 

7.33 

7.33

7.29 

7.25

7.17

7.00 

6.87 

6.71 

6.50

Dec.

9 vT

'i6.~25"

~i6.~42"

"io.'fs"

Day.

17 ---..

18. 

19 

20 .. 

21..... 

22..-. 

23..... 

24..-.. 

25-. 

26 

27 

9&

29 .. 

30..... 

31. .

July.

.......

"33."50" 

33.00 

32.50 

32.17

31.92 

31.25

30.83

30.42 

30.08 

29.75

Aug.

27.00 

27.00

27.00 

27.00 

27.00 

27.00 

26.92 

26.75 

26.63

26.37

26.17 

26.00

25.83 

25.58 

25.33

Sept.

20.50 

20.08

19. 75 

19.42 

19.17 

18.87 

18.54 

18.35 

17.92

17.58 

17.25 

16.92

16.67 

16.33

Oct.

11.83 

11.54

11.25 

11.82 

10.79 

10.54 

10.33 

10.12 

9.96

9.79 

9.58 

9.38

9.17 

8.96 

8.83

Nov.

6.33 

6.17

6.08 

6.33 

6.50 

6.58 

6.58

......

~9.~25~

Dec.

" ~l6.~83

"ii.'os 

" ~ii.~25

11.58

11.83 

" "12." 08

1 Proc. Am. Soc. Civ. Engs., March, 1900, p. 288.
NEW YORK. 73 

SCHROON RIVER AT WARRENSBURG, NEW YORK.

A gaging record was established at the dam of the Schroon River 

Pulp Company, 2 miles below Warrensburg, by George W. Rafter, 

member American Society of Civil Engineers, November 1, 1895, in 

connection with the upper Hudson storage surveys. 1 The conditions 

at the Warrensburg gaging station are somewhat peculiar. During 

ordinary water an attempt is made to turn the entire flow of the 

stream, less leakage, through the water wheels, which run 24 hours a 

day, Sundays excepted. This is accomplished by the use of flashboards and by draft from the storage impounded by the Starbuekville dam. During extreme low water the mill is shut down altogether. 

As a rule, no water passes over the dam at this time, the entire flow 

leaking through. A balance is" maintained between the inflow and 

the outflow by fluctuations in the pond level, thereby varying the pond 

storage arid also the head on the leaks. As no record is kept when 

the mill is not running, it has been necessary to estimate the low-water 

flow, which was taken at 150 second-feet in 1899, this being the assumed 

leakage of the Starbuckville dam. 2 The apparently uniform regimen 

of the stream during considerable periods may be accounted for as 

the result of draft and storage from the Starbuckville dam.

A current-meter measurement of the leakage of the dam, flume, and 

flashboards at the Schroon River Pulp Company's mill was faade on 

August 9,1900, in the open channel about a half mile below the dam. 

The flow at that point was found to be 285 second-feet, which amount 

has been taken as the low-water flow and leakage during the present 

year (1900). The dam is of timber, and was considered nearly watertight when built, but there is evidence that the leakage has increased 

year by year.

The flow over the dam without flashboards has been taken from a 

diagram deduced from experiments made at Cornell University on a 

weir having a similar cross section. The flow over the flashboards 

has been calculated by means of Francis's formula, with a constant 

coefficient of 3.33.

'Ann. Kept. State Engineer and Surveyor of New York, 1895, p. 118; also Water-Supply and 

Irrigation Paper U. S. Geol. Survey No. 35, p. 58.

2 Report on a water supply from the Adirondack Mountains for the city of New York, by 

Geo. W. Rafter: Rept. of Merchants' Association of New York on the water supply of the city 

of New York, p. 337.
74 OPERATIONS AT RIVER STATIONS, 1900. PART I. [NO. 47.

Daily discharge, in second-feet, of Schroon River at Warrensburg, Neiv York, for

1899.

[Drainage area, 563 squarfc miles.]

Day.

t ......... ......

2

3...............

4 ...............

5.... ...........

6. .......... -..-

1 ...............

8~- .- -.-..

9...............

10 ........ .

11. ........ 

12...............

13. ..............

14...............

15...............

16. ...-

17 - - -

18 . 

19....... .-...

30

21......- ---..

33

2i. ............ .

34 ..............

25... .------..

26... .........

27 ...............

38

39...............

30_ ...... 

31. ..............

Mean .....

Jan.

*641

641

641

641

641

641

608 *575

575

575

575

575

608 *641

641

641

641

641

641

608 *575

575

575 *575

575

575

606

Feb.

478

478

478

478 *478

478

478

478

478

478

478 *478

478

478

478

478

478

478 *478

478

478

478

478

478

478 *478

478

478

478

Mar.

478

478

478

478 *478

478

478

478

478

478

478 *478

478

478

478

478

478

559 *641

641

641

641

641

718

718 *718

718

718

718

718

718

564

Apr.

708 *708

708

708

708

708

708

708

* 1,999

3,391

3,291

3,391

3,391

3,391

3,391

*3,362

3,443

3,443

3,443

3,443

3,443

3,443

*4,273

5,103

5,103

5,103

5,103

5,103

5,103

* 5, 103

2,877

May.

4,854

4 854

4,854

4,854

4,854

4,854

*4,487

4,131

4,131

4 121

4,131

4,121

3,493

*3,307

3,121

3,131

3,931

2,931

2,931

2,381

*2,181

1,981

1,981

1,981

1,981

1,981

1,506

* 1,448

1,391

1,391

1,391

3, 150

June.

1,506

1,506

1,506

* 1,367

1,338

1 228

1 338

1 338

1,228

1 228

*1 238

1*228

1,238

1 238

1,228

1 338

1*338 *l'328

1 338

1*228

1 238

1 338

1,228

970 *675

381

381

381

381

381

1,093

July.

304 *304

304

304

304

304

304

304 *304

304

304

304

150

150

150 *150

150

150

150

150

150

150 *150

150

150

150

150

150

150 *150

i^n

210

Aug.

150

150

150

150

150 *150

150

150

150

150

150

150 *150

150

150

150

150

150

150

*150

150

150

150

150

150

150 *150

150

150

150

150

150

Sept.

150

150 *150

150

150

150

150

150

150

* 150

150

150

150

150

150

loO *150

150

150

381

381

381

381 *381

381

381

381

381

381

381

334

Oct.

*381

381

381

381

478

478

478 *478

478

478

478

478

478

478 *478

478

478

478

478

478

478 *478

478

478

478

478

478

478 *478

478

478

463

Nov.

1,468

1,468

1,468

1,468

* 1,468

1,468

1,468

1,468

1,318

1,318

1,171

* 1,106

1,041

983

901

861

841

841 *841

841

841

841

841

841

841 *774

708

708

708

708

1,047

Dec.

708

708 *708

708

708

708

708

708

708 *708

708

708

931

983

1,041

1,101

* 1, 127

1,153

1,153

1,153

1,153

1,153

1,153

* 1,153

1,153

1,153

1,101

1,101

1,041

1,041

* 1,041

948

* Sunday.

Daily discharge, in second-feet, of Schroon River at Warrensburg, New York, for

1900.

Day.

1. _._... 

2

3...... ..---.-..

4 ........... ...

5 . _ .

6...... .........

8...............

9...... -.-..-....

10.-.. ........

11... .. ......

12..---,.....-....

13...............

14...... -.-..

15_ . ------

16 .. 

18 ... .....

19.. .........

20.. ..........

21 ... ..... 

22. .......... ....

23

24 ......A. ......

25

36 . ._. ___ 

27

38 ..............

29. ...... -. 

30. ...............

31........... 

Mean... 

Jan.

810

810

810

810

810

810 *810

810

810

810

810

810

810 *810

810

810

810

810

810 sin *810

810

810

810

810

810

810 *810

810

810

810

810

Feb.

810

810

810 *810

810

810

810

810

810

810

* 1,895

2,035

1,165

1,945

1,945

1,945

1,945

* 1, 893

1 840

1*795

1,710

1,608

1,608

1,608

* 1,571

1,535

1,475

1,435

1,380

Mar.

1 360

1,390

1,330

*1 204

1,178

1 140

1 123

1*123

1 123

1,123

*1 123

1 123

1,123

1,123

1,123

1,123

1,133

* 1,130

. 1,117

1,107

1,100

1,089

1,085

1,085

* 1,085

1,085

1 ~\£.£.

1,130

1,110

1,110

1,110

1,140

Apr.

*1 162

l'315

1,315

1,395

1,535

1,535

1,741

* 1,947

3 155

2* 155

2,155

2 235

2,305

2,465

*2 765

3', 065

3, 3(35

3,545

4,115

5,365

7,010

*7,745

6,945

6,945

6,210

6,685

6,315

5,365

*5 0%

4,835

3,688

May.

3,965

2,885

2,635

2,305

2,155

*2 045

L935

1 748

1^715

1,715

1,715

1,715

* 1,670

1,635

1,605

1,585

1,545

1,535

1 z&x

* 1,470

1,415

1,375

1,355

1,295

1,395

1 135

*1 025

1*085

1,085

1,085

1,085

1,688

June.

1,085

1 217 * l'349

1 *££*

1,990

1,890

1 890

1,890

1,890

*1 735

1 565

l'425

1,300

1,290

1 300

1,300

* 1,187

1,075

963

963

963

963

963 *963

963

963

963

963

963

963

1,380

July.

*885

810

810

810

810

810

810 *810

616

616

616

616

616

616 *616

539

539

539

365

365

285 *285

385

285

385

385

385

385 *385

285

385

538

Aug.

385

385

285

385 *385

285

285

385

285

385

385 *385

806

806

806

806

806

806 *385

806

806

806

806

613

613 *385

385

285

385

385

285

474

Sept.

385 *385

385

285

285

385

285

285 *385

285

285

285

285

285

385 *285

285

285

285

285

285

385 *385

285

285

285

285

285

385 *385

385

Oct.

285

535

535

535

517

517 *385

535

535

535

517

517

517 *285

535

535

535

517

517

517 *285

535

535

535

517

517

517 *385

535

535

535

488

Nov.

517

517

517 *285

535

535

535

517

517

517 *385

535

535

535

517

517

517 *285

4/11

535

535

535

574

385 *285

806

806

806

806

806

530

Dec.

939 *385

989

989

989

989

989

989 *385

989

989

989

989

989

989 *285

788

788

788

788

788

788

385 *385

 788

788

788

788

788

385 *788

773

f Sunday.
NEW VOEK. 75 

HUDSON RIVER AT FORT EDWARD, NEW YORK.

This station, located at the dam of the International Paper Company, 

was established in 1895, by George W. Rafter, member American 

Society of Civil Engineers, in connection with upper Hudson storage 

surveys. The dam is of timber, on slate rock foundation, and has but 

little leakage. The crest is straight, very nearly level, and 587.6 feet 

in length. The zero of the crest gage stands at the level of the lip of 

the dam proper. Flashboards from 15 to 18 inches in height are usually maintained on the dam. A record is kept of the heirht of the flashboards and of the times of their setting and removal.

In the adjoining mill there are 62 water wheels, nearly all of modern types, which have been tested at the Holyoke flume. A record is 

kept of the daily run of each wheel, in hours, as well as of the working head, which usually is 19 feet. The discharge through the turbines is estimated from diagrams expressing the flow as a function 

of the working head and the number of wheel-hours run.

In the winter of 1896-97 a flood spillway was cut around the south 

end of the dam, over which the water flows whenever it reaches the 

level of the crest of the flashboards. The profile of the spillway is 

very irregular, and causes some uncertainty in the calculated flows 

during high water.

When the flashboards are off the flow is computed by means of the 

East Indian Engineers' formula; 1 when they are on the flow is computed by Francis's well-known formula for sharp-crested weir. During the dry season little water passes over the dam, the entire flow 

being employed to drive the turbines. A current-meter measurement was made at the highway bridge below the dam on July 26,1900, 

and the flow was found to be 2,704 second-feet.

1 Mullin's Irrigation Mat aal.
76 OPERATIONS AT RIVER STATIONS, 1900. PART I. [NO.

Daily discharge, in second-feet, of Hudson River at Fort Edward, New York, for

1899.

[Drainage area, 2,800 square miles.]

Day.

I. ..........

3... . ._.,..

4 ...........

5...........

6...........

7 ...........

8...........

9...........

10...........

11. ..........

12

13...........

14. ..........

16..........

16...........

17. ...... ....

18...........

19...........

20_... ......

21 ...........

23...........

23...........

24...........

25 ..........

26...........

27

28

29...........

30......... .

31...........

Mean .

Jan.

"3,415

2,610

3, 619

2,619

3 619

3,877

2,877

*4,335

4.320

3,8%

3,872

2,944

3 225

4,300

*2,415

5,368

5,388

5,388

5,383

5,388

5,388

1.356

3,491

3,618

3,633

3,633

3.041 *935

3,816

2,816

3,537

Feb.

2 822

2 822

2,503

2,606 *945

1,839

1,539

1,539

1,539

1,539

1,162 *943

3,109

2,109

3,109

2,109

2,109

1 504 *l' 150

1,68»

1,683

1,682

3,013

2,308

1,600

*1 600

2*. 853

2,843

1,903

Mar.

3,744

3,744

3 744

6,154

*2,415

5 444

5^444

5,444

5 444

5,444

5,444

*3,035

5,444

5,444

5 141

5,315

4,335

4,335

*3,344

6,099

6,329

6 329

6,329

5 703

5^703

*3,415

5,444

5 444

5,506

5,506

5,506

5,005

Apr.

6 nil

*1 600

4^378

i W8

4,378

4,378

4,654

4,654

* 1 560

i'osi

9 303

9^967

9,967

17,438

17 406

*20,095

21 223

21 233

21,800

27,059

29,545

39,618 *OE Kin

32,158

32, 159

29,619

39,619

on con

37,033

*33,120

16,811

May.

23 033

23 033

23^033

19,689

19,689

21 949

*12 340

21,940

21 949

8,283

e ^dft

7 049

o> 049

*6,960

7 049

5,204

5,304

5,204

5 204

8',617

*700

4 864

4 864

4 184

4,382

3 oni

3,901

*1,356

3,104

3,104

3,104

9,561

June.

3,106

3,106

3,106

*1 356

2, 318

2,218

2 218

2 218

2 218

2,138

*l,a56

1,917

1,917

1,912

1,912

1,860

1 720 *945

1,683

1,454

988

753

590

590

*747

1,329

894

888

585

583

1,617

July.

583 *945

945

945

583

289

743

762 *100

1,547

1,547

1,817

1,817

1,817

1,817

*455

1,817

1,817

1,817

1,817

1,645

1,645

*465

1,368

1,300

1,103

1,103

1,275

1,375 *20

461

1,150

Aug.

363

363

363

363

363 *(a\

(a)

(«)

(a)

(a)

(a) *(o)

574

574

574

916

916

916 *20

1,176

1,176

1,176

916

916

916 *574

1,176

576

576

948

714

Sept.

923

933 *30

1,186

1,186

1,184

930

920

930 *20

975

953

867

631

630

577 *30

624

624

577

954

1,024

1,034 *30

1,184

3,404

4,889

4,889

4,181

4,181

1,347

Oct.

*2,181

2,181

1,785

1,785

1,211

912

1,172 *20

1,008

1,112

1,182

I 182

1 182

919 *30

1,177

575

576

826

861

1,184 *20

1,446

1,439

923

918

919

919 *20

1,183

1,183

1,033

Nov.

9,268

11,948

12,250

9,403

*14 930

9! 403

5 668

7 974

7951

6,149

6,149

* 1,860

8,923

3,817

3,135

3,133

3,133

3,133 *30

3,900

2,900

2,900

2.580

2,311

3,044 *20

3,311

3,206

3,306

2,306

5,098

Dec.

1,941

1,941

*1,380

4,267

4,307

4,307

4,243

4,243

4,243

*1,016

2,194

2,369

9,075

11,410

11,410

8,130

*5,882

8 239

8,339

8,574

8,574

8,574

8,230

*2,415

2,415

4,809

4,234

4 334

4', 334

4,334 *30

5,157

* Sunday. a No record.

Daily discharge, in second-feet, of Hudson River at Fort Edward, New York, for

1900.

Day.

'1 .... .

2

3. .........

4. ..........

5...........

6.... ......

7. ......... .

8...........

9...........

10. ........ ..

11. - ..

12.. ......

13. ......... .

14...........

15. ........ ..

16.. ... ......

17-....-.---.

18...........

19. - 

20. ......

31

22

23

24.. ...

25

26...........

27

28. ...... ....

29...........

30........... QI

Mean .

Jan.

3,001

1,957

1,957

1,957

1,957

2,053

*1,401

2 217 f> OJY

2,217

2 217

9 OJ7

3* 217

*1,571

2,317

2 217

2,217 

2 217

2,217

2 217 *l',401

5,858

7,312

7,577 

6,991

6,991

5,862

*2,041

5,212

4,387

3,571

3,211

Feb.

3,481

3 331

3 331

* 1,810

2,961

2,447

2 447

2,447

3,331

3,889

*2,062

4,136

7,369

16, 615

17,747

18,499

18,975 

*13 045

15,531

9,340

9,141

7,611

7,013

6,259 

*5,609

4,694

4,232

4,045

7,074

Mar.

2,879

4,242

4,362

*3,019

4 462

3,315

3,859

3,741

3,471

4,208

*3,259

3,879

3,659

3,723

3,759

3,571

3,095 

*1,302

3,479

3,479

4,830

4,942

4,943

4,943 

*2, 911

4,743

4,743

4 466

4,882

4,942

4,943

3,934

Apr.

*3, 237

4.933

5,361

5,701

5,701

7,376

10, 566

*11,360

14, 316

11,636

11.636

11,636

10, 776

10, 776

*9,302

10, 776

12,946

17, 076

33,636

31,495

34,899

*34,470

43,900

36,061 

30,945

36,635

33 536

18,480

*14,250

14,210

16,914

May.

12,486

11,899

10, 776

11,636

9,646

*3,015

7,351

8,246

5,836

8 246

6,608

6,608

*4,450

5,361

6,378

7,348

5,993

6,987

5,961

*3,015

7,342

5,967

6,336

5,111

3,677

4,912 *415

4,366

4,319

3,372

3,460

6,358

June.

4,924

4,924

*3 433

4,931

5,094

4,674

4,419

4,440

4,539

*1,367

3,&59

3,201

2,924

2 921

2,981

2,368

*795 

2,941

1,677

1.957

2,407

1,915

1,979 *20 

2,607

2,191

1,178

2,181

1,241

1,069

3,834

July.

*175

837

837

30

1,216

931

831

*1,215

1 388

l'255

827

1,260

841

1,467 *803

2,171

1,248 

1,320

934

1,360

1,268 *30

1,306

1.&38 

2,033

1,467

3,441

3,263 *175

1,987

1,656

1,348

Aug.

1,937

1,401

1,719 1,333

*1,087

1 256

l!087

1,350

1,579

1,740

1,729

*1,053

3,271

3,565

3,019

3,233

3,347

3,989

*1, 420

2,243

1,250

1,534

977

940 

901 *95

938

938

1,487

1,531

1,791

1,652

Sept.

1,044 *956

190

1,445

827

715

837

837 *837

1,211

1,211

1,211

827

1,579

1,393 *686

1,2*3 

1,233

1,113

1,112

1,311

1. 175 *912

1,613 

1,661

1,557

1,329

1,435

1,180 *865

1,110

Oct.

827

827

837

827

827

827 *20

1,466

1,216

1,216

1,258

1,338

1,366 *873

1,818

1,504

1,306 

1,450

1,346

1,334 *872

1.611

1, 040

1,118 

1,106

1,251

1,773 *804

2,703

2,447

1,647

1,343

Nov.

1,630

1.266

1,406 *302

1,463

834

1,336

1,006

1,119

2,303 *875

2,303

2,203

1,883

1,947

1,691

2,947 

*1,133

3,040

1,901

4,863

7,074

10, 313

6.483 

*3,360

6,368

2,670

Dec.

5,586

*5,611

7,697

4,421

4,421

4,183

4,661

4,181

*7,381

2,454

3,061

3,806

3.656

3,388

3.138 *965

2 375 

1,826

1,940

1,930

3,138

3,138

*1,795

1,590 

3,170

3,637

3,136

3,887

2,887

*2,637

3,637

3,198

* Sunday.
NEW YORK. 77 

HUDSON RIVER AT MECHANICSVILLE, NEW YORK.

A record of the flow of Hudson River at Mechanicsville has been 

kept by the Duncan Company since December, 1888. The record 

includes two daily readings of the depth of water on the crest of the 

dam and a continuous record of the water wheels in the adjoining 

paper mill. The accompanying tables give the daily mean flow at 

Mechanicsville, computed by Mr. R. P. Bloss, the engineer of the 

Duncan Company. A record is kept of the length and height of the 

flashboards at all times, with the dates of their setting and removal.

The flow over the dam has been computed by the Francis formula 

forthe Merrimac darn, $=3.01 LH*-5S, L being 794 feet. The same 

formula has been used in all cases, whether flashboards are on or off.

The flow through the water wheels has been taken from the rating 

tables of the manufacturers. The working head on the wheels varies 

from 15 to 17 feet, depending on the condition of the flashboards on 

the dam. A test made by Mr. Bloss of a 39-inch Hercules wheel in 

the mill, which has been in use about eight years, shows the actual 

discharge to be substantially the same as that given in the manufacturers' tables when running at the speed of greatest efficiency. When 

running at higher speeds the discharge may be several per cent less.

A current-meter measurement of the flow below the dam was made 

at the Mechanicsville tollbridge October 20, and showed a discharge 

of 1,871 second-feet. The result is somewhat uncertain, however, 

owing to slack water. No water was flowing over the dam, and the 

calculated turbine discharge was 1,977 second-feet.

The flow of Hudson River at Mechanicsville has been calculated 

by George W. Rafter, member American Society of Civil Engineers, 

using the East Indian Engineers' formula for flow over dam. 1 This 

formula gives a somewhat greater discharge than that obtained by 

using the Francis formula for the Merrimac dam.

' Bept. State Engineer and Surveyor of New York, 1895, p. 105; also Water-Supply and Irrigation Paper U. S. Geol. Survey No. 24, p. 78
78 OPERATIONS AT RIVER STATIONS, 1900. PART I. [NO. 47.

Daily discharge, in second-feet, of Hudson River at Mechanicsville, New York, for

1898.

[Drainage area, 4,500 square miles.]

Day.

1. ........

3-. ....

3_. .......

4...... -_

5_. .......

6.. ....

7 .........

8.........

9

10.. ...... .

11.. .......

12-.....-..

13-.-.. .

14 

15. ........

16. ....... .

17.........

IS.........

19. ...... ..

30.........

21. ...... ..

23. ........

38.........

24.........

25.........

26_........

27

28.........

39. ........

80

31. ........

Mean .

Jan.

6,253 (*) 

5,319 

5,276 

5,563 

5,698 

6,873 

7,592 (*) 

6,431 

6,249 

5,136 

11,930 

11,424 

10,557 (*) 

10,176 

7,898 

7,318 

8,401 

14,053 

10,625 (*) 

11,873 

9,866 

9,173 

8,171 

8,101 

7,737 (*) 

4,823

8,173

Feb.

4,340 

4,839 

5,034 

4,114 

3; 956 (*) 

4,000 

5,386 

5,139 

5,145 

5,865 

7,639 (*) 

9,732 

8,078 

7,706 

5,396 

6,978 

7,234 (*) 

7,445 

7,348 

6,746 

6,149 

5,915 

5,461 (*) 

5,380

6,038

Mar.

5,011

4,998 

4,927 

4,909 

4,791 (*) 

4,998 

4,875 

6,418 

7,004 

9,746 

30,203 (*) 

39,331 

36,155 

31,310 

31,069 

31,794 

29,304 (*) 

35,917 

33,660 

30,004 

26,754 

24,034 

21,040 (*) 

19,077 

19, 818 

23 777 

2l' 805

19,617

Apr.

20,306 

18,016 

* 15, 810 

13, 890 

11,932 

10,692 

9,928 

8,787 

8,158 

*7,934 

7,915 

7,646 

8,553 

9,815 

9,834 

12,188 

* 12, 575 

12,188 

11, 155 

11, 157 

10,922 

10, 127 

9,815 

*9,627 

20,440 

24, 310 

34,338 

20,440 

18,165 

14,873

13,047

May.

*13, 474 

11,545 

9,703 

10,820 

10,570 

11,300 

11,033 

* 10, 350 

9,700 

8,695 

7,875 

8,420 

11,054 

10,585 

* 10, 161 

9,967 

10,082 

10,637 

9,404 

9,412 

8,355 

*7,954 

8,000 

8,400 

9.491 

11,953 

14,758 

15,327 

* 14, 140 

12,727 

10,490

10,525

June.

9,490 

8,159 

7,558 

6,292 

*5,808 

5,508 

4,729 

4,399 

4,349 

3,978 

3,435 

*3,857 

4,299 

4,945 

7,662 

6,872 

5,681 

4,620 

*4,851 

5,593 

4,603 

4,399 

4,198 

4,348 

4,097 

*4,024 

4,115 

3,556 

3,508 

3,238

5,069

July.

3,179 

3,014 

*3,007 

3,007 

3,364 

3,588 

3,453 

3,314 

2,330 

* 1,163 

3,000 

2,182 

2,058 

3,080 

3,184 

3,159 

* 1,163 

3,193 

2,324 

3,175 

2,192 

3,188 

3,565 

*3,549 

3,928 

4,665 

4,358 

3,656 

3,353 

3,175 

*3,015

3,751

Aug.

3,005 

3,888 

6,225 

5,72 

6,031 

5,832 

*5,415 

5,091 

4,335 

3,926 

3,743 

3,387 

3,331 

*V48 

3,363 

3,250 

3,233 

3,235 

3,660 

4,507 

*4,495 

4,718 

3,927 

5,773 

all, 167 

a9,953 

a8,135 

*a8,350 

a 6, 109 

a 4, 829 

a 4, 217

5,029

Sept.

a4,345

a4,007 

a 4, 145 

%4,340 

4,547 

4,145 

4,007 

4,930 

4,317 

3,813 

*3,368 

3,304 

3.188 

2, 732 

3,597 

3,487 

2,597 

*2,873 

2,873 

3,365 

2,975 

2,899 

3,666 

3,397 

*5,231 

6,878 

5,706 

4,775 

4,345 

3,650

3,810

Oct.

3,323

*2,877 

2,835 

2,780 

11,210 

20,089 

9,472 

8,261 

*7,872 

6,960 

6,038 

6,109 

5,331 

- 4,839 

6,888 

*7,S38 

8,135 

7,350 

6,500 

6,508 

6,418 

6, 310 

*6,894 

7,578 

7,178 

6,693 

9,382 

11,043 

10.485 

* 10, 059 

9,953

7,516

Nov.

7,954 

7,667 

6,590 

6,500 

5,890 

*5,803 

5,890 

5,503 

5,872 

6,238 

30,356 

16,263 

* 14, 510 

13,202 

11,385 

10,366 

9,723 

8,910 

8,933 

* 10, 505 

11,167 

10,366 

9,610 

8,898 

8,685 

7,847 

*6,413 

5,830 

6,300 

6,300

8,978

Dec.

6,300 

6,130 

5,698 

*5,185 

5,994 

6,500 

6,332 

5,456 

4,150 

4,675 

*4,345 

4,390 

3,739 

3,540 

3,850 

4,007 

4,495 

*4,590 

4,590 

4,885 

5,035 

5,035 

6,908 

8,369 

*7,747 

6,885 

5,873 

4,618 

4,638 

4,828 

5,348

5,291

a Discharge August 35 to September 4 approximate, owing to irregular flashboards. 

* Sunday.

Daily discharge, in second-feet, of Hudson River at Mechanicsville, New York,

for 1899,

Day.

1 .........

3. ........

4

6

7. .. 

8..........

9.........

10. ....... .

11. ....... .

12

13.........

14.........

15.........

16.........

17--.. .

18.........

19..-. .

20......... 

21.. 

22. ........

33. ........

34. ........

25

26. .. ......

37. .. ......

28. ...... ..

29.........

30. . .......

31. ........

Mean .

Jan.

*4,263

4,262

5,309

6,065

9,146

8,460

8,355

*8,350

8,026

6,562

5,766

5,350

5,272

5,960

*7 435

8,910

10,155

9,685

7,339

6,385 

6,297

*5,770

5,697

5 533

6,950

5,775

5,438

4,545

*4,390

4,345

4,066

6,437

Feb.

3,910

4,368

4,268

4,150

*4,003

4 333

4,048

4,375

3,448

3,665

3,633

*4,062

4,196

4,508

4,600

4,798

5,598

5,691

*5,620

5,267 

4,855

5,686

10,083

7,501

5,583

*5,255

6,450

10,326

5,141

Mar.

7,847 r,04o

6,403

(*)

16,501

12,266

9,077

8,665

7,909

7,315

*11, 739

15,437

12,153

10,555

10,012

9,080

7,895

*9,322

11,350

9,670

9,337

8,645

8,657

8,095

*7,492

6,895

6,615

7,835

8,765

7,602

9,316

Apr.

7,980

7,159

6,955

7,938

9,504

9,955

11, 719

19, 708

*18,275

15,063

15,582

16,875

17,145

31,378

27,975

*29,730

31,112

29,667

39,711

33,940 

36,210

36,210

*37,146

38,283

39,064

41,475

40,664

38,300

33,908

*30,293

24,607

May.

26,900

27,617

25,551

22 472

19, 343

15,153

*12,663

10,960

9,370

8,587

7,446

7,550

7,155

*7,060

7 773

7,346

5,738

5,739

5,928

5,917 

*5,925

6,187

5,313

4,756

4,710

4 462

4,117

*3,985

4,135

3,787

3,918

9,591

June.

3,990

3,796

3,601

*3 220

2,990

2,840

2,728

2,805

2,525

2 290 (*)

2,399

2,505

3,330

3,135

3,078

3,060

*3 763

3,950

3,508 

2,372

3,280

2,105

1,878 *304

1,878

2,241

2,290

2,368

3,512

2,539

July.

2,220

*1,047

2 128

2,741

1,610

1,670

1,211 (*)

3,000

3,533

3,296

3,243

3,002

2,800 (*)

2,861

3,338

2,860

2,560

3,485

3,395 (*)

2,340

2,233

2,188

2,021

2,140

1,686 (*)

3,055

2,402

Aug.

1,530

629

1,213

1,153

1,085 (*)

1,494

1,616

1,475

484

1,148

993 (*)

1,580

1,680

1,501

1,815

979

1,390 (*) 

1,610

1,123

1,743

2,460

1,383

1,463 (*)

1,756

1,738

1,739

1,477

1,417

Sept.

1,713

1,561 (*)

1,293

1,860

1,764

1,706

1,680

1,466 (*)

1,480

1,598

1,471

1,567

1,484

1,549 (*)

711

1,636

957 

941

1,448

1,464 (*)

1,516

3,116

6,000

5,127

4,413

4,870

3,054

Oct.

(*)

4,042

3,453

2,850

2,745

2,650

2,571 (*)

2,590

2,712

2,903

2,874

2,926

3,353 (*)

2,177

3,133

1,853

1,798

1,997

3,185 (*)

3,466

3,698

3,373

3,304

2,128

3,316 (*)

3,198

3,815

3,616

Nov.

4,564

.8,889

13,020

11,899

*10,346

11,049

9,308

8,140

7,166

6,662

6,183

*5,490

6,331

5,536

5,179

4,858

5,283

4,857

*4,359

4,838 

4,729

4,587

4,297

3,964

3,731

*3,472

4,027

3,495

3,439

3,318

6,066

Dec.

3,005

3,414

*3, 753

5,545

6,678

5,974

5,210

4,558

3,806

*3,265

3,569

4,979

11,183

14,576

14,979

13,453

*9,646

9,534

9,968

10,950 

11,048

10,731

9,642

*8,068

8,341

7,821

5,832

5,435

4,889

4,075

*2,585

7,303

* Sunday.
NEW YORK. 79

Daily discharge, in second-feet, of Hudson River at Mechanicsville, New York, for

1900.

Day.

1. ........

Z. ........

3.........

4.. ....

5.........

6........

7.. .

8.. ....

9.. .

10.........

11-.... 

13. .

13.... -.

14.: .

15 ......

16 . .

17.. ....

18- .-...

19. 

30. -..

21

22

23. - 

24

25

26..... .

27...........

28. .

29. 

30. 

31 

Mean.

Jan.

3,612

3,276

3,294

3,363

3,277

3,602

*3,000

3,816

3,556

3,998

3,698

3,218

3,159 (*)

3,067

3,158

3,180

3,139

4,668

16,115

*18,307

11,307

10,176

9,853

9,295

8,449

6.913

<>) 6,145

5,808

4,453

5,841

Feb.

4,163

3,349

3,737 (*)

6,556

8,140

7 ofM

6,777

19,351

11,373

*9,666

7 7QQ

24,539

41 385

tf.' Q;J.

22,593

19,537

*16,547

14,173

12 835

11,555

10,060

13,310

10,188

*9,301

7,043

5,390

5,252

12,484

Mar.

5,623

12,924

10,299

*3 800

7,998

5,932

9,312

6,900

6,738

7,420

*6 342

6,305

5,563

5,761

5,363

4,411

4,719

*3, 675

4,935

15,344

11,058

7,999

8,334

9,399

*10,686

8,326

7,541

7,626

7,626

8,014

9,075

7,740

Apr.

(*)

10,088

10,413

11, 188

11, 188

12 367

15, 149

*17,530

18,804

16,633

14 742

14,237

14,363

13,554

*11 988

13,588

15,918

33,761

33,150

40,131

43,908

*42,300

43,546

41,940

38,575

33,983

38,578

35,618

*25, 741

19,510

32,614

May.

16,713

15,493

14,676

U iWi

la, 494

*9,444

9,741

10 924

9,066

9,403

10, 716

8,530

*7 500

7^626 7 7t;n

9,390

7,549

8,241

7,500

*9,450

10,953

9,141

8,029

7,354

6,345

5,758

*4,651

6,451

5,333

4,042

3,857

8,993

June.

4,388

4,932

*3,482

7 641

6,793

6,083

5 ^1

5,329

5,329

*4,430

5,827

4,759

4,175

3,911

4,033

4 054

*3,700

4,369

3,617

2,94],

2 774

2,968

3,141

*1,877

2,868

3,210

3,713

2,787

2,361

2,530

4,093

July.

*3 364

2,368

3,368

2,191

3,701

2,382

2,109

*3,300

3,130

3,007

1,437

1,693

1,342

3,003

#9 OfiQ

3 392

2,185

2,189

1,991

1,580

1,565

*3,180

2,299

2,271

2,092

2,690

4,083

3,898

*3 836

3,951

3,248

3,352

Aug.

2,977

3,809

3,464

3,386

*3,167

3,135

3,266

2,607

3,785

2 753

2 182

*2,550

3,541

3,691

3,393

4,299

5,773

4,617

*4,014

3,955

3,154

2,834

3,510

2,351

1,831

*1 708

1,703

1,814

3 193

3 143

2,378

3,703

Sept.

3,365

*3 397

2 177

3, 519

3 389

2 125

2! 031

] 735

*1,248

713

1,738

1,916

1,801

1,118

1,433

*1,820

2,063

1,S04

3,087

3,032

1,412

1,581

*1,704

1,823

1,978

1,953

3,002

2,422

2,145

*2,135

1,886

Oct.

3,102

2 223

3,144

2,071

1,752

1,768

*2,094

1,895

1,888

1,965

1,692

3,063

1,947

*1,931

3,133

3,061

3,233

2,013

1,978

1,954

*1,977

2,017

1,955

3,353

3,195

3,167

3,303

*2,330

3 583

3,287

3,134

3,138

Nov.

3,531

2,094

2,413

*3, 159

1,977

1,925

1,576

1,666

3,028

3,530

*3,860

4,331

3,820

3,805

3,315

3,136

2,911

*3,036

3,287

3,889

5,292

9,332

10,120

9,321

*8,796

9,483

11,027

11,694

11,347

9,670

5,077

Dec.

9,107

*8,316

7,444

6,459

10,694

9,033

7,920

7,634

*6,880

6,181

5,019

4,663

4,988

4,856

4 250

*4^250

4,195

4,265

3,909

4,129

3,953

4,004

*4,210

5,239

3,763

6,536

4,700

4,679

4,459.

*4,593

4,535

5,331

* Sunday. 

CROTON RIVER AT OLD CROTON DAM, NEW YORK.

Records of the yield of the Croton watershed have been prepared 

by the engineers of the aqueduct commission. Tables of the monthly 

discharge of the river, in second-feet, for the years 1870 to 1898, inclusive, were printed in the Twentieth Annual Report, Part IV, page 83, 

and in the Twenty-first Annual Report, Part IV, page 75, is a table 

of the rainfall and run-off of the watershed for the years 1868 to 1899, 

inclusive. The following table, furnished by Mr. W. R. Hill, chief 

engineer of the aqueduct commission, is the record for 1900. The 

figures of rainfall are those obtained at Boyds Corners, in Croton 

Basin.
80 OPERATIONS AT RIVER STATIONS, 1900. PART I. [NO. 47.

Estimated monthly discharge of Croton .River at old Croton dam, New York, for

1900.

[Drainage area, 338 square miles.]

Month.

April ----- ...... ............

May ...... _.....-..-.__.- .-

July ... ...................

October ....................

Discharge.

Second-feet. 

537 

2,179 

1,724 

553 

716 

357 

78 

77 

107 

174 

846 

639

624

Total.

Acre-feet. 

33, 020 

121, 032 

106, 013 

32, 915 

43, 991 

21,254 

4,774 

4,716 

6,357 

10, 674 

20, 573 

39, 258

444, 577

Run-off.

Per square 

mile.

Second-feet. 

1.59 

6.45 

5.10 

1.64 

2.12 

1.06 

.23 

.23 

.32 

.51 

1.02 

1.89

1.85

Depth.

Inches. 

1.83 

6.71 

5.88 

1.83 

2.45 

1.18 

.27 

.27 

.36 

.59 

1.14 

2.18

24.69

Rainfall.

Inches.

4.18 

7.97 

5.06 

2.16 

6.40 

2.17 

4.28 

1.75 

3.27 

4.73 

4.91 

2.58

49.46

DELAWARE RIVER AT LAMBERTVILLE, NEW JERSEY.

This station, which was established July 23, 1897, by E. G. Paul, is 

described in Water-Supply Paper No. 35, page 62. The results of 

measurements for 1899 will be found in the Twenty-first Annual 

Report, Part IV, page 77. During 1900 the following measurements 

of discharge were made by Mr. Paul:

May 22: Gage height, 5.10 feet; discharge, 17,750 second-feet.

September 27: Gage height, 2.95 feet; discharge, 1,824 second-feet.

Daily gage height, in feet, of Delaware River at Lambertville, New Jersey, for 1900.

Day.

1 ...........

2

3.. ............

4. ......... ....

5. ........... ..

6..............

7. ............ .

8.. ....... .....

9.-......-.-...

10......---.....

11. .......... ...

12. .......... ... 

13. ............ . 

14...... . 

15. ......... ....

16. ......... ....

17.-... 

18. ......... 

19..............

20. .............

21. .............

22

23

24

25. .............

26

27.. ...... ......

28

29.............. 

30.. ........... 

31...... .

Jan.

(«)

(a)

(a)

(a)

(a)

(a)

(a)

(a)

(a)

(a)

5.65 

4.35 

3.95

3.70

3.60

3.85 

3.80

3.70

4.45

7.70

7.75

6.30

5.75

5 25

5.00

5.20

((')

(a) 

(«) 

(a)

Feb.

(a)

(a)

(a)

7.00

6.85

5.75

5.30

5.45

5.60

6.95

6.55

5.60 

7.46 

11.40

9

iyn

8.10

6.65 

5.95

5.25

5.05

4.90 

6.05

9.65

8.70

7.10

6.10

5.25

4.90

Mar.

5.40

12.00

10.70

7.95

6.80

6 9n

6.05 K on

6.00

5.60

5 45

5.20 

4.90 

i.60

4.55

,1 VI

4.20 

4.20

4.10

5. 15

5.00 

0.30

5.65

5.30

5.15

5.00

4.85

4.95

4.60 

4.50 

4.35

Apr.

4 25

4.20

4 30

4 40

4 50

4 40

4 30

4.60

4.55

4.30 

4.85 

4.40

4 50

4 45

4.30 

4.75

6.60

7.15

6.50 

6.00

5

QK

pi QA

5.95

5.70

5.25

4 QC

4.80 

4.65

May.

4.45

4.35

4.25

4 20

4.05

4 00

3.fl5

3.90

3.80

3.80

3.90

3.80 

3.80 

3.80

3.70

3.60

3.60 

4 00

4.80

5.35

5.40 

5.05

4 60

4.25

4.15

4.05

3.95

3.75

3.60 

3.60 

3.45

June.

3.30

3.40

3 45

3.65

3.80

3.70

3.55

q OK

3.30

3.55

3.85

3.80 

3.50

3.45

3

QK

3.95

3.85 

3.70

3.45

3 45

3.25 

3.20

3.05

3.15

3.20

3.15

3.00

S on

2.70 

2.70

July.

2.65

2.50

2.60

2.90

3.10

3 40

3.80

3.65

3.65

3.55

3.50

3.35 

3.35 

3.20

3.30

3.10

3.35 

3.25

3.30

3.30 

3.50

3.35

3.45

3.35

4.35

4.10

3.85

3.65 

3.60 

3.50

Aug.

3.40

3.15

3.00

3.05

3.05

2.70

3.25

2.70

2.60

2.65

2.80

2.55 

2.55 

3.05

3

AK

2.80

2.85 

2.80

2.95

3.15

3.10 

2.95

S on

2.80

2.65

3.10

3.05

2.95

2.80 

2.85 

3.10

Sept.

2.95

3.05

2.75

2.90

3.70

2.70

2.60

2.65

2.90

2.85

3.00

3.25 

3.10

3.00

3

QK

3.45

3.25 

3.00

3.00

2.70

2.55 

2.65

2.85

2.85

2.80

2.90

2.95

2.90

2.65 

2.95

Oct.

2.90

2.50

2.55

2.65

2.80

2.55

2.75

2.70

2 75

2.75

2.75

2.60 

2.50 

3.15

2.95

3.00

2.80 

2 60

2.40

2.35

2.60 

2.65

2.25

2.40

2.40

2.50

2.50

2.85

2.80 

2.85 

2.95

Nov.

2.80

2.75

2.85

3.20

3.25

3.20

3.20

3.15

3.20

3.10

2.90

2.75 

2.55 

2.70

0 on

2.85

3.85 

3.10

2.85

2.80

2.75 

2.85

3.10

3.40

3.15

3.75

3.50

4.10

4.75 

4.40

Dec.

4.15

4.05

3.95

3.95

4.40

4.90

5.40

4.95

4.60

4.45

4 20

3.95 

3.90 

4 40

(a)

(a)

(a) 

(a)

(a)

(a)

(«) 

(«)

(a)

3.40

3.60

3.50

3.80

4.05

4.05 

(a) 

4.00

a Frozen.
NEW JERSEY AND PENNSYLVANIA. 81

TOHICKON CREEK AT POINT PLEASANT, PENNSYLVANIA.

The stream is described in the Twentieth Annual Report, Part IV, 

page 98, which also contains (pages 98-103) the figures for monthly flow 

for the years 1890 to 1898. Figures for daily flow for 1899 were published in Water-Supply Paper No. 35, page 64. In the Twenty-first 

Annual Report, Part IV, pages 83 to 85, will be found the monthly flow 

for 1899 and diagrams of the discharge from 1883 to 1899, inclusive. 

The following tables give the figures for daily flow since 1883, when 

the station was established, from which the diagrams were constructed. 

Daily records of gage heights were not kept during 1900. The average 

monthly discharge, which will appear in the Twenty-second Annual 

Report, Part IV, has been computed by Mr. John E. Codman, 

hydrographer of the water department of the city of Philadelphia, 

from the rainfall and the monthly flow of Neshaminy and Perkiomen 

creeks.

Daily discharge, in second-feet, of Tohickon Greek at Point Pleasant, Pennsylvania,

for 1883.

[Drainage area, 102.2 square miles.]

Day.

1.... ............

2... . ........... -

3.. .... .......

4. . ....... ....

5. ............

6. ............ 

7. ...............

8........ .......

9. ............ ...

10.... ........... .

11. ........... ....

12. ........... ....

13 ............ ....

14... ....... .....

15. .......... .....

16................

17. ....... ........

Sept.

4

7

7

1

2

Oct.

3

6

10

28

24

11

11

11

13

7

12

7

9

5

7

18

15

Nov.

90

55

39

33

26

26

30

30

36

35

151

118

79

54

43

29

20

Dec.

49

46

43

31

43

37

41

61

81

123

81

41

41

41

41

41

41

Day.

18...............

19.... .......... .

20...............

31...... .........

22

23

24 ...............

25. ..............

28

27

38...............

29

30...............

31 ...............

n/r

Sept.

11

5

4

3

4

2

2

5

5

8

6

5

5

5

Oct.

7

9

18

12

12

13

456

189

99

95

69

356

687

179

77

Nov.

30

15

23

17

21

18

18

21

24

220

165

85

49

Dec.

41

41

41

110

100

100

100

100

100

100

260

250

340

330

ftfi

IRR 47 Ul-
82 OPERATIONS AT RIVER STATIONS, 1900. PART I. [NO. 47.

Daily discharge, in second-feet, of Tohickon Creek at Point Pleasant, Pennsylvania,

for 1884.

Day.

1 ...... ........

2

3. ............ .

4..............

5.. ............

6..............

r ..............

8..............

9..............

10..............

11 ............ ..

12 ..............

13.............

14. ............ .

15. ........... ..

16.............. ir ..............

18..............

19. ...... .......

30

21

22

23. ........... ..

24_. ........... .

25 ..............

26..............

27

28..... . ........

29..............

30

31 ..............

Mean ....

Jan.

331

473

515

445

354

354

467

2,593

3,492

2,749

1,579

590

ion

503

390

390

390

377

361

361

382

409

409

409

409

409

409

411

415

All

415

703

Feb.

406

395

395

396

396

396

1 QRO,

2,412

1,270

1,270

889

399

1 743

2,103

585

434

631

1,218

1,000

1,863

1,314

1 9f\i

2,008

900

855

739

623

507

392

990

Mar.

384

376

368

oon

419

392

365

362

&59

QKfl

1,113

1,871

1 '425 148

410

3Q1

380

365

1,114

1,390

414

400

380

1,000

425

800

568

336

321

306

385

580

Apr.

OEQ

333

400

279

217

Til

93

80

408 070

338

305

223

141

160 jnfl

258

216

173

109

46

42

38 44

OK

28

21

15

1C

41

175

May.

on

26

20

20

30

20-|Q

18

17

139

lin

103

349

'?fi4.

93

ii

36

34

49

67

CQ

43

39

24

22

11

13

10

10

57

June.

10

10

8

6

5

7

8

10

35

35

34

33

33

33

33

33

34

34

33

31

22

9

4

4

4 170

i 4go

f 242

1,024

807

314

July.

589

373

247

216

3,309

i in?

863

612

256

131

39

25

31

31

31

31

26

22

22

15

15

11

10

9

9

7

5

7

11

30

23

243

Aug.

35

41

30

53

100

103

76

42

32

22

20

20

1Q

11

10

8

5

5

4

4

4

7

12

11

9

4

3

4

17

26

28

25

Sept.

39

18

18

18

11

5

7

7

7

7

9

6

2

2

3

3

3

3

4

4

2

3

3

4

5

4

2

2

2

6

7

Oct.

7

6

5

5

4

2

2

2

1

1

1

1

1

1

0

0

0

0

0

0

2

4

5

4

5

8

20

30

250

12

Nov.

iin

125

102

205

313

253

81

64

21

21

22

33

19

12

12

12

12

13

10

13

25

25

46

859

211

106

68

52

301

11Q

108

Dec.

11Q

159

139

48

44

256 i ifin

309

164

77

50

662

651

178

1,112

387

159

108

73

251

315

323

363

211

159

133

100

83

107

9A[\

2 372

353

Daily discharge, in second-feet, of Tohickon Creek at Point Pleasant, Pennsylvania,

for 1885.

Day.

1. ....... ......

2. ........... _.

3.,. ......... ..

4 .............

5-... ...... ....

6........ ......

7..............

8... . ..........

9

10....... .

11...... 

12

13. *. 

14...... ........

15. ....... ......

16. . .

17. .......... ...

18 .......... ....

19. ...... ....

30..............

21

22

33 ..............

34. .............

25

26...............

27...... ........

28. .............

39...... ........

30

31 ..............

Mean ...-

Jan.

2,614

480

138

138

140

1,599

949

232

176

167

82

1,404

423

103

293

784

1,267

216

101

94

87

91

98

101

104

97

83

90

96

99

89

401

Feb.

75

73

72

58

79

116

135

425

1,463

1,885

738

403

283

477

697

724

338

218

302

192

177

163

150

116

107

90

86

340

Mar.

59

61

103

no,

183

218

331

196

174

115

83

69

59

64

149

163

202

180

178

170

116

69

64

11

190 1Q°

931

1,027

783

783

850

365

Apr.

1,391

1,004

518

1,013

3,664

2,411

868

203

169

146

118

118

112

76

76

76

76

1Q

43

42

40

39

39

39

29

36

39

43

49

J.Q

415

May.

in

62

60

60

11

28

37

172

186

82

63

63

63

61

29

25

33

23

22

16

14

14

14

19

30

25

18

30

16

15

13

44

June.

8

12

15

10

13

12

6

9

10

10

9

4

3

4

6

8

3

6

5

4

4

1

2

4

5

4

2

7

July.

1

2

3

3

109

325

107

14

5

5

4

4

3

3

3

3

1

1

1

1

1

0

0

1

1

1

1

1

1

1

1

30

Aug.

1

35

696

1,489

188

50

18

210

180

130

54

39

33

61

49

39

35

19

17

7

11

18

17

17

14

10

8

13

12

5

8

112

Sept.

8

7

7

7

2

5

5

4

6

4

6

6

r

4

1

3

5

2

1

1

5

1

1

4

2

2

1

1

1

1

3

Oct.

1

5

3

5

5

3

6

7

6

5

10

3

18

12

14

12

11

10

68'

44

112

66

34

17

24

27

24

12

244

203

31

Nov.

84

635

345

131

73

61

55

953

1,137

286

151

94

69

57

41

46

39

35

36

33

39

33

244

730

449

363

322

235

194

147

236

Dec.

123

149

164

155

128

133

83

121

172

543

258

110

382

809

367

144

144

128

103

76

63

63

53

57

50

57

66

80

38

30

65

158
PENNSYLVANIA. 83

Daily discharge, in second-feet, of Tohickon Creek at Point Pleasant, Pennsylvania,

for 1886.

Day.

1 ...........

2

3. ..........

4..............

5..............

6..............

7a?:::::::::::::

9..............

10 .......... .

11 ........ ...

12. .............

13....... ......

14..............

15 ...........

16.*...... .......

17..............

18. ..........

19.... ..........

20..............

21. ...........

33

33................

34 '

25..............

86. ..........

27.......... ...

38

39

30..............

31 ..............

Mean ....

Jan.

278

112

83

833

3,352

720

148

113

105

182

207

258

236

176

110

149

150

150

337

372

110

171

233

163

311

197

117

679

984

908

300

388

Feb.

172

137

113

.146

138

132

126

120

114

95

4,060

5,359

5,404

2,299

1,393

836

207

142

149

136

107

140

91

87

1,133

3,108

334

331

910

Mar.

169

IRQ

149

139

130

95

55

50

44

43 ' 41

38

46

42

45

41

38

35

43

46

2,061

1,088

308

146

125

101

100

783

948

o 150

2,598

382

Apr.

2 533

647

198

14.Q

233

3,692

2,320

1,085

438

339

160

150

385

383

130

85

72

52

50

43

43

32

26

31

37

35

35

34

32

24

438

May.

32

21

17

36

33

36

34

3,131

1,746

348

159

117

649

1,319

313

673

383

136

116

125

140

1J7

237

140

115

94

77

81

67

43

41

304

June.

29

25

27

36

37

24

28

10

18

23

42

32

25

176

482

181

95

72

39

26

26

22

1,030

825

210

128

81

54

38

28

129

July.

24

19

20

10

17

15

12

10

9

14

19

21

19

16

16

256

378

132

275

83

51

52

40

26

20

366

100

36

28

35

35

69

Aug.

17

21

18

12

11

9

15

18

33

16

11

7

8

10

7

5

6

6

7

6

3

4

3

4

3

6

6

8

7

3

2

9

Sept.

3

1

5

2

1

2

1

1

3

2

1

5

4

5

5

2

2

2

2

2

5

5

3

2

1

1

2

1

3

1

3

Oct.

2

4

4

3

1

1

2

3

2

1

1

3

2

1

2

2

1

2

1

5

1

1

2

1

2

4

8

15

17

13

15

4

Nov.

15

12

14

12

8

13

9

9

7

9

10

9

28

30

33

28

21

166

413

96

42

31

446

621

756

2,064

357

107

73

61

180

Dec.

62

46

59

110

104

63

88

68

63

86

55

33

34

253

283

156

325

372

1,016

710

230

148

99

148

985

336

189

103

143

144

175

212

Daily discharge, in second-feet, of Tohickon Creek at Point Pleasant, Pennsylvania,

for 1887.

Day.

1 ....--

2

3.......... ....

4..............

5 ...........

6 . ........ ..

7 ...........

8.... ..........

9--..-... ...

10. ........... ..

11 ..........

12........ .....

13 .

14... ...........

15 .. 

16... .

17 .......... .

18..............

19 ..... ......

20..............

21 ...........

23. ..........

33..............

24

25.... ....... ...

26..............

27..............

28..............

29..............

30... ..........

31..............

Mean ....

Jan.

330

400

300

220

150

180

130

120

100

110

130

111

110

720

744

416

252

236

145

113

110

175

523

2 544

l'l!2

602

214

202

1,473

1,542

415

449

Feb.

205

109

107

127

155

136

438

884

838

531

770

623

275

168

425

644

339

1,581

3,357

463

252

333

375

641

466

166

613

466

517

Mar.

346

155

153

121

96

86

180

816

736

1,149

612

210

159

145

109

83

66

51

50

48

1Q

135

275

284

945

884

351

1,538

540

176

144

342

Apr.

106

101

132

153

142

101

73

61

54

44

49

46

40

33

33

a?

24

40

162

312

131

83

67

113

96

134

147

88

100

92

93

May.

57

49

39

38

36

29

244

669

508

195

118

73

58

43

31

37

34

26

20

20

18-

15

20

31

45

32

24

17

31

19

87

June.

188

161

148

90

50

40

35

44

38

34

25

17

23

20

14

11

14

13

9

35

27

23

1,483

446

139

63

46

30

25

23

110

July.

18

13

10

11

434

1,858

419

149

82

79

68

43

35

23

15

14

70

63

40

29

22

19

78

335

284

106

57

42

30

26

36

145

Aug.

1,148

196

279

86

52

85

116

68

46

24

22

39

39

23

24

18

21

19

16

22

19

23

166

1,883

549

151

89

47

36

27

23

173

Sept.

20

18

16

14

15

lo

13

10

11

11

10

180

349

111

59

41

31

18

21

15

19

15

17

14

10

12

14

19

25

20

38

Oct.

18

20

25

26

22

33

14

16

11

14

14

13

14

13

11

9

7

11

10

10

90

54

35

35

33

19

17

33

14

31

23

Nov.

24

18

16

18

14

15

9

14

15

13

20

18

18

16

33

30

30

16

33

47

79

49

35

28

27

27

19

31

27

30

24

Dec.

25

33

24

24

20

24

35

35

30

70

1,201

639

470

114

438

708

205

75

131

137

184

291

320

234

177

187

158

701

1,139

652

306

283
84 OPERATIONS AT RIVER STATIONS, 1900. PART I. [NO. 47.

Daily discharge, in second-feet, of Tohickon Creek at Point Pleasant, Pennsylvania,

for 1888.

Day.

1..............

2 . ...

3.... ..........

4..............

5...... ........

6

7. ......... ....

8 . ......... .

9.... ..........

10..............

11 ............. .

12......- -...

13..............

14..............

15 ..............

16 ............_.

17. .............

18... ...._......

19 . - 

20. ........

21 ...... .....

22

33

24..............

25.........._...

26..............

27

28..... ........

29

30..............

31..............

Mean ....

Jan.

3,190

3,492

683

394

217

154

198

669

514

337

143 1>»1

188

280

334

334

606

714

647 ion

590

369

350

310

185

226

342

405

120

86

289

571

Feb.

150

1PU1

116

109

201

446

712

671

608

521

401

253

208

190

122

104

118

127

352

1,377

2,768

1 f>\1

890

828

2,188

1,650

661

526

277

637

Mar.

122

120

130

164 iii

135

106

85

83

79

100

908

133

750

473

380

570

620

494

950

2,659

1,886

594

253

151

173

1,633

938

1,330

630

460

556

Apr.

318

235

189

131

692

2,019

1,790

911

135

780

1 797

435

237

382

344

254

OQ1

150

113

103

86

63

61

52

44

41

38

33

32

36

393

May.

37

32

31

28

28

38

29

31

33

34

on

89

92

78

70

63

^1

45

45

53

47

3«

34

35

39

38

35

37

63

78

17

46

June.

43

33

22

27°7

22

25

17

12

14

13

20

32

27

17

6

6

4

8

8

9

1°

6

8

8

3

7

10

13

15

July.

11

7

4

11

3

3

7

4

8

8

6

11

7

3

8

4

8

2

3

8

7

8

K.

5

6

11

10

9

7

Aug.

8

8

7

11

16

33

14

47

48

11

-11

26

34

29

23

15

18

15

11

4

392

3,489

333

92

52

30

25

34

19

15

17

157

Sept.

31

18

20

17

21

19

9

10

25

111

199

604

337

165

87

103

1,351

5,546

1,991

270

2,710

472

191

117

84

75

73

60

41

36

499

Oct.

38

40

37

35

32

72

265

199

99

47

36

38

41

43

43

43

43

39

39

53

62

56

48

82

110

82

491

993

694

239

131

138

Nov.

94

80

76

71

65

60

51

49

67

336

494

173

98

81

1,130

983

333

237

935

864

311

175

131

132

132

214

423

401

212

169

286

Dec.

144

294

275

81

81

83

87

83

172

262

159

115

84

71

71

.63

2,374

3,689

434

148

133

176

205

117

72

72

345

337

198

111

91

310

Daily discharge, in second-feet, of Tohickon Creek at Point Pleasant, Pennsylvania,

for 1889.

Day.

1 ..............

2

3..............

4. .... . 

5. .............

6..............

7. ........

8........ .....

9 ..... 

10..--...... .

11 . 

12..............

13.... ..........

14... ...........

15. .............

16..............

17..............

18.... .... ......

19. ........... ..

20. _............

2L. .............

22

23..............

24

25..............

26..............

27... ...........

28 ..........

29..............

30..............

31..............

Mean ....

Jan.

86

87

77

72

124

968

637

263

691

1 080

288

149

104

99

87

81

1,530

742

330

112

418

397

263

211

258

313

778

1,096

440

187

191

389

Feb.

124

99

92

86

82

71

89

135

148

88

61

60

60

61

45

70

514

819

683

228

143

94

66

51

74

73

45

37

149

Mar.

36

52

386

2,567

2,141

864

320

195

134

108

100

84

79

92

Q7

84

75

88

105

113

214

951

623

266

158

114

97

112

124

104

87

341

Apr.

295

958

330

183

133

103

83

78

75

66

55

53

64

67

64

61

56

11

49

49

44

43

71

54

39

424

2,126

1,439

583

241

264

May.

135

101

79

71

63

u.

ilH

43

42

36

43

40

40

44

44

38

37

34

16

363

911

450

186

95

68

68

357

744 °41

118

80

151

June.

340

441

156

82

64

52

45

39

32

31

31

342

308

63

110

565

263

383

161

82

50

39

33

28

29

807

610

214

368

215

189

July.

210

939

1,482

1 '697 053

574

133

80

54

38

70

111

77

141

2,156

787

188

82

262

1,975

422

139

88

69

48

41

58

65

91

844

4,714

570

Aug.

2,602

815

367

195

211

194

119

84

66

63

55

51

83

2,115

2,177

406

164

98

69

59

49

41

37

39

33

35

37

33

22

19

20

334

Sept.

17

16

17

15

20

11

9

11

11

14

16

16

44

160

155

532

2,019

3,028

920

367

201

163

85

459

524

260

140

93

70

317

Oct.

63

68

62

49

46

42

35

33

31

39

32

55

96

314

248

111

68

51

44

43

97

129

104

97

72

57

2,958

1,648

392

194

147

307

Nov.

139

131

1,041

813

263

166

131

116

3,394

2,308

406

233

963

1,339

331

166

119

102

1,633

1,041

508

816

303

163

457

557

724

2,768

645

334

733

Dec.

151

120

111

103

85

75

75

136

351

214

165

148

111

103

248

171

560

606

337

241

158

119

106

93

74

150

225

100

75

69

55

172
PENNSYLVANIA. 85

Daily discharge, in second-feet, of TohicJcon CreeJc at Point Pleasant, Pennsylvania,

for 1890.

Day.

1. ......... ....

2--.... .... ....

3.. .........

4.... ..........

5. ........... ..

6. ......... .... r. .............

8

9 .

10...............

11 ...... ........ i<)

13. ......... ....

14..............

15... ...........

16..............

17... ...... .....

18..............

19.... ..........

30..............

SI.......... ...

22

23

24

25

36. .............

27 ..............

28

29..............

30..............

31..............

Mean ....

Jan.

P;I

53

57P;I

62

98

102

87

76

57

48

45

49

45

1,110

1,586

422

160

108

169

265

109

120

109

78

50

62

71

64

97

160

181

Feb.

114

84

95

155

239

131

75

2 512

2, 000

293

176

141

117

420

806

192

124

107

94

693

414

146

107

115

186

219

154

482

371

Mar.

766

349

124

93

87

83

71

71

64

71

563

978

440

1,182

1,993

588

228

166

132

151

1,390

2,942

1,908

422

214

436

264

1,695

919

206

161

602

Apr.

176

197

136

378

721

191

143

182

778

758

241

128

99

84

68

61

54

48

48

42

36

42

44

39

36

42

51

56

50

43

165

May.

41

34

34

24 ifii

282

397

153

115

78

60

53

47

117

1,037

480

146

88

65

214

392

117

70

53

42

1,278

1,967

416

154

92

67

270

June.

51

50

33

33

37

38

107

66

41

32

22

91

485

352

118

65

46

38

36

31

31

34

35

44

42

27

20

17"K

25

68

July.

14

125

436

687

147

71

47

36

45

23

18

12

12

12

16

18

19

20

17

12

12

11

4

11

317

122

68

43

34

29

79

Aug.

33

17

12

15

18

53

32

27

25

21

16

33

19

14

13

11

10

14

27

478

290

130

159

57

38

36

405

261

95

11Q

45

81

Sept.

34

30

27

91

17

.18

12

14

12

17

10

15

97

438

612

797

634

179

81

43

33

33

33

33

34

34

37

23

33

33

113

Oct.

23

18

810

783

194

96

294

281

163

91

67

49

25

54

71

73

935

405

143

118

104

79

469

2 '944 624

358

183

123

103

128

115

320

Nov.

7p;

64

53

48

48

42

38

37

35

37

45

107

89

63

48

43

112

349

100

89

64

54

85

83

41

31

26

31

33

37

63

Dec.

38

35

62

87

87

74

74

140

134

60

44

45

143

141

51

64

343

1,044

339

154

121

90

88.

68

80

173

193

191

106

73

68

135

Daily discharge, in second-feet of TohicJcon CreeJc at Point Pleasant, Pennsylvania,

for 1891.

Day.

1. ........... ..

3. .............

3..............

4_ ........

5......- .__.

6..............

r. .............

8~ .. .-. .

9...... ........

10-. . ........

11- 

12- 

13. 

14. . ........

15- . 

16 .-. . . 

17. ........

18- ..

19 .. 

30- ..........

31--. . ......

22- . .

33

24.-.-.-.......

25 .........

26

27. .

28..... . ........

29..... ........ .

30. ........

31 ...... ........

Mean ....

Jan.

61

1,397

1,431

243 ~Kn

116

148

104

85

57

767

2,331

354

179

127

94

185

748

367

188

141

3,451

1,146

364

350

350

334

204

Afifi

1,269

1,091

545

Feb.

1,726

1,105

779

614

213

180

210

637

516

972

386

204

152

130

97

975

782

820

663

241

751

1,071

383

190

248

418

405

272

540

Mar.

202

148

110

85

93

93

82

116

713

1,500

601

718

1,184

627

238

158

328

113

97

355

2,858

1,219

1,004

506

241

158

119

105

95

79

79

446

Apr.

135

178

814

406

178

125

104

91

77

68

118

797

273

133

103

83

75

73

62

51

45

45

45

51

49

38

32

38

28

27

144

May.

24

30

21

61

51

40

34

33

39

32

25

25

15

18

18

24

30

27

39

27

21

23

18

16

12

30

19

21

15

30

16

25

June.

19

18

13

11

12

13

12

14

26

24

15

13

12

7

14

12

26

15

16

35

23

30

28

23

22

14

21

17

6

9

17

July.

8

7

8

7

7

6

6

K

13

9

12

5

4

7

3

7

3

34

299

120

62

41

28

29

31

25

33

17

571

611

515

81

Aug.

172

91

60

38

31

31

31

31

23

21

16

19

16

14

43

47

54

587

672

167

77

57

214

3,159

2,700

516

337

596

357

345

415

349

Sept.

276

123

92

78

226

598

249

116

68

53

49

49

42

36

30

23

26

31

24

- 67

67

18

18

18

13

13

13

15IP;

7

85

Oct.

10

11

10

8

IH

15

11

20

16

10

9

11

18

12

10

10

7

18

5

95

70

137

212

100

52

86

93

49

39

33

29

39

Nov.

27

30

30

17

17

18

21

16

7

16

30

39

37

39

24

31

58

136

98

61

46

42

128

386

108

84

75

65

54

59

58

Dec.

56

38

S3

681

1,418

330

915

464

331

139

99

83

73

69

63

60

63

74

71

46

39

41

410

1,670

1,400

668

819

391

184

887

351

379
86 OPERATIONS AT RIVER. STATIONS, 1900. PART I. [NO. 47.

Daily discharge, in second-feet, of Tohickon Creek at Point Pleasant, Pennsylvania,

for 1892.

Day.

2.. .. ..........

3 ....... ....

4..............

5..............

6..............

7 ..............

8. .............

9..............

10..............

11..............

12...... .....

13..............

14..............

15. .............

16..............

17..............

18..............

19 ..............

20..............

21. .............

22

23. .............

24

25. ..... ........

26..............

27

28

29... ........ ...

30.. .......... ..

31 ..............

Mean . ...

Jan.

148

1,090

1,177

262

158

108

120

156

150

122

100

79

2,863

3,158

2,580

660

260

261

1,618

880

352

161

146

131

121

119

129

193

277

226

166

580

Feb.

157

145

205

237

180

140

134

119

175

129

102

57

71

79

72

77

86

74

53

35

73

109

112

105

92

156

190

121

87

116

Mar.

1 '831 645

433

348

283

218

237

1,421

1,447

635

390

207

130

97

84

68

66

86

87

65

65

65

65

271

727

574

1,036

1,115

413

194

135

433

Apr.

113

100

100

105

on

86

73

61

57

47

49

37

35

33

133

177

90

57

42

35

44

95

191

131

71

57

46

46

50

50

77

May.

40

47

159

108

70

fifl

55

57

51

43

39

42

39

39

143

125

86

57

55

340

401

529

458

250

177

132

1,333

522

184

112

86

188

June.

76

60

43

45

64

73

58

43

90

555

287

108

61

46

41

32

31

29

17

22

23

15

15

17

16

20

26

21

14

14

65

July.

*Q

46

249

455

164

78

44

31

26

20

19

18

16

17

14

12

10

11

12

7

6

5

8

9

8

8

5

5

8

9

13

45

Aug.

21

37

31

33

21

24

9

15

15

15

16

Vf

101

38

28

23

13

14

11

9

11

10

10

8

9

13

80

92

75

30

30

29

Sept.

20

16

12

10

15

19

13

13

16

12

5

9

10

13

17

13

15

12

16

17

27

11

18

25

13

237

59

33

22

19

24

Oct.

15

8

11

14

17

14

7

8

7

9

11

14

11

6

8

8

6

8

6

7

4

8

5

4

4

6

11

10

6

5

5

8

Nov.

8

9

8

6

9

9

6

7

8

57

301

113

64

48

803

2,962

522

669

896

509

370

88

64

51

48

40

35

180

676

195

292

Dec.

160

98

71

62

59

57

49

157

880

118

105

78

54

383

623

300

158

119

97

80

85

74

85

125

184

246

154

301

168

103

68

148

Daily discharge, in second-feet, of Tohickon Creek at Point Pleasant, Pennsylvania,

for 1893.

Day.

1 ............ ..

2 ........ ...

3..............

4

5

6.... ....... ...

7..............

8..............

9..............

10..............

11 ............ ..

12 ............ ..

13 .......... ....

14..............

15 . 

16.... ........ __

17 -..

18.- 

19- 

20.... ..........

21. ....... .

32. . 

33....... ....

34. ...... .

25

36

37 ..........

28 ..............

29

30 . 

31. .............

Mean ....

Jan.

474

1,406

301

138

104

100

131

140

140

160

204

160

236

203

138

165

170

118

95

63

64

72

105

93

61

59

65

53

83

312

511

197

Feb.

489

803

1,366

1,118

948

1,166

1,113

742 f>fl

2 597

1,735

437

462

846

905

1,113

672

248

237

201

162

136

114

92

87

87

87

73

655

Mar.

78

07

108

108

108

103

87

103

Q8?l

2,200

800

<> d/in

856

600

380

251

191

165

162

197

246

266

295

318

254

158

114

97

92

83

402

Apr.

78

68

51

58

50

41

49

140 Hi

133

249

156

106

358

1,687

701

238

165

135

515

1,903

448

185

1,35

103

97

237

289

160

118

293

May.

279

348

832

3,994

1,103

872

413

207

124

89

81

62

58

65

330

919

613

301

87

71

57

54

49

46

43

40

33

31

33

33

333

June.

35

33

21

20

19

37

95

53

39

37

32

21

37

14

13

17

16

15

13

9

9

170

217

58

25

42

38

25

21

21

40

July.

16

15

15

25

12

13

12

13

9

9

11

9

6

6

12

12

12

13

9

7

5

6

6

4

3

3

4

7

9

7

4

10

Aug.

8

12

9

4

3

9

5

4

10

5

4

6

5

6

3

3

3

3

4

345

409

79

36

1,814

503

119

58

44

499

198

92

139

Sept.

49

41

32

35

21

17

23

35

21

13

18

23

13

15

36

834

531

131

75

55

55

54

34

16

2597

17

18

30

17

76

Oct.

11

11

15

12

10

12

17

12

10

12

11

11

12

30

47

49

39

31

22

30

23

15

39

68

59

46

79

506

279

116

66

55

Nov.

51

48

48

1,094

1,288

489

184

123

101

79

71

62

54

60

103

130

90

60

53

48

46

496

312

120

81

62

55

1,244

479

188

244

Dec.

122

102

191

1,430

478

197

171

141

137

141

215

143

101

153

186

1 360

1^593

383

178

132

117

97

79

89

131

143

109

82

81

83

75

275
PENNSYLVANIA. 87

Daily discharge, in second-feet, of Tohickon Creek at Point Pleasant, Pennsylvania,

for 1894.

Day.

1. .............

2

3... ...........

4..............

5..............

6..............

T ..............

8..............

9..............

10..............

11.. ........ ....

12- .............

13. ......... ....

14. .......... ...

15. ..........

16..............

17. .............

18..............

19..............

20. ............ .

21... .. ........ .

33

33. .............

24

35

36

37 ..............

38

29..............

30..............

31 ..............

Mean ....

Jail.

73

76

75

61

74

114

131

109

87

70

53

46

46

49

49

64

64

51

51

46

41

43

45

51

89

98

75

68

68

107

137

71

Feb.

135

113

89

65

88

119

156

115

651

1,113

911

383

140

140

119

107

113

938

1,606

1 357

733

379

308

118

151

151

151.

331

373

Mar.

316

118

397

790

1,065

1,174

1 '488 103

258

230

188

153

131

109

93

103

93

71

67

64

61

71

534

351

143

133

100

76

70

79

79

375

Apr.

64

63

63

54

354

141

93

79

71

73

73

138

1,168

1,383

800

333

144

103

79

71

71

303

331

133

101

81

68

70

58

47

309

May.

47

41

35

33

34

34

58

53

50

42

28

39

16

17

19

17

17

16

17

616

8,650

4,310

904

1 837

1,577

450

238

1,386

3 353

506

367

760

June.

267

189

142

19!i

01

75

64

61

49

40

34

27

23

33

30

19

15

15

14

10

13

7

7

6

13

36

39

36

10

19

49

July.

30

16

13

10

13

39

47

31

33

17

16

11

7

10

7

3

6

10

8

P

11

68

49

35

21

14

10

8

5

4

6

17

Aug.

7

6

8

35

30

34

35

18

8

5

5

5

5

6

6

8

8

11

11

8

8

9

9

9

10

6

6

11

4

4

4

10

Sept.

4

4

3

3

2

3

3

4

5

30

31

33

35

33

30

31

33

3,510

3,556

1,306

345

83

50

41

29

33

19

30

36

28

306

Oct.

13

16

11

12

13

11

7

9

12

1,674

885

127

125

186

116

68

47

39

34

32

27

33

31

29

735

477

168

99

67

53

649

186

Nov.

533

189

1,193

707

719

966

283

545

439

334

168

115

83

71

61

65

79

104

104

73

73

97

93

75

63

61

49

44

46

39

345

Dec.

37

342

430

163

97

73

58

126

606

384

635

3,343

1,811

377

195

143

119

97

83

75

66

61

58

57

46

43

44

83

109

143

113

316

Daily discharge, in second-feet, of Tohickon Creek at Point Pleasant, Pennsylvania,

for 1895.

Day.

1. .. ..........

3 .......... ....

3. -. ....

4........ .....

6... .......... .

6. .......... ...

7 . -

8.... ....... ...

9.... ..........

10. ...... . 

11. .............

13 ...........

13 . 

14 

15 - 

16 . 

17 . 

18 . 

19 - 

30- 

21 -

33

23

24. ..........

35

36

37. . . 

28

29 . . 

30 

31 

Mean . ...

Jan.

62

63

80

89

127

50

381

638

418

498

3,943

1,109

363

204

146

146

169

169

113

80

88

79

89

107

107

1,632

515

184

141

97

102

351

Feb.

138

156

180

163

119

193

104

71

54

92

168

168

108

92

70

51

40

35

49

58

148

246

355

355

345

345

366

903

167

Mar.

1,396

1,064

706

495

353

348

197

1,116

943

494

451

317

383

1,519

437

300

166

193

343

430

328

328

362

334

525

576

399

239

189

133

114

476

Apr.

133

117

210

339

131

99

89

1,404

3,857

1,760

616

146

1,131

1,191

528

271

117

88

75

62

51

49

47

43

41

41

42

59

76

92

436

May.

107

86

157

47

42

39

40

37

35

35

31

35

29

39

155

93

63

44

31

33

33

35

33

33

34

33

81

351

130

53

50

63

June.

36

33

39

33

36

57

58

47

36

39

33

30

26

22

12

- 10

9

10

11

11

9

10

8

7

9

14

16

41

45

50

25

July.

61

96

61

57

579

648

240

100

54

35

27

21

18

12

15

18

12

11

10

8

8

35

30

14

13

11

11

9

7

11

7

71

Aug.

7

6

8

310

145

29

16

9

12

10

9

229

41

37

35

17

17

8

6

10

9

5

7

6

5

5

4

4

5

4

4

33

Sept.

4

3

5

6

3

4

5

6

4

3

3

3

3

3

3

3

3

3

3

3

3

3

3

3

3

3

3

3

3

3

3

Oct.

3

3

3

3

3

3

3

3

4

3

3

5

15

36

37

25

19

14

14

11

5

7

8

7

6

6

6

5

5

5

8

8

Nov.

15

33

33

39

16

22

21

17

12

10

9

15

13

12

13

13

11

15

23

15

15

11

12

9

9

16

63

78

38

37

30

Dec.

33

54

176

86

51

38

35

30

18

20

18

14

17

11

8

6

7

7

7

6

14

430

342

91

54

46

60

68

57

64

109

59
88 OPEEATIONS AT EIVEE STATIONS, 1900. PAET I. [NO. 47.

Daily discharge, in second-feet, of Tohickon Creek at Point Pleasant, Pennsylvania,

-for 1896.

Day.

1 .......... .

g

3. ........ .....

4. ...... .......

^. .............

6. .............

7 .......... ....

S. ......... ....

9.. ........... .

10. ......... ....

11 ...... .-.- .

12. .............

13. 

14-...... -

15.. 

16. ......... 

17. ........... ..

18. . 

19. 

20 -.---.-

21 

22

23

24

25

26....... 

27

28. ...... 

29. .......... ...

30.. ............

31 ..............

Mean ....

Jan.

327

93

59

39

39

28

17

16

13

9

7

7

8

13

13

6

6

6

5

5

5

4

6

151

239

136

70

59

46

28

31

48

Feb.

55

90

83

58

138

6,515

1,720

487

201

174

225

156

91

180

327

206

107

90

'7585

75

70

62

51

69

88

229

851

435

Mar.

498

193

50

48

59

59

57

44

42

44

35

40

51

51

41

71

77

54

2 028

3,343

1,205

742

449

193

98

371

596

311

2,444

1 '£27 238

486

Apr.

297

236

193

101

71

72

81

85

72

57

53

51

11

51

40

33

33

36

25

21

40

49

40

31

35

39

39

35

26

20

67

May.

20

23

18

21

26

25

25

19

13

11

12

13

4

11

12

11

7

7

11

12

10

14

20

16

17

23

18

48

137

143

97

27

June.

35

31

2818'

10

12

11

9

12

11

9

7

4

9

28

20

24

28

23

17

8

14

16

11

15

21

18

10

13

15

16

July.

11

10

10

7

5

13

16

38

13

104

76

34

22

15

10

12

10

9

6

6

9

2,417

704

304.

87

46

47

163

184

2,182

410

235

Aug.

113

56

35

27

17

22

12

12

10

9

12

9

10

47

16

7

8

8

8

9

7

5

3

6

7

6

5

5

5

3

3

16

Sept.

3

3

4

5

10

1,665

319

95

44

29

23

14

10

10

10

16

21

328

112

49

35

23

19

20

13

11

8

8

14

156

102

Oct.

167

59

27

27

29

24

20

17

10

16

16

29

1,130

430

215

103

63

48

38

28

29

33

28

55

76

54

38

31

31

30

27

94

Nov.

23

19

20

22

1,851

1,249

273

180

279

131

109

133

136

103

73

55

47

44

46

42

36

36

36

35

37

42

35

45

856

439

214

Dec.

177

104

78

65

59

51

61

72

289

242

98

71

59

56

53

44

52

57

44

49

51

42

44

44

35

39

39

39

35

31

27

71

Daily discharge, in second-feet, of Tohickon Creek at Point Pleasant, Pennsylvania,

for 1897.

Day.

1 ...... 

2. ...... .

3. .... ....

I. .............

5.. ..... ....

6. ........... ..

7 .... ..........

8 ..........

9 

10..............

11....... 

12

13 ...... .

14. . ........... ..

15... . ........ ..

16..............

17..............

18..............

19..............

20... ....... 

a. .............

22

23

24..............

25.. ......... ...

26. .......... ....

27 . ......

28...... ........

29.. ........... .

30..............

31 ...... ........

Mean ....

Jan.

31

49

157

330

404

256

89

71

65

53

49

49

49

49

44

31

23

80

117

133

1,221

551

157

73 in

181

119

109

87

97

73

160

Feb.

73

97

79

65

49

430

2,312

882

311

175

109

68

78

89

65

73

246

404

320

122

203

329

659

397

151

111

87

65

287

Mar.

58

65

54

75

142

523

296

119

102

135

152

191

210

150

147

135

89

79

220

927

380

150

125

514

513

146

97

76

61

54

47

194

Apr.

46

40

31

15

42

70

71

56

1,454

957

227

119

93

75

101

160

137

109

74

54

44

39

39

37

31

33

33

26

24

19

142

May.

20

2,587

954

376

207

114

80

60

47

58

60

57

3,683

1,987

973

354

144

90 '74

54

61

73

56

62

128

124

57

46

35

25

113

411

June.

70

40

44

66

76

71

52

61

2,389

906

240

111

75

53

50

48

46

49

44

37

33

30

23

18

15

15

12

14

14

9

157

July.

10

9

7

6

6

5

4

5

6

6

5

4

6

35

35

22

14

879

230

177

201

922

477

193

83

64

413

1,817

1 292

321

116

238

Aug.

64

49

43 1 38

103

yc

110

84

33

28

19

22

20

15

8

50

36

34

32

22

16

12

17

745

123

69

42

36

21

20

25

65

Sept.

17

14

31

42

21

17

14

11

11

11

1C

10

5

6

7

7

7

6

4

6

6

4

4

8

12

10

10

9

5

4

11

Oct.

3

3

3

4

4

5

5

6

3

3

3

3

3

8

9

5

3

6

3

3

4

9

8

11

15

12

12

21

9

13

7

Nov.

6

1,400

616

131

63

44

34

29

41

63

61

60

60

42

37

42

59

64

53

43

32

33

33

33

35

36

1,106

385

148

112

163

Dec.

86

57

49

60

1,765

670

216

131

97

79

65

338

285

1,751

3,125

848

234

150

105

79

71

68

66

93

193

101

119

86

76

79

79

362
PENNSYLVANIA. 89

Daily discharge, in second-feet, of Tohickon Creek at Point Pleasant, Pennsylvania,

for 1898.

Day.

1. ...... .......

2..............

3..............

4..............

6...... ........

7. ......... ....

8..............

9. .............

10..............

11. .............

13........... .

13. ..........

14.... ..........

15..............

16..............

17. ............ .

18.... ..........

19. .............

20. .............

31

23

23..............

24..............

25

26..............

37..............

38

39..............

30.............

81. .............

Mean....

Jan.

133

131

90

49

49

36

55

87

87

87

87

144

339

316

453

696

251

107

87

375

748

367

2,890

680

226

279

330

439

370

133

359

338

Feb.

110

99

Oft

95

90

89

87

80

73

73

65

450

634

327

253

198

138

133

Ifii

4,160

1,737

860

437

331

159

115

97

97

."L

Mar.

8367

70

79

79

68

64

61

53

<1Q

43

43

47

48

39

39

39

39

39

39

57

376

469

304

383

175

131

242

393

1,078

433

163

Apr.

351

131

98

83

80

83

111

103

73

65

68

73

63

60

338

389

Ifii

89

71

68

64

61

53

>WQ

544

333

338

535

810

332

195

May.

151

103

7O

71

73

109

4/U.

3,940

1,711

398

329

337

557

346

1,201

847

789

299

145

135

117

91

69

297

573

767

495

366

158

119

89

447

June.

65

53

44

35

31

31

27

14

15

15

16

15

15

20

16

16

11

9

9

9

10

9

5

5

5

5

7

7

4

4

17

July.

4

5

4

3

6

3

3

3

3

3

4

3

3

3

5

5

6

5

7

17

20

13

7

11

11

11

11

5

8

8

7

Aug.

7

13

8

10

28

Oft

44

39

39

336

574

167

74

40

35

33

25

17

134

88

64

39

37

33

21

33

14

11

11

5

66

Sept.

7

7

7

8

5

5

14

14

9

9

7

7

7

8

6

7

6

5

4

4

6

8

13

15

5

7

10

9

7

8

Oct.

5

3

5

5

5

7

5

3

4

6

6

6

9

4

6

8

8

17

33

33

34

79

70

52

66

234

495

171

68

94

169

54

Nov.

113

60

46

37

31

31

37

31

38

1,503

1,697

357

146

107

89

60

60

378

3,451

896

379

136

811

518

283

310

185

194

248

341

413

Dec.

364

371

201

1,330

2,933

683

Aftfi

139

87

79

71

65

53

49

51

46a5

23

37

473

531

337

3,134

536

251

131

107

89

79

73

114

375

Daily discharge, in second-feet, of Tohickon Creek at Point Pleasant, Pennsylvania,

for 1899.

Day.

1. ......... ....

3..............

3..............

4..............

5..............

6. .............

7..............

8..............

9...... ........

10..............

11 ...... ........

13

13..............

14..............

15. ........... ..

16..............

17. ........ ....

18..............

19..............

30. ......... ....

21. .............

33..............

23

24

35

36..............

27

38

39.. ...... ......

30. .............

31. .............

Mean _ .

Jan.

144

136

154

304

1,172

1,360

1,400

503

503

413

124

158

169

186

311

432

569

488

258

177

116

84

79

536

3,033

393

330

145

166

169

184

419

Feb.

158

135

118

151

184

210

189

142

180

183

110

90

119

103

65

157

416

783

767

695

914

1,414

1,583

1,000

541

616

3,332

1,058

546

Mar.

793

600

601

708

3,819

1,109

530

377

317

303

418

1 325

1)703

416

709

934

348

502

2,493

938

308

1,051

1,006

449

320

634

633

779

1,307

520

239

797

Apr.

178

131

97

79

68

61

73

1 '389 328

160

108

92

87

79

70

153

393

144

84

68

61

58

53

49

49

45

41

39

39

39

144

May.

35

31

31

31

31

27

33

33

33

30

38

35

37

31

31

20

17

20

33

20

17

17

20

17

17

15

13

9

13

14

15

33

June.

15

9

9

10

9

8

7

7

5

8

6

6

7

5

3

5

5

4

3

3

3

7

3

3

7

7

13

5

17

37

7

July.

14

11

19

13

10

10

8

8

7

6

7

5

7

11

9

5

7

7

8

8

3

5

3

3

3

4

4

4

6

7

4

7

Aug.

4

399

267

113

52

38

22

17

15

354

417

183

66

38

28

19

14

13

11

8

8

6

7

7

3

3

359

317

63

34

37

90

Sept.

18

13

9

93

43

38

19

16

387

310

203

499

163

58

46

36

18

18

33

708

545

404

339

61

43

1 532

604

158

78

51

371

Oct.

46

40

27

35

23

18

30

33

20

17

17

16

13

11

10

9

9

9

9

9

9

9

14

16

18

18

11

11

10

12

17

17

Nov.

53

181

131

921

366

121

73

58

53

40

35

43

51

53

47

46

47

45

38

34

33

33

49

57

44

35

30

31

86

39

94

Dec.

34

34

44

49

44

39

39

39

31

23

37

44

95

101

60

49

44

39

39

85

101

65

53

879

913

203

97

79

65

53

49

113
90 OPEBATIONS AT RIVER STATIONS, 1900. PART I. [NO. 47.

NESHAMINY CREEK, PENNSYLVANIA, BELOW THE FORKS.

This station, which was established in 1884, is described in the 

Twentieth Annual Report, Part IV, pages 103 and 104. The same 

report contains also (pages 104 to 108) the figures for monthly flow for 

the years 1890 to 1898, inclusive, as well as diagrams of discharge for 

the same period. Water-Supply Paper No. 35 contains, on page 65, 

a table of daily discharge for 1899. The results by months and a diagram of the daily discharge for that year are given on page 86 of the 

Twenty-first Annual Report, Part IV. The following tables give the 

daily discharge of this stream from 1884 to 1900, inclusive.

Daily discharge, in second-feet, of Nesliaminy Creek, Pennsylvania, below the forks,

for 1884.

[Drainage area, 139.3 square miles.]

Day.

1 

2 

3.......

4. ......

5 _

6 .

1. ......

8.......

9 

10 

11 

13. 

13.......

14 

15.. ..

16.......

17.......

June.

12

12

14

17

15

10

10

13

July.

34

19

27

35

335

905

146

76

48

36

37

37

33

1710

18

14

Aug.

116

101

56

57

436

463

105

69

48

38

34

31

38

25

23

oo

17

Sept.

15

11

10

10

12

8

6

6

4

4

4

4

4

4

4

4

Oct.

5

5

6

6

8

8

6

5

5

5

5

5

4

4

3

3

Nov.

13

14

12

8

16

18

19

15

15

11

7

7

6

7

6

5

Dec.

55

44

26

30

33

335

1,907

193

98

56

841

414

166

3,354

336

173

Day.

18. .

19.....

20. 

31

an

33

34

35

36.....

37.....

38

29

30

31 .....

ivr

June.

13

9

10

8

7

5

5

6

2 371

331

80

56

31

139

July.

14

18

16

13

15

16

14

15

17

17

14

23

29

36

Aug.

30

31

16

18

18

17

17

17

17

13

10

13

30

18

61

Sept.

5

5

4

4

5

5

5

5

4

4

4

5

5

Oct.

4

6

6

5

5

5

4

4

4

4

7

11

13

c

Nov.

5

5

9

10

5

3

441

110

47

39

24

180

134

Dec.

157

175

300

363

959

940

937

811

710

684

693

693

1,053

1,161

Daily discharge, in second-feet, of Neshaminy Creek, Pennsylvania, below the forks,

for 1885.

Day.

I. .............

2... ...........

3... ...........

4.. . ......... -

5 ....... ....

6... ....... ....

7..............

8... ...... . ....

9..............

10 ...........

11..............

12. .............

13. ......... ....

14 ............ ..

15.... ..........

16.... ...... ....

17..............

18 

19 .

20 ...........

31 

33. ..........

33

24

35....- . .

26 .

37

28

39

30 ..........

31.. .........

Mean ....

Jan.

666

315

125

120

130

1,886

823

343

352

204

151

1,377

355

190

220

653

1,036

233

268

249

173

190

242

236

337

182

197

255

231

320

192

382

Feb.

139

128

142

146

156

150

137

138

1,714

4 484

1,067

631

260

156

131

3,454

3 433

209

133

96

89

85

82

76

81

87

54

33

589

Mar.

74

384

343

493

1,053

948

456

208

137

80

84

78

65

114

136

169

160

84

85

69

60

52

48

46

43

78

138

126

111

161

298

303

Apr.

334

232

137

1,761

450

206

154

168

181

120

117

131

93

87

88

80

80

67

50

47

46

43

43

50

55

55

54

58

54

171

May.

46

53

55

47

44

38

63

474

233

141

114

78

66

K7

44

44

44

37

34

33

38

38

31

31

36

29

26

20

20

21

33

65

June.

19

33

14

15

15

9

10

13

13

11

11

10

8

6

6

9

10

7

5

9

8

6

4

4

6

7

5

5

9

9

9

July.

4

4

4

3

4

41

38

10

7

7

4

3

4

4

3

5

3

4

4

3

3

3

2

3

2

2

3

2

6

Aug.

3

4

733

3,377

94

39

17

18

17

16

16

15

11

11

7

9

6

7

6

6

6

9

7

4

4

6

8

7

5

5

8

113

Sept.

9

6

4

3

5

7

4

3

4

K

2

4

5

5

4

4

4

3

4

3

4

2

4

3

2

3

2

1

2

1

4

Oct.

1

1

1

8

6

6

6

5

4

2

43

67

38

16

11

8

5

7

63

103

54

31

16

11

11

11

10

44

54

21

Nov.

39

733

207

91

55

44

38

190

746

179

106

83

71

70

57

44

43

38

35

38

37

33

335

670

543

378

367

164

136

134

185

Dec.

117

97

93

88

76

109

133

138

109

216

157

76

667

1,803

457

213

167

151

144

111

97

104

96

97

84

99

134

116

77

63

114

200
PENNSYLVANIA. 91

Daily discharge, in second-feet, of Neshaminy Creek, Pennsylvania, below the forks,

for 1886.

Day.

1. .............

2..............

3 ...........

4. .. ...........

5........ _ ...

6..............

7..............

8..............

9..............

10..............

11 .......... ....

13..............

13..............

14..............

15..............

16..............

17..............

18..............

19..............

30..............

21..............

32

23..............

34. ......... ....

35..............

36..............

37..............

38

29. .............

30..............

31 ..............

Mean ....

Jan.

309

109

83

141

3,478

413

195

265

599

601

574

417

346

333

307

300

285

273

385

387

373

660

580

375

330

331

390

1,744

3,735

1,369

615

609

Feb.

453 111

380

435

350

300

350

300

175

150

5,767

5 133

4,195

830

508

528

217

173

204

199

303

146

137

133

694

1,103

189

177

843

Mar.

165

IIA

143

133

121

109

97

94

93

88

78

77

89

77

84

75

70

66

79

93

903

477

316

141

133

133

138

439

456

1,389

1,870

366

Apr.

1,637

391

370

353

433

4 734

1,198

513

371

303

331

307

393

319

307

168

117

139

133

130

108

99

93

90

85

93

86

81

76

65

431

May.

59

4811

48

49

41

51

3,346

74Q

337

168

140

318

566

333

615

343

159

164

167

155

131

173

134

113

108

89

96

85

67

59

344

June.

64

49

53

53

45

39

35

36

35

45

49

37

39

194

391

100

95

.108

67

39

34

31

733

315

149

376

111

73

63

45

110

July.

38

35

33

39

36

38

33

30

19

183

149

48

33

37

44

394

297

100

136

90

58

75

63

48

31

60

598

114

73

43

41

93

Aug.

36

33

33

34

30

18

36

33

46

31

34

18

19

16

13

13

16

11

15

11

9

6

6

6

7

8

6

6

4

9

9

17

Sept.

8

8

6

7

4

5

6

5

6

4

4

4

3

4

5

10

7

7

4

4

6

5

4

4

3

6

3

4

3

2

5

Oct.

4

3

3

4

3

2

3

3

2

3

4

2

3

3

2

g

2

2

3

Q

3

2

3

3

3

4

11

38

38

35

15

6

Nov.

14

13

10

9

10

9

7

7

10

11

11

10

85

74

37

37

16

36

37

36

17

16

111

303

160

770

134

64

53

50

67

Dec.

46

48

59

89

64

46

57

87

68

74

85

64

105

343

345

393

379

649

3,338

671

378

190

133

303

663

313

175

145

338

178

339

373

Daily discharge, in second-feet, of Neshaminy Creek, Pennsylvania, below the forks,

for 1887.

Day.

1. . .... .... -

3..............

3.... ..........

4. .............

5..............

6..............

7. ............ .

8..............

9..............

10. .............

11. .............

13.. .......... ..

13..............

14..............

15. ......... ....

16 ........ ......

17. ......... ....

18..............

19..............

20

21. .............

33..............

33..............

34

35..............

36..............

37.... ..........

38

29.............. 

30..............

31..............

Mean

Jan.

333

580

434 "UA.

354

331

193

181

138

181

181

159

153

7ifl

<un

430

330

300

210 ifin

130

230

590

3,891

638

490

533

400

1,661

onn

408

490

Feb.

339

156

320

303

304

165

613

743

635

337

767

553

189

333

1Q7

504

370

1 344

1J03

430

331

406

376

630

314

394

1,210

454

507

Mar.

396

363

335

1Q1

163

186

334

719

545

838

405

321

213

196

160

154

139

139

120

110

109

413

551

437

691

432

255

2,185

521 

346

335

380

Apr.

304

303 ono

322

177

147

134

131

111

107

107

93ti

77

78

80

69

310

359

118

134

108

394

663

303

375

305

153

191

1*y.

176

May.

i !i

105

Qfi

t7

83

76

160

310 °11

148

118

91

77

69ifi

56

55

48

47

38

34

33

33

41

53

86

44

39

35 

33

33

82

June.

308

137

104

101

53

39

107

158si

54

44

35

31

36

33

28

34

35

50

34

29

411

3,159

412

179

119

103

81

63 

51

199

July.

43

41

34

30

132

1,570

223

135

150

943

146

89

66

53

47

40

56

58

39

40

35

38

463

1,047

484

177

383

134

147 

131

141

336

Aug.

144

149

318

139

88

73

73

65

50

44

108

336

67

44

41

41

36

93

71

40

30

37

64

379

288

84

45

42

39 

33

31

93

Sept.

31

34

33

17

33

19

30

18

33

18

14

493

339

83

54

43

28

36

37

33

36

34

23

20

21

30

30

36

41

74

51

Oct.

47

33

33

31

33

32

18

18

20

21

21

19

14

19

17

14

13

18

13

18

398

139

63

43

36

34

34

29

31

27

33

43

Nov.

37

34

38

37

33

35

19

33

18

34

53

47

38

31

33

38

39

33

36

31

51

44

37

31

29

27

36

39

61

38

33

Dec.

40

39

26

29

33

55

48

40

29

176

1,648

400

199

153

610

607

310

377

303

249

411

447

389

348

169

175

145

1,597

913 

364

435

334
92 OPEBATIONS AT EIVEE STATIONS, 1900. PAET I. [NO. 47.

Daily discharge, in second-feet, of Neshaminy Creek, Pennsylvania, belmv the forks,

for 1888.

Day.

I....... ...

2

3. .............

4..... .........

5. .............

6 . 7........ ..

8 ..............

9. .............

10..............

11. .............

12

13. .............

14. .............

15.. .......... ..

16....-_.. .....

17..............

18. .............

19............

20 ...

21- .

22 - 

23. .......... ..

24 

35

26 ...

27 

88 

29

30 .......

31. 

Mean ....

Jan.

4,890

2.786

505

388

323

267

310

636

404

261

251

432

682

493

356

287

342

455

480

477

288

199

206

251

172

151

186

175

195

226

232

558

Feb.

233

235

230

285

1,553

2 111

798

389

308

310

313

283

230

220

220

235

287

362

587

2,112

2,675

579

411

265

3,619

938

368

228

191

709

Mar.

160

145

139

114

95

162

77

101

95

88

60S

1,571

338

375

432

564

743

565

367

1,001

3,126

1,455

350

264

248

449

1,387

783

1,485

578

489

592

Apr.

376

306

262

911

295

2 227

428

254

206

631

1,394

341

271

242

197

781

557

200

171

160

154

125

119

119

97

88

80

80

72

68

350

May.

77

72

72

72

63

51

51

54

48

48

78

129

103

75

61

58

57

48

52

61

56

40

36

40

40

45

43

42

95

130

91

64

June.

65

12

39

36

31

31

29

22

25

24

21

23

17

15

17

19

14

10

16

20

20

14

65

57

14

15

11

8

15

24

25

July.

19

13

15

13

13

15

13

10

14

32

21

14

11

10

9

11

12

11

10

11

11

8

10

11

9

9

65

125

24

19

19

18

Aug.

10

11

11

9

7

7

7

17

21

14

11

78

206

154

32

20

15

9

7

6

29

1,500

153

55

36

15

19

20

15

14

13

80

Sept.

12

13

15

15

12

9

9

224

376

134

129

474

280

174

88

84

1,052

3,099

401

227

1,710

319

185

151

132

135

125

92

72

64

327

Oct.

68

75

65

50

47

191

212

130

74

57

52

53

68

69

63

53

69

63

63

68

69

54

60

101

132

82

406

688

459

209

151

129

Nov.

131

124

114

106

97

93

87

84

91

171

347

137

105

100

1,821

588

301

209

877

560

258

193

166

153

150

245

671

345

218

196

291

Dec.

178

152

140

135

131

139

136

120

118

132

135

118

80

178

248

131

3,759

1,821

431

311

230

253

365

354

302

209

351

553

329

127

135

380

Daily discharge, in second-feet, of Neshaminy Creek, Pennsylvania, below the forks,

for 1889.

Day.

1 .......... 

2

3.. .. ......

4...... ... ... .

5 ...-... 

7. ........

9. . ..

10 . ....

11 . .

12. 

13.... ...... 

14.... ..........

15 .. 

16. .............

17......... ....

18... .......

19. .......... ...

20. ...... ....

21 

22- 

23;.. 

24 . 

25

26. .............

27

28 ....... ...... .

29... ......... 

30 .. ....

31 ..............

Mean _ .

Jan.

139

140

131

116

197

940

490

260

552

776

275

200

166

157

145

144

800

449

227

148

970

497

286

255

387

394

1,130

872

361

213

214

356

Feb.

183

140

154

159

144

120

214

328

188

116

102

110

124

133

118

396

738

1,116

294

177

125

92

88

97

110

99

89

 87

208

Mar.

101

114

484

3,197

1,364

503

296

215

169

142

133

131

131

137

138

130

115

115

115

116

263

937

475

353

204

169

146

143

141

122

89

348

Apr.

87

558

250

198

156

139

120

111

111

96

92

88

92

84

72

65

61

68

60

51

59

68

62

61

48

689

2 258

1,121

501

284

257

May.

914.

182

154

138

132

108

105

89

80

80

72

71

77

108

134

86

59

50

41

822

781

301

180

127

100

215

738

538

403

330

141

214

June.

312

293

158

120

122

116

95

88

96

97

93

143

120

141

89

172

118

301

108

61

57

54

43

40

40

562

400

148

93

80

145

July.

94

346

649

905

598

247

168

135

113

94

124

158

490

332

3,386

425

237

173

180

3,950

401

263

208

169

148

132

201

231

174

f\9A

5,531

658

Aug.

1,760

1,083

1,047

761

705

480

595

296

228

321

239

174

152

746

2,046

188

226

186

163

152

136

133

132

149

130

110

105

89

72

65

49

410

Sept.

53

58

51

53

44

38

41

50

41

44

57

108

777

381

835

463

2 560

2,947

618

429

376

281

216

198

990

564

384

242

201

184

443

Oct.

185

179

155

133

126

117

123

106

94

94

91

87

267

208

401

213

137

113

98

92

116

138

133

172

137

102

3.749

967

388

274

232

304

Nov.

244

216

616

526

254

212

186

180

2,879

1,044

461

364

1 422

1,179

276

296

253

253

2,965

868

547

888

409

324

668

458

1,171

3,528

415

407

783

Dec.

324

275

263

238

203

1Q7

188

207

333

109

176

182

223

270

000

228

288

443

378

299

250

214

184

168

156

142

222

211

128

-I Of

116

228
PENNSYLVANIA. 93

Daily discharge, in second-feet, of Neshaminy Creek, Pennsylvania, below the forks,

for 1890.

Day.

1 .

Z..... ..........

3 ........ ...

4. .............

5. .............

6

7

8..............

9..............

10..............

11. . .........

12. .............

13..............

14..............

15. .............

16 ..........

17. ...... .......

18..............

19. ..........

30..............

21

t>(>

33

24..............

35..,.... ....

26... ...........

27

23

39... ...........

30..............

SI..............

Mean ....

Jan.

107

110

108

101

108

I3n

128

113

97

90

92

80

84

84

1,591

800

281

187

150

281

398

144

170

159

155

110

119

119

101

163

182

201

Feb.

135

114

1W

163

193

147

111

2,848

974

393

250

228

213

526

601

237

192

189

339

1,101

331

197

266

213

266

278

210

357

397

Mar.

723

347

306

1Q7

178

282

239

141

133

149

581

560

282

1,203

1,309

544

323

390

261

315

1,939

2,990

1,512

500

404

473

330

1,419

635

367

313

620

Apr.

346

351

250

610

626

272

228

270

666

639

280

219

180

159

149

139

119

105

96

88

86

85

71

97

101

96

104

87

61

232

May.

115

87

68

64

114

138

191

132

175

96

75

76

78

70

142

223

87

62

49

165

264

94

63

52

47

192

1,986

309

168

126

102

181

June.

95

80

53

53

48

65

65

43

35

35

112

1,150

667

373

379

335

75

70,

60

51

65

76

56

41

48

43

39

39

37

37

133

July.

30

33

IQfi

566

107

56

44

42

39

27

19

17

15

17

30

22

19

60

33

19

19

21

20

17

21

415

180

59

113

54

34

73

Aug.

38

41

27

20

31

21

27

19

28

17

16

16

13

10

10

14

27

27

27

26

222

670

118

50

38

37

163

48

56

54

58

63

Sept.

46

31

27

25

36

36

20

18

21

18

19

26

29

39

55

180

147

61

50

38

31

29

20

20

19

27

40

33

23

39

39

Oct.

28

32

391

188

88

67

135

129

133

78

83

75

64

77

74

64

564

188

130

136

136

146

585

2,400

783

341

240

198

203

204

167

363

Nov.

145

135

130

133

103

90

90

89

85

79

116

140

114

95

85

75

118

231

120

84

85

81

73

68

72

68

66

52

70

52

98

Dec.

52

72

91

137

144

102

116

192

190

103

81

85

165

106

74

83

376

848

193

355

182

106

115

105

120

165

201

189

173

157

130

165

Daily discharge, in second-feet, of Neshaminy Creek, Pennsylvania, below the forks,

for 1891.

Day.

1. .............

3 ... . .

4.......... .

5. ....... ......

6 . ...... .

1 ..............

8.... ..........

10. . 

11 ......

12

13 . 

14..............

15..............

16... ..........

17...... ........

18 ..............

19........ ......

20..............

21

32...... ,

S3. .............

24

25

26 . 

27

28... ...........

39. ......... ....

30...... ....

31 . 

Mean ....

Jan.

138

1,953

8M

375

371

605

537

376

308

353

1,377

1,594

354

185

147

140

283

805

279

323

191

3,357

768

356

930

642

506

430

1,084

1,679

935

703

Feb.

1,585

773

no

588

263

300

334

633

786

981

433

306

361

325

193

1,410

1,156

640

350

360

906 i,ia5 4.1^

332

334

553

368

600

Mar.

370

242

212

289

269

196

202

266

994

1,291

443

689

1,662

538

275

303

242

213

201

266

3,446

789

1,053

512

358

288

248

239

222

196

182

525

Apr.

379

352

931

362

247

206

184

J55

152

137 '»R

403

226

164

140

131

136

134

114

104

93

93

93

86

77

55

55

66

62

67

183

May.

51

41

57

83

57

56

57

41

36

40

34

38

39

31

30

51

47

28

31

33

36

31

36

31

36

26

30

30

37

34

31

39

June.

34

35

27

36

30

37

38

38

37

28

26

22

20

18

23

33

35

136

58

41

36

42

38

39

73

20

19

15

16

16

31

July.

16

17

20

24

20

15

16

33

26

22

20

32

17

19

31

19

17

16

137

91

40

29

26

26

24

19

14

19

150

214

122

40

Aug.

77

80

89

53

39

36

30

18

33

33

20

20

17

40

56

38

38

299

86

47

27

43

3,276

1,364

278

182

335

308

367

248

235

Sept.

164

128

101

85

555

1,939

341

203

154

129

106

93

84

77

63

54

51

45

39

34

31

27

27

27

27

31

27O9

37

31

157

Oct.

27

22

17

17

18

22

26

26

26

26

31

19

23

17

12

19

19

19

17

328

194

155

340

121

63

48

101

109

58

53

52

65

Nov.

41

37

39

39a5

43

37

39

39

35

54

75

75

57

39

39

48

98

87

60

48

42

91

261

123

94

109

239

105

81

73

Dec.

91

74

50

347

994

199

920

443

205

167

142

167

99

99

100

105

97

94

93

61

57

76

1,495

1,630

1,040

5,218

650

261

299

1,070

674

366
94 OPEEATIONS AT EIVEE STATIONS, 1900. PAET I. [NO. 47.

Daily discharge, in second-feet, of Neshaminy Creek, Pennsylvania, below the forks,

for 1892.

Day.

I ..............

2, ............ .

3. .............

4. .............

5..............

6. ........... ...

7.. ........... .

8..............

9. ...... .......

10. .............

11 ........... ...

12..............

13..............

14

15..............

16. ......... ....

17..............

18..............

19..............

20. .............

21 ..............

22

23

24..............

35..............

26..............

27.......... .

28

29. ......... ....

30. .............

31. . ............

Mean ....

Jan.

999

1,870

743

393

242

194

200

192

180

178

144

146

3,584

2,364

767

408

363

444

2,172

731

382

322

280

250

257

280

332

331

286

273

233

627

Feb.

191

179

174

159

149

144

135

129

131

122

120

115

125

121

93

81

81

81

77

82

93

115

134

108

103

159

184

125

117

125

Mar.

o K89

554

329

259

OfiQ

221

207

1,359

942

389

309

257

214

155

159

149

130

125

135

144

135

114

117

386

502

409

900

1,026

440

251

209

431

Apr.

17Q

167

17U

174

154

144

1OQ

121

119

110

99

96

92

102

186

193

108

07

on

87

93

152

185

161

109

94

90

88

88

88

126

May.

79

107

133

114

86

7370

55v\

w

55

50v\

<to

437

215

127

84

144

459

341

11Q

492

297

177

165

756

376

187 i<y.

142

194

June.

lift

102

103

QQ

no

in

107

79

93

140

130

SO

58

53

48

39

34

36

36

31

32

32

29

26

72

54

75

109

69

37

71

July.

on

82

297

519

141

73KO

42

34

Q1

31

31

31

31

48

31

31

22

31

24

16

14

14

15

16

16

15

15

19

191

101

66

Aug.

69

51

51

35

20

23

20

18

17

17

21

60

52

25

17

19

15

18

17

15

13

10

11

12

16

21

22

19

19

16

13

24

Sept.

|(i

14

12

11

10

13

13

8

6

6

7

7

8

96

17

15

15

11

10

10

10

10

9

9

13

19

10

7

4

3

13

Oct.

6

5

4

4

4

4

5

6

5

4

5

5

6

6

5

5

8

8

5

4

4

5

5

6

7

5

5

5

4

5

5

Nov.

6

6

6

7

7

5

5

6

8

32

99

43

19

19

734

2,346

234

605

643

184

114

86

89

56

45

39

54

241

611

243

220

Dec.

149

106

103

80

77

68

59

63

101

93

68

51

60

417

559

236

162

112

85

130

220

97

132

214

122

241

119

101

106

115

120

127

Daily discharge, in second-feet, of Neshaminy Creek. Pennsylvania, below the forks,

for 1893.

Day.

1. ............. a........ ......

3.. ...........

4..............

5. ......... ....

6.... .... ......

7.. . ...........

8-.-. ......

9.. ............

10..............

11..............

12

13... ........ ...

14.... ..........

15. ......... ....

16.... ..........

17. .......... ...

18........ ......

19........ ......

20 . ai... ..... ... ...

22... . .... ......

23. 

24...... ....

25

26 ...... ........

27

28

29

30 . 

31 ..............

Mean ....

Jan.

1,357

1,678

227

150

125

125

100

90

130

135

120

150

140

140

130

135

140

176

168

175

165

154

154

154

149

154

147

136

164

215

321

242

Feb.

385

568

741

692

540

484

1,590

714

307

2 727

869

398

861

1,299

1,136

858

495

625

371

395

484

404

385

309

258

179

194

242

661

Mar.

463

599

481

281

710

199

169

326

2,337

3

0QA

943

3,436

920

683

895

358

302

273

251

236

244

244

232

272

285

232

184

156

139

133

133

565

Apr.

133

116

102

109

98

85

98

153

140

177

380

198 mi

514

o ^g

467 °90

229

IQft,

742

1,012

831

293

235

213

221

418

362

232

205

363

May.

362

318

646

3,154

571

8Q1

i9S\

512

652

404

188

176

159

149

144

273

617

223

161

135

117

108

105

105fin

73

73

72

77

77

63

«S58

June.

57

w

57

46

54

73

154

75

51

45

39

36

on

41on

36

36

35

33

27

24

29

284(id

42

39

45

35OK

29

56

July.

23

23

25

21

18

18

17

20

21

20

23

22

19

17

m

15

18

19

15

15

14

12

9

9

11

11

10

8

14

9

8

16

Aug.

14

11

10

7

7

7

9

11

9

7

f

6

6

5

6

8

13

11

174

254

63

29

1,692

197

80

43

31

1,078

214

90

132

Sept.

59

54

48

39

35

28

29

34

31

27

27

31

31

31

53

749

258

107

76

*ift

48

41

36

32

29

39

33

29

33

30

72

Oct.

26

21

23

24

21

20

22

21

30-

27

24

24

23

70

77

34

28

25

21

20

21

18

W

263 ii(i

64

40

481

206

101

88

70

Nov.

61

59

59

1 281

1,759

352

221

188

241

139

124

115

115

303

234

131

120

109

94

101

330

213

135

QQ

91

112

1,500

QQft

210

322

Dec.

175

154

217

1,938

316

274

211

253

186

305

325

186

144

258

205

1 323

999

330

325

1iR

170

160

146

144

152

154

120

102

133

124

316
PENNSYLVANIA. 95

Daily discharge, in second-feet, of Neshaminy Creek, Pennsylvania, below the forks,

for 1894.

Day.

1..............

2..............

3.... ..........

4..............

5..............

6...........

7.......... ....

8..............

9............

10..............

11..............

12. .............

13..............

14..............

15..............

16..............

17...........

18..............

19....... ...

30

31... ...........

22..............

23..............

24... .......__..

25.. ............

26. ...... .......

2? .......... ....

28..............

29..............

30..............

31..............

Mean ...

Jan.

107

109

100

89

98

130

136

116

105

97

88

88

88

76

73

88

92

82

78

81

79

83

88

88

96

80

75

88

67

108

188

95

Feb.

115

110

90

58

60

58

57

60

1,063

757

517

367

1fiA

164

130

250

114

1,630

1,990

1,185

603

399

366

287

204

105

147

200

37

Mar.

198

237

882

936

776

777

698

416

391

277

243

380

355

171

178

171

144

144

141

136

179

571

279

194

182

159

131

149

164

162

323

Apr.

128

110

97

111

189

143

112

115

114

113

146

363

1,521

833

490

303

339

198

174

166

188

418

291

186

159

141

133

114

109

105

350

May.

97

86

98

95

80

68

76

80

68

57

43

39

39

42

45

39

36

36

685

9,012

4,036

823

3,779

1,523

532

277

2,893

2,036

553

411

895

June.

368

285

247

233

231

280

315

235

194

161

144

130

127

127

116

97

92

94

87

77

72

69

60

51

51

83

89

60

45

65

143

July.

68

43

37

34

36

165

177

75

51

40

34

36

34

39

36

101

313

60

31

31

31

33

31

36

39

37

33

33

19

19

44

53

Aug.

33

19

400

145

48

31

56

61

28

14

16

15

67

82

24

23

20

15

11

16

33

23

11

15

13

14

14

10

8

7

7

41

Sept.

7

8

8

6

6

6

5

857

1,247

102

108

73

36

28

28

23

19

1,001

3,197

797

245

148

111

91

81

81

62

46

48

40

384

Oct.

40

47

41

45

71

65

43

34

41

1,715

380

173

164

350

172

110

106

90

78

73

63

59

59

60

200

233

125

93

82

79

790

180

Nov.

428

196

1,371

640

860

866

245

343

464

313

258

198

179

175

165

149

170

227

176

145

150

170

154

153

143

125

120

112

103

96

296

Dec.

115

268

315

161

133

124

110

229

616

257

639

1,824

853

241

300

357

228

194

172

159

147

149

145

125

135

135

J35

135

130

130

111

379

Daily discharge, in second-feet, of Neshaminy Creek, Pennsylvania, below the forks,

for 1895.

Day.

1 ..

3.... . ........ .

3 _.. .._ .

5.... ..........

6,....

7.. ........ ....

8. ....... ...

9... ...........

10... ...........

11. ..... ........

12. ............ .

13... ..........

14..............

15..-.-..... ..

16. ..........___

17.......... ...

18 ........ ..

19 ...........

30

31

32

23

24

35. .. ...........

36 ...........

27

38

29. .. 

30. ...

31. .............

Mean . ...

Jan.

155

98

117

98

98

156

357

891

818

579

2,289

830

550

349

295

295

295

150

150

164

188

1Q1

166

150

3,053

J.7Q

303

178

178

17S

413

Feb.

156

98

106

147

301

189

176

176

176

188

188

176

176

188

178

177

175

183

301

243

323

385

385

358

343

287

368

903

237

Mar.

1,217

1,019

584

533

365

Q01

1,531

694

605

273

723

1 632

396

292 Q40

376

625

536

387

363

253

292

445

450

247

213

190

160

14.Q

515

Apr.

160

249

367

231

163

142

124

3,542

3,234

584

359

280

661

755

338

353

304

182

168

152

136

130

130

118

107

101

127

261

159

187

417

May.

193

145

118

98

87

88

88

82

74

72

63

56

65

76

78

71

59

53

47

41

65

88

71

48

41

39

165

235

105

63

48

84

June.

46

42

82

95

95

157

126

56

41

38

41

48

101

145

62

44

36

34

31

28

25

 36

31

29

25

49

89

202

106

78

68

July.

538

148

74

59

664

616

202

115

92

73

49

44

48

40

35

39

48

48

39

26

19

33

39

39

36

28

24

21

18

25

31

106

Aug.

07

20

18

1,225

526

94

54

43

34

39

20

71

70

40

39

33

33

17

13

19

30

14

13

10

9

9

13

13

11

10

10

81

Sept.

8

8

9

10

11

8

7

6

6

6

6

6

6

5

6

7

8

7

7

7

6

5

5

5

5

5

4

6

6

7

Oct.

6

6

4

5

5

5

5

6

7

7

8

16

39

34

37

22

19

15

13

8

7

6

5

5

5

5

5

6

6

9

10

Nov.

27

31

30

15

17

16

17

12

11

9

8

7

9

8

8

9

7

7

13

9

10

9

7

8

11

34

28

18

15

14

Dec.

15

27

76

50

45

51

40

25

50

56

27

16

8

6

6

6

6

7

10

10

9

89

81

43

27

23

32

37

32

24

573

49
96 OPEBATIONS AT EIVEE STATIONS, 1900. PAET I. [NO. 47.

Daily discharge, in second-feet, of Neshaminy Creek, Pennsylvania, below the forks,

for 1896.

Day.

\..... .........

2

3....-- .......

^. .......... ...

5-- ------

6... ........ ... r. .. ----------

8.-... ------

9...-..-.-.-...

10. ......... .... 11 __:- .. ........

13... 

13... ..... ------

14..............

15--,- -. .

16- 

17.. ....... .....

18 . 

19.. - -

20

21... ......

22

33.. - 

24...---.---....

25

26.... -------

27... .--_-..

28- -. .

29.. ...... -

30 -. 

31- 

Mean . ...

Jan.

186

83

69

73

55

32

48

36

33

19

19

15

14

14

15

15

15

19

19

33

31

37

33

565

377

143

10

53

59

43

36

71

Feb.

39

45

51

K1

63

8,707

3,535

600

635

624

383

328

187

283

379

374

131

119

110

109

88

90

85

75

84

85

66

70

1,542

611

Mar.

960

463

QO

57

VI

101

137

111

88

85

83

103

01

70

93

81

77

118

5,408

1,994

715

414

309

250

211

349

403

257

2,061

760

389

528

Apr.

286

386

260

217

172

114

164

154

135

129

129

125

125

120

110

93

82

93

92

81

135

147

97

88

07

97

88

85

81

81

133

May.

81

65

51

63

KQ

39

44

41

30

23

25

38

42

34

31

3]

31

31

31

31

31

31

31

31

31

31

31

110

135

61

86

46

June.

24

22

22

22

17

17

20

17

18

66

46

31

24

196

236

73

53

138

72

35

29

26

29

31

36

54

50

32

43

43

50

July.

27

22

24

24

10

17

22

87

17

86

71

29

90

20

17

17

17

16

13

13

13

1,373

499

166

92

68

77

97

180

561

155

126

Aug.

71

48

37

35

30

24

25

30

31

22

17

25

23

28

74

36

22

17

17

17

14

11

10

14

14

10

10

14

15

12

13

25

Sept.

11

8

8

10

75

673

214

65

32

22

20

15

14

17

14

13

593

765

290

169

57

40

33

26

26

24

19

17

21

308

120

Oct.

155

60

38

31

29

33

29

24

26

24

19

44.

1 '345 480

306

129

100

74

62

51

53

51

43

61

63

59

53

37

33

38

40

112

Nov.

28

30

33

36

1,305

V7Q

220

106

980

119

115

154

169

135

102

88

88

85

80

73

66

69

72

73

72

68

64

143

869

385

190

Dec.

299

193

115

115

100

90

90

120

307

252

154

130

125

100

95

90

95

95

80

75

75

60

55

54

52

50

50

50

45

40

30

106

Daily discharge, in second-feet, of Neshaminy Creek, Pennsylvania, below the forks,

for 1897.

Day.

1. ...... . ......

2 ..........

3

4. ......... -_-.

5- -----

6. .-.. ..-

7 ..............

S.... ..........

9 ...... _---..-.

10..............

11. . 

12. .... --_--..-

13- ..........

14 

15 -. .

16 .

17 - 

18. _---.-.--.

19 

20. ..-..-....

21. 

22

23

24 ... .......

25

26.... ......

27.... ......

28 

29... ....... ....

30-...- 

31.... . 

Tklean ....

Jan.

88

88

121

209

351

233

125

125

107

80

72

72

57

41

48

48

41

41

41

93

1,856

369

139

97

73

48

48

36

31

31

36

156

Feb.

41

41

41

41

41

1,094

2,973

»4n

334

166

135

115

110

94

72

63

54

48

41

48

131

529

1,826

301

105

89

63

63

339

Mar.

88

115

1fiQ

290 ion

360

208

141

144

160

160

220

220

171

215

149

129

135

700

328

209

170

469

327

189

154

139

129

125

115

310

Apr.

93

77

71

65 10.1

166

125

QO

1,750

606

272

205

166

144

9ns

218

164

145

125

107

88

88

88

88

80

84

84

72

66

66

191

May.

76

1,610

439

239

179

135

111

92

80

71

07

OR

2 215

7M

son

235

1QA

itai

140

126

164

,165

117

127

711

185

110

84

74

77

628

331

June.

445

84

124

273

130

84

103

4,677

774

224

216

228

202

no

144

137

131

124

117

112

97

76

13

85

74

 53

59

56

48

307

July.

45

42

42

41

37

32

29

29

31

31

27

27

36

75

61

36

31

31

140

356

367

3,083

1 'g30 256

391

181

491

2,119

900

298

214

358

Aug.

331

184

115

105

105

97

85

77

80

83

86

83

63

54

64

"SQ

160

67

54

63

66

64

53

1,075

OfiQ

93

73

60

50

49

130

Sept.

43

41

41

37

32

31

31

31

31

37

28

on

38

29

27

24

33

22

1Q

19

31

33

34

37(tiy

23

31

31

31

31

27

Oct.

17

13

13

13

17

17

15

15

12

10

13

15

15

11

15

14

11

13

15

11

11

14

14

14

59

85

48

27

22

19

16

20

Nov.

80

1 354

287

108si

71

42

36

61

74

60

55

4.0

on

07

40

41

41

41

40

40

41

39

39

QO

1,033

338

142

124

147

Dec.

105

Ql

91

118

1,30s1

396

204

155

144

136

126

336

314

2,436

2,6%

492

318

245

171

175

173

163

154

154

154

154

171

166

154

eon

395
PENNSYLVANIA. 97

Daily discharge, in second-feet, of Neshaminy Creek, Pennsylvania, below the forks,

for 189S.

Day.

1.... ...........

2

3..............

4 .............

5..-- ........

6. .......... ...

7 ..............

8.... ..........

9..... ........

10...............

11... .. . .

12. ......__.....

13.... . .........

14.... ......... .

15 ........ ......

16.... .... ......

IT..............

18... ...........

19 ........ ......

20. .............

21

23 ...... .......

33

34..............

35..............

26..............

27 ..............

38

39...... ......

30..............

31..............

Mean ....

Jan.

377

340

340

333

135

135

105

101

93

88

97

188

257

215

633

553

264

166

139

493

654

398

2,985

476

313

554

463

267

215

176

164

374

Feb.

164

164

164

164

164

164

164

164

189

213

394

566

530

258

338

313

105

130

387

5,076

1,305

691

445

330

373

331

300

183

469

Mar.

164

160

160

164

154

144

144

139

131

137

122

115

109

106

97

88

88

90

87

108

196

349

373

164

166

175

346

391

1,333

430

199

Apr.

349

150

176

159

164

164

164

199

131

123

120

133

123

115

195

136

125

105

105

105

93

81

77

294

400

354

189

645

783

574

311

May.

193

163

147

138

139

140

363

3,153

846

378

303

349

483

354

1,473

1,060

983

386

329

349

439 °58

213

258

380

350

243

309

170

157

138

459

June.

115

105

105

97

117

110

69

63

63

55

45

43

48

51

45

45

48

43

31

34

48

31

38

34

34

36

31

34

34

29

55

July.

29

29

21

15

15

23

25

23

33

36

15

16

17

17

16

33

19

14

17

14

58

66

36

32

18

30

33

*? >

19

17

14

33

Aug.

351

65

41

105

119

36

23

32

397

99

57

36

32

27

33

238

1,615

278

113

65

45

36

31

31

31

27

22.

26

29

138

Sept.

34

17

14

14

13

14

14

16

30

17

13

13

11

9

8

10

14

11

7

6

6

7

9

11

13

12

14

14

11

13

13

Oct.

13

8

6

7

. 7

7

6

8

7

7

9

10

14

13

10

7

8

8

14

13

34

49

49

37

24

59

176

87

40

28

81

37

Nov.

65

39

31

34

19

17

35

27

34

933

852

239

165

135

125

85

161

373

3,539

553

368

203

828

484

355

369

243

445

333

464

376

Dec.

436

300

388

1,777

3,059

511

304

318

147

144

135

135

115

105

105

105

105

93

85

1,006

293

480

1,670

408

203

149

139

115

110

90

161

418

Daily discharge, in second-feet, of Neshaminy Creek, Pennsylvania, below the forks,

for 1809.

Day.

1...... ........

3.......... ....

4...... .......

5. ......... ....

6..............

8. .............

9..............

10... . ....

11.. .........

12

13. ...........

14...... ........

15...... ...... ..

16..............

19

20..............

21

22 ..............

33..............

24

25 ........... ...

26..............

37. .............

28

39...,... ....

30

31 ..............

Mean ....

Jan.

537

453

97

71

405

3,105

1,298

306

277

313

313

313

213

228

203

189

457

252

145

115

105

105

100

1,117

1,927

333

243

313

213

213

213

411

Feb.

313

313

313

313

173

119

97

97

105

97

80

73

72

73

73

89

319

553

574

974

1,373

1,373

1,402

849

446

809

3,050

815

551

Mar.

611

569

540

686

3,687

913

593

377

388

343

510

959

1,318

407

1,172

813

242

722

2,490

743

383

1,765

976

405

414

490

417

1,398

3,417

588

443

895

Apr.

349

380

343

231

301

176

355

1,047

363

345

304

186

176

166

159

193

301

177

149

139

139

115

105

105

105

105

101

93

88

73

308

May.

67

73

67

61

53

50

47

45

46

38

64

89

73

53

48

48

43

54

68

57

36

36

45

51

48

36

31

31

37

22

37

49

June.

31

31

27

19

17

13

13

15

19

19

17

17

15

15

15

15

15

15

15

15

15

15

13

11

13

13

13

14

15

16

July.

15

13

9

10

14

13

10

13

14

14

13

10

10

10

8

8-

9

9

8

6

6

6

6

6

6

11

23

37

23

335

68

33

Aug.

27

348

1,263

104

43

23

15

15

14

488

2,577

151

71

48

36

37

23

19

19

17

14

19

19

19

19

13

11

13

13

14

15

174

Sept.

15

15

28

41

32

19

15

15

13

43

38

80

68

23

15

15

15

13

41

430

166

138

65

41

41

578

304

89

63

48

80

Oct.

36

31

31

37

23

38

59

53

36

37

32

19

19

32

19

19

33

123

113

57

41

32

27

27

23

33

32

17

34

17

34

Nov.

144

154

163

1,257

353

145

107

85

81

81

81

85

85

77

73

68

68

68

56

51

48

41

77

147

90

74

73

63

63

63

 «

130

Dec.

54

51

48

51

54

48

41

41

36

36

36

36

65

80

60

45

36

31

36

57

73

57

41

793

401

135

89

73

73

63

48

 

89

TKR 47 01-
98 OPERATIONS AT EIVEE STATIONS, 1900. PART I. [NO. 47.

Daily discharge, in second-feet, of Neshaminy Creek, Pennsylvania, beloiv the forks,

for 1900.

Day.

I........ ......

2

3 ...........

4.... ..........

5... ...........

6..............

8 .......... ...

9 .. .

10..............

11..............

12-... .........

13..............

14..............

15.-..-..-......

16....---.......

17..............

18..--.-...,....

19.............

30.....--..-....

21..............

22

23..............

24..............

26.--.--..-.....

26..............

27..-.---.......

28..............

29-.---.........

30..............

31..............

Mean ..-.

Jan.

60

63

48

* 80

88

88

88

88

8fe

97

219

2,095

310

374

251

250

213

250

295

2,588

841

288

183

160

153

219

237

147

105

119

337

Feb.

173

194

182

188

2,303

533

521

1,330

1,244

339

323

379

2,235

566

358

340

191

142

142

173

139

3,163

1,865

930

463

338

355

375

696

Mar.

3,675

1 '725 434

431

209

205

234

238

213

201

176

111

135

115

105

105

147

176

154

1,972

457

214

175

139

173

115

101

189

146

116

105

378

Apr.

105

105

110

110

105

105

102

97

96

84

76

84

87

84

78

76

83

101

470

860

583

230

147

116

115

99

85

68

64

64

153

May.

64

52

40

44

40

33

36

40

41

44

45

43

41

35

31

30

26

107

3,990

2,449

277

134

139

216

137

156

115

82

61

54

53

279

June.

47

41

41

41

37

31

26

27

39

45

41

43

38

31

33

33

36

36

31

31

31

24

26

24

22

19

1,221

860

104

48

103

July.

31

2799

23

53

59

42

54

43''7

27

31

29

24

22

30

18

18

14

10

10

21

37

37

250

94

43

23

232

73

47

Aug.

36

31

27°2

19

15

15

15

15

15

14

14

78

23

16

15

15

15

13

lu

9

14

10

13

15

11

14

13

85

88

22

23

Sept.

17

11

10

10

10

9

8

8

8

8

6

5

5

7

58

27

16

10

10

10

8

6

8

10

8

6

6

6

11

11

Oct.

15

11

Q

14

10

10

9

£

11

15

13

10

10

118

52

31

27

19

15

15

15

15

15

14

13

11

10

10

13

13

10

38

Nov.

11

11

13

15

15

15

15

13

10

13

13

13

11

8

9

Q

8

8

8

9

9

8

9

9

9

840

223

48

41

50

Dec.

39

34

31

711

635

153

133

103

59

54

54

54

48

41

41

41

36

26

22

32

22

22

22

22

19

15

19

23

22

23

290

91

PERKIOMEN CREEK AT FREDERICK, PENNSYLVANIA.

Measurements of this creek were begun on August 20, 1884. The 

station is described in the Twentieth Annual Report, Part IV, pages 

89 and 90, followed by tables of monthly flow for the years 1890 to 1899, 

inclusive. Water-Supply Paper No. 35 contains tables of the daily 

discharge for the entire period trom 1884 to 1899, inclusive. Diagrams of daily discharge, constructed from these tables, were published in the Twenty-first Annual Report, Part IV, pages 79 and 80, 

and figures for the monthly flow for 1899 on page 78 of that report. 

The following records of daily discharge for 1900 are furnished by 

Mr. John E. Codman, hydrographer of the water department of 

Philadelphia.
PENNSYLVANIA. 99

Daily discharge, in second-feet, of PerMomen Creek at Frederick, Pennsylvania,

for 1900,

Day.

1- ..........

2. ......... ....

3............ .

4 ..............

5..............

6..............

r.... ..........

8..............

9..............

10..............

11... ........

12..............

13..............

U. .............

15... ........

16..... .........

IT.. .........

18..............

19..............

20..............

21...... .

22...... ...

23.............

24..............

25..............

26..............

28..............

29..............

30..............

31...... . ....

Mean ....

Jan.

52

53

43

35

32

30

38

36

43

41

64

2,071

460

123

106

135

138

101

126

2,342

1,147

358

249

196

185

203

188

178

168

158

158

299

Feb.

168

178

178

188

3,606

772

284

1,505

1,370

198

198

198

3,112

772

284

203

198

188

168

158

146

3,501

1,984

615

442

389

360

741

Mar.

360

1,648

1 212

371

190

342

368

219

203

188

193

208

208

208

219

255

260

260

267

699

415

273

255

267

193

178

168

158

133

118

128

321

Apr.,

148

158

148

138

133

123

115

98

93

93

88

135

163

183

101

98

145

362

1,212

315

195

178

173

158

138

115

93

84

84

84

178

May.

84

80

102

110

84

60

56

63

67

75

63

58

52

56

63

58

58

58

585

693

246

129

98

88

103

102

80

67

71

58

117

June.

52

55

55

46

52

52

46

49

44

23

43

63

54

52

55

54

51

46

46

49

49

46

46

37

34

38

41

46

41

36

47

July.

29

24

34

62

71

52

38

31

363fi

fii

52

38

26

24

22

24

41

41

24

18

18

255

690

1,505

245

116

71

53

135

127

Aug.

84

64

54

45

51

47

36

36

36

34

24

36

41

31

26

26

31

122

198

93

63

54

41

31

31

68

80

58

52

46

43

54

Sept.

41

31

29

36

31

39

29

, <)«

31

31

22

14

23

36

47

58

44

33

31

31

33

31

33

38

36

33

36

36

36

36

33

Oct.

36

36

36

31

26

58

47

36

33

34

37

31

26

39

63

67

52

46

46

46

41

36

36

31

26

26

26

26

26

31

41

38

Nov.

41

36

31

31

36

36

41

41

38

43

32

46

67

42

31

31

29

24

20

24

31

36

31

31

41

150

222

123

58

58

50

Dec.

58

55

44

270

565

197

107

75

67

58

58

52

43

43

43

38

36

36

36

41

41

36

44

55

6S

63

47

47

3d

2o7

84

[Continued in Water-Supply and Irrigation Paper No. 48.1

O