Water-Supply and Irrigation Paper No. 125 Series P, Hydrographic Progress Reports, 30 

DEPARTMENT OF THE INTERIOR

UNITED STATES GEOLOGICAL SURVEY

CHARLES D. WALCOTT, DIRECTOR

REPORT

PROGRESS OF STREAM MEASUREMENTS

THE CALENDAR YEAR 1904

PREPARED UNDER THE DIRECTION OF F. H. NEWELL

BY

R. E. HORTON, N. C. GROVER, and JOHN C. HOYT

PART II. Hudson, Passaic, Raritan, and Delaware River Drainages

WASHINGTON

GOVERNMENT PRINTING OFFICE

1905
Water-Supply and Irrigation Paper No. 125 Series P, Hydrographic Progress Reports, 30

i

DEPARTMENT OF THE INTERIOR 

UNITED STATES GEOLOGICAL SURVEY

CHARLES D. WALCOTT, DIRECTOR

REPORT

PROGRESS OF STREAM MEASUREMENTS

THE CALENDAR YEAR 1904

PREPARED UNDER THE DIRECTION OF F. H. NEWELL

BY

R. E. HORTON, N. C. GROVER, and JOHN C. HOYT

PART II. Hudson, Passaic, Raritan, and Delaware River Drainages

WASHINGTON

GOVERNMENT PRINTING OFFICE 

1905
CONTENTS.

Letter of transmittal...................................................... 7

Introduction............................................................. 9

Cooperation and acknowledgments ...... ...^.............................. 18

Hudson Eiver drainage basin. ............................................ 19

Hudson Eiver at Fort Edward, N. Y .............................. 19

Hudson Eiver at Mechanicsville, N. Y............................. 22

Indian Eiver at Indian Lake, Hamilton County, N. Y.............. 24

Hoosic Eiver at Buskirk, N. Y .................................... 24

Mohawk River at Little Falls, N. Y................................ 26

Mohawk Eiver at Dunsbach Ferry Bridge, N. Y.................... 29

Oriskany Creek near Oriskany, N. Y .............................. 32

Starch Factory Creek near New Hartford, N. Y.................... 35

Sylvan Glen Creek near New Hartford, N. Y....................... 37

Graefenberg Creek near New Hartford, N. Y....................... 39

Eeels Creek and Johnston Brook near Deer-field, N. Y.............. 41

Nail Creek at Utica, N. Y......................................... 45

West Canada Creek at Twin Eock Bridge, N. Y.................... 46

East Canada Creek at Dolgeville, N. Y ............................ 50

Schoharie Creek at Prattsville, N. Y............................... 54

Batavia Kill near Prattsville, N. Y ................................ 59

Catskill Creek at South Cairo, N. Y ............................... 60

Esopus Creek near Olivebridge, N. Y.............................. 63

Esopus Creek at Kingston, N. Y................................... 66

Wappinger Creek near Wappinger Falls, N. Y ..................... 70

Croton Eiver at old Croton dam, New York........................ 71

Miscellaneous measurements...................................... 73

Passaic Eiver drainage basin .............................................. 73

Passaic Eiver at Millington, N. J.................................. 74

Passaic Eiver near Chatham, N. J................................. 76

Pompton River at Pompton Plains, N. J ........................... 78

Eamapo Eiver near Mahwah, N. J ................................. 79

Wanaque Eiver at Wanaque, N. J................................. 82

Eockaway Eiver near Boonton, N. J............................... 84

Earitan Eiver drainage basin.............................................. 84

Earitan Eiver (South Branch) at Stanton, N. J..................... 85

Earitan Eiver at Finderne, N. J. .................................. 87

Earitan Eiver at Boundbrook, N. J................................ 90

Earitan Eiver (North Branch) near Pluckemin, N. J ............... 91

Millstone Eiver at Millstone, N. J...............................'.. 93

Delaware Eiver drainage basin ............................................ 94

Delaware Eiver (West Branch) at Hancock, N. Y.................. 96

Delaware Eiver (East Branch) at Hancock, N. Y................... 98

Delaware Eiver at Lambertville, N. J. -......--.....--.-.-.--..--.. 99

Lehigh Eiver near South Bethlehem, Pa........................... 101

Musconetcong Eiver near Bloomsbury, N. J........................ 102

Tohickon Creek at Point Pleasant, Pa.............................. 104

Neshaminy Creek at forks, Pennsylvania .......................... 105

Schuylkill Eiver near Philadelphia, Pa ............................ 107

Perkiomen Creek at Frederick, Pa...........-.-.--.........-..-.-- 108

[ndex .............-...........-.-.......-.-.-...-.-....-............-..- HI

3
ILLUSTRATIONS.

Page.

PLATE I. Map showing location of principal gaging stations in the United

States ....................................................... 10

II. Price current meters, with buzzers,...................--....----- 12

Fia. 1. Cable station, showing section of the river, car, gage, etc ............ 11

5
LETTER OF TRANSMITTAL.

DEPARTMENT OF THE INTERIOR, 

UNITED STATES GEOLOGICAL SURVEY,

HYDROGRAPHIC BRANCH, 

Washington, D. C., May 4, 1905-

SIR: I transmit herewith the manuscript of Part II of a series of 

twelve papers which compose the Report of Progress of Stream Measurements for the Calendar Year 1901. Parts I to VI of this report 

contain the results of the data collected in the territory east of Mississippi River. Parts VII to XII are devoted to the data collected in the 

territory west of Mississippi River.

The larger part of the original data for this report was collected 

under the direction of district hydrographers R. E. Horton and N. C. 

Grover. Mr. Horton had charge of the work in New York, and was 

assisted by C. C. Covert and H. R. Beebe. The computations for that 

portion of the report were made under the direction of Mr. Horton. 

Mr. Grover had charge of the work in New Jersey, and was assisted 

by F. H. Tillinghast and Frank H. Brundage. A limited amount of 

the data was collected by other parties, as shown in the list of acknowledgments. The assembling of the data and its preparation for publication were done under the direction of J. C. Hoyt, who has been 

assisted by R. H. Bolster, Robert Follansbee, W. E. Hall, F. H. Tillinghast, H. D. Padgett, and A. H. Horton.

I request that this manuscript be published as one of the series of 

Water-Supply and Irrigation Papers.

Very respectfully,

F. H. NEWELL,

Chief Engineer. 

Hon. CHARLES D. WALCOTT,

Director United States Geological Survey.

7
PROGRESS REPORT OF STREAM MEASUREMENTS 

FOR THE CALENDAR YEAR 1904.

ii.

By K. E. HORTON, N. C. GROVER, and J. C. HOTT.

INTRODUCTION.

The hydrographic work of the United States Geological Survey 

includes the collection of facts concerning and the study of conditions 

affecting the behavior of water from the time it reaches the earth as 

rain or snow until it joins the oceans or great navigable rivers. These 

investigations became a distinct feature of the work of the Survey in 

the fall of 1888, when an instruction camp was established at Embudo, 

N. Mex. Since that date the work has been continually and gradually 

extended as larger funds became available. The first distinctive 

appropriation for gaging streams was made by the act of August 18, 

1894, which contained an item of $12,500, " for gaging the streams 

and determining the water supply of the United States, including the 

investigation of underground currents and artesian wells in the arid 

and semiarid sections." (Digest of Appropriations for 1895, p. 270.)

Since that time a similar act has been passed each year and the 

appropriations have gradually increased, as shown in the following 

table:

Annual appropriations for hydrographic surveys.

Year ending June 30, 1895 .............................................. $12, 500

Year ending June 30, 1896 .............................................. 25,000

Year ending June 30, 1897 .............................................. 50,000

Year ending June 30, 1898 .............................................. 50,000

Year ending June 30, 1899 .............................................. 50,000

Year ending June 30, 1900 .............................................. 50, 000

Year ending June 30, 1901 .............................................. 100,000

Year ending June 30, 1902 .............................................. 100,000

Year ending June 30, 1903 .............................................. 200,000

Year ending June 30, 1904 .............................................. 200,000

Year ending June 30, 1905 .............................................. 200,000

Year ending June 30, 1906 .............................................. 200,000

9
10 STREAM MEASUREMENTS IN 1904, PART II. [NO 125.

The chief feature of the work of the hydrographic division is the 

systematic study of the flow of the surface waters and the conditions 

affecting the same. In this connection other information that may be 

of use to the engineer or others in hyclrographic studies, such as river 

profiles, duration and extent of damage by floods, water-power data, 

etc., is collected. Furthermore, the work has been so directed that 

the information collected will be of direct value in the commercial and 

agricultural development of the country.

As a result of the increased appropriations since June 30, 1902, the 

work has been largely extended and thoroughly systemized. The 

various States have been grouped into districts, each of which is under 

the supervision of a district hydrographer who, with a corps of assistants, devotes his whole time to the study of the hydrographic resources 

of his district.

The methods used in the collection of these data and in their preparation for publication are given in detail in Water-Supply Paper No. 

94. (Hydrographic Manual, U. S. Geol. Survey.)

The general plan of stream gaging which has been developed is to 

obtain eventually data in regard to the flow of all the important streams 

in the United States. With this in view gaging .stations are established at points where the data will be of greatest commercial value. 

At these stations discharge measurements are taken from time to time 

as typical river stages, and the daily surface fluctuation is obtained by 

means of gage readings. From these two factors it is possible to estimate both the total flow.and its distribution through the period of 

obseTvation.

The selection of the site for a gaging station and the length of time 

the station is maintained depend largely upon the needs of each locality. If the stream is to be used for water power, special efforts are 

made to obtain information concerning the low-water flow. If water 

is to be stored, the high waters are given special attention. In all 

sections certain permanent stations are maintained for general statistical purposes to show the conditions which exist through long periods. 

They also act as primary stations, and are used in connection with 

short series of measurements to determine the flow in particular portions of the drainage basin.

Gaging stations are divided.into two general classes: First, currentmeter stations, and, second, weir stations. The former class is subdivided as to location into bridge, cable, boat, and wading stations. 

Fig. 1 shows a cable station with car, tag line, inclined gage, etc. In 

addition to the bridge, cable, or boat, the equipment of a currentmeter gaging station consists in a gage for determining the daily 

fluctuations of the water surface, bench marks to which the zero of 

the gage is referred, and permanent marks on the bridge or a tagged 

line indicating the points of measurement. Where the current is
U. 3. GEOLOGICAL SURVEY WATER-SUPPLY PAPER NO. 125 PL. I

86- 83- 81" 79" 77° 75° 73" 71" « 

M" 117° 115° 113° 111" 109° |W

MAP OF THE UNITED STATES, SHOWING LOCATION OF PBINCIPAI. BIVER STATIONS MAINTAINED DURING 19O4.
BftBTQN, GBOVBK/ 

AND HOYT. INTEODtJCTION. 11

swift some appliance, generally a secondary cable, is necessary to hold 

the meter below the surface.

Gaging1 stations are generally located at bridges, if the channel conditions are satisfactory, as from them the meter can be easily manipulated, and the cost of the equipment is comparatively small. The 

stations are located as far as possible at points where the channel is 

straight, both above and below the gaging section, and where there 

are no cross currents, backwater, or boils. The bed of the stream 

should be as clear as possible from large projections and of a permanent character. The banks should be high, and should overflow at 

high stages only. At stations with shifting beds more measurements 

are made, and special methods of computing daily discharges are 

employed. Great care is taken in the selection and equipment of 

gaging stations in order that the data may have the required degree 

of accuracy.

FIG. 1. Cable station, showing section of river, car, gage, etc.

On many of the larger rivers, where water power is developed by 

dams, estimates of flow are obtained by observing the head on the 

crest and using a weir formula. On the smaller streams sharp-crested 

weirs are in some cases erected.

The principal instrument used in stream-measurement work is the 

current meter, by which the velocity of the flow of water is determined. After years of experience the Survey has adopted the Price 

current meter for general work. This meter, as is shown on PI. II, 

is made in two sizes, known as the large and small Price. The small 

Price has been largely developed by the officers of the Survey, using 

the Price acoustic meter as a basis.

A discharge measurement is the determination of the quantity of 

water flowing past a certain point at a given time. This quantity is 

the product of two factors: (1) The mean velocity, which is the function of the cross section, surface slope, wetted perimeter, and roughness of bed; (2) the area, which depends upon the permanency of the 

bed and the fluctuations of the surface, which govern the depth.
12 STEEAM MEASUREMENTS IN 1904, PART II. [NO. 125.

Iii making the measurement an arbitrary number of points are laid 

off perpendicular to the thread of the stream (see tig. 1). These points 

are usually at regular intervals varying from 2 to 20 feet, depending 

upon the size and conditions of the stream. They are known as measuring points, and at them the observed data, the velocities and soundings, are taken. The perpendiculars dropped from the measuring 

points divide the gaging section into strips, and for each strip or pair 

of strips the mean velocity, area, and discharge are determined independently; thus conditions existing in one part of the stream are not 

distributed to parts where they do not apply.

The methods of obtaining velocity with the current meters which 

are in general use may be grouped into three classes:. Single point, 

multiple point, and integration.

The single-point method consists in holding the meter either at the 

depth of the thread of mean velocity, or at an arbitrary depth for 

which the coefficient for reducing to mean velocity has been determined. Extensive experiments by vertical velocity-curves show that 

the thread of mean velocity lies at from 0.5 to 0.7 of the total depth. 

In general practice the thread of mean velocity is considered to be at 

0.6 depth, and it is at this depth that the meter is held in the majority 

of the measurements, this being known as the six-tenth depth method. 

It is found by a large number of vertical velocity-curve measurements, 

taken on various streams and under various conditions, that the coefficient for reducing the velocity obtained at six-tenths depth to mean 

velocity is practically unity, ranging, in a series of 910 measurements 

made at 39 gaging stations, between 0.9-1 and 1.01, with a mean for 

the 910 observations of 1.00. In the other principal single-point 

method the meter is held near the surface, usually 1 foot below, or low 

enough to be out of the action of the wind or other disturbing influences. This is known as the subsurface method. The coefficient for 

reducing the velocities taken at the subsurface has been found by 

repeated experiments with vertical velocity-curves to be from 0.85 to 

0.95, depending upon the depth of the stream and velocity and channel 

conditions. This method is specially adapted for flood measurements, 

or when the velocity is so great that the meter can not be kept at 0.6 

depth.

The three principal multiple-point methods in general use are: The 

vertical velocity-curve; top and bottom; and top, bottom, and mid 

depth. In the vertical velocity-curve method a series of velocity 

determinations are taken in the vertical at regular intervals, usually 

from 0.5 to 1 foot apart. By plotting these velocities as abscissas and 

their depths as ordinates, and drawing a smooth curve through these 

points, the vertical velocity-curve is produced, which shows the 

change in velocity from the surface to the bottom of the stream. The 

mean velocity in the vertical is then obtained by dividing the depth
U. S. GEOLOGICAL SURVEY WATER-SUPPLY PAPER NO. 125 PL. II

PRICE CURRENT METERS, WITH BUZZERS.
HOETON,GEOVEE, 

AND HOYT. ] INTRODUCTION. 13

into the area bounded by this mean velocity curve and the initial line. 

Owing to the length of time it takes to make these measurements they 

are seldom used except for determining coefficients for purposes of 

comparison and for measurements under ice.

In the second multiple-point method the meter is held from 0.5 to 1 

foot below the surface and about 0.5 foot above the bottom, and the 

mean of the velocities at these two points is taken as the mean velocity 

for that vertical. This method is not well adapted for general work, 

as the roughness of the bottom disturbs the velocity at that point. 

For shallow streams with comparatively smooth beds good results are 

obtained by this method. In the third multiple-point method the 

meter is held at mid depth, 0.5 foot below the surface and 0.5 foot 

above the bottom, and the mean velocity is determined by dividing the 

sum of the top velocity, twice the mid-depth velocity, and the bottom 

velocity by 4.

The vertical integration method consists in moving the meter at a 

slow, uniform speed from the surface to the bottom and back again to 

the surface. The number of revolutions and the time taken in the 

operation is noted, and the mean velocity is found by dividing the 

number of revolutions by the number of seconds taken in the run. 

This method has the advantage in that the velocity at each point of 

the vertical is measured twice. It is well adapted for measurements 

under ice and as a check on the point methods.

The area, which is the other factor for determining the discharge of 

the stream, depends upon the stage of the river, which is taken on a 

gage, and the general contour of the bed of the stream, which is found 

by sounding. The soundings are usually taken at each measuring 

point at the time of the discharge measurement, either by using the 

meter and cable or by a special sounding line or rod. For stations 

with permanent beds standard cross sections are usually taken during 

low water. These sections serve to check the soundings which are taken 

at the time of the measurements, and from them any change which 

may have taken place in the bed of the stream can be detected. They 

are also used for obtaining the area for use in high-water measurement 

computations, as accurate soundings are hard to obtain at high stages.

In computing the discharge measurements from the observed velocities and depths at the various points of measurements the measuring 

section is divided into elementary strips, as shown in fig. 1, and the 

mean velocity, area, and discharge are determined separately for either 

a single or double strip. The total discharge and area are the sums 

of those for the various strips, and the mean velocity is obtained by 

dividing the total discharge by the total area.

The volume of water flowing in a stream is known as run-off. In 

expressing it various units are used, depending upon the kind of work 

for which the data are needed. Those used in this report are "second-
14 STREAM MEASUREMENTS IN 1904, PART II. [NO. 125.

feet," "acre-feet," "run-off per square mile," and "run-off in depth 

in inches," and may be defined as follows:

"Second-foot" is an abbreviation for cubic foot per second, and is 

the body of water flowing- in a stream 1 foot wide, 1 foot deep, at a 

rate of 1 foot per second.

The " acre-foot" is the unit of capacity used in connection with storage for irrigation work, and is equivalent to 43,560 cubic feet. It is 

the quantity required to cover an acre to a depth of 1 foot. There is 

a convenient relation between the second-foot and the acre-foot; 1 

second-foot flowing- for twenty-four hours will deliver 86,400 cubic 

feet, which equals 1.9835 acre-feet, or, approximate!}", 2 acre-feet.

The expression "second-feet per square mile" means the average 

number of cubic feet of water flowing- each second from every square 

mile of drainage area on the assumption that the run-off is uniformly 

distributed.

"Depth in inches" means the depth of water in inches that would 

have covered the drainage area, uniformly distributed, if all the water 

could have accumulated on the surface. This quantity is used for 

comparing run-off with rainfall, which quantity is usually given in 

depth in inches.

It should be noticed that "acre-feet" and u depth in inches" represent the actual quantities of water which are produced during the 

periods in question, while "second-feet," on the contrary, is merely 

a rate of flow per second.

The base data for computing the daily discharge of a stream are the 

daily gage heights and the various discharge measurements, of which 

there should be a sufficient number to cover the range of stage. The 

fundamental laws upon which these computations are based are the 

following:

(1) The discharge will remain constant so long* as the conditions at 

or near the gaging station remain constant;

(2) Neglecting the change of slope due to the rise and fall of the 

stream, the discharge will be the same whenever the stream is at a 

given stage; and

(3) The discharge is both a function of, and increases gradually with, 

the gage heights. (2 and 3 depend on 1.)

As the beds of many streams are changeable, the problem divides 

itself into two classes: (1) Those of streams with permanent or practically permanent beds, and (2) those of streams with changeable beds. 

The base data and methods of obtaining them are the same for either 

class, and it is only in the computation of the mean daily flow that 

different methods are necessary.

In determining the daily discharge of streams with permanent beds, 

the results of the discharge measurements are plotted on cross-section 

paper, with gage heights as ordinates and discharges as abscissas.
INTRODUCTION. 15

Through these points a smooth curve is drawn, which shows the discharge for any gage height, and from which a rating table is prepared. 

The mean velocity and area determined for each discharge measurement are also plotted. Through these points the curves of mean 

velocity and of area are drawn, and the rating curve is largely 

determined by taking the product of the mean velocity and the area 

at various stages as determined by these curves. These curves of 

mean velocity and area are of special value in determining the location 

of the rating curve for stages at which actual discharge measurements 

are not available and for extending the discharge curve outside the 

limits of the measurements. In the preparation of the rating table the 

discharge for each tenth or half-tenth on the gage is found from the 

curve. The first and second differences of these discharges are then 

taken and adjusted according to the law that they shall either be constant or increasing, never decreasing. The discharges in the table 

are then changed in accordance with these adjusted differences. In 

making up the station rating curve the individual discharge measurements and the conditions under which they were taken are carefully 

studied, in order that proper weight shall be given to each measurement. Rating curves in general take the form of a parabola, and as a 

rule the high-water portion of the curve approaches a straight line. 

For stations of permanent character the results of the measurements 

from year to year should be within 5 per cent of the curve, with the 

exception of those taken during high water, when the probable error 

may be as high as 10 per cent.

The determination of the daily discharge of streams with changeable beds is difficult, and unless frequent discharge measurements 

are made the results obtained are only roughly approximate. For 

streams with continually shifting beds, such as Colorado River and the 

Rio Grande, discharge measurements are made every two or three 

days, and the discharges for the intervening days are obtained by 

interpolation, modified by the gage heights for these days. For stations with beds which shift slowly, or are only materially changed 

during floods, station rating curves and tables can be prepared for the 

periods between changes, and satisfactory results can be obtained with 

two or three measurements a month, providing measurements are 

taken soon after the changes occur.

In determining the flow for periods when the streams are frozen, 

special rating curves and tables have to be prepared from measurements taken under these conditions. The methods of constructing 

these curves and tables are the same as for open sections. The discharge measurements, however, are either taken by integration in 

verticals or by the vertical velocity-curve method, as sufficient experiments have not been made on ice-covered streams to determine the 

laws which govern the position of the thread of mean velocity.
16 STKEAM MEASUREMENTS IN 1904, PART II. [NO. 125.

The Report of Progress of Stream Measurements for the Calendar 

Year 190-i, of which this is Part II, is published in a series of twelve 

Water-Supply Papers, Nos. 124-135, inclusive, under the following 

subtitles:

Part 1. Atlantic coast of New England drainage.

Part 2. Hudson, Passaic, Raritan, and Delaware Eiver drainages.

Part 3. Susquehanna, Patapsco, Potomac, James, Roanoke, Cape Fear, and Yadkin 

River drainages.

Part 4. Santee, Savannah, Ogeechee, Altamaha rivers, and Eastern Gulf of Mexico 

drainage.

Part 5. Eastern Mississippi River drainage.

Part 6. Great Lakes and St. Lawrence River drainage.

Part 7. Hudson Bay, Minnesota, Wapsipinicon, Iowa, Des Moinep, and Missouri 

River drainages.

Part 8. Platte, Kansas, Meramec, Arkansas, and Red River drainages.

Part 9. Western Gulf of Mexico drainage.

Part 10. Colorado River and Great Basin drainage.

Part 11. The Great Basin and Pacific Ocean drainage in California.

Part 12. Columbia River and Puget Sound drainage.

The territory covered by each paper is given in the subtitle, and the 

larger drainages are, for convenience in arrangement, subdivided into 

smaller ones, under which the data are arranged, as far as practicable, 

geographically.

These papers contain the data that have been collected at the regular 

gaging stations, the results of the computations based upon the observations, and such other information that has been collected that has a 

direct bearing on these data, including, as far as practicable, descriptions of the drainage areas and the streams draining them.

For each regular station are given, as far as available, the following 

data:

1. Description of station.

2. List of discharge measurements.

3. Gage-height table.

4. Rating table.

5. Table of estimated monthly and yearly discharges and run-off.

The descriptions of stations give, as far as possible, such general 

facts about the locality and equipment as would enable the reader to 

find the station and use the same. They also give, as far as possible, 

a complete history of all the changes that have occurred since the 

establishment of the station that would be factors in using the data 

collected.

The discharge-measurement table gives the results of the dischargemeasurements made during the year. This includes the date, the 

hydrographer's name, the gage height, and the discharge in secondfeet.

The table of daily gage heights gives for each day the mean height 

of the surface of the river as found from the mean of the gage read-
INTRODUCTION. 17

ings taken on that day. At most of the stations the gage is read in 

the morning and in the evening.

The rating table gives discharges in second-feet corresponding to 

each stage of the river as given by the gage heights.

In the table of estimated run-off the column headed "Maximum" 

gives the mean flow for the day when the mean gage height was the 

highest, and it is the flow as given in the rating table for that mean gage 

height. As the gage height is the mean for the day, there might have 

been short periods when the water was higher and the corresponding 

discharge larger than given in this column. Likewise in the column 

of "Minimum" the quantity given is the mean flow for the day when 

the mean gage height was lowest. The column headed "Mean" gives 

the average flow for each second during the month. Upon this mean 

the computations for the three remaining columns which are defined 

on page 14 are based.

In the computations for the tables of this report the following general and special rules have been used:

Fundamental rules for computation.

1. The highest degree of precision consistent with the rational use of time and 

money is imperative.

2. All items of computation should, in general, be expressed by at least two and 

by not more than four significant figures.

3. Any measurement in a vertical velocity, mean velocity, or discharge curve whose 

per cent of error is 5 times the average per cent error of all the other measurements 

should be rejected.

4. In reducing the number of significant figures, or the number of decimal places, 

by dropping the last figure, the following rules apply:

(a) When the figure in the place to be rejected is less than 5, drop it without 

changing the preceding figure. Example: 1,827.4 becomes 1,827.

(b) When the figure in the place to be rejected is greater than 5, drop it and 

increase the preceding figure by 1. Example: 1,827.6 becomes 1,828.

(c) When the figure in the place to be rejected is 5, and it is preceded by an even 

figure, drop the 5. Example: 1,828.5 becomes 1,828.

(d) When the figure in the place to be rejected is 5, and it is preceded by an odd 

figure, drop the 5 and increase the preceding figure by 1. Example: 1,827.5 becomes 

1,828.

5. In constructing and applying rating tables a maximum limit of one-half per cent 

error should seldom be exceeded.

Special rult'K for computation.

1. Rating tables are to be constructed as close as the data upon which they are 

based will warrant. No decimals are to be used when the discharge is over 50 

second-feet.

2. Daily discharges shall be applied directly to the gage heights as they are 

tabulated.

3. Monthly means are to be carried out to one decimal place when the quantities 

are below 100 second-feet. Between 100 and 10,000 second-feet, the last figure in the 

monthly mean shall be a significant figure. This also applies to the yearly mean.

4. Second-feet per square mile and depth in inches for the individual months shall 

be carried out at least to three significant figures, except in the case of decimals, 

IKR 125 05 2
18 STREAM MEASUREMENTS IN 1904, PART II. [NO. 125.

where the first significant figure is preceded by one or more naughts (0), when the 

quantity shall be carried out to two significant figures. Example: 1.25; .125; .012; 

.0012. The yearly means for these quantities are always to be expressed in three 

significant figures and at least two decimal places.

The results of the stream measurements made during previous years 

by the United States Geological Survey can be found in the following 

Survey publications. A detailed index of these reports (from 1888- 

1903) is given in Water-Supply Paper No. 119.

1888. Tenth Annual Report, Part II.

1889. Eleventh Annual Report, Part II.

1890. Twelfth Annual Report, Part II.

1891. Thirteenth Annual Report, Part III.

1892. Fourteenth Annual Report, Part II.

1893. Bulletin No. 131.

1894. Bulletin No. 131; Sixteenth Annual Report, Part II.

1895. Bulletin No. 140.

1896. Water-Supply Paper No. 11; Eighteenth Annual Report, Part IV.

1897. Water-Supply Papers Nos. 15 and 16; Nineteenth Annual Report, 

Part IV.

1898. Water-Supply Papers Nos. 27 and 28; Twentieth Annual Report, 

Part IV.

1899. Water-Supply Papers Nos. 35 to 39, inclusive; Twenty-first Annual 

Report, Part IV.

1900. Water-Supply Papers Nos. 47 to 52, inclusive; Twenty-second Annual 

Report, Part IV.

1901. East of Mississippi River, Water-Supply Papers Nos. 65 and 75. 

West of Mississippi River, Water-Supply Papers .Nos. 66 and 75.

1902. East of Mississippi River, Water-Supply Papers Nos. 82 and 83. 

West of Mississippi River, Water-Supply Papers Nos. 84 and 85.

1903. East of Mississippi River, Water-Supply Papers Nos. 97 and 98. 

West of Mississippi River, Water-Supply Papers Nos. 99 and 100.

1904. East of Mississippi River, Water-Supply Papers Nos. 124 to 129, inclusive. 

West of Mississippi River, Water-Supply Papers Nos. 130 to 135, inclusive.

A limited number of these are for free distribution, and as long as 

the supply lasts they may be obtained by application to the Director 

United States Geological Survey or to members of Congress. Other 

copies are filed with the Superintendent of Public Documents, Washington, D. C., from whom they may be had at prices slightly above 

cost. Copies of Government publications are, as a rule, furnished to 

the public libraries in our large cities, where they may be consulted by 

those interested.

COOPERATION AND ACKNOWLEDGMENTS.

Most of the measurements presented in this paper have been obtained 

through local hydrographers. Acknowledgment is extended to other 

persons and corporations who have assisted local hydrographers or 

have cooperated in any way, either by furnishing records of the height 

of water or by assisting in transportation.

The following list, arranged alphabetically by States, gives the names 

of the resident hydrographers and others who have assisted in furnishing and preparing the data contained in this report:
AND HOYT. HUDSON RIVER DRAINAGE BASIN. 19

New Jersey. District hydrographer, E. G. Paul during first half and N. C. Grover « 

during the last half of the year, assisted by H. D. Comstock.

New York. District hydrographer, R. E. Horton, & assisted by C. C. Covert. Records have been furnished by the following: E. A. Fisher, city engineer, and John F. 

Skinner, special assistant engineer, Rochester, N. Y.; T. P. Yates, Waverly, N. Y.; 

William S. Bacot, Utica, N. Y.; International Paper Company, Fort Edward, N. Y.; 

Schroon River Pulp and Paper Company, Warrensburg, N. Y.; Duncan Company, 

R. P. Bloss, Mechanicsville, N. Y.; George Beebe, deputy city engineer, Syracuse, 

N. Y. Special acknowledgment is made of the interest and assistance of Hon. 

Edward A. Bond, State engineer, and William Pierson Judson, deputy State engineer.

Pennsylvania. District hydrographer, E. G. Paul during first half and N. C. 

Grover during the last half of the year, assisted by H. D. Comstock. Special 

acknowledgment is due to Mr. John E. Codman for the records of flow of the streams 

in the vicinity of Philadelphia.

HUDSON RIVER DRAINAGE BASIN.

HUDSON RIVER AT FORT EDWARD, N. Y.

This station, which is located at the darn of the International Paper 

Company, was established in 1895, in connection with the upper Hudson storage surveys/ The dam is of framed timber on slate-rock 

foundation, and has but little leakage. The crest is straight, very 

nearly level, and 587.6 feet in length. The crest gage zero stands 

it the level of the lip of the dam proper. Flashboards are usually 

maintained on the dam from 15 inches to 18 inches in height. A record is kept of the height of flashboards, and of the times of their 

setting and removal.

There are 62 water wheels in the adjoining mill. These are nearly 

ill of modern types, which have been tested at the Holyoke flume. A

 ecord is kept of the daily run of each in hours, as well as of the workng head, which is usually 19 feet. The discharge through the turbines 

s taken from diagrams expressing the flow as a function of the workng head and number of wheel-hours run. 

In the winter of 1896-97 a flood spillway was cut around the south

 nd of the dam, over which the water begins to flow whenever it

 eaches the level of the crest of the flashboards. The profile of the

 pillway is very irregular and causes some uncertainty in the calcuated flow during times of high water.

Whenever the flashboards are off from the main dam the flow is com- 

)iited by means of coefficients derived from the United States Geologcal Survey experiments on a model dam of similar cross section.

With the flashboards on, the flow has been computed by the Francis 

ormula for the thin-edged weir. During the dry season but little 

rater passes over the dam, the entire flow being employed to drive 

he turbines.

a The office of the district hydrographer for New Jersey and Pennsylvania is at the United States

eological Survey, Washington, I). C.

&The office of the district hydrographer for New York is 75 Arcade, Utiea, N. Y.

 - See Report of State Engineer and Surveyor of New York, 1895, p. 106.
20 STREAM MEASUREMENTS IN 1904, PAET II. [NO. 125.

A new and accurate profile of the crest of the dam, obtained in 1903, 

has been used to determine the discharge for 1903 and 1904.

During the navigation season water is diverted from Hudson River 

at Glens Falls feeder dam, 7 miles above Fort Edward, for the supply 

of Champlain Canal.

The Champlain Canal feeder was measured at Glens Falls on August 

25, 1904, giving a discharge of 302 second-feet.

The drainage area tributary to the Hudson above Fort Edward is 

0.62 of that of the same stream above Mechanicsville gaging station. 

The principal intervening tributaries are Hoosic River and Batten 

Kill, having drainage areas of 730 and 460 square miles, respectively. 05

The observations at this station during 1904 have been made under 

the direction of R. E. Horton, district hydrographer.

Mean daily discharge, in second-feet, of Hudson River at Fort Edward, N. Y.,for 1903

and 1904.

Day.

1903. 

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

2.............

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

21.............

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

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

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

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

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

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

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

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

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

Jan.

4,460 

4,260 

2,100 

63,820 

4,980 

4,810 

4,460 

4,530 

4,170 

1,870 

63,820 

3,620 

3,840 

3,860 

4,100 

4,260 

2,100 

62,460 

3,540 

3,380 

3,540 

4,130 

4,170 

2,100 

6 3, 820 

4,360 

4,260 

4,100 

4,080 

4,360

2.200

Feb.

66,800 

6,460 

5,980 

5,980 

6,840 

6,840 

4,300 

6 5, 130 

5,980 

4, 980 

4,810 

6,160 

6,160 

4,000 

66,330 

5,660 

5,260 

4,980 

4,710 

4,710 

2,550 

6,960 

5,710 

4,010 

4,010 

4,010 

2,010 

6 5, 320

Mar.

69,500 

12,680 

10,800 

10,800 

9, 560 

8,880 

8,040 

614, 030 

17,680 

17, 680 

17, 520 

17, 520 

17, 520 

15, 430 

617, 360 

16, 460 

14,380 

14,380 

15,540 

18, 020 

17, 380 

623, 960 

27, 710 

635, 780 

634, 890 

28, 760 

22, 060 

15,750 

618, 060 

10, 290 

9.910

Apr.

10, 640 

10, 640 

8,970 

6,840 

6 6, 330 

11,840 

10,800 

10, 040 

8, 880 

8,880 

5,750 

66,800 

7,820 

7, 210 

4,980 

5,260 

5,260 

6,840 

66,800 

5, 260 

4,260 

4,210 

4,040 

4,040 

1,750 

62,840 

3,740 

3,740 

3,740 

3,740

May.

3,840 

1,640 

62,160 

4,250 

4,560 

4,420 

3,510 

4,560 

2, 250 

6 1, 980 

3,460 

2,950 

2,440 

2,440 

2,830 

1,660 

61,260 

2, 670 

2,670 

3,830 

63,540 

2,920 

1,330 

6990 

62,070 

61,610 

61,610 

ft 1, 430 

1,610 

1,220 

6 1. 670

June.

2,380 

2,310 

2,510 

2,350 

2,3.50 

1, 520 

6600 

2, 920 

3,260 

3,260 

3, 260 

3,880 

5,060 

66,050 

12, 050 

7,350 

5,910 

9,490 

9,120 

3,710 

11,550 

16,640 

15, 860 

14, 680 

13, 690 

13, 080 

11,880 

10, 940 

10, 040 

7,820

July.

6,460 

6,460 

6,160 

66,050 

6 6, 050 

5,410 

4,550 

4,390 

4, 220 

3,800 

2, 010 

62,460 

4,030 

4,200 

4,200 

4,310 

4,200 

2,130 

62,460 

3,690 

3,690 

4,310 

5,980 

6,460 

4,170 

66,050 

6,460 

4,710 

4,030 

4,030 

4.030

Aug.

2,070 

63,820 

4,800 

4,800 

5,060 

5,810 

5,990 

4,090 

6 5, 130 

5, 810 

5,990 

6,290 

7,250 

7,040 

4,090 

6 6, 050 

4,290 

3,540 

3,360 

6780 

6360 

1,640 

6 3, 820 

4,640 

4,390 

4,840 

4,840 

4,840 

2,770 

6 5, 130 

5.740

Sept.

5,990 

5,810 

5,240 

4,540 

1,430 

62,840 

6 3, 420 

3,580 

3,720 

3,720 

3,720 

2,050 

62,460 

3,280 

2,780 

2,390 

2,700 

3,030 

1,740 

62,460 

3,030 

2,890 

2,390 

2, 640 

2,640 

1,540 

62,460 

2,890 

2,640 

2,390

Oct.

2,940 

2, 940 

1,660 

1,370 

2,940 

3,440 

3,810 

4,060 

4,440 

16,600 

616, 340 

13,500 

10,800 

10,800 

8,420 

7,200 

3,380 

8,120 

11, 320 

10, 320 

10, 320 

8,880 

8,880 

5, 520 

4,880 

4,980 

4,980 

4,530 

4,060 

4,080 

1.900

Nov.

64,430 

5,140 

4,590 

4,860 

4,860 

4,860 

2,870 

62,460 

4,440 

4,300 

4,300 

4,300 

4,300 

2,460 

62,460 

4,060 

4,200 

4,620 

4,260 

4,260 

1,880 

62,460 

64,300 

64,300 

6 2, 460 

62,460 

62,840 

62,840 

6 3, 210 

6 3, 210

Dec.

62,840 

4.52C 

3,890 

4.02C 

2,20(. 

«71( 

2,99( 

3,88( 

3,88( 

3,63( 

3,75( 

1,94( 

62,461 

4,06( 

3,81( 

3,81( 

3,941 

3,811 

2,001 

62,161 

4,56i 

4,00 

4,00i 

4,00 

63,83 

63,82i 

6 3, 82 

4,40 

4,40 

4,40 

4.40

a Water power oi upper Hudson River is described in Report of New York State Engineer and Sui 

veyor, 1895, pp. 124-154. 

ft Sundays, holidays, and for repairs, mills shut down.
HUDSON EIVEE DEAINAGE BA8HST. 21

Mean daily discharge, in second-feet, of Hudson River at Fort Edward, N. Y. , etc. Cont'd.

Day.

1904. 

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

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

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

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

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

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.

6, 620 

4,430 

a 3, 210 

5,960 

5,870 

5, 620 

5,990 

6,120 

4,790 

a 2, 460 

5,460 

5,210 

5, 120 

5, 120 

5,370 

4,290 

a 2, 160 

5,030 

4,650 

4,410 

4,160 

4,520 

3, 550 

«3,210 

6,240 

6,240 

6,120 

6,120 

6, 120 

4,920 

«2,460

Feb.

3,020 

2,750 

2,900 

2,640 

2,640 

1,910 

a 2, 460 

3,610 

4,280 

4,530 

4,440 

4,360 

3,020 

a5,130 

4,030 

3,900 

3,680 

3,090 

2,430 

1,840 

«3, 820 

3,630 

3,540 

3,790 

3,930 

3,840 

2,390 

a 3, 820 

3,260

Mar.

3,080 

3, 120 

3,380 

3,490 

2,610 

«2,460 

3,950 

4,200 

7,420 

8,040 

8,420 

7,010 

a 7, 820 

4,900 

4,620 

4,980 

4,170 

4, 260 

2,840 

a 2, 460 

4,360 

4,210 

5,980 

11,280 

13,540 

11,820 

a!6,810 

16,340 

13, 240 

13, 240 

13,240

Apr.

13, 240 

10, 800 

a!3, 330 

13, 540 

14,080 

16, 340 

16,340 

18,380 

18,370 

a27, 630 

31,620 

29, 480 

26, 560 

25, 380 

17, 320 

12, 630 

all, 680 

11,280 

11, 000 

9,280 

8,820 

7,190 

4,750 

alO,090 

15, 680 

15,680 

13,540 

13,540 

21,540 

21,740

May.

a21, 380 

22, 660 

21, 540 

20, 120 

J9.740 

17, 320 

13, 630 

al6, 120 

11, 820 

11, 820 

8,410 

6,300 

6,300 

4,860 

a 10, 090 

6,300 

7,190 

7,390 

7,390 

7,620 

6,330 

a 9, 540 

7,190 

6,300 

5,950 

5, 950 

6,300 

4, 860 

"6,000 

5,950 

5,300

June.

4,020 

4,430 

4,130 

3,890 

a 9, 200 

8,890 

7,980 

6,000 

5,690 

11, 240 

9,810 

«13,400 

8,440 

7,350 

6,940 

6,000 

4,430 

2,810 

a 1,700 

3, 180 

3,180 

3,180 

3, 180 

3,160 

1,040 

a 1,540 

3,000 

2,440 

1,180 

1,280

July.

3,030 

2,310 

830

00 

3,030 

3,420 

3,030 

2,780 

2,210 

(«) 

2,410 

2,160 

2,280 

2,780 

2,910 

2,030

(«) 

2, 410 

2,410 

1,910 

2,160 

1,780 

1,710

(«) 

1,780 

1, 410 

1,410 

1,660 

2,160 

1,480 

(°)

Aug.

3,620 

2,200 

2,830 

2,340 

2,330 

4,150 

a 3, 990 

3,860 

2,340 

2, 520 

2,720 

2,810 

1,940 

« 1,730 

2, 230 

2, 060 

1,460 

1,770 

1,950 

1,280 

a 450 

6,330 

6,820 

6,660 

4,840 

4,450 

2,450 

a 2, 030 

2,660 

2,320 

2, 270

Sept.

2,210 

2, 220 

1,770 

« 1,200 

a 2, 810 

3,310 

2,190 

3,010 

2,530 

1,750 

a 2, 010 

2,780 

2, 220 

2,840 

2,230 

2,230 

1,910 

a 1, 510 

3,550 

2,710 

2,730 

2, 730 

2,740 

2,020 

a 2, 980 

4,540 

4,350 

4,680 

4,680 

4,150

Oct.

3,310 

« 7, 450 

6,180 

4,820 

5,190 

4,490 

3,480 

1,520 

a 3, 010 

3, 620 

3,860 

5,510 

5,380 

5,050 

2,680 

a 3, 990 

4,290 

3,560 

3,220 

3,510 

3,730 

14, 020 

fl20,510 

16, 780 

13,840 

11, 160 

9,480 

7,980 

4,850 

a 7, 450 

5,720

Nov

5,050 

4,960 

4,160 

3,920 

1,870 

a 2, 800 

3,670 

3,260 

3,120 

2,910 

3,280 

2, 070 

a 2, 800 

3,980 

2, 660 

2,660 

2,660 

2,410 

1,220 

a2,490 

3,080 

2,030 

2,580 

1,640 

2,230 

1,140 

a 2, 010 

3, 580 

2,780 

2, 280

Dec.

2,410 

2,530 

1,140 

a 2, 190 

2,710 

1,810 

2,160 

2,720 

2,160 

1,020 

a 1,730 

2,740 

2,160 

2,530 

2,160 

2,160 

1,220 

a 1,730 

2,190 

2,600 

2,030 

1,910 

2,060 

980 

a 2, 740 

a 2, 660 

2,990 

3,220 

3,740 

3,740 

1,560

a Sundays, holidays, for repairs, mills shut down.
22 STREAM MEASUREMENTS IN 1904, PART IT. [NO. 125.

Estimated monthly discJiarge of Hudson River at Fort Edward, N. Y.,for 1903 and 1904- 

[Drainage area, 2,800 square miles.]

Month.

1903.

March ......................

May .......................

July .......................

1904.

June .......................

July, 26 days ...............

Discharge in second-feet.

Maximum.

4,980 

6,960 

35, 780 

11, 840 

4, 560 

16, 640 

6,460 

7,250 

5, 990 

16, 600 

5, 140 

4, 560

35, 780

6,620 

5, 130 

16, 810 

31, 620 

22, 660 

13, 400 

3,420 

6,820 

4,680 

20, 510 

5,050 

3,740

31, 620

Minimum.

1,870 

2,010 

8,040 

1,750 

990 

600 

2,010 

360 

1,430 

1,370 

1,880 

710

360

2,160 

1,840 

2,460 

4,750 

4,860 

1,040 

830 

450 

1,200 

1,520 

1,140 

980

450

Mean.

3,728 

5. 238 

17, 040 

6,398 

2,561 

7,184 

4,554 

4,486 

3,080 

6,691 

3,733 

3, 546

5,687

4,889 

3,403 

7,009 

16, 030 

10, 250 

5,090 

«2, 211 

2,949 

2,753 

6,440 

2,843 

2,248

5,510

Run-off.

Second-feet 

per square 

mile.

1.33 

1.87 

6.09 

2.28 

.915 

2.57 

1.63 

1.60 

1.10 

2.39 

1.33 

1.27

2.03

1.75 

1 22 

2.50 

5.72 

3.66 

1.82 

.790 

1.05 

.983 

2.30 

1.02 

.803

1.97

Depth in 

inches.

1.53

1.95 

7.02 

2.54 

1.05 

2.87 

1.88 

1.84 

1.23 

2.76 

1.48 

1.46

27.61

2.02 

1.27 

2.88 

6.38 

4.22 

2.03 

.911 

1.21 

1.10 

2.65 

1.14 

.926

26.74

« Mean for 26 days taken as mean for entire month. 

HUDSON RIVER AT MECHANICSVILLE, N. Y.

A record of the flow of Hudson River at Mechanicsville has been 

kept by the Duncan Company, beginning December, 1888. The record includes two daily readings of the depth on the crest of the dam, 

and a continuous record of the run of the water wheels in the adjoining paper mill. The accompanying tables show the monthly and daily
HORTON, GHOVER,"] 

AND HOl'T. J HUDSON EIVEB DRAINAGE BASIN. 23

mean flow at Mechanicsville, computed by Mr. R. F. Bloss, the engineer of the company. The flow over the dam has heretofore been 

computed by the Francis formula for the Merrimac dam:

L H 1>53 .

L being 794 feet. H= depth on crest of dam in feet. The same 

formula has been used in all cases, whether flashboarcls are on or off.

The water supply of Champlain Canal is drawn from Hudson River, 

above Mechanicsville; the gagings at Mechanicsville do not therefore 

represent precisely the natural yield of the drainage basin.

During 1904 the dam has been increased in height by the addition 

of a rounded concrete crest, raised to the height of the flash-boards 

formerly used. A new apron has also been constructed. These 

changes have caused a break in the record. A new discharge table for 

the dam is being prepared, using coefficients derived from the experiments of the United States Geological Survey at Cornell University, 

and the record will be continued as formerly.

The observations at this station during 1904 have been made under 

the direction of R. E. Horton, district hydrographer.

Mean daily discharge, in second-feet, of Hudson River at Mechanicsville, N. Y., for 1904-

Day.

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

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

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

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

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

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

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

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

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

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

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

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

Jan.

4,410

3,970

5,550

5,450

5, 350

5, 250

4,330

4,910

5,870

5,780

4,840

4, 550

Feb.

5, 770

4,730

4,320

4,370

3,560

3,980

5,500

15,130

7 380

5,410

Mar.

5,770

4,930

Day.

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

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

19

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

oq

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

25..................

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

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

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

°9

on

01

Jan.

7,140

5,640

5,510

5,850

4,600

3,390

9,310

12, 970

9,340

6,800

5,790

5,190

4,770

5,070

5,910

Feb.

^ 5, 580

5,500

4,270

5, 320

6,660

7,310

11,850

9,780

7,770

6,700

6,290

6,450

6,550

Mar.

Estim«ti>il monthly discharge of Hudson River at Mechanicsiille, N. Y., for 1904. 

[Drainage area, 4,500 square miles.]

Month.

Discharge in second-feet.

Maximum.

12, 970 

15, 130 

11, 180

Minimum.

4,330 

4,270 

4,930

Mean.

5, 805 

6, 858 

7,408

Run-off.

Second-feet 

per square 

mile.

1.29 

1.52 

1.65

Depth in 

inches.

1.49 

1.64 

.307
STREAM MEASUREMENTS IN 1904, PART n. [NO. 125.

INDIAN RIVER AT INDIAN LAKE, HAMILTON COUNTY, N. T.

A record of the stage of water in Indian Lake reservoir, located in 

the upper Hudson River drainage basin, as described in preceding 

reports, has been continued. a The reported stage of water in the 

reservoir is shown in the table below. The reservoir gates were not 

opened until August 13 and were closed September 28, 1904. They 

were again opened November 22 and remained open until December 31.

The observations at this station during 1904 have been made under 

the direction of R. E. Horton, district hydrographer.

Stage of water in Indian Lake reservoir, Hamilton County, N. Y., for 1904-

Day.

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

2..............

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

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

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

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

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.

16.08

15.96

15.83

15.71

15.58

15.46

15.33

15. 21

15.04

14 92

14.75

14.58

14. 42

14.25

14.00

13.75

13.50

13.25

13.00

12.83

12.67

12. 50

12.33

12.17

12.00

11.83

11.63

11.42

11.21

11.00 

10.79

Feb.

10.58

10.37

10.17

9.96

9 58

9.37

9.25

9.25

9 21

9.08

8 9"'

8.75

8.67

8.58

8.33

8.25

8.21

8.17

8.08

8.00

7.92

7.83

7.75

7.75

7.75

7.75

7.71

7.67

Mar.

7.67

7.63

7.63

7.58

7 58

7.58

7.58

7.58

7.58

7.58

7.58

7.63

7.67

7.71

7.75

7.75

7.75

7.71

7.63

7.58

7.67

7.83

8.17

8.50

9.08

9.58

9.92

10.25 

10.50

Apr.

10.83

11.00

11.42

11.67

11 9°

12.17

12.50

13.00

13.67

14.58

15.50

16. 25

17.08

17.42

17.75

18.00

18.17

18.33

18.58

18.75

18.92

19.17

19.42

20.17

21.00

21. 75

22.75

23. 92

25.17

May.

26. 25

27.50

29. 83

30.83

31.75

32.58

33.33

33.83

34.17

34.42

34.58

34.67

34.75

34.92

34.83

34.92

35.00

34.83

34.92

34.92

34.79

34.58

34.33

34.00

33.79

33.46

33.08

33.00

33.08 

33.17

June.

33 25

33.33

33.42

33.33

33.17

33.08

33.17

33.25

33.83

34.42

34.58

34.67

34.67

34.67

34.62

34.58

34.54

34.50

34.46

34.42

34.42

34.42

34.42

34.37

34.25

34.17

34.17

34.17

34.17

34.17

July.

34.21

34. 25

34.25

34.25

34.25

34.25

34.25

34.25

34.25

34.25

34.21

34.17

33.83

33.62

33.46

33.17

32.92

32. 67

32.46

32.25

32.08

31.92

31.67

31.50

31.33

31.17

30. 92

30.58

30.33

30.08 

29.83

Aug.

29.50

29.25

29.08

28.83

28.58

28.33

28.33

28.33

28.08

27.92

27.83

27.58

27.33

27.00

26. 66

26.42

26.17

26.00

26.08

26.17

26.17

26.25

26.33

26.42

26.46

26.50

26.50

26.54

26.54 

26.33

Sept.

26.08

25.67

25.25

25.08

24. 75

24.42

24. 08

23. 75

23.42

23.08

22.75

22.42

22.08

21.75

21.42

21.08

20.83

20.68

20.33

20.08

19.75

19.50

19.25

19.00

19.00

19.17

19.21

19.17

19.25

19.67

Oct.

27.92

27. 75

27.62

27.50

27.42

27.42

27.38

27.33

28.08

29.08

29.83

30.08

30.17

30.25

30.33

30.33

30.25

30.33

30.50

30.42

30.33

30.16

29.%

29.75

29.62

29.42

29.25

29.08

28.92

28.75 

28.62

Nov.

28.50

28.38

28. 25

28. 16

28.00

27.88

27. 75

27. 67

27. 58

27.50

27.42

27.33

27.25

27.16

27.08

27.00

27.00

27.00

27.00

26.96

26.92

26.83

26. 79

26. 75

26. 71

26.67

26.33

25.83

25.42

25.00

Dec.

25.95

25.79

25.41

25. 17

24.91

24.62

24.25

23.91

23.58

23.25

22.91

22.67

22.33

22.00

21.67

21. 33

21. 00

20.75

20.45

20. 17

19.88

19.58

19.33

19.08

18.83

18.58

18.33

18.04

17.83

17.58 

17.33

HOOSIC RIVER AT BUSKIRK, N. Y.

A gaging station was established at the highway bridge in Buskirk 

village, September 25,1903. The gage is read twice each day by Bert 

C. Henry, from a chain gage attached to the bridge. Hoosic River 

has its headwaters on the west slope of the Hoosic Mountains in VeraSee also Report on Stream Gagings, contained in Supplement, Report of State Engineer a,nd 

Surveyor, 1902, pp. 230 to 234.
HOKTOlf, GHOVEK,~1 

AND HOYT. _\ HUDSON E1VER DBAINAGE BASIN. 25

mont and Massachusetts. Two head branches, one flowing southward, 

the other northward along the west slope of this range, join at North 

Adams, Mass. The stream then flows in a northwestern direction, 

entering Hudson River 3 miles north of Mechanicsville. The drainage basin above Buskirk is rugged and precipitous, the distribution of 

tributaries affording rapid concentration of the run-off from the steep 

rock slopes. The soil is generally firm and tenacious in the valleys. 

The ridges are sparsely wooded. The general elevation of the valley 

at the junction of the headwaters is 1,000 feet. Numerous dams, 

affording power for textile, agricultural-implement, and other industries, are scattered throughout the length of the stream from North 

Adams to Schaghticoke/' There are no important lakes and but one 

storage reservoir in the drainage basin, this being at Farnam, neai 

the head of the South Branch.

The State boundary to the south of Hoosic River follows the Taconic 

Ridge, which forms the divide between the Hoosic in Massachusetts 

and Little Hoosic River in New York.

The observations at this station during 1904 have been made under 

the direction of R. E. Horton, district hydrographer.

Drainage areas of Hoosic Rirer. a

Location.

Above New York State line ................................

Above Hoosic Falls. .......................................

Walloomsac River, above mouth ...........................

Above Buskirk ............................................

Above Schaghticoke .......................................

Above mouth .............................................

Area, place 

to place.

118.8

115.6

118.5

2.6

159.0

64.1

56.7

80.5

Total square 

miles.

118.8

234.4

352.9

355.5

514.5

578.6

635.3

715.8

o Prom United States Geological Survey Topographic Atlas, the drainage basin being shown on the 

Taconic, Mettawee, and Cohoes sheets.

Discharge measurements of Hoosic River at Buskirk, N. Y. , in 1904.

Date.

March 2 &.......

July 27........

August 26 .....

October 6 ......

November 10 ..

Hydrographer.

C. C. Covert.............

.....do ..................

H. R. Beebe. ............

H. R. Beebe.............

Area of 

section.

Sq.feet. 

564

314

336

398

387

Mean 

velocity.

Ft. per sec. 

0.79

.71

.88

1.23

1.23

Gage 

height.

Feet. 

3.29

1.60

1.75

2.11

2.09

Discharge.

Second-feet. 

446

225

294

489

475

a Water power as it existed in 1880 is described in Tenth Census, 1880, vol. 16, pt. 1, pp. 375-380. 

6 River frozen over below bridge. I'robable backwater.
26 STREAM MEASUREMENTS IN 1904, PART II. TNO. 125. 

Mean daily gage height, in feet, of Hoosic River at Buskirk, N. Y., for 1904-

Day.

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

21..............

22. 

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

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

25..............

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

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

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

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

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

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

Jan .«

3.86

3.51

3.76 

3.66 

3.59 

3.69

3.66

3.51

3 ELI

3.29 

3.39

3.29

3

t)Q

2.96 

2.99 

3.11

3.06 

3.11

3.11

3.96 

3.11

2.86 

2.59 

2.56

2.66

2.43 

2.46

Feb.a

o rq

2.43

2.76

2.51 

2.49 

2.13

5.41

4.33 

4.13

3.89

2.86

2 91

3 °9

3.19 

3.06 

3.09

3.19 

2.76

6.59 

7.26

5.29

4.09 

3.91 

3.53

Mar .a

3 7Q

3 FLO

7.22

10.78

8.18 

6.95 

6.75 

14.75

11.74

9.44

8.44

7.47

6.74

4.97 

4.94 

5.11

6.01 

4.14

3.21

4.06 

4 °8

8.26 

6.46 

4.48

3.73

3.48 

3.50

Apr.

3.76

5.26

4.23

3.51

3.51 

3.60 

4.09 

4.27

5.62

5.72

5

A"7

4.35 

4.15

3 *17

3

jc:

3.25 

3.59 

3.82

3.47 

3.27

3.08 

3.06

3.34

4.14 

4.01

4.74

May.

4.38

4 04

3.68

3.56

3.31

2.88 

2.97 

2.67

2.80

2.60 

2 95

2.77

 ) 5Q

'2 40

3 DA

3.87 

3.20 

3.35

4.05 

3.37

3.16 

2 94

2.72

3.24 

2.84 

2.66

2.42

2.46 

2.74

June.

2.36

2.34

2.24

2.62 

2. 55 

2.63

7.18

A Q1

4.03

3.38

3 -jq

3 no

2.71 

2.63 

2.51

2. 55 

2.40

2.40

O 00

2.24 

2.14

2.07 

2.10 

2.04

2.10

2.07

July.

9 30

O J9

1.96 

1.93

1.81 

1.83

1 79

1.73

0 AQ

1.81 

*> 09

1 QC

1.83

1 AQ

1.56 

1.61 

1.72

1.68

1.68 

1.60

1.48 

1.70

1.60 

1.68 

1.72

1.95

1.75 

1.50

Aug.

1.75

1.60

1.88

1.75

1.68 

1.65 

1.50 

1.55

1.52 

1 6^

1.92 

1.75

1.72

1.62

1.58 

1.52

1.45

1.60 

3.00

2. 22 

2.15

2.08

1.84 

1.74 

1.49

1.64

1.57 

1.54

Sept.

1 49

1.53

2.03

1.86 

1.73 

1.58 

1.52

1.49

1.62

1.67

r r£

2.74 

2.51 

2.06

2.00 

2.07

2.00 

1.97

1.93 

2.00

2. 12 

2. 24 

2.06

2.06

3.99

Oct.

2.88

2.63

2.25

2.11 

2.15 

2.21 

2.25

2.15

2.35

2.68

2.55

2 CO

2.41

2.41 

2.21 

2.18

2.18 

3.41

5.71 

3.98

3.53 

3.11

3.11 

3.11 

2.81

2.71

2. 65 

2.61

Nov.

2.55

2.41

2.35

2.31 

2.25 

2.25 

2.21

2.08

2.21 

1 9''

1.95

1.82

9 15

2.10 

1.98 

1.98

1.80

2.45

2.58 

2.40

2.35

2.45

2.10 

2.10 

2.28

2.05

2.25

Dee.

 ) £ >

2. OS

3.08

3.G3 

3.62 

3.42

3.18 

3 0'^

3.15

3 30

3

9K

3.18 

3.05 

3.20

2.95 

3.00

3.12 

3.00

3.05 

2. 92

3.05 

3.70 

6.20

3.68

3.0« 

2.92

a River frozen near gage at times. 

MOHAWK RIVER AT LITTLE FALLS, N. Y.

This gaging station is located at the lower, or Gilbert's dam, at 

Little Falls, N. Y. The dam is of masonry, having the form of a circular arc in plan, and furnishes power for the Astoronga Knitting Mill 

and the Little Falls Paper Company's mills. In the Astoronga Knitting Mill there are installed two turbines, one 43 inches and the other 

54 inches in diameter, built by T. H. Risdon &Co., Mount Holly, N. J. 

In the Little Falls Paper Company's mill are three Camden turbines 

and one 60-inch Day turbine, built in Little Falls. There are three 

dams at Little Falls. The lower two are used for water-power development. The upper one is a State dam, diverting water for the supply 

of Erie Canal. The gage record as kept at the lower dam shows the 

amount of water flowing downstream from Little Falls, but does not 

include diversion at the State dam above the gaging station, and hence 

does not represent the total yield or inflow from the tributary drain-
HORTON, GROVERH 

AND HOl'T. J HUDSON RIVER DRAINAGE BASIN. 27

age area of 1,306 square miles. In calculating the discharge for 1903 

and 1904 use has been made of the experiments of the United States 

Geological Survey at Cornell University, 1903, on flow over dams.

The observations at this station during 1904 have been made under 

the direction of K. E. Horton, district hydrographer.

Mean daily discharge, in secoyid-feet, of Mohawk River at Little Falls, N. Y.,for 1903

and 1904.

Day.

1903. 

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..............

1904. " 

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

2..............

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

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

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

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

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

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

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

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

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

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

Jan.

1,869

1,670

2,179

4,119

5,011

4,451

2, 473

1,633

1,347

1,388

1,250

1,552

1,854

1,773

1,334

1,427

1,373

1,555

2,217

2,565

2,135

1,562

1,807

1,708

1,646

1,907

1,538

1,428

547

1,189

1,189

1,068

1,268

1,346

1,346

1,176

1,286

1,247

1.247

Feb.

5, 705

6,243

6,419

6,439

7,145

6,273

6,026

4,512

3,406

2,949

2,836

4,086

5,722

5,591

3, 812

3,888

2,593

2,143

1,831

2,141

1,900

1,887

2, 138

2,138

2,039

1,764

1,813

2,316

1,771

1,613

1,442

1,343

1,265

1,265

1,421

4,672

4,769

4,597

4,402

4,022

3.731

Mar.

13,520

14,130

12, 610

8,943

6,940

5,885

14, 510

16, 740

22, 310

16,260

11 480

9,412

8,609

8,118

7,636

8,761

11,680

13, 160

8,333

18, 040

16,500

10, 330

7,750

6,384

6,077

5,216

8,410

1,841

1, 792

1,991

2,787

8,490

3,173

3,307

4,970

5,963

5,432

5,825

5,639

4.403

Apr.

8,025

7,203

5, 863

8, 573

7,907

6,218

6,114

7,866

7,414

8,011

7,190

5,921

5,724

4,372

3,783

2,741

2,432

2,2%

2,422

2,041

1,536

1,354

1,462

1,662

1,578

1,310

1,192

1,074

8,499

11,200

9,680

8,471

8, 172

8,192

9,347

10, 250

14, 480

15, 860

17, 060

12,050

9.557

May.

1,041

2,002

1,067

1,150

1,154

1,197

1,148

1,148

1,078

850

974

1,022

1,022

953

988

816

490

910

1,091

988

1,022

910

877

833

628

605

557

628

605

639

400

9,601

9,474

7,859

7,735

7,191

6,737

6,137

4,522

3,789

2,581

2,078

2, 127

1.660

June.

675

675

578

652

629

573

540

629

819

1, 023

870

2,141

5, 462

3,816

2,745

3,048

2,326

2,472

2,035

1,666

7,453

8,297

7, 125

6,874

5,841

5,915

4,992

2,842

2, 881

1, 772

1,927

1,490

1,441

2,067

3,023

3,034

2, 171

6,415

4. 621

2,760

1.880

July.

3,005

3,722

2, 582

1,835

1, 525

2,138

2, 778

1,442

1,346

1,140

1,268

834

964

1,033

999

1,068

1,033

921

753

867

1,349

2,038

3,606

4, 458

2,776

2,011

1,487

2,044

1,200

1,342

1,566

1,131

1,784

1,987

1,701

1,091

2,354

2,194

1,452

1,078

996

1, 213

1,340

1.304

Aug.

1, 523

1,270

1,183

1,479

4,762

4,090

3,340

2,901

855

2, 835

2,477

6,440

4,166

2, 830

2,288

1,039

1,189

1,189

1,033

1,528

2,968

1,934

1,309

1,040

2,633

6,129

4,991

3,889

2,784

1,303

2,361

1,072

1,072

1,072

820

733

1,604

2,392

1,392

1,003

1,035

933

758

787

Sept.

2,045

1,575

1,312

1,533

1,275

1,488

746

851

821

821

991

1, 221

966

927

1,140

927

1,044

1,434

1,562

1,096

1,100

1,066

997

962

962

798

808

857

1,031

1,138

857

820

998

1,081

2, 097

1,526

1,233

897

936

734

794

794

Oct.

1,106

1,072

935

1,012

2,042

2,776

2,424

2,498

10,610

20, 260

17, 960

11,940

7,133

5,297

3,396

2, 536

2,368

8,225

7,589

6,487

5,215

3,610

1,451

2,586

2,289

2,039

1, 926

1,727

1,826

1,826

1,874

6,888

4,820

3,079

2,034

1,818

1,883

1,878

1,717

1,505

2,115

7,257

7,430

5.447

Nov.

1,710

1,429

1,333

1,294

1,661

2,468

2, 133

1,608

1,529

1,528

1,346

1,346

1,343

1,343

1,292

1,344

3,088

4,768

4,580

2,833

1,878

1,658

1,777

2,087

2,083

1,442

1,033

1,346

1,015

1,568

1,665

1,665

1,539

1,539

1,399

1,134

1,361

1,442

1,079

1,081

1,079

934

1.091

Dtc.

1,440

1,344

1,346

1,346

1,344

1,043

1,266

1,268

1,065

885

961

1,265

1,279

1,348

1,348

1,442

1,346

1,266

1,227

1,030

2,540

3,282

3,150

3,210

3,117

2,617

1,945

2,136

1,446

1,489

1,723

1,182

1,103

991

579

930

930

93(1

930

930

866

440

930

928
28 STREAM MEASUREMENTS IN 1904, PART n. [NO. 125.

Mean daily discharge, in second-feet, of Mohawk River, etc. Continued.

Day.

1904. 

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

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

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

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

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

19

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

21 ..............

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

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

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

25..............

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

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

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

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

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

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

Jan.

1,331

1,331

1,282

998

1,265

1 'W6

1,265

1,525

2, 523

2,937

2, 521

2,353

2,080

1,982

1,626

Feb.

2, 914

2,521

2, 402

1,955

1,806

1,707

1,842

1,930

Ma.r.

3,368

2,897

2,369

2,361

2,187

2,038

2,071

2,471

2, 827

22, 110

8,359

Apr.

7,580

6,097

4,764

4, 327

4,521

4 °88

10, 790

10, 160

May.

1,820

1,882

4, 658

4,290

2,638

2,841

9 9°2

1,9G8

2 227

2, 127

o 130

June.

2,027

1,396

1,536

1,236

969

1 ^.^A

1,068

1 AQQ

1 191

930

993

794

July.

1,177

1,095

923

956

996

1 48^

1,065

732

689

Aug.

1,166

850

. 850

754

732

QRC

8,712

6,741

7,162

5, 905

3, 875

2,23b

890

Sept.

858

1,226

2,036

1,217

1,082

1,429

1,768

4,042

2, 151

Oct.

3,880

2,659

2,101

1,926

1,528

1,485

4,454

8,633

3,263

") 530

2,161

1,819

Nov.

1,079

1,081

1,048

1,080

979

8^0

932

1,002

1, 142

1,182

1,070

819

1,069

1,069

Dec.

930

930

889

818

878

889

930

889

930

1,001

1,418

996

954

1,480

6,340

5,068

4,959

4,866

Estimated monthly discharge of Mohairk River at Little Falls, N. ¥., for 1903 and J904- 

[Drainage area, 1,306 square miles.]

Month.

1903.

February ...................

March. .....................

May ........................

November ..................

December ..................

The year .............

Discharge in second-feet.

Maximum.

6,026 

7,145 

22, 310 

8,573 

2,002 

8,297 

4,458 

6,129 

2,045 

20, 260 

4,768 

3,282

22, 310

Minimum.

1,250 

1,764 

5, 216 

1,074 

400 

540 

753 

855 

746 

935 

1,015 

885

400

Mean.

2,309 

3,777 

10, 980 

4,323 

922 

2,912 

1,778 

2,541 

1,116 

4,643 

1,862 

1,662

3,235

Run-off.

Second-feet 

per square 

mile.

1.77 

2.89 

8.41 

3.31 

.706 

2.23 

1.36 

1.95 

.855 

3.56 

1.43 

1.27

2.48

Depth in 

inches.

2.04 

3.01 

9.70 

3.70 

.814 

2.49 

1.57 

2.25 

.955 

4.10 

1.60 

1.46

33.69
HOKTON, GEOVER, 

AND HOi'T. ] HUDSON KIVER DRAINAGE BASIN. 29

Estimated monthly discharge of Mohawk River at Little Falls, N. Y., etc. Continued.

Month.

1904. 

January ............ ........

February ...................

March ......................

April .......................

May .......................

June .......................

August -........:...........

October ....................

November ..................

December .................".

Discharge in second-feet.

Maximum.

2,937 

4,769 

24, 220 

17, 060 

9,601 

7,322 

2,530 

8,712 

7,449 

8,633 

1,665 

6,340

24, 220

Minimum.

547 

1, 265 

1,792 

3,138 

1,660 

693 

682 

732 

734 

1,359 

819 

440

440

Mean.

1,525 

2,447 

5,914 

8,336 

3,987 

1,972 

1,343 

2,033 

2,009 

3, 405 

1,150 

1,511

2, 969

Run-off.

Second-feet 

per square 

mile.

1.17 

1.87 

4.53 

6.38 

3.05 

1.51 

1.03 

1.56 

1.54 

2.61 

.881 

1.16

2. 27

Depth in 

inches.

1.35 

2.02 

5.22 

7.12 

3.52 

1.69 

1.19 

1.80 

1.72 

3.01 

.983 

1.34

30.96

MOHAWK RIVER AT DUNSBACH FERRY BRIDGE, N. Y.

This gaging record is kept at the dam of the West Troy Water Company, one-fifth mile above Dunsbach Ferry Bridge, 9 miles from the 

mouth of the river. The dam is in two sections, situated on opposite 

sides of a Hudson River shale island. The left wing at the upper end 

of the island has a crest length of 380 feet. The right wing, 500 feet 

downstream at the foot of the island, has a crest 280 feet long. The 

record was established March 12, 1898, for the primary purpose of 

checking a system of levels for the United States Board of Engineers 

on Deep Waterways, by D. J. Howell, civil engineer, who has furnished the earlier portion of the record. No record was kept from 

April 1, 1899, to August 1, 1900. In tjhe pumping station adjoining 

the dam are two turbines of the old American type, one 66 inches and 

the other 75 inches in diameter. A new 54-inch Victor turbine was 

installed during 1902. The discharge is calculated from the recorded 

daily run of the water wheels and working head. The turbines drive 

pumps taking water from the river for water-supply purposes at the 

rate of 1,500,000 gallons per day, equivalent to a continuous flow of 

2^ second-feet. The capacity is being increased. The dam is of 

masonry, with a flat granite crest 5.5 feet wide. It was rebuilt in 

1903 and a new profile obtained. The crest gage is attached to the
30 STREAM MEASUREMENTS IN 1904, PART II. [NO. 125.

timber cribbing 50 feet above the lower section of the dam, with its 

zero mark at elevation 172.00 referred to the United States Deep 

Waterways datum. Gage readings are taken twice daily, at intervals of about 12 hours, by Robert Wilson. The mean of the two 

daily readings is used in computing the flow. The discharge over the 

main dam has been calculated by means of the weir formula, using 

coefficients derived from the United States Geological Survey experiments. During high water the current of the stream through the 

cross section of the channel leading to the lower dam has a velocity 

of several feet per second. The head due to this velocity has been 

added to the observed head as a correction for velocity of approach to 

the lower dam. The upper dam is situated 450 feet upstream from 

the crest gage.

The observations at this station during 1904 have been made under 

the direction of R. E. Horton, district hydrographer.

Mean daily discharge, in second-feet, of Mohawk River at Dunsbach Ferry Bridge, N. Y.,

for 1903 and 1904.

Day.

1903. 

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

2.............

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

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

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

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

Jan.«

1

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

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

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

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

12

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

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

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

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

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

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

19

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

21.............

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

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

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

25.............

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

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

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

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

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

Feb."

!

Mar.& Apr.&

39,310 

29, 490 

23, 630 

21, 370 

16, 490 

15,510 

16,830 

21, 750 

39, 310 

36, 150 

50, 790

46, 670 

39, 310

OC. -1 Q/\

29, 490 

27, 370 

19, 950 

18, 850 

17, .S30 

18,150 

19, 950 

22, 890 

31,250 

35, 190 

52, 950 

82, 590 

21, 750 

24, 850 

14, 170 

12, 110 

19,230

27, 350 

18,850' 

13, 870 

18, 510 

18,550 

13, 270 

11, 770 

23, 170 

24, 430 

18, 850 

12, 370

12,050 

9, 850 

6,350 

6,810 

7,310 

8,810 

7,310 

5,890 

5, 670 

5, 588 

5, 18K 

5,188 

4,830 

3,330 

3,210 

3,070 

2, 450 

2, 090 

1,950

May.b

1,950 

1,850 

1,950 

2,450 

2,150 

2,090 

2,150 

2, 028 

2,02* 

2,030 

1,910

1,810 

1,810 

1,750 

1,750 

1,660 

1,660 

1,580 

1, 580 

1,620 

1,620 

1,620 

1,470 

1,310 

1,200 

1,200 

1,200 

1,270 

1,430 

1,620 

2. 120

June. 6

2,320 

2, 320 

2, 320 

2, 560 

2,700 

2,900 

2,940 

3,080 

2,970 

3,230

8, 850 

13,030 

12, 710 

11,550 

11,550 

9,890 

7,590 

8, 180 

11,400 

19,950 

29, 050 

22, 510 

22, 890 

23, 630 

23,630 

13,930 

10, 970 

9,890 

7,110

July.fr

7,830 

7,440 

6,850 

6,630 

3,350 

2,650 

2,870 

3,3-50 

3,918 

3,440 

3,440

5,580 

5,380 

4,690 

4,980 

4,920 

5,070 

5,008 

4,890 

5,160 

5,490 

6,850 

18,850 

14,230 

12,430 

9,890 

7,590 

7,110 

6,630 

6,630 

6,390

Aug.a

.......

Sept.a Oct.

1,520 

1,760 

1,870 

1,980 

3,600 

2,930 

3,760 

6,680 

29,990 

f84, 880 

43, 210 

30,770 

21,310 

13, 730 

8,440 

7,680 

6,680 

9,280 

14, 690 

13,110 

11, 240 

9,280 

6,930 

6,170 

5, 920 

5, 270 

6, 060 

4. 620 

4,410 

4,190 

4,190

Nov.

3,760 

3,560 

3,430 

3,430 

3,100 

3,680 

4,540 

3,900 

3,350 

2,990 

3,020 

3,350 

3,300 

2,910 

3,020 

3,020 

4,380 

12, 170 

11,240 

7,920 

6,170 

4,360 

3,650 

4,060 

3,840 

3,760 

3,590 

2,930 

2,760 

2,980

Dec.

2,760 

2,760 

2,760 

2,760 

2,760 

2,760 

2,760 

2,760 

2,430 

2,430 

2,100 

2,100 

1,860 

2,600 

3,260 

3,430 

3,260 

3,100 

3,760 

6, 420 

9,280 

11,860 

8,440 

7,430 

6,930 

6,420 

5,270 

4,620 

3,590 

3,590 

3,560

"Record not available

6Record approximate, dam in injured condition

e Maximum somewhat greater Approximate owing to back water.
HUDSON EIVEE DRAINAGE BASIN. 31

Mean daily discharge, in second-feet, of Mohawk River Continued.

Day.

1904. 

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

o

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

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

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

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

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

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

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

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

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

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

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

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

IS.............

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

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

21.............

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

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

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

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

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

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

Jan. a

2,760

2,430

2,100

2,100

2,410

2,520

2,430

2,100

1,870

1,870

2, 070

2,170

1,720

1,870

1,640

1,870

1,870

1,300

1,180

1,180

1,180

1,180

1,300

1, 870

2, 100

2, 100

1,870

Feb.a

1,870

1,640

1,180

1,180

910

950

950

2,100

12, 480

5, 920

5,060

4,620

4,190

3,430

2,760

1,520

1,180

1,070

1,160

950

930

960

870

840

QrtA

1,760

1,410

%0

Mar. a

3,570

3,680

4,000

4,150

10,320

8,920

7,860

8,110

18, 790

15, 630

12, 720

11,160

10, 320

8,640

7,600

6,340

5,410

5,190

4,540

5,190

5,620

7,600

10,600

49 470

27,290

21,760

19,940

Apr.

18, 870

30 940

30 0°0

18, 130

18, 870

24, 220

25,020

31,400

30,940

27, 070

22,250

16, 740

12, 800

11,860

10, 960

10,960

13,110

10, 680

9,000

8,440

8,720

9

AAA

10,680

17,760

17,080

19 240

25,820

2° 640 '

May.

21, 460

IS, 870

16,400

14 690

13, 730

11,860

5,700

7 ISO

5

f\Cf\

4,620

3

QQA

5,270

4 840

June.

3,760

3,430

3,100

3,100

3,260

3

KQA

4,190

4,840

10,400

18,500

14,040

9, 280

5, 700

4,410

4,190

2,430

2,100

2 **30

0 QOQ

2 0^0

2,010

2, 170

July.

2,460

 > ygQ

2 Aon

2,760

3,090

2,760

2,430

2,430

2,100

2,100

2,600

2,390

2, 270

1,840

2,060

2,430

2,590

2,890

2, 270

2, 080

2,060

() -1AA

0 JQQ

2,630

o Q«A

2, 320

3, 260

') Q'^fi

-',760

Aug.

2,760

9 430

2, 270

2,100

2,760

3, 260

3,100

2, 600

2,100

1,870

1,690

1,610

1,610

1,640

1,520

1,410

1,410

2,930

9,560

13, 730

12,170

7,430

5,700

Sept.

2,020

1,790

1,560

1,790

2,520

2,190

2,100

1,870

2,100

2,430

2,270

2,100

1,980

2,100

2, 270

2, 430

2,100

2,270

2,270

1,870

2, 270

2, 760

3,980

2, 930

3,100

5,060

7 igo

5,920

Oct.

7,940

11,860

8,190

6,680

4,620

2,930

2,760

2,560

1,870

2,760

4, 620

7,940

9,280

7,180

5,660

5, 050

3,830

2,860

2,760

2,760

4.110

25,980

17,420

11,5.50

5,9^0

5,490

5,060

3,590

Nov.

3,430

3,430

3,100

3,100J 

3,100 

2,760 

2,760 

2,600 

2,430 

2,430 

2,430 

2,430 

2,270 

2,2701 

2,270 

2,270 

2,270J 

2,4301 

2,600 

3,100 

3,260 

3,760; 

3,430 

3,260 

2,930 

2,760 

2,700 

2,430 

2,600 

3,100

Dec.

2,930

2,430

2,090

1,830

1,870

1,870

1,760

1,640

1,640

1,640

1,870

1,980

2,100

2,100

1,980

1,870

1,870

1,870

1,870

1,760

1,640

2,760

2,100

2,270

2,430

2,600

4,620

15,030

16,740

10,120

8,190

a Record approximate owing to ice conditions.
STREAM MEASUREMENTS IN 1904, PART II. [NO. 125.

Estimated monthly discharge of Mohawk River at Dunsbach Ferry Bridge, N. Y., for

1903 and 1904.

[Drainage area, 3,440 square miles.]

Month.

1903. 

January ....................

February ...................

March a

April a .....................

May "....._..._._..........

June "..-..____--.-.....-_..

July «...................._.

August .....................

September ..................

October ....................

November ..................

December ..................

1904. 

January ....................

February ...................

March ......................

April .......................

May .......................

June .......................

July .......................

August .....................

September ..................

October ....................

November ..................

December ..................

The year .............

Discharge in second-feet.

Maximum.

52, 950 

27, 350 

2,450 

29, 050 

18, 850

84, 880 

12, 170 

11,860

5, 920 

12, 480 

49, 470 

31,400 

21, 460 

18, 500 

3,090 

13, 730 

7,180 

17,420 

3,760 

16, 740

Minimum.

12, 110 

1,950 

1,200 

2,320 

2,650

1,520 

2,760 

1,860

1,180 

840 

3, 570 

8,440 

3,760 

2, 010 

1,840 

1.4JO 

1, 560 

1,870 

2,270 

1, 640

49,470 840

Mean.

27, 430 

10, 090 

1,738 

10, 340 

6,404

12, 070 

4,271 

4, 188

2,127 

2, 231 

13, 720 

18, 400 

8, 038 

4,435 

2,477 

3,763 

2,830 

6,624 

2,790 

3,467

5, 9.08

Kun-off.

Second-feet 

per square 

mile.

7.97 

2.93 

.505 

3.01 

1.86

3.51 

1.24 

1.22

.618 

.649 

3.99 

5.35 

2.34 

1.29 

.720 

1.09. 

.823 

1.93 

.811 

1.01

1.72

Depth in 

inches.

9.19 

3.27 

.582 

3.36 

2.14

4.05 

1.38 

1.41

.712 

.700 

4.60 

5.97 

2.70 

1.44 

.830 

1.26 

.918 

2.23 

.905 

1.16

23.42

a Kecord approximate. 

January, February, and March, 191)4, record only approximate owing to ice conditions.

ORISKANY CREEK NEAR ORISKANY, N. Y.

A gaging station was established at Wood Road Bridge, 1 mile above 

the village of Oriskany, June 5, 1901. A vertical board scale is read 

twice daily by C. H. Smith. Discharge measurements are made during low water only by fording the stream a short distance below the
HORTON, GROVERj 

AND HOYT. ] HUDSON RIVER DRAINAGE BASIN. 33

bridge. The gaging station at Wood Road Bridge was discontinued 

November 30, 1904,- and a new gaging station established at Coleman, 

1 mile upstream, where a cableway has been erected for use in making 

current meter measurements during high water. A dam at Reeder's 

mills, one-fourth mile upstream, affords opportunity for checking the 

freshet discharge, and also affords some protection against ice which 

obstructs Oriskany Creek very seriously in winter. Observations at 

the cable station were begun August 13, 1904, and are taken twice 

daily by Peter Garnbel. The flow of Oriskany Creek is diverted, as a 

whole or in part, at the State dam below the gaging station during 

navigation season. The dam affords opportunity to determine the 

freshet discharge of the stream during the spring period from the 

time the ice goes out until the opening of the Erie Canal. Oriskany 

Creek receives the inflow from storage reservoirs at the head of 

Chenango River.

The observations at this station during 1904 have been made under 

the direction of R. E. Horton, district hydrographer,

Discharge measurements of Oriskany Creek near Oriskany, N. Y., in 1904.

Date.

September 28 . .

Hydrographer.

C.C. Covert... ........

A. M. Evans ...........

H. R. Beebe ...........

Area.

Sq.feet. 

81

89

77

Mean 

velocity.

Ft. per sec. 

1.38

1.42

1.31

Gage 

height.

Feet. 

0.80

.84

.68

Discharge.

Second-feet. 

112

126

101

Mean daily gage height, in feet, of Oriskany Creek at Coleman, N. Y., for 1904-

Day.

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

2............

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

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

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

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

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

9

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

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

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

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

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

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

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

Aug.

0.85

1.40

1.75

1.68

Sept.

0.50

.72

.52

.65

.62

.62

.58

.65

.68

.50

.52

.58

EQ

1.52

.75

Oct.

0.82

.82

.88

.75

.75

.80

.80

.72

.72

.90

1.15

1.05

.98

QQ

.62

.75

Nov.

1.02

1.05

1.18

1.00

.70

.95

.92

.90

.90

.88

.85

.60

.75

.78

.70

.80

Dee.

0.72

.72

.68

.90

.90

.82

.82

.90

.72

1.00

.30

.35

.42

.40

.35

.30

Day.

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

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

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

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

21...........

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

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

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

25...........

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

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

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

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

30

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

Aug.

1.60

1.78

1.60

2.04

1.62

1.18

1.80

1.12

1.95

.85

.78

.68

.70

.62

.60

Sept.

0.68

.52

.62

.32

.80

.70

.58

.55

.85

.82

.85

.82

.82

.88

Oct.

0.82

.82

.80

.78

2.10

1.98

1.35

1.25

1.15

1.15

1.20

1.18

1.00

1.00

1.12

Nov.

0.65

.50

.62

.72

.92

.88

.82

.78

.88

.68

.70

.78

.82

.78

Dec.

0.45

.40

.38

.72

.30

.45

.42

2.25

.45

.72

IRR 125 05
34 STREAM MEASUREMENTS IN 1904, PART II. [NO. 125.

Mean daily gage height, in feet, of Oriskany Creek at Wood Road Bridge, near Oriskany,

N. Y., for 1904.

Day.

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

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

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

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

f>......... ............

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

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

9

10.................:...

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

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

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

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

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

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

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

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

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

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

21.....................

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

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

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

25.....................

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

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

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

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

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

Jan.a

4.15

4.05

3.90

3.95

4.15

4.35

4.35

3.75

Q I?,

3.65

4.10

4.00

3.90

3.95

3.70

3.90

3.70

3.80

5.10

4.75

4.55

4.45

4.45

4.30

4.30

4.10

Feb.a

3 Qft

5.65

7.75

5.30

4.70

4.20

4 °0

3.70

3.40

3.40

5.00

4 4n

4.05

3.65

4.15

5.15

Mar.a

4.65

4.20

4.80

5.45

4.90

4 95

5 fin

7 30

6.75

4 95

4.80

4.90

4.55

4.55

4.80

4.50

4.50

5.45

6.85

7.95

7.65

7.30

5.50

4 00

3.70

3.70

Apr.

4.75

4.90

3.80

3.80

3.60

3.50

4.20

3.90

4.15

3.75

3.95

3.35

3.15

3.15

3.10

3.20

3.10

3.05

2.90

2.90

2 80

2.60

2.80

2.60

2.65

3.40

3.10

May.

2.90

2.90

2.70

2.30

2.25

o 55

2.40

2 30

2. 20

2. 35

2.10

2.10

2.05

3.35

2.80

2.30

2.20

2.30

2.80

2.30 

1 95

1.75

2.05

1.90

2.00

2.15

1 90

2.10

2.30

June.

1.95

1.85

1.90

1.80

2.10

2.00

1.80

1.70

2.45

2.35

1.95

1.80

1.85

1.75

1.90

2.05

1.70

1.45

1.35

1.50

1.80 

1.65

1.65

1.55

1.55

1.45

1.55

1.55

1.70

1.75

July.

1.60

1.70

1.60

1.40

1.50

1.75

1.60

1 45

1.50

1.60

1.70

1.75

1.65

1.50

1.65

1.70

1.50

2.10

1.95

1.55

1.60 

1.55

2.40

1.80

1.80

2.10

1.85

1.95

2.45

2.00

1.80

Aug.

1.75

1.90

1.75

1.60

1.70

2.20

1.80

1.70

1.75

1.65

1.65

1.65

1.50

1.65

1.75

1.75

1.50

.1.70

1.60

3.15

2.40 

1.95

2.55

1.90

1.80

1.85

1.70

1.55

1.50

1.65

1.55

Sept.

1.60

1.65

1.85

1.70

1.50

1.55

1.50

1.65

1.60

1.40

1.50

1.40

1.40

2.00

1.55

1.50

1.45

1.50

1.60

1.60 

1.65

1.35

1.75

1.85

1.75

1.65

1.70

1.65

2.35

Oct.

1.65

1.65

1.65

1.70

1.60

2.00

1.75

1.55

1.70

1.90

2.05

2.10

2.00

1.70

1.50

1.75

1.60

1.50

1.75

1.65

3.50 

2.65

2.35

1.95

1.75

1.90

1.X5

2.05

2.00

1.90

2.00

Nov.

1.95

1.90

2.05

1.95

1.60

2.05

1.90

1.90

1.85

1.90

2.05

1.65

1.60

1.80

1.50

1.70

1.80

1.70

1.55

1.65

1.90 

1.85

1.75

1.70

1.80

1.90

1.80

1.90

2.20

2.50

«Ice conditions January 1 to March 25.

Mean daily discharge, in second-feet, of Oriskany Greek at State dam, near Oriskany,

N. Y., for 1904.

Day.

1. ........

2. ........

3.........

4.........

5.........

6.........

7.........

8.........

Mar. Apr.

1,250

1,140

635

550

635

875

825

765

Day.

10.......

11.......

12.......

13.......

14 .......

15.......

16.......

Mar. Apr.

765

1,190

730

550

650

510

350

350

Day.

17.......

18 .......

19

20 ...

22 .......

23.......

24 .......

Mar.

1,340

Apr.

420

385

350

280

Day.

25.......

26.......

27.......

28.......

30.......

31.......

Mar.

2,710

3,855

1,542

780

590

925

875

Apr.

280

280

280

280

280

280
HUDSON EIVER DRAINAGE BASIN. 35

Estimated monthly discharge of Oriskany Greek near Oriskany, N. Y.,for 1904.

Month.

March 25-31 ......................................

April .............................................

Discharge in second-feet.

Maximum.

3,855 

1,250

Minimum.

590

280

Mean.

1,577 

536

STARCH FACTORY CREEK NEAR NEW HARTFORD, N. T.

A gaging weir was erected on this stream above the head of the 

former Savage reservoir May 26, 1903. The stream flows in a gulf 

300 feet below the general plateau. The weir has a horizontal iron 

crest 6 feet in length with end contractions. The weir gage is placed 

6 feet upstream from the weir and is observed twice daily. The discharge is calculated by the Francis formula. In extreme freshets, 

the discharge is observed at a masonry intake dam a short distance 

downstream. The drainage basin of Starch Factory Creek includes 

Graefenberg Creek and reservoir, as elsewhere described. Graefenberg reservoir has a capacity of 30,000,000 gallons, and water is 

diverted therefrom through a 12-inch conduit.

The region tributary to Starch Factory Creek consists of cleared 

farm land, chiefly sodded slopes rising from the stream to the divide 

on either side, a height of 300 to 400 feet, in a distance of about 1 mile 

from the main stream. A limited number of lateral tributaries drain 

the more remote portions of the area. The stream is tributary to Mohawk River near Utica, N. Y. The drainage basin is shown on the 

Utica sheet of the United States Geological Survey Topographic Atlas, 

from which the drainage areas have been taken.

The observations at this station during 1904 have been made under 

the direction of R. E. Horton, district hydrographer.

Drainage areas of Starch Factory Creek.

Sq. miles.

Above Graefenberg reservoir dam a ......................................... 0. 45

Above gaging weir ............................-...-.....-.-.---...-..----- 3. 40

Above Savage reservoir dam ......................-.-..----.--...--....-..- 3.81

Above mouth .....-.-.........---...-.-.-...-.........-.------..---.--..-- 6. 60

a Topographic area above Graefenberg reservoir dam. The yield is developed from this area by 

tiling from springs.
36 STREAM MEASUREMENTS ITST 1904, PART II. [NO. 125.

Mean daily discharge, in second-feet, of Starch Factory Creek near New Hartford, N. Y.,

for 1904.

Day.

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

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

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

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

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

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

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

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

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

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

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

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

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

IS............

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

 >o

21............

23

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

25............

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

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

28....... ...

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

30

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

Jan.

1.59

1.47

1.47

1.47

1.47

1.41

1.34

1.34

1.34

1.22

1.34

1 09

1 9'>

1.22

I 99

1.10

1.05 

1.00

.95

1.10

2.09

1 59

1.34

1.22

1.10

1.05

1.00

Feb.

1.00

90

79

79

13.50

7 89

4.94

4.00

2.03

1.53

1.72

1.34

1.28 

1.16

1.34

2.22

1.72

1.41

1.41

1.16

1.16

1 »9

Mar.

1.22

1.28

8.00

25.12

3.20

2 22

8.03

9 70

3 99

*' 40

1 90

1.78

3.73 

4.27

2.88

&62.00

« 26. 00

Apr.

a 87. 00

b43.75

&15.35

&21.16

&28.00

8

00

9.20

5. S2

3.65

9 54

5.34

6 90

........

May.

5.24

3.31

2.28

2. 15

2.02

1.81

1.69

1.63

1.57

1.45

1.45

1.15

1.12

in CQ

5.54

1.94

1.75 

2.42

'' °8

1 69

1 94

2.74

1

t>7

1.27

1 QQ

1.69

June.

1.34

1.18

1.18

5.92

9 9R

1.94

1.21

1.18

14.09

6.12

2.9S

1.75

1.21

1.18

1.27

2.10

1.45

1.27

1.21 

1.12

1.18

1 IS

1 is

1.18

1.45

July.

2.02

1.34

1.21

1.12

1.75

1.51

3.18

1.06

.87

1.63

2.15

 » gg

2.02

1.21

1 1O

1.00

1.00

2.10

1.06

.87

.80

8.70

1.51

1.06

6.32

1.88

2.74

1 94

1.39

Aug.

1.63

4.76

1.45

1.18

93

1.06

.80

.74

.74

.74

.74

.74

.74

.93

.68

.68

.62

.68

.59 

12. 24

2.58

14.72

4.01

2.02

1.45

( c )

(<0

(< )

(«)

W

( c)

Sept.

0.61

.56

.48

.65

.56

.48

.48

.48

.48

.48

.48

.48

.4S

.48

1 SI

.81

.56

.56

.61

.61

.61

.56

.56

1.02

1. 13

1.53

.86

1.81

Oct.

0.71

.66

.56

.56

.56

.66

.71

.56

.61

1.62

2.67

1.49

1.08

.96

.86

.86

.66

.66

.66 

.66

31.38

4.97

2.90

1.95

1.68

1.81

2.08

1.74

1.68

1.55

1.24

Nov.

1.18

1.08

1.02

.96

.96

.96

.96

.91

.86

.91

.86

.86

.H6

.86

.81

.86

.71

.61

.61 

.86

1.19

1.08

.96

.91

1.02

.96

.91

.86

.86

.96

Dec.

1.02

.81

.61

.56

56

.61

.61

.61

.61

.61

.56

.56

.56

.56

.56

.56

.66

.66 

.66

.66

.71

1.36

7.36

2.08

1.31

21.90

6.84

3.96

3.46

"50-foot spillway. b Approximate. Repairing weir.
HUDSON RIVER DRAINAGE BASIN.

Estimated monthly discharge of Starch. Factory Greek near New Hartford, N. Y., for 1904. 

[Drainage area, 3.40 square miles.]

Month.

January ..........

February ......... 

March............

April........ .....

May .............

September ........

October ..........

December ..-..-..

Discharge in second-feet.

Maximum.

2.09 

69.88 

250. 00 

87.00 

10.83 

14.09 

6.32 

14.72 

1.81 

31.38 

1.19 

26.20

Minimum.

0.95 

.79 

1.22 

3.65 

1.12 

1.12 

.80 

.59 

.48 

.56 

.61 

.56

Mean.

1.30 

6.49 

27. 51 

14.89 

2.38 

2.23 

2.01 

2.30 

.74 

2.28 

.91 

2.85

Corrected 

mean.«

2.07 

7.26 

28.27 

15. 67 

3.15 

3.00 

2.78 

3.07 

1.51 

3.05 

1.68 

3.62

Run-off.

Secondfeet per 

square 

mile.

0.609 

2.14 

8.45 

4.61 

.926 

.882 

.818 

.903 

.444 

.897 

.494 

1.06

Depth in 

inches.

0.702 

. 2.31 

9.74 

5.14 

1.07 

.984 

.943 

.840 

.496 

1.03 

.551 

1.22

Rainfall.

Inches.

1.69 

1.79 

2.91 

3.53 

3.61 

4.82 

6.94 

4.34 

2.79 

3.11 

.60 

2.80

a Including diversion to Graefenberg reservoir. 

SYLVAN GLEN GREEK NEAR NEW HARTFORD, N. Y.

New Hartford, or Sylvan Glen, Creek is the inflowing stream tributary to reservoir No. 4' of the Utica waterworks. The stream consists of two main branches, the larger flowing in a deep-cut wooded 

shale valley, the smaller draining a shallow ravine and a marshy 

divide. The flow of this stream became very small in May, 1900, 

and it may become dry at times. The weir, which is located at the 

mouth of the stream, was erected in January, 1904, by the Consolidated Water Company, of Utica, N. Y., by whom the record is furnished. The gage is placed 6 feet upstream and is read twice daily. 

The weir has a central low-water notch 2 inches deep and 2 feet long, 

and a main crest 8 feet long with two end contractions. The drainage 

basin, which lies at an elevation of from TOO to 1,500 feet above tide, 

is shown on the Utica and Oriskany sheets of the United States Geological Survey Topographic Atlas. It comprises chiefly woodland and 

pasture with some tillage, 1.18 square miles in extent.

The observations at this station during 1904 have been made under 

the direction of R. E. Horton, district hydrographer.
38 STREAM MEASUREMENTS IN 1904, PART II. [NO. 125.

Mean daily discharge, in second-feet, of Sylvan Glen Greek at New Hartford, N. Y., for

1904.

Day.

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

o

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

21..............

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

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

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

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

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

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

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

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

3ft

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

Jan.

0.22

.22

.22

.22

.22

.20

.21

.20

.20

.20

.20

.15

.15

.14

.14

.15

.44

.32

.26

.22

.22

.15

.15

.15

Feb.

0.15

.15

.15

.14

.14

.15

3.23

9.61

4.41

1.61

.62

.36

.27

.27

 n

.18

.15

.12

.10

.42

.29

.26

.21

.20

.15

.15

 >o

Mar.

0.20

1.17

.42

29

1.51

9.53

3.19

.96

.62

.39

.32

.27

.25

°2

oo

o>

.24

.62

.37

1.26

15.12

9.23

39.61

27.59

2. 72

1.10

1.10

9 56

1.68

Apr.

11.65

4.21

I

CO

1 90

2.27

1 90

6.65

4.06

5.41

4.80

3.75

3.85

1.68

1.15

1.09

1.38

3.65

1.98

1.20

1.90

1.38

1.09

.93

1 09

.93

1.46

3.96

1.98

1 7^

May.

1.38

.60

.49

.41

.38

.31

.27

.23

.19

.17

.16

.13

3.56

1.15

.60

.36

.41

1.26

.60

.40

.25

.27

1.46

1.15

.43

.32

.68

.49

June.

0.31

.23

93

.55

73

.34

.27

6.15

1.75

.73

.47

.32

.25

7.90

1.09

.47

.32

.25

.17

.32

.19

.13

.09

.07

.13

.38

July.

0.26

64

 M

.55

.36

.17

.12

.09

.29

13.94

5.16

1.31

.49

.32

5.16

.17

.19

.10

.10

3.75

.38

3.85

.77

.99

2.21

70

.47

Aug.

0.64

60

.26

.19

.27

.20

.16

.13

.15

.16

.13

.13

.17

.12

.OS

.08

.10

.09

4.06

.99

4.06

1.53

.51

.36

.19

.15

.12

.10

Sept.

0.10

.10

.13

.12

.09

.09

.08

.10

.10

.09

.08

.08

.07

.09

.41

.15

.10

.10

.13

.11

.09

.08

.36

.34

.38

.26

.17

.38

Oct.

0.16

.12

.12

.11

.12

.11

.09

.11

.40

.73

.45

.34

.26

.21

.20

.16

.13

.12

.11

16.01

1.46

.82

.64

.55

.64

.73

.60

.43

.38

.36

Nov.

0.34

.31

29

.29

.25

.25

.23

.23

.20

.21

.20

.23

.21

.21

.17

.16

.27

OQ

.21

19

.21

.16

.16

.15

.10

Dec.

0.20

.15

.10

.09

.12

.12

.13

.12

.12

.10

.10

.12

.11

.12

.12

.12

.13

.15

.15

.15

.47

.60

.32

22. 07

8.16

2.70

1.46

1.20
HORTONj GROVER, 

AND HOYT)VER,-J HUDSON RIVER DRAINAGE BASIN. 39

Estimated monthly discharge of Sylvan Glen Creek near New Hartford, N. Y., for 1904. 

[Drainage area, 1.18 square miles.]

Month.

January 7-31 ...............

February ...................

March. . ....................

April. ......................

May .......................

June .......................

July .......................

August .....................

September .............. ....

October ....................

December ..................

The year .............

Discharge in second-feet.

Maximum.

0.44 

9.61 

39.61 

11.65 

3.56 

7.90 

13.94 

4.06 

.41 

16.01 

.34 

22.07

Minimum.

0.14 

.10 

.20 

.93 

.13 

.07 

.09 

.08 

.07 

.09 

.10 

.09

Mean.

«0.21 

.84 

4.05 

2.80 

.64 

.92 

1.43 

.53 

.16 

.86 

. 22 

1.35

1.17

Run-off.

Second-feet 

per square 

mile.

0.178 

.712 

3.43 

2.37 

.542 

.780 

1.21 

.449 

.136 

.729 

.186 

1.14

.988

Depth in 

inches.

0.205 

.768 

3.95 

2.64 

.625 

.870 

1.40 

.518 

.152 

.841 

.208 

1.31

13.49

a Mean for 25 days taken as mean for entire month. 

GRAEFENBERG CREEK NEAR NEW HARTFORD, N. T.

A gaging weir was erected above the inflow to Graef enberg reservoir, 

June 7, 1903, and a standard rain gage was placed on the adjoining 

meadow slope some distance from trees and structures. This small 

catchment basin, having a topographic area, 0.282 square mile in 

extent, is cleared farm land, chiefly meadow and pasture.8 It lies 

between elevations 1,100 and 1,300 feet above tide, and near the summit of the general plateau south of Mohawk River. The soil is porous 

and the stream is fed largely from the ground water reserve. 6 The 

weir is compound in form, 5 feet crest length with two end contractions and a central notch 2 feet long .21 foot deeper.

The discharge is calculated by the Francis formula. The gages are 

read by R. O. Salisbury, and the record furnished by the Consolidated 

Water Company of Utica, N. Y.

« Yield from this area developed by tiling from springs in surrounding slopes.

b Other nearby stream channels have tributary areas of equal or larger extent run dry in summer.
40 STEEAM MEASUREMENTS IN 1904, PAET II. [NO. 125. 

Precipitation, in inches, at Graefenberg reservoir, near New Hartford, N. Y., for 1904-

Day.

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

2

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

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

f>. .............

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

21..............

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

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

25..............

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

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

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

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

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

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

Total....

Jan.

0.01

T.

.41

.04

T.

.05

.09

.01

(a)

.......

.09

.01

.71

Feb.

T.

0.04

.03

.01

.31 

T.

.57

T.

T.

.10

.01

.03

T.

.05 

.11

.03

T.

.20

1.49

Mar.

T.

.10

T.

.73

T.

.04

T.

T.

.12

.02

.08

.21

T.

T.

.08

.18

.14

2.06

Apr.

0.34

<*fi

.50

.03

.23

.17

.24

.05

T.

.03

.52

.06

.02

.......

.11

.005

.02

.69

.07

.07

3.505

May.

T.

0.78

.75

T.

.34

.80

T.

T.

.32

.10

.35

3.91

June.

0.03

T.

.90

.225 

.01

1.18

°9

.13

.14

.01

.17

T.

.38

.01

4.28

July.

0.745

19

.09

.39 

T.

T.

.31

.365

1.08

.19

.015

.41

.005

.745 

.30

T.

.615

.065

.26

.77

6.74

Aug.

AO

.17

.135

T.

.08

.04

.01

.23

1 19

1.04

.01

3.20

Sept.

T.

T.

T.

0.19

.02

T.

T.

.01

.02

19

T.

0^

.24

T.

.26

T.

.36

2.30

Oct.

T.

.03

.18 

T.

.04

oo

.31

.04

.13

.76

.70

T. 

T.

T.

.08

.11

T.

2.62

Nov.

T.

T.

0.04 

T.

.03

.10

.......

.16

.02

T.

.09

.03

.47

Dee.

0.04

T.

.04 

T.

.02

.03

.05

T.

T.

T.

.02

.02

.02

.12

T.

.05 

.14

.01

.60

1.33

.07

2.66

a No record January 12-25, 1904.
HPDSON RIVER DRAINAGE BASIN.

Precipitation, in inches, at Savage reservoir, near Utica, N. Y., for 1904-

41

Day.

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

2..............

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

21..............

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

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

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

25..............

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

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

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

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

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

Total....

Jan.

.......

0.42

.06

.06

.10

.34

.20

.18

QQ

.07

.05

2.68

Feb.

0.05

.07

.24

.76

.10

.09

.03

.09 

.04 

.13

.10

.18 

.17 

.04

.......

2.09

Mar.

0.96

.11

.64

.11

.19 

.06

.38

.07

.61 

.05

.23

OC

3.76

Apr.

0.29 

.52

.09

.27

.10

.23

.21

.16

.13

.07 

.37

.19

.14

.09 

.61

.12

3.59

May.

0.07

1.54 

.12

.10

0"|

.19

.06 

.33 

.02

.26

4.03

June.

0.02

.72

.07

.23

.05

.07

1.42

.31

1.04 

.03

.10

.26

.02

.40

.63

5.37

July.

0.53

«?0

.01

.70

.43

.21

1.02

.36

.01

.45

.02

1.14 

.01

.71

.14 

.25

QO

7.14

Aug.

0.35 

.03

.78

.39

.09

.04

.34

.27

1.37

.76

1.04

.03

5.49

Sept.

.......

0.35

.03

.07

.84 

.06

.16

.21

.46 

.35

.32

.43

3.28

Oct.

0.07

.03

.21

.07

.26

.41

.05

.16

.......

1.10

.95

.02 

.03

.10

.15

3.61

Nov.

......

0.06

.11

.09

.21

.03

.06 

.12

.05

.73

Dec.

......

0.08

.05

.07

.14

.04

.06

.04

.06

.17

.08 

.17

.60 

1.32

.09

.06

3.03

REELS CREEK AND JOHNSTON BROOK NEAR DEERFIELD, N. Y.

A gaging record at the waterworks intake dam on Reels Creek 

was begun January 1, 1901. a In order to secure a more accurate 

record during periods of diversion, a weir was constructed on the 

shale rock stream bed just above the intake dam in 1^03. A second 

weir was constructed on Johnston Brook, a tributary of Reels Creek, 

which enters below the point of gaging the latter. The calculated 

flow and the precipitation observed from a standard rain gage at Deerfield reservoir are given below.

The drainage of Reels Creek lies on the north slope of Mohawk 

River, to which the stream is tributary. The tributaries are numerous 

and the valleys deep cut with gravel or sodded slopes favoring rapid 

discharge of storm waters.

Johnston Brook flows in a deep valley whose tributaries are, lying

a See Water-Supply Paper No. 82, p. 82, and Water-Supply Paper No. 97, p. 209: see also Report on 

Stream Gaugings, contained in Supplement, Report of State Engineer and Surveyor, New York, for 

1902, pp. 136-141, also 1903, pp. 94-98.
42 STEEAM MEASUREMENTS IN 1904, PART II. [NO. 125.

mostly to the north of the stream, drained by short parallel feeders 

that head well below the divide and are supplied to some extent from 

ground storage.

The observations at this station during 1904 have been made under 

the direction of R. E. Horton, district hydrographer.

Drainage areas of Reels Creek. «

Location.

Reels Creek above Johnston Brook. . .........................

Johnston Brook above weir ..................................

Johnston Brook above mouth ................................

Reels Creek including Johnston Brook ........................

Reels Creek above mouth...... ..............................

Square miles.

Place to 

place.

4.42 

.05 

.78 

.01 

.79 

4.14

Total.

4.42 

4.47 

.78 

.79 

5.26 

9.4

a From the Utica sheet of the United States Geological Survey Topographic Atlas. 

Mean daily discharge, in second-feet, of Keels Creek near Deerfield, N. Y., for 1904-

Day.

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

0

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

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

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

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

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

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

9

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

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

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

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

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

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

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

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

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

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

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

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

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

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

25............. 

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

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

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

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

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

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

Jan.

2 42

2.23

2.23

2.23

2.16

2.10

2.10

2.10

2.10

2.10

2.10

2.10

2.10

2.10

2.10

2.10

2 in

5.92

17.80

8.04

5.65 

4.04

4.04

4

(\A

3.69

3.21

Feb.

3.62

"3.21

2.90

2.68

2.49

2.98

13.41

9.75

8.94

7.70

6.17

4.57

3.52

2.75

2.49

2.49

2 49

2 49

2.49

3.06

2.90

.2.65

2.49

2.75

2.62

Mar.

2.49

2.75

4.21

19.62

28.60

61.85

99.20

65.00

9.10

8.35

9.00

9.00

9.00

9.00

10.50

7.70

7.92

7.81

8.04

10.14

9 64

8.72

24.31

19.43

92.80 

i Q7 nn

176.50

33.60

30.60

36.20

Apr.

44.80

30.50

30.50

30.50

32.80

82.00

50.10

44.80

49 10

76.00

116. 20

30.50

46.10

15.30

14.00

18.70

13.60

8

OA

9 00

10.50

10.50

12.00 

14.40

24.50

in fin

19.50

May.

6.80

3.40

2.40

2.40

2.40

2.40

2.40

1.80

1.80

1.80

1.80

1.80

1.80

30.50

23.60

2.90

2.40

12 00

5.20

2.40

6.80

8.30 

22.60

27.50

7.70

2.90

8.30

7.70

June.

17.80

33.90

6.00

3.40

38.70

10.60

9.00

»

30.50

144. 10

99.40

.45

.38 

.31

.31

.31

2.78

1.50

July.

0.54

1.91

1.10

.50

1.10

1.38

.74

.34

.31

1.10

.64

.74

.54

.31

.21

.17

.17

.79

.31

.17

.17

7.26

2. 93

1.27 

9.22

1.70

.93

1.32

.64

.31

Aug.

0.17

.79

.24

.17

.28

.17

.17

.17

.17

.17

.17

.17

.17

.17

.17

.17

.17

.17

.17

6.74

3.01

7.26

2.11

.79 

.24

.17

.17

.17

.17

.17

Sept.

0.17

.17

.17

.45

.21

.17

.17

.17

.17

.17

.17

.17

.17

.17

.17

.17

.17

.17

1.50

2.41

1.70

.45

.17

1.10

2.48 

1.10

.54

.24

3.92

4.36

Oct.

1.70

.54

.31

.31

.31

1.38

1.04

1.04

1.04

1.38

1.77

3.58

3.42

3.25

2.78

2.26

2.04

1.60

1 27

11.78

7.16

5.08

3.74 

4.00

3.82

3.74

3.74

3.74

3.42

Nov.

2.93

2.78

2.18

2.04

2.04

1.9L

1.50

1.38

1.32

1.27

1 2°

1.16

1.16

1.16

1.16

1.16

1.16

1.16

1.16

1.91

1.77

1.44

1.32

1.27

1.38 

.98

.79

.74

.74

.93

Dee.

0.83

.74

.50

.fO

.45

.46

.45

.45

.46

.45

.45

.45

.45

.45

.45

.46

.45

.45

.45

.45

.45

.46

1.04

1.91
HORTON, GBOYBK, ~| 

AND HOYT. J HUDSON EIVEE DRAINAGE BASIN. 43

Estimated monthly discharge of Reels Creek near Deerjield, N. Y.,for 1904- 

[Drainage area, 4.5 square miles.]

Month.

January ..............

February, 27 clays .....

March................

ApriL ................

May .................

June, 17 days .........

July .................

September. ...........

November ............

December, 24 clays ....

Discharge in second-feet.

Maximum.

17.80 

13.41 

197. 00 

115. 20 

30.50 

14.41 

9.22 

7.26 

4.36 

11.78 

2.93 

1.91

Minimum.

2.10 

2.49 

2.49 

8.30 

1.80 

.31 

.17 

.17 

.17 

.31 

.74 

.45

Mean.

3.40 

4.01 

34.38 

31.81 

7.69 

23.49 

1.26 

.83 

.78 

2.83 

1.44 

.57

Run-off.

Second-feet 

per square 

mile.

0.756 

.891 

7.64 

7.07 

1.71 

5.22 

.280 

.184 

.173 

.629 

.320 

.127

Depth in 

inches.

0.872 

.895 

8.81 

7.89 

1.97 

3.30 

.323 

.205 

.193 

.702 

.357 

.113

Rainfall.

Inches.

4.62

3.85 

2.97 

2.64 

4.17 

6.16 

4.63 

4.87 

4.51 

3.87 

.27 

3.36

Mean daily discliarge, in second-feet, of Johnston Brook near Deerjield, N. Y., for 1904.

Day.

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

2..............

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

21..............

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

24 . ......

25..............

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

°S

°9

SO..............

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

Jan.

0.45

.45

.45

.45

.45

.45

.45

.45

45

45

.45

45

.45

.50

.50

.50

.50

.50

.50

.50

.50

1.05

4.10

1.40

.60

.55

.55

.55

.55

.55

.55

Feb.

0.50

.50

.50

.50

.50

.64

7.12

2.31

1.56

1.46

1.05

.57

.52

.50

.50

.50

.50

.50

.50

.50

.50

.78

.87

.60

.50

.50

.78

.92

.......

Mar.

0.87

.87

1.68

1.46

1.36

6.68

8.00

2.84

1.46

1.36

1.36

1.36

1.36

1.36

1.30

1.30

1.36

1.46

1.46

1.87

1.87

2.31

10.86

3.76

(a)

(a)

(«)

(a)

2.58

3.30

2.18

Apr.

8.00

6.06

4.42

2.92

2.71

4.79

12.64

6.06

4.42

(<>)

10.50

10.85

4.70

3.38

1.68

1.68

2.06

2.84

1.62

1.31

1.56

1.46

1.25

1.15

1.41

1.31

1.99

7.67

3.38

1.87

May.

3.22

1.68

1.00

.74

.64

.47

.47

.44

.42

.40

.37

.37

.37

.37

4.61

2.71

.92

.69

.37

2.64

1.10

.42

.37

1.00

1.10

3.61

2.71

.42

.37

.82

.92

June.

1.00

.40

V7

07

4.02

.52

.37

(a)

.57

.37

.64

1.20

.57

.37

.37

.37

.37

1.51

1.51

.47

.19

.18

.18

.18

.18

3.07

.50

July.

0.34

1.00

.28

.18

.74

.57

.24

.18

.18

1.15

.26

.42

26

.18

.18

.18

.18

1.31

21

.18

.18

.18

3.46

.57

.18

2.51

.32

.22

.18

.18

.18

Aug.

0.18

.18

.40

.18

.18

.30

.18

.18

.18

.18

.18

.18

.18

.18

.18

.18

.18

.18

.18

(")

4.02

1.62

1.93

.37

.21

.18

.18

.18

.18

.18

.18

Sept.

0.18

.18

.26

.22

.18

.18

.18

.18

.18

.18

.18

.18

.18

.18

.52

.18

.18

.18

1.87

1.31

.30

.18

.18

.92

1.93

1.31

.26

.18

(a)

1.87

Oct.

0.40

.18

.18

.18

.18

.18

.18

.18

1.74

2.24

2.44

1.56

.74

.78

.37

.32

.30

.30

.26

10.28

2.71

1.31

.57

.47

.57

.57

.57

.57

.57

.50

Nov.

0.37

.34

.30

.30

.30

.28

24

.24

.22

.18

.18

.18

.18

.18

.18

.18

.18

.18

.18

.26

.25

.21

.21

.21

.25

.24

.18

.13

.13

.21

Dec.

0.21

.12

.12

.12

.12

.12

.12

.12

.12

.12

.12

.12

.12

.12

.12

.12

.12

.12

.12

.12

.12

.12

.24

2.06

.78

.30

.82

7.46

2.44

1.31

.54

"Discharge exceeds capacity of weir; record not available. 

b Repairing weir; record not available.
44 MEASUREMENTS IN 1904, PART II. [NO. 12f>.

Estimated monthly discharge of Johnston Brook near Deerfield, N. Y., for 1904- 

[Drainage area, 0.79 square mile.]

Month.

July .................

September, 29 days. . . .

Discharge in second-feet.

Maximum.

4.10 

7.12

(a)

12.64 

4.61 

(a)

3.46

(«)

(«) 

10.28 

.37 

7.45

Minimum.

0.45

.50 

.87 

1.15 

.37 

.18 

.18 

.18 

.18 

.18 

.13 

.12

Mean.

0.65 

.99 

2.50 

4.06 

1.15 

.86 

.53 

.43 

.48 

1.02 

. 22 

.60

Run-offi.

Second-feet 

per square 

mile.

0. 823 

1. 25 

3.16 

5.14 

1.46 

1.09 

.671 

.544 

.608 

1.29 

.278 

7.59

Depth in 

inches.

0. 949 

1.34 

3.17 

5.54 

1.68 

1.18 

.774 

.607 

.656 

1.49 

.310 

.875

Rainfall.

Inches.

4.62 

3.85 

2.97 

2.64 

4.19 

6.16 

4.63 

4.87 

4.51 

3.87 

.27 

3.36

"Discharge exceeds capacity of weir; record not available. 

Precipitation, in inches, at Deerfield reservoir, near Deerfield, N. Y., for 1904.

Day.

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

o 

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

Total....

Jan.

0.65

25

1.08

09

.02

QQ

1.20

39

4.62

Feb.

0.02

.12

.06

.74

.94

.05

.03

94

40

45

.60

3.85

Mar.

0.60

.44

.05

04

.22

.72

.45

.45

2.97

Apr.

.......

0 45

.35

.08

1°

.25

oc

40

20

.10

2.64

May.

.......

1.49

.08

.68

.32

48

.23

40

.41

.08

4.17

June.

0.52

.52

2.03

.25

.39

.38

.51

.92

.52

.12

6.16

July.

0.75

.65

.12

.25

.77

1.08

.65

.36

4.63

Aug.

0.57

.17

.08

2.00

.65

.03

4.87

Sept.

0.30

.32

.25

.32

.78

.48

.32

.92

4.51

Oct.

0.05

.30

.70

.40

.30

1.75

.17

.20

3.87

Nov.

0.05

99

.27

Dec.

0.10

.05

.10

.13

.10

.13

.20

2.10

.45

3.36
HUDSON RIVER DRAINAGE BASIN. 45 

NAIL CREEK AT UTICA, N. Y.

The record of the flow of this stream, obtained at a weir at the foot 

of the water-supply pond of the Globe Woolen Mill, Utica, N. Y., 

has been furnished by William S. Bacot, civil engineer. The weir 

consists of eight notches, each 1 foot in length and 1 foot in depth, 

cut in i-inch steel plates attached to the upstream side of the waste 

gates of the pond mentioned. The depth of overflow is observed on 

a vertical enameled iron gage, divided to feet and hundredths, located 

9 feet upstream from the weir. Outflow takes place from a still pond. 

The waste gates to which the weir is attached are practically watertight. The very slight leakage occurring has been estimated and 

allowed for, together with water diverted for use in the adjoining mills. 

Four of the weir notches are placed 2 inches below the remaining 

four notches. The lower notches take the entire ordinary flow of the 

stream. The pond above the weir has an area of 1.4 acres, and a slight 

error may be introduced in the results on windy days by water slopping over the crests of the higher notches.

The effective drainage area at the weir is less than the natural drainage area, owing to diversion to the combined sewer system of the city 

in the lower portion of the watershed. The drainage area is nearly 

all heavily sodded land, comprising suburban plats and pasturage. It 

contains possibly 5 per cent of cultivated area and an equal percentage 

of hard earth roads and pavements. Perhaps 10 per cent is sparsely 

timber covered. The entire area is underlaid with slate shale, usually 

at a depth of from 2 to 5 feet below surface, and the soil is heavy clay, 

with occasional gravel and loam. The basin comprises an upper and 

a lower plateau; the main tributaries rise in the steep side slopes of 

the upper plateau, which are often deeply serrated, forming gulfs 

from which springs issue, excepting in unusual droughts. The lower 

plateau is more or less swampy near the margin of the hills. The 

upper plateau contains a large cemetery, in which are numerous artificial drains, also a number of small ponds. The drainage areas are 

shown on the Oriskany and Utica sheets of the United States Geological Survey Topographic Atlas. The drainage from the plateau is 

received on the north in an artificial ditch following the highway and 

which separates the area tributary to the stream from the urban district. Below the junction of the main branches, the stream flows in 

the abandoned channel of the Chenango canal, in which one branch of 

the stream flows from its source. In unusual freshets the artificial 

channel carrying the north branch of the stream underneath the 

street for a distance of about 1,000 feet is of insufficient capacity, and 

the overflow passes directly into the city sewers and is diverted from 

its natural course.
46 STREAM MEASUREMENTS IN 1904, PART II.

Drainage areas of Nail Creek.®

[NO. 125.

Sq. miles. 

Natural area above Globe Woolen Mill ..................................... 4. 32

Effective area prior to August 31, 1904 ...................................... 3.66

Effective area after August 31, 1904......................................... 3.49

Upland area above 600 contour............................................. 1.40

Mean daily discharge, in second-feet, of Nail Creek at Utica, N. Y., for 1904-

Day.

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

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

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

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

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

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

9 ....

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

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

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

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

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

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

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

June.

.......

July.

1.61

2.26

1.74

1.68

1.32

1.49

1.28

1.32

Aug.

1.81

1.10

1.14

Sept.

0.60

.75

.92

.88

.88

.92

99

1.10

752

541

.81

Oct.

1.07

1.10

1.03

1.10

Day.

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

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

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

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

21............

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

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

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

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

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

09

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

June

1.32

1 72

1.61

1.32

July.

1.32

1.14

1.14

1.14

1.14

5.54

1.18

4.29

2.40

1.61

1.95

Aug.

0.69

.99

1.81

1.68

4.19

2.17

1.74

1.61

1.44

.84

Sept.

0.69

.88

.81

.84

.81

.88

1.03

.88

1.07

1.10

1.10

1.95

Oct.

Estimated monthly discharge of Nail Creek at Utica, N. Y.,for 1904- 

[Drainage area preceding August 31, 1904, 3.66; succeeding August 31,1904, 3.49 square miles.]

Month.

June, 4 days ................

July, 25 days ...............

August, 14 days .............

September, 25 days .........

October, 4 days .............

Discharge in second-feet.

Maximum.a Minimum. Mean.

1.49 

2.09 

1.63 

.96 

1.08

Run-off.

Second-feet 

per square 

mile.

0.407 

.571 

.445 

.276 

.309

Depth in 

inches.

0.061 

.531 

.232 

.257 

.046

a Part of maximum flow diverted. 

WEST CANADA CREEK AT TWIN ROCK BRIDGE, N. Y.

A current-meter gaging station was established at Twin Rock Bridge, 

September 7, 1900, by R. E. Horton. A gage board, divided decimally, is attached to the upstream side of the right-hand abutment, 

the coping of the abutment over the gage being used as a bench mark.

« From the Utica sheet of the United States Geological Survey Topographic Atlas.
HUDSON RIVER DRAINAGE BASIN. 47

The bridge is 167.5 feet long between abutments, and consists of two 

spans. The bed is of gravel and cobble, and the entire flow passes 

underneath at all stages. In the winter the stream becomes completely 

ice covered, requiring special discharge measurements. The gage is 

read twice each day by George Rood, and the record is furnished by 

the Utica Gas and Electric Company. The drainage area is shown on 

the Utica, Little Falls, Remsen, Wilmurt, Old Forge, and Canada Lakes 

sheets of the United States Geological Survey Topographic Atlas. 

There are about fifty small lakes and a few undrained ponds in the 

watershed of the stream. Most of these are situated near the headwaters and above the gaging station, the largest single water surface 

being Honnedaga Lake, 1.4 square miles in extent. There is also a 

small amount of controllable storage in reservoirs formed by three 

dams. Swamps and marshes are numerous in the region of the headwaters, usually adjoining lakes and tributaries and having an extent 

of one-half square mile or less each. Much of the region above the 

gaging station is timber covered. There are extensive sand areas in 

the central and upper drainage basins. The soil of the upper watershed is underlaid by granitic gneiss usually at or near the surface, 

excepting in alluvial valleys. From a point just above Twin Rock 

Bridge and extending downstream beyond Trenton Falls the underlying geological formation is Trenton limestone. a

Compacted snow accumulates in the woodlands in winter, often to a 

depth of 3 or 4 feet, and representing an inch of water for each 5 or 6 

inches of snow. This melts slowly, feeding the stream in March and 

April, which months may show a run-off greatly exceeding the precipitation. The drainage area above Twin Rock Bridge is 364 square 

miles; above Trenton Falls, 375 square miles. During the present 

season a Frieze self-recording gage has been erected at Trenton Falls 

dam. Tests by weir to determine the discharging capacity of the 

turbines, which are a special Swiss design, have been made by the 

power company.

The observations at this station during 1904 have been made under 

the direction of R. E. Horton, district hydrographer.

a For geological description of Trenton Falls see paper by C. 8. Prosser and E. R. Cumings in 

Report of New York State Museum, 1895, pp. 619-628.
48 STREAM MEASUREMENTS IN 1904, PART II. [NO. 125. 

Discharge measurements of West Canada Creek at Twin Rock Bridge, N. Y., in 1904.

Date.

JuneS.........

August 4. ......

August 30......

September 19 . .

Octobers......

October 15.....

November 21 ..

Hydrographer.

.....do.................

.....do.................

A. M. Evans ...........

.....do.................

Weeks and Swancott. . . .

Area.

$q. feet. 

547

404

394

580

575

645

455

Mean 

velocity.

Feet per sec. 

0.85

.75

.67

1.03

1.26

1.77

.86

Gage 

height.

Feet. 

2.18

1.30

1.45

2.48

2.33

2.83

1.63

Discharge.

Second-feet. 

463

304

«265

&597

728

1,142

394

« Log jam at center pier. z> Log jam below section.

Mean daily gage height, in feet, of West Canada Creek at Twin Rock Bridge, N. Y., for

1904-

Day.

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

2..............

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

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

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

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

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

8....._......

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

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

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

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

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

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

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

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

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

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

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

20....

o.,

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

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

25.....

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

27....

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

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

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

Jan.

3.40

3.50 

2.00

2.00

2 00

2.00

2.20

2.30

2 30

1 09

1.07

1 90

1.80

2.05

2 1ft

2 on

2

00

2.40

2.40

2.50

9 If.

2

O£

2 50

2.40

2 OR

2.50

2.30

Feb.

2.20

2.10

2.00 

2.15

3.20

3.80

2.00

3 90

3

C(\

°. °.n

S on

2 95

2

QK

2 fit

O fifl

2

00

2.40

2.40

2.68

3

A(\

3.58

3.35

3.05

o nn

3

nn

2 on

.......

Mar.

2.60

2.68 

2.80

2.88

3 Kin

3.50 

3. 46

4. 36

5.16

4.85

4 4R.

A OF;

3

7R

S

pin

S

on

S ftft

2

00

2 80

2.75

2

QQ

2

Qf\

2

QKL

3 OK

4.20

4.95

6.05

7 80

5.70

4.82

4.12

Apr.

3.82

4.48 

4.45

3.68

3.48 

3.80

4 50

7 00

9 nn

7.42

A QQ

A OR

3

RO

2 OR

2 on

2 95

2

7K

2.45

2 60

S on

3 95

7 ^n

7

00

7 Qf^

7 Of)

7.85

8.05

May.

7.70

8.95 

8.55

8.40

8.60

8.80 

8.35

8.20

7.20

6.10

4.45

3.40

3.50

3 OR

2 60

5 On

5 on

4.00

4.25

5.55

4.30

4.18

3 1 R.

3

KK

4 15

4.65

4.70

3

I7R

3.35

2.35

June.

2.35

2.45

2 nn

3.15

4.40

5.90

8.45

4.45

3.40

3.00

2.25

2.20

2.35

9 9^i

9 19

2 00

1 90

2 12

2.15

2 00

2.15

1.00

2.05

2.30

July.

3.40

3.85 

3.70

3.15

4.35

2.05

2.10

2.00

1.20

1.20

1.50

1.50

1.20

1.50

1.50

1.40

1.30

1.25

1.00

1.00

QA

.95

1.20

1.55

2

(?C

2.55

2.50

2.50

Aug.

2.30

2.00 

1.60

I nn

4.15 

2.90

2.55

3.10

1.70

1.45

1.45

1.40

1.45

1.55

.80

80

1.20

1.10

6.50

9.50

7.50

6.45

5.05

3.05

3.05

2.90

2

KA

1.95

1.45

1.25

Sept.

1.00

1.10 

1.55

4.00

3 fin

3.10

2.55

2.15

2.10

2.00

2.15

2.10

3.05

3.45

3.55

3.65

2.50

2.20

2,40

3.00

4.25

3.40

2.75

3.30

6.75

5.75

5.15

4.55

3.40

7.55

Oct.

6.15

3.50

2,45

2.30

2.22

3.50

7.10

7.00

5.40

3.20

2.50

2.35

2.40

2.85

2.20

2.10

8.35

5.85

4.45

3.55

3.15

2.30

2.00

2.50

2.35

2.20

Nov.

2.10

2.40 

2.25

2.30

2.20

1.90 

1.78

1.72

1.80

1.85

1.70

1.60

1.55

1.42

1.45

1.60

1.60

1.60

1.60

1.60

1.68

1.68

1.60

1.72

1.30

1.30

1.40

1.40

1.30

Dec.

1.35

1.35 

1.30

1.30

1.20

1.20 

1.15

1.15

1.10

1.70

1.48

2.10

2.35

.90

1.05

1.00

1.00

1.55

1 00

1.00

1.10

1.10

1.20

1.30

2.00

2.00

2.20

2.20

2.35

2.90

3.40

NOTE. Ice corrections made to gage heights and ice curve applied January 1 to March 22 and 

November 27 to December 31,1904.
HUDSON RIVER DEAINAGE BASIN. 49

Mean daily discharge, in second-feet, of West Canada Creek at Twin Rock Bridge, N. ¥.,

for 1904.

Day.

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

9

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

<>o

21..............

25..............

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

2S... . ......

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

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

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

Jan. a

712

750

220

220

220

237

( b )

(6 )

( 6)

( b)

( b)

( b)

( b>

( b)

( b )

237

228

280

322

330

356

356

390

475

305

390

356

339

390

322

Feb.a

288

254

254

OV7

262

220

220

579

816

509

860

730

617

579

492

390

339

2%

305

305

398

655

721

636

926

904

904

492

Mar.ae

424

450

492

750

750

731

1,140

1,550

1,390

1,190

1,090

860

750

670

560

500

490

475

520

492

a 509

f2,055

3,040

3,900

7,710

4,810

3,750

2,960

Apr.e

2 630

3,350

3,320

2 4go

2,320

2,270

2,610

3,380

6,540

9,640

7,150

4,810

3,810

3,210

1,770

1,610

1,500

1,360

1,480

1,820

2,760

7,260

7,010

7,040

7,710

7,790

8,090

May.c

4,630

6,140

5,630

5,450

5,700

4,070

9 nftfl

1,490

856

900

790

544

2 goo

2,610

1,180

1,350

2,380

1 380

1,300

746

928

1,280

1,630

1,670

1,040

834

468

June.f

468

496

433

o»7A.

878

746

680

1,450

2,700

5,510

1,490

856

680

440

426

468

405

370

352

361

405

663

510

412

370

412

210

384

454

July.e

856

1,100

1,010

746

878

1,420

928

384

398

370

238

238

280

280

238

280

280

266

252

245

210

210

200

205

238

289

510

561

527

510

510

Aug."

454

O7A

298

238

210

1,280

646

529

724

316

273

273

266

273

289

190

190

238

224

3,320

<*6,860

4,400

3,270

1,940

702

702

646

510

361

273

245

Sept."

o-i A

224

289

1,180

956

724

727

412

398

370

412

398

702

878

928

984

510

482

680

1,350

856

595

812

3,580

2.-570

2,030

1,560

856

4,460

Oct. o

2,960

900

878

384

440

496

482

454

433

900

3,960

3,850

2,240

768

510

468

482

629

426

398

5,390

2,660

1,490

928

746

454

370

468

510

468

426

Nov.ac

398

482

440

454

426

352

329

320

334

343

316

298

289

270

273

298

298

298

298

298

311

311

298

320

252

252

256

256

256

242

Dec.a

248

248

242

214

202

202

197

197

192

270

238

334

384

170

185

180

180

190

190

200

200

210

224

343

343

384

384

426

595

790

a January 1 to March 22, and November 27 to December 31, from ice curve.

t> Record not available.

rMay 1 to November 26 from curve for obstructed channel.

d Estimated; above curve.

t March 23 to April 30, inclusive, from curve for unobstructed channel.

IKK 125 05 4
50 STREAM MEASUREMENTS IN 1904, PART II. [NO. 125.

Estimated monthly discharge of West Canada, Greek at Turin Rock Bridge, N. Y., for1904. 

[Drainage area, 364 square miles.]

Month.

January, 22 days ............

February ...................

March.......... ............

April .......................

May .......................

June .......................

July .......................

August .....................

November ..................

December ..................

Discharge in second-feet.

Maximum.

750 

926 

7,710 

9,640 

6,140 

5,510 

1,420 

6,860 

4,460 

5,390 

482 

790

Minimum.

220 

220 

424 

1,360 

468 

210 

200 

190 

210 

370 

242 

170

Mean.

348 

505 

1,808 

4,013 

2,553 

795 

473 

984 

1,019 

1,160 

319 

278

Run-off.

Second-feet 

per square 

mile.

0.956 

1.39 

4.97 

11.00 

7.01 

2.18 

1.30 

2.70 

2.80 

3.19 

.876 

.764

Depth in 

inches.

0.782 

1.50 

5.73 

12.28 

8.08 

2.43 

1.50 

3.11 

3.12 

3.68 

.978 

.881

EAST CANADA CREEK AT DOLGEVILLE, N. T.

This creek rises in Hamilton County, flows southward between 

Herkimer and Fulton counties, and empties into Mohawk River at 

East Creek. A portion of the stream and drainage area is included 

on the Little Falls sheet of the United States Geological Survey Topographic Atlas. Observations are taken at High Falls, near Dolgeville, 

about 7 miles from the outlet of the stream. The gaging station is 

located at the dam of the Herkimer County Light and Power Company. Readings of the depth on the crest are taken from a vertical 

gage board attached to the bulkhead, 6 feet upstream, twice each day 

by Willard Hay ward. The mean of the readings is used in computing 

the discharge. A record is also kept of the run of the water wheels 

and the elevation of water in the tailrace.

The dam is of rubble masonry 19 feet high and has a flat crest 6 

feet in width and 190.25 feet long between abutments. The elevation 

of the upstream edge of the crest is 1 foot below that of the lip. The 

impounded water is conducted to the power house, 500 feet below the 

dam, through a wrought-iron flume 10 feet in diameter. The record 

since January 1, 1903, has been computed from a discharge curve 

based on United States Geological Survey experiments on a full-sized 

model of the dams made at Cornell University. The flow through the 

turbines for this period has also been computed from current-meter
HORTON,

AND HOYT. ] HUDSON ETVEE DEAINAGE BASIN. 51

measurements made in the tailrace of the electric-power plant, instead 

of from the manufacturers'1 rating- tables for the water wheels, as 

formerly. The turbines are of a special Victor cylinder gate type; 

the two main wheels are each 36 inches in diameter and their speed 

is controlled by Lombard governors. Spruce Creek is the principal 

tributary of East Canada Creek. It enters East Canada Creek 1 mile 

above Dolgeville and drains an area of 50 square miles. Water is 

diverted from this stream at Diamond Hill and from Beaver Creek, 

one of its tributaries, and is carried to Little Falls through a vitrified 

conduit 9 miles in length. The water supply of Dolgeville is taken 

from Cold Brook, a tributary of East Canada Creek. No allowance 

for diversion for water supply has been made in computing the run-off 

for East Canada Creek.

The observations at this station during 1904 have been made under 

the direction of R. E. Horton, district hydrographer.

Mean daily discharge, in second-feet, of East Canada Greek at Dolgeville, N. Y., for 1903

and 1904.

Day.

1903. 

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

2..............

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

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

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

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

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

9

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

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

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

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

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

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

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

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

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

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

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

21..............

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

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

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

25..............

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

97

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

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

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

31....... .

Jan.a

669 

826 

917 

1,210 

881 

939 

752 

667 

573 

583 

474 

434 

516 

435 

414 

319 

406 

409 

229 

287 

338 

1,030 

860 

683 

595 

851 

468 

634 

669 

1,290 

1.300

Feb.a

1,530 

1,630 

1,130 

1,160 

1,040 

1,300 

1,120 

865 

641 

623 

643 

1,720 

1,710 

1,440 

1,220 

886 

628 

591 

485 

583 

825 

864 

724 

746 

600 

478 

378 

1,040

.......

Mar.a

3,020 

2,320 

1,970 

1,560 

1,140 

1,010 

991 

1,030 

3,290 

3,200 

7,120 

5,530 

4,390 

3,600 

3,090 

2,870 

2,470 

2,290 

2,770 

3,530 

4,690 

4,640 

5,510 

6,610 

4,130 

2,720 

2,080 

1,920 

1,580 

379 

2.810

Apr.

2,510 

2,080 

2,110 

2,590 

1,840 

1,500 

1,740 

2,660 

2,080 

2,080 

1,760 

1,450 

1,280 

1,100 

1,030 

988 

889 

788 

741 

696 

644 

600 

596 

596 

557 

510 

510 

447 

447 

415

a Approximate.

May.

415 

394 

297 

263. 

306 

95 

257 

217 

252

191 

191 

129 

125 

110 

105 

&66 

121 

139 

105 

109 

109 

109

125 

95 

101 

95 

95 

65

June.

95 

99 

80 

80 

100 

85 

38 

112 

199 

422 

179 

1,290 

1,740 

1,190 

1,050 

675 

605 

671 

694 

578 

1,500 

1,940 

2,640 

3,610 

1,800 

1,970 

1,420 

979 

914 

834

July.

1,510 

1,220 

815 

662 

527 

561 

566 

561 

428 

258 

182 

175 

116 

124 

175 

248 

219 

190 

296 

363 

423 

440 

661 

724 

465 

384 

390 

263 

248 

390 

316

Aug.

246 

185 

355 

1,250 

913 

938 

657 

673 

1,020 

. 769 

1,240 

913 

716 

428 

342 

307 

177 

211 

533 

461 

304 

140 

159 

740 

2,200 

1,480 

1,120 

954 

1,000 

863 

& Bunds

Sept.

736 

578 

457 

347 

245

229 

123 

196 

152 

124

126 

149 

163 

112 

172 

121

124 

119 

127 

125 

134 

120 

6125 

134 

134 

123

iy.

Oct.

174 

182 

149 

97 

974 

827 

523 

861 

5,580 

5,970 

3,040 

1,760 

1,220 

833 

785 

633 

523 

1,770 

1,320 

994 

664 

625 

546 

500 

423 

381 

364 

364 

412 

387 

222

Nov.

283 

277 

232 

214 

196 

405 

298 

257 

262 

221 

185 

196 

207 

196 

233 

281 

571 

852 

557 

587 

455 

397 

432 

384 

371 

329 

148 

210 

163 

137

Dec.

93 

162 

219 

159 

177 

177 

151 

129 

175 

183 

201 

191 

215 

171 

216 

177 

202 

175 

199 

247 

676 

694 

535 

478 

368 

400 

276 

238 

220 

236 

238
52 STREAM MEASUREMENTS IN 1904, PART II. [NO. 125.

Mean daily discharge, in second-feet, of East Canada Creek at Dolgeville, N. Y., for 1903

and 1904 Continued.

Day.

1904. 

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

o

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

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

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

9

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

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

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

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

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

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

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

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

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

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

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

°1

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

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

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

25..............

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

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

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

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

30

<*1

Jan.

170

189

195

194

158

196

171

174

229

160

178

185

174

177

146

114

124

132

150

188

176

129

158

160

183

172

167

160

147

Feb.

121

1QK

145

1Q4

146

189

D-IO

DF.fi

363

335

311

306

257

177

20fi

178

183

183

179

241

241

215

195

21°

233

187

Mar.

165

005

OQK

JOR

416

673

808

49<>

359

DJ-I

364

°91

282

292

°97

282

6°6

Q^n

1,910

2,170

1,480

1 440

Apr.

1,310

1,510

1,700

1,430

1,610

1,610

1 860

o goQ

i 7Qfl

5,440

4,090

1,780

1,420

1 300

1,040

999

9°0

7°6

771

1,250

3,390

4,470

4,100

4 0°0

May.

3,870

3,040

3 040

2 930

o ggg

2,080

1,600

1,300

1,060

838

766

476

579

999

843

650

650

847

77^

519

493

493

498

530

509

371

June.

334

°97

°97

408

688

408

1,420

1,300

!vl7

.113

325

289

206

174

216

247

199

151

141

136

141

155

155

July.

288

272

O<>]

906

216

221

216

189

184

199

151

162

164

795

325

162

141

131

107

167

246

245

266

736

432

9Q7

Aug.

188

261

266

188

188

123

123

21

123

128

122

160

149

3,103

2,737

1,481

1,574

688

576

165

274

245

175

Sept.

160

160

271

418

344

261

225

188

176

165

145

150

160

385

OftQ

126

166

162

3°9

161

283

809

1,255

867

828

809

Oct.

1,020

731

719

504

450

302

307

241

862

2,380

1,659

1,179

920

751

523

441

435

419

412

4,229

3,681

1,990

1,293

901

773

1,782

646

494

431

363

Nov.

344

314

279

871

647

450

204

245

243

223

225

223

251

276

215

223

158

121

132

131

168

162

149

157

162

141

136

98

516

150

Dec.

172

143

106

70

16°

143

134

166

137

121

59

121

137

167

157

178

137

74

140

140

125

148

180

78

98

76

173

1,285

1,062

867

896
HORTON, GROVER, 

AND HOYT. ] HUDSON RIVER DRAINAGE BASIN. 53

Estimated monthly discharge of East Canada Oreek at Dolgeville, N. Y.,for 1903 and 1904. 

[Drainage area, 256 square miles.]

Month.

1903. 

January ..............

February .............

March................

April.................

May .................

June .................

July..................

August ...............

September ............

October ..............

November ............

December ............

The year .......

1904. 

January ..............

April .................

May .................

July..................

August ...............

November..... .......

T*hp vpav

Discharge in second-feet.

Maximum.

1,300

1,720 

7,120 

2,660

415 

3,610

1,510 

2,200

736 

5, 970

852 

694

229 

363 

2,330 

5,440 

3,870 

1,420 

795 

3,103 

1,988 

4,229 

871 

1,285

5,440

Minimum." Mean.

&666 

&971 

&3,041 

1,241 

156 

920 

448 

695 

187 

1,068 

318 

257

169 

217 

758 

2,343 

1,114 

385 

250 

493 

396 

1,046 

254 

247

639

Run-off.

Second-feet 

per square 

mile.

2.60 

3.79 

11.88 

4.85 

.610 

3.59 

1.75 

2.71 

.730 

4.17 

1.24 

1.00

.660 

.848 

2.96 

9.15 

4.35 

1.50 

.977 

1.93 

1.55 

4.09 

..992 

.965

2.50

Depth in 

inches.

3.00 

3.95 

13.70 

5.41 

.703 

4.01 

2.02 

3.12 

.814 

4.81 

1.38 

1.15

44.12

.761 

.915 

3.41 

10.21 

5.02 

1.67 

1.13 

2.23 

1.73 

4.72 

1.11 

1.11

33.91

Rainfall.c

Inches.

2.30

2.38 

6.75 

1.63 

.18 

8.68 

5.71 

7.26 

1.30 

8.34 

2.10 

1.57

48.20

a One day minimum controlled by pondage, 

b Approximate, owing to ice obstruction, 

o At Salisbury Inlet.
54 STKEAM MEASUREMENTS IN 1904, PART II. [NO. 125.

SCHOHARIE GREEK AT PRATTSVILLE, N. Y.

Schoharie Creek above Prattsville drains a rugged mountainous 

area almost entirely wooded. The watershed, embracing an area of 

243 square miles, lies wholly within Greene County. The basin is surrounded by continuous mountain ranges, and intervening ridges divide 

the main stream from its principal tributaries, Batavia Kill, East Kill, 

and West Kill. A gaging station was established at the highway 

bridge in the village of Prattaville, November 7,1902, by C. C. Covert; 

the gage datum is referred to the United States Geological Survey 

bench mark, an "O"" marked on a bowlder 011 the right-hand end of 

the bridge on the downstream side; elevation 1,151 feet. A 15-foot 

weight and wire gage, having a boxed horizontal scale, is attached to 

the steel floor beams of the bridge on the upstream side. The elevation of the water surface when the gage reads zero is 1,130.03. The 

bridge has a single span of 185 feet. In extreme low water the current 

underneath the bridge is sluggish and meter measurements are made 

by fording the stream a short distance below the bridge. The great 

freshet of October 9-11, 1903, apparently changed the stream bed and 

cross section in the vicinity of the gage. Measurements made during 

1903 and 1904 have been applied toward the construction of a new 

rating curve.

The observations at this station during 1904 have been made under 

the direction of R. E. Horton, district hydrographer.

Discharge measurements of Schoharie Creek at Prattsville, N. Y., in 1904-

Date.

Julyl. ........

September 21 . .

September 21 ..

October 23.....

October 23.....

October 24.....

Hydrographer.

E. E. Horton.. ...........

C. C. Covert.............

.....do ..................

C. C. Covert and E. F.

Weeks. 

.....do ...... ...J . .......

.....do ..................

Area of 

section.

Sq. feet. 

404

269

65

775

 693

682

Mean 

velocity.

Feet per sec. 

0.71

.26

1.08

1.50

1.44

1.11

Gage 

height.

Feet. 

5.00

4.45

4.45

6.16

6.00

5.72

Discharge.

Sec.-feet. 

287

71

« 70

1,117

998

756

a Wading below station.
HORTON

AND HOVTVER> ] HUDSON RIVER DRAINAGE BASIN. 55

Mean daily gage height, in feet, of Schoharie Creek at Prattsville, N. Y.,for 1904.

Day.

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

9

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

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

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

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

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

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

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

i P.

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

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

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

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

21..............

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

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

25..............

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

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

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

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

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

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

Jan.

5.56

5.56

5.96

5.96 

5.96

5.96'

5.86

5.86

5.71

5.64

5.58

5.51

5.51

5.51

5.48

5.46

5.46 

5.44

5.36

5.36

5.38

7.88

6.61

5.76

5.54

5.36

5.31

5.36

5.26

5.26

Feb.

5.34

5.21

5.71

5.81

5.76 

6.21

8.36

6.85

5.90

5.55

5.30

5.27

5.70

5.80

5.55

5.55

5.55

5.50 

5.55

5.85

5.83

6.00

5.95

5.85

5.70

5.85

5.85

5.75

Mar.

5.85

5.70

7.55

5.95

5.50 

5.35

8.23

7.75

6.15

5.65

5.55

5.40

5.20

5.25

5.07

5.05

5.05

5.00 

5.05

5.65

5.20

6.74

6.04

6.52

8.54

6.92

6.24

5.64

5.44

5.46

Apr.

5.59

7.39

6.14

5.76

5.64 

5.79

5.94

5.89

6.49

6.74

6.24

5.99

5.74

5.56

5.32

5.26

5.22 

5.34

5.19

5.19

5.14

5.14

6.44

7.69

6.69

May.

6.42

6.09

5.88

5.68

5.58 

5.43

5.33

5

0Q

5.18

5.18

5.11

5.03

5.01

K OC

5.88

5.61

5.43 

5.18

5.68

5.58

5.33

5

01

5 91

5

10

5.21

P. OC

5.13

5.23

5.48

June.

5.6L

5.21

4.98

4.95

4.78 

4.83

5.13

5.05

7.58

6.78

^ QQ

5.57

5.35

5.27

5.12

5 nn

4 92

4.82 

4.74

4.72

4.70

4.62

4.62

j K7

4.52

4.47

4.42

4.42

4.52

July.

5.00

4.65

4 P,O

4.48

4.40 

4.35

4.38

4.38

4.32

4.32

4.40

4.40

4.40

4.35

4.35-

4.30

4.72 

4.68

4.40

4.35

4.40

4 35

4.35

4.40

4.35

4.35

5.20

4.75

4.60

Aug.

4.50

4.50

4.50

4.50

4.45 

4.40

4.38

4.32

4.30

4.70

4.95

4.80

4.70

4.70

4.70

4.65

4.62

4.60 

4.52

4.75

4.98

4.85

4.70

4.60

4.50

4.48

4.40

4.40

4.40

4.40

4.35

Sept.

4.35

4.35

A qe

4.30

4.50 

4.42

4.35

4.35

4.35

4.35

4 35

4.32

<i so

4.95

4.68

4.48 

4.40

4 30

4.42

4.35

4.38

4 38

4.40

4.40

4.40

4.60

Oct.

4.60

4.50

4.40

4.40 

4.40

4.25

4.28

4.32

4.35

4.62

4.80

4.70

4.60 

4.55

4.50

8.90

7.50

6.15

5.72

5. 45

5.30

5.20

5.10

5.00

5.00

4.95

Nov.

4.80

4.80

4.75

4.70

4.68 

4.70

4.70

4.70

4.70

4.70

4.70

4.70

4.70

4.78

4.85

4.80

4.75 

4.80

4.90

5.55

6.00

5.70

5.50

5.45

5.15

5.10

5.10

5.15

5.10

Dec.

5.10

5.10

5.35

5.40

5.40 

5.30

5.20

5.15

5.10

4.80

4.70

4.90

4.90

4.60

» 4.25

4.40

4.90

5.00 

5.10

5.10

5.10

5.10

5.18

5.90

5.65

5.40

6.57

7.68

5.92

5.60

5.50
56 STREAM MEASUREMENTS IN 1904, PART II. [NO. 125.

Rating table for Schoharie Creek at Prattsville, N. Y.,from November 9, 1902, to October

10, 1903.

Gage 

height.

Feet.

4.60

4.70

4.80

4.90

5.00

5.10

5.20

5.30

5.40

5.50

5.60

5.70

5.80

5.90

6.00

6.10

6.20

6.30

6.40

Discharge.

Second-feet.

8

27

48

74

103

135

168

208

252

305

350

404

462

523

590

660

733

815

904

Gage 

height.

Feet.

6.50

6.60

6.70

6.80

6.90

7.00

7.10

7.20

7.30

7.40

7.50

7.60

7.70

7.80

7.90

8.00

8.10

8.20

8.30

Discharge.

Second-feet.

997

1,100

1,210

1,330

1,455

1,580

1,710

1,840

1,980

2,120

2,270

2,420

2,570

2,730

2,890

3,060

3,230

3,410

3,590

Gage 

height.

Feet,

8.40

8.50

8.60

8.70

8.80

8.90

9.00

9.10

9.20

9.30

9.40

9.50

9.60

9.70

9.80

9.90

10.00

10.10

10.20

Discharge.

Second-feet.

3,780

3,970

4,212

4,454

4,696

4,938

5, 180

5,440

5,700

5,960

6,220

6,480

6,784

7,088

7,392

7,696

8,000

8,400

8,800

Gage 

height.

Feet.

10.30

10.40

10.50

10.60

10.70

10.80

10.90

11.00

11.10

11.20

11.30

11.40

11.50

11.60

11.70

11.80

11.90

12.00

Discharge.

Second-feet.

9,200

9,600

10,000

10, 400

10, 800

11, 200

11, 600

12, 000

12, 460

12, 920

13, 380

13, 840

14, 300

14,840

15, 380

15, 920

16, 460

17,000

Logarithmic extension used above 8.0 feet gage height.

Rating table for Schoharie Creek at Prattswlle, N. Y.,from October 11, 1903, to December

31, 1904.

Gage 

height.

Feet.

4.15

4.20

4.25

4.30

4.35

-4.40

4.45

4.50

4.60

4.70

4.80

Discharge.

Second-feet.

0

12

24

36

48

61

73

85

125

165

205

Gage 

height.

Feet.

4.90

5.00

5.10

5.20

5.30

5.40

5.50

5.60

5.70

5.80

5.90

Discharge.

Second-feet.

245

285

345

405

465

525

585

663

741

819

897

Gage 

height.

Feet.

6.00

6.10

6.20

6.30

6.40

6.50

6.60

6.70

6.80

6.90

7.00

Discharge.

Second-feet.

975

1,070

1,170

1,270

1,370

1,470

1,600

1,720

1,850

1,970

2,100

Gage 

height.

Feet.

7.10

7.20

7.30

7.40

7.50

7.60

7.70

7.80

7.90

8.00

Discharge.

Second-feet.

2,260

2,390

2,540

2,680

2,830

2,990

3,150

3,300

3,460

3,620
HUDSON RIVER DRAINAGE BASIN. 57

Mean daily discharge, in second-feet, of Schoharie Creek at Prattsville, N. Y., 1902-1904

Day.

1902. 

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

9

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

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

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

8........'......

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

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

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

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

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

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

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

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

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

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

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

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

21..............

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

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

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

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

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

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

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

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

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

1903. 

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

2

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

21..............

Jan.

366

377

774

AOf>

404

404

393

377

377

404

404

377

377

404

404

377

377

377

377

404

Feb.

556

393

1,160

1 Q°J1

774

625

625

KOQ

4Q9

433

404

1 460

733

462

416

fifift

696

( b)

Mar.

1,190

000

675

CDQ

COF\

523

QIC

2,080

1,580

1,910

1,310

1,050

1,310

1,050

Q93

774

696

660

749

Apr.

1,120

718

71ft

860

Afift

RQA

AQfi

1,580

Q/VI

fiQfi

590

511

462

1,270

950

860

696

577

4Q9

450

May.

18ft

176

176

161

135

135

135

135

119

19Q

1 ftQ

Cfj

103

103

103

88

74

74

61

61

June.

OQ

38

OQ

OO

OO

01

01

Q1

61

44

74

9 Rfifi

1 84n

815

1,910

1 840

860

625

Aff>

O*JH

1.645

July.

433

340

252

168

168

168

161

135

109

103

103

00

74

74

74

61

61

69

OQ

103

377

Aug.

97

74

74

80

474

492

450

208

217

176

168

142

135

103

103

103

103

103

1,050

815

Sept.

1,710

733

462

OOK

OQA

f)i\f\

252

243

188

168

176

168

142

142

109

135

149

511

97ft

168

161

Oct.

QQ

97

88

OQ

QQ

1ft°.

97

700

(a)

7,390

3,686

2 050

1,530

1,170

936

741

682

702

con

570

496

Nov.

252

252

252

252

230

208

208

208

208

208

168

168

168

168

135

135

230

276

252

325

208

*345

285

265

265

245

275

255

256

245

235

235

225

205

205

215

Mn

800

975

702

465

Dec.

168

168

300

350

310

300

300

300

276

252

230

208

168

168

168

168

2,350

1,840

718

590

556

5,960

1.-980

923

696

625

523

492

474

416

416

285

345

345

345

330

265

245

245

235

205

205

205

205

936

819

741

741

663

663

2 swn

2.610

a Above rating curve. t> i rozeii.
58 STREAM MEASUREMENTS IN 1904, PART II. [NO. 125.

Mean daily discharge, in second-feet, of Schoharie Creek at Prattsville, N. Y., etc. Cont'd.

Day.

1903. 

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

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

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

25..............

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

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

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

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

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

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

1904. 

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

o

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

21..............

22... .....:.....

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

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

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

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

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

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

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

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

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

Jan.

460

377

356

690

816

2,340

749

624

624

936

(«)

(«)

3,420

1 600

780

624

496

466

496

435

436

Feb.

496

(°)

Mar.

3,410

7,315

3,780

1,910

1, 270

626

2,270

(«)

(«)

405

555

1 780

1 000

1,500

( 6)

2,010

1,220

702

655

656

Apr.

qqq

250

350

OAA

300

276

*>43

217

200

2,680

1,120

780

702

819

936

897

1,470

1,750

1,220

975

780

624

540

480

436

406

406

375

Q7P»

345

420

1,420

1,070

( 6 )

3,150

1,720

May.

48

48

48

48

48

48

44

1,400

1,070

878

721

643

540

480

420

4°0

390

390

345

300

285

450

878

640

390

721

643

480

405

406

OCA

406

7°1

450

Of»A

670

June.

1,620

2,460

1,270

656

433

462

663

405

275

266

196

216

360

315

1, 820

917

643

495

460

360

285

256

215

186

175

166

136

111

116

79

67

67

67

96

July.

109

97

SO

74

80

142

285

146

95

79

61

48

54

54

42

42

61

61

61

48

42

48

36

176

165

61

48

61

48

36

48

61

48

48

406

185

125

Aug.

6%

646

611

656

696

416

860

4,576

2 650

85

- 86

85

85

73

61

64

42

36

166

266

205

166

166

165

145

135

126

95

186

276

226

166

125

85

79

61

61

61

61

48

Sept.

136

129

119

109

103

103

119

109

103

48

48

48

36

85

67

48

48

48

48

48

42

36

42

95

265

156

79

61

36

67

48

31

36

Fui

54

61

61

61

126

Oct.

466

436

460

436

49Q

OQA

390

390

360

346

125

86

73

61

61

61 ' 24

48

31

42

48

135

245

206

166

145

126

125

105

86

w

2,830

1,120

760

565

465

406

345

285

285

265

Nov.

406

420

406

390

436

406

316

206

206

186

165

156

166

165

165

165

165

165

165

165

195

285

226

205

185

206

246

624

976

741

685

655

376

346

346

376

346

Dec.

1,220

819

741

721

495

670

345

346

495

526

626

466

406

375

346

206

166

245

245

126

24

61

246

285

346

346

345

345

390

897

702

625

1,660

3,110

917

663

585

a Stream frozen over; no record. 6 Above rating table.
HOETON, 

AND HUDSON RIVER DRAINAGE BASIN. 59

Estimated monthly discharge of Schoharie Creek at Prattsville, N. F., 1902-1904. 

[Drainage area, 240 square miles.]

Month.

1902.

1903.

February, 17 days. ..........

March ......................

May ........................

July.. ......................

October, 30 days ............

1904.

March, 10 days b . ...........

June .......................

July .......................

November ..................

December ..................

Discharge in second-feet.

Maximum.

325

5,960

2,340 

1,460 

7,315 

1,580 

188 

2,850 

433 

4,575 

1,710 

(«)

975 

2,830

3,420

(«)

(") 

1,400 

3,070 

405

275 

265

(«) 

975 

3,110

Minimum.

135 

168

361 

393 

523 

200 

44 

31 

61 

74 

103 

88 

205 

205

435

405 

3<±5 

285 

67 

36 

36 

31 

24 

155 

24

Mean.

214

722

516 

691 

1,547 

617 

98 

770 

149 

639 

261 

870 

374 

662

911

1,028 

947 

553 

415 

89 

118 

66 

310 

302 

521

Run-off.

Second-feet 

per square 

mile.

0.892 

3.01

2.15 

2.88 

6.45 

2.57 

.408 

3.21 

.621 

2.66 

1.09 

3.62 

1.56 

2.76

3.80

4.28 

3.95 

2.30 

1.73 

.371 

.492 

.275 

1.29 

1.26 

2.17

Depth in 

inches.

0.730 

3.47

2.40 

1.82 

7.44 

2.87 

.470 

3.58 

.716 

3.07 

1.22 

4.17 

1.62 

3.18

1.70

1.59 

4.26 

2.65 

1.93 

.428 

.567 

.307 

1.44 

1.41 

2.50

« Above rating table. b Stream frozen over January 4 to 22 and February 2 to March 20. 

BATAVIA KILL NEAR PRATTSVILLE, N. Y.

Batavia Kill enters Schoharie Creek just above Prattsville. The 

gaging of this stream at Windon near the headwaters was made September 10, 1903, by F. H. Tillinghast. The discharge was 21 secondfeet.
60 STREAM MEASUREMENTS IN 1904, PART n. [NO. 125.

CATSKILL, CREEK AT SOUTH CAIRO, N. Y.

The drainage basin of this stream receives the run-off from the north 

slope of the Catskill Range, and lies, for the most part, in the timbered 

highlands of Greene County. The stream enters tide water of Hudson 

River at Catskill. The topography of the drainage area is shown on 

the Durham, Coxsackie, and Catskill sheets of the United States Geological Survey Topographic Atlas. The stream flows over a rock bed 

through much of its course. The slopes of the drainage basin are precipitous; there are no lakes and little artificial storage. a The gaging 

station, which was established July 4, 1901, is located at the highway 

bridge in the village of South Cairo. The bridge has a single span of 

194.5 feet between abutments. The stream channel is rock overlain 

in some places with earth. The stream stage is observed each morning 

and night from a weight and chain gage which is attached to the 

bridge, and whose elevation is referred to a '"0" near outer corner 

on upstream side of bridge seat on right-hand abutment. The elevation of bench mark is assumed to be 100 feet, the elevation of water 

surface when gage reads zero is 78.71 feet. Special discharge measurements have been made in the winter to determine the calibration 

curve for the stream cross section in the presence of ice; a correction 

coefficient to be applied to the measured discharge as taken at 0.6 

depth has also been obtained by means of numerous vertical-velocity 

curves. The erection of a dam a short distance below the gage for 

purposes of boating necessitates withholding a portion of the record 

for 1904 until additional measurements can be made.

The observations at this station during 1904 have been made under 

the direction of R. E. Horton, district hydrographer.

Discharge measurements of Catskill Creek at South Cairo, N. Y., in 1904.

Date.

June28c_.. _ .

September 16 ..

Hydrographer.

E.E. Horton. ..........

Covert and Swancott. . . .

Area.

Sq.feet. 

45

 272

Mean 

velocity.

feet per sec. 

1.10

.32

Gage 

heignt.

Feet. 

2.62

2.90

Discharge. &

Second-feet. 

5C

88

a Water power of this stream is described in Report on Stream Gagings, contained in Supplement, 

Report of State Engineer and Surveyor of New York, 1902, pp. 260 to 264. 

b Discharge affected by dam one-fourth mile below station. 

o By wading 600 feet upstream.
HORTON, DHOVBH,,"] 

AND HOYT. J HUDSON RIVER DRAINAGE BASIN. 61

Mean daily gage height, in feet, of Catskill Greek at South Cairo, N. Y., for 1904.

Day.

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

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

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

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

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

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

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

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

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

12 ......

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

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

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

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

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

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

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

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

21..............

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

OJ

OF>

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

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

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

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

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

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

Jan.

4.29

4.17

4.32

4.17

4.17

4.12

4.07

3.92

3.87

3.82

3.72

3.62

3.57

3.47

3.52

3.47

3.36

3.36

3.36

3.36

3.36

3.44

5.14

4.51

4.36

4.54

4.96

4.96

4.96

4.96

Feb.

4.56

4.46

4.31

4.66

4.56

4.26

4.28

6.98

4.51

4.86

4.58

4.31

3.52

4.24

4.08

4.01

3.88

3.86

4.01

3.88

3.61

4.26

4.87

4.73

3.90

3.63

3.50

3.30

3.35

Mar.

3.50

3.45

3.50

5.55

6.05

5.40

8.20

7.90

5.85

4.83

4.20

4.30

4.20

4.30

3.90

3.65

3.20

3.80

3.90

5.20

5.05

4.95

7.10

6.40

6.80

8.35

7.35

5.55

4.40

4.60

4.59

Apr.

5.24

7.19

5.69

4.59

4.74

4.84

4.94

4.89

5.29

5.24

4.89

4.69

4.49

4.29

4.14

4.09

4.19

4.39

4.59

4.14

3.89

3.89

3.94

3 84

3.94

3.94

4.32

8.54

6.76

5.79

May.

5.04

4.59

4.64

4.39

4.18

4.03

3.88

3.73

3.58

3.53

3.48

3.33

3.28

3.13

3.28

4.51

4.13

3.88

4.08

4.13

3.88

3.63

3.48

0 00

3.23

3.73

4.23

3.63

3.33

3.33

3.48

June.a

3.38

3.23

3.23

3.13

4.23

3.58

3.43

3.83

9 15

6.75

5.25

4.67

4.17

3.92

3.72

3.52

3.42

3.27

3.02

2.92

2.92

2 Q9

2

*7*)

2 CO

2.52

2.52

2.50

2.70

July.

3.00

2.80

2.50

2.50

2.55

2.40

2.35

2.30

2.40

2.50

2.40

2.40

2.30

2.30

2.30

2.30

2.30

2.45

2.40

2.40

2.40

2.30

2.30

9 on

9 Oft

9 go

2.40

2.40

2.75

2.60

2.65

Aug.

2.45

2.40

2.40

2.40

2.40

2.40

2.30

2.30

2.40

2.40

2.50

2.60

2.45

2.45

2.50

2.40

2.35

2.40

2.40

2.30

2.30

2.30

2.40

2.40

2.40

2.40

2.35

2.30

2.20

2.20

2.20

Sept.

2.30

2.20

2.10

2.40

2.20

2.20

2.20

2.30

2.30

2.30

2.30

'2.30

2.20

2.30

3.10

2.70

2.50

2.30

2.30

2.30

2.30

2.30

2.30

2 30

2.30

2.20

2.30

2.30

2.30

2.45

Oct.

2.40

2.40

2.40

2.40

2.50

2.40

2.40

2.40

2.30

2.30

2.40

2.50

2.60

2.70

2.60

2.50

2.50

2.50

2.50

2.60

4.75

5.30

4 55

4.15

3.95

3.80

3.70

3.60

3.35

3.20

3.10

Nov.

3.10

3.00

2.90

2.80

2.85

2.90

2.90

2.80

2.70

2.70

2.60

2.60

2.60

3.00

3.00

3.40

3.40

3.40

3.35

3.15

3.80

4.70

4.60

4 60

4.45

4.05

3.85

3.80

3.80

3.90

Dec.

3.65

3.35

3.20

3.30

3.25

3.10

3.00

2.90

3.00

2.75

2.40

2.20

2.30

2.40

2.40

2.60

2.75

2.65

2.70

2.80

2.80

2.80

3.00

3 in

 3.10

3.20

3.40

6.15

4.90

4.00

3.80

« After June 1 gage heights affected by dam below station.
62 STREAM MEASUREMENTS IN 1904, PART II. [NO. 125.

Rating table for Catskill Creek at South Cairo, N. }'., for open section from July 4, 1901,

to June 1, 1904.

Gage 

height.

Feet.

2.20

2.30

2.40

2.50

2.60

2.70

2.80

2.90

3.00

3.10

3.20

3.30

3.40

3.50

3.60

3.70

3.80

3.90

4.00

4.10

Discharge.

Second-feet.

16

20

24

28

37

45

55

63

72

88

104

120

136

152

182

213

243

274

304

352

Gage 

height.

Feet.

4.20

4.30

4.40

4.50

4.60

4.70

4.80

4.90

5.00

5.10

5.20

5.30

5.40

5.50

5.60

5.70

5.80

5.90

6.00

6.20

Discharge.

Sfcond-feet.

401

449

498

546

602

657

712

768

824

885

946

1,006

1,067

1,128

1,206

1,285

1,363

1,442

1,520

1,710

Gage 

heignt.

Feet.

6.40

6.60

6.80

7.00

7.20

7.40

7.60

7.80

8.00

8.20

8.40

8.60

8.80

« 9. 00

9.20

9.40

9.60

9.80

10.00

10.20

Discharge.

Second-feet.

1,900

2,106

2,328

2,550

2,822

3,094

3,406

3,758

4,110

4,562

5,014

5,498

6,014

6,530

7,178

7,826

8,524

9,272

10, 020

10, 892

Gage 

height.

Feet.

10.40

10.60

10.80

11.00

11.20

11.40

11.60

11.80

12.00

12.20

12.40

12.60

12.80

13.00

13.50

14.00

14.50

15.00

15.50

16.00

Discharge.

Second-feet.

11, 764

12, 700

13, 700

14, 700

15, 780

16, 860

18,000

19,200

20, 400

21, 920

23, 440

25, 000

26, 600

28, 200

34,000

39, 800

45, 600

51,400

57, 200

63, 000

a Extension by logarithmic diagram above 9.1. 

Mean aaily discharge, in second-feet, of Catskill Creek at South Cairo, N. Y.,for 1904.

Day.

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

2............

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

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

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

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

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

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

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

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

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

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

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

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

1 ^

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

Jan.

(«)

Feb.

(«)

440

2,530

552

746

464

158

420

343

(«)

Mar.

(a)

1,170

1,570

1,070

4 560

3 930

729

401

449

401

449

274

198

Apr.

970

596

679

735

791

763

652

541

444

Q7l >

348

May.

848

596

493

391

318

OfiQ

 T»

176

161

149

125

117

93

117

' 552

Day.

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

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

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

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

21............

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

OQ

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

25............

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

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

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

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

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

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

Jan.

QflQ

982

552

478

(«)

Feb. Mar.

104

243

274

946

854

1,900

2,330

4,900

3,030

1,170

498

602

596

Apr.

396

493

596

372

270

270

255

286

286

459

5,340

2,280

1,360

May.

367

268

338

367

268

192

125

109

222

415

192

125

125

149

« Stream frozen over during remainder of month.
HORTON,

AND HOYT. HUDSON EIVEE DBAINAGE BASIN. 63

Estimated monthly discharge of Catskill Oreek at South Cairo, N. Y., for 1904. 

[Drainage area, '263 square miles.]

Month.

January, 4 days a ...........

March, 28 days «..........._

Discharge in second-feet.

Maximum.

982 

2, 530 

4,900 

5,340

848

Minimum.

478 

158 

104 

255 

93

Mean.

730 

693 

1,340 

889

278

Kun-off.

Second-feet 

per square 

mile.

2.78 

2.64 

5.10 

3.38 

1.06

Depth in 

inches.

0.414

0.884 

5.31 

3.77 

1.22

a Stream frozen over during remainder of month. 

ESOPUS CREEK NEAR OLIVEBRIDGE, N. Y.

A i-inch wire cable, 168-feet span, was erected across the stream 

300 feet above Bishops Falls, May 25, 1903. A cantilever was also 

projected 18 feet over the stream from an abandoned bridge abutment. 

Upon this a weight and chain gage was placed. The stream was 

observed twice each day by Jesse B. Boice. This station is located 

near the site of a proposed storage reservoir. The bed of the stream 

is rock and the banks bold. No overflow takes place. The gaging 

station is in the heart of a precipitous timber-covered mountain drainage basin. There is no storage control of the stream above. The 

bench mark is a chisel draft at upstream corner of the right-hand 

abutment of the abandoned bridge. The elevation of water surface 

when gage reads zero is 81.86. This station site was selected by, and 

the cableway erected for, the engineers of the New York WaterSupply Commission, to show the relation between the discharge at 

this point and at Kingston. Owing to the formation of a gravel bar 

at the mouth of a tributary entering at the cableway the record was 

discontinued in July, 1904.

The observations at this station during 1904 have been made under 

the direction of B. E. Horton, district hydrographer.

Discharge measurements of Esopus Ch'eek near Olivebridge, N. K, in 1904-

Date.

June 30. .......

Hydrographer.

R. E. Horton............

Area of 

section.

Sq./eet.

158

Mean 

velocity.

Feet per sec.

1.11

Gage 

height.

Feet.

1.35

Discharges

Sec.-feet.

143

a Gravel Island, upstream angle varies.
64 STREAM MEASUREMENTS IN 1904, PART H. [NO. 125. 

Mean daily gage height, in feet, of Esopus Qreek near Olivebridge, N. Y., for 1904.

Day.

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

2...........

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

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

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

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

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

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

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

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

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

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

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

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

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

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

Jan.

1.82

1.78

1.77

1.72

1.70

1.72

2.08

2.56

2.60

2.66

o go

2.62

1.94

2.50

2.38

2.38

Feb.

1.94

1.72

1.82

1.74

1.79

1.77

2.86

3.18

2.52

2.26

2.07

1.96

1.78

'Mar.

1.71

1.77

2.12

1.93

1.87

3.25

4.45

3.27

2.78

9 53

2.33

2.25

2.12

2.05

1.97

Apr.

3.19

3.35

2.96

2.63

2.57

2.49

2.67

2.81

3.49

3.55

3.08

2.81

2.61

2.44

2.30

2.27

May.

2.96

2.67

2.50

2.38

2.26

2.18

2.10

2.02

1.97

1.91

1.89

1.81

1.76

1.72

2.06

2.20

June.

1.66

1.70

1.81

1.67

1.61

1.61

1.96

1.94

3.20

3.15

2.49

2.25

2.06

1.99

1.87

1.87

Day.

17..........

18..........

19..........

20..........

21 ..........

22..........

23..........

24..........

25..........

26 ..........

27..........

28..........

29..........

30 ..........

31..........

Jan.

2.36

2.38

2.36

2.42

2.48

9 74

3.60

2.68

2.28

2.20

2.12

1.97

2.04

1.97

1.96

Feb.

1.76

1.77

1.88

1.89

1.85

1.86

2.34

2.09

1.94

1.81

1.91

1.87

1.77

Mar.

1.79

1.90

1 17

2.25

2.09

2.07

2.65

2.77

3.05

5.21

4.03

3.15

2.75

2.52

2.42

Apr.

2.09

2.04

1.96

1 ft!

i on

1.86

1.84

1.91

2.07

2.12

3.89

3.78

3.21

May.

2.03

2.02

2.11

2.30

2.16

2.06

2.01

1.97

1.94

1.93

1.88

1.80

1.70

1.70

1.67

June.

1.87

1.73

1.67

1.67

1.64

1.61

1.56

1.50

1.47

1.41

1.35

1.81

1.31

1.44

Rating table for Esopus Creek near Olivebridge, N. Y.,from May 25, 1903, to June 30,1904.

Gage 

height.

Feet.

1.00

1.10

1.20

1.30

1.40

1.50

1.60

1.70

1.80

1.90

2.00

2.10

2.20

Discharge.

Second-feet.

55

81

107

138

173

208

263

318

381

453

525

622

718

Gage 

height.

Feet.

2.30

2.40

2.50

2.60

2.70

2.80

2.90

3.00

3.10

3.20

3.30

3.40

3.50

Discharge.

Second-feet.

815

911

1,010

1,140

1,280

1,420

1,550

1,690

1,840

1,990

2,140

2,290

2,440

Gage 

height.

Feet.

3.60

3.70

3.80

3.90

4.00

4.10

4.20

4.30

4.40

4.50

4.60

4.70

4.80

Discharge.

Second-feet.

2,610

2,770

2,940

3,100

3,270

3,460

3,650

3,840

4,030

4,220

4,440

4,660

4,880

Gage 

height.

Feet.

4.90

5.00

5.10

5.20

5.30

5.40

5.50

5.60

5.70

5.80

5.90

6.00

Discharge.

Second-feet.

5,100

5,320

5,560

5,790

6,030

6,260

6,500

6,760

7,020

7,280

7,540

7,800

NOTE. Discharge for gage heights above 5 feet from logarithmic extension of rating curve.
HOHTONj GROVER 

AND HOYT

VER.J RIVER DRAINAGE BASIN. 65

Mean daily discharge, in second-feet, of Esopus Creek near Olivebridge, N. Y.,for 1903

and 1904.

Day.

1903. 

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

]9..............

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

21...........

 »

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

124............

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

28..... ..

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

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

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

1904. 

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

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

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

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

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

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

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

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

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

19

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

Jan.

395 

367 

359 

329 

318 

329 

603 

1,0*8 

1,140 

1, 224 

1,168 

1,168 

482 

1,010 

892 

892 

873 

892 

873 

931

Feb.

48'2 

329 

395 

340 

374 

359 

1,498 

1,960 

1,036 

815 

776 

622 

593 

564 

496 

367 

352 

359 

439 

446

Mar.

323 

359 

641 

718 

475 

431 

2,060 

4,120 

2, 095 

1,392 

1,049 

844 

766 

641 

573 

503 

374 

453 

503 

766

Apr. May.

1,975 

2,220 

1,634 

1,182 

1,101 

1,000 

1,238 

1,433 

2,425 

2,520 

1,810 

1,433 

1,154 

951 

815 

786 

680 

612 

564 

496 

«Ab

94 

81 

60 

73 

68 

68 

68

1,634 

1,238 

1,010 

892 

776 

699 

622 

544 

503 

460 

446 

388 

352 

329 

583 

718 

554 

544 

632 

815 

ove rat

June.

60 

68 

65 

39 

52 

55 

52 

117 

152 

84 

124 

3,940 

2,290 

1,662 

2,290 

1,840 

1,308 

1,010 

815 

853 

3,202 

2,260 

2, 220 

3,460 

2, 290 

1,480 

1,080 

796 

1,088 

931

296 

398 

388 

301 

268 

268 

496 

482 

1,990 

1,920 

1,000 

766 

583 

518 

431 

431 

431 

334 

301 

301 

ng tab

July.

815 

622 

482 

453 

410 

340 

307 

268 

252 

230 

201 

183 

187 

152 

141 

131 

. 97 

99 

208 

159 

252 

180 

345 

219 

173 

152 

134 

127 

110 

145 

148

296 

190 

159 

145

Aug.

124 

110 

104 

155 

1,140 

670 

699 

475 

395 

367 

307 

381 

285 

252 

219 

246 

241 

208 

187 

1,080 

641 

453 

410 

374 

352 

381 

307 

395 

7,072 

3, 992 

3,308

Sept.

1,975 

1, 392 

970 

796 

622 

511 

439 

367 

329 

296 

252 

235 

230 

208 

187 

176 

489 

544 

323 

263 

230 

208 

201 

180 

169 

159 

159 

166 

145 

131

Oct.

117 

112 

112 

97 

112 

115 

104 

892

(«) 

7, 020 

3,202 

2,110 

1,446 

1,080 

931 

737 

660 

853 

699 

670 

603 

544 

544 

518 

511 

388 

367 

352 

345 

340 

312

Nov.

307 

301 

296 

285 

381 

323 

241 

274 

274 

274 

263 

257 

241 

230 

230 

252 

796 

1,080 

853 

680 

583 

564 

535 

503 

446

aw

340 

352 

296 

329

Dec.

323 

318 

285 

323 

381 

323 

219 

213 

208 

235 

274 

307 

1,406 

603 

439 

439 

410 

367 

279 

1,676 

2,706 

1,480 

980 

825 

815 

825 

482 

467 

395 

446 

403

e.

IRR 125 05 5
66 STREAM MEASUREMENTS IN 1904, PART II. [NO. 125. 

Mean daily discharge, in second-feet, of Esopus Creek near Olivebridge, N. Y., etc. Cont'd.

Day.

1904.

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

OQ

24 ....

25..............

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

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

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

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

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

Jan.

1,336

2,610

1 OIW

718

641

503

564

503

49ti

Feb.

853

612

482

431

359

Mar.

593

1,378

5,814

3,327

931

Apr.

482

453

424

460

r^qo

641

May.

680

583

635

503

482

475

439

381

318

318

301

June.

285

241

208

1Q7

176

155

388

141

187

July. Aug. Sept. Oct. Nov. Dec.

Estimated monthly discharge of Esopus Creek near Olivebridge, N. Y., for 1908 and 1904. 

[Drainage area, 242 square miles.]

, Month.

1903. 

May 25-31..................

June .......................

July........................

August ...--,.-..-......._..

September ..................

October, 30 days ............

November ..................

December ..................

1904.

February ...... ............

May....-..-...-.-.--.......

June -.-.-...........-.-....

Discharge in second-feet.

Maximum.

94 

3,940 

815 

7,072 

1,975 

(a) 

1,080 

2,706

2,610 

1,960 

5,814 

3,084 

1,634 

1,990

Minimum.

60 

39 

97- 

104 

131 

97 

230 

208

318 

329 

323 

410 

301 

141

Mean.

73 

1,189 

249 

817 

412 

863 

405 

608

830 

587 

1,259 

1,250 

605 

472

Run-off.

Second-feet 

per square 

mile.

0.302 

4.91 

1.03 

3.38 

1.70 

3.57 

1.67 

2.51

3.43 

2.43 

5.20 

5.17 

2.50 

1.95

Depth in 

inches.

0.079 

5.48 

1.19 

3.90 

1.90 

3.98 

1.86 

2.89

3.95 

2.62 

6.00

5.77 

2.88 

2.18

« Above rating table. 

ESOPUS CREEK AT KINGSTON, N. Y.

A gaging station was established at the Washington Street Bridge 

on Esopus Oeek, in Kingston, N. Y., July 5,1901. The stage of the 

stream has been observed twice each day from a chain and weight 

gage attached to the bridge. In winter and at times wheo the stream
HORTON, GKOVEEH 

AND HOYT. J HUDSON EIVER DEAINAGE BASIN.

was more or less obstructed by ice special discharge measurements 

were made from wliich a rating curve applicable to periods when the 

stream was frozen have been derived. This gives a considerably 

smaller discharge at a given stage of the stream than does a regular 

rating curve for the cross section derived from the measurements in 

open section.

The observations at this station during 1904 have been made under 

the direction of E. E. Horton, district hydrographer.

Discharge measurements of Esopus Creek at Kingston, N. Y., in 1904-

Date.

June 20.. ......

September 15 ..

Hydrographer.

E. E. Horton...........

Covert and Swancott. ... 

.....do. ................

Area.

Sq.Jt, 

255

506 

269

Mean 

velocity.

Ft. per sec. 

0.84

2.28 

1.0-4

Gage 

height.

Feet. 

4.72

7.18 

5.15

Discharge.

Second-feet. 

214

a 1, 161 

281

"Approximate; stream rising rapidly. 

Mean daily gage height, in feet, of Esopus Creek at Kingston, N. Y.,for 1904-

Day.

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

2..............

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

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

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

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

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

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

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

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

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

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

-10

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

1 F»

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

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

19

21..............

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

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

25..............

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

°8

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

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

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

Jan.

7.61

7.41

6.71

6.26

6.71

6.69 

6.89

6.83

6.71

6.81

6.71

6 46

6.36

6.41

6.37

6.16

5.99

5.81

5.76

6.11

7.96

10.91

9.41

8.61

8.26

7.76

7 66

7.76

7.55

Feb.

7.41

6.16

7.01

6.96

6.81

6.73 

7.46

12.17

9.85

8.99

8.51

8.31

7.86

7.76

7.41

6.86

6.72

7.91

9.73

8.51

8.09

7.46

7.41

7 ^

7 °J

Mar.

7.26

7.26

7.36

9.45

8.15

7.74 

9.26

18.23

14.85

12.18

10.95

9 10

8.65

8.25

7.80

7.40

7.60

7.78

8.39

9.74

14.63

13.66

10.50

9 20

8.40

8.28

Apr.

10.85

11.48

10.13

9.08

8.62

8.41

8.92

10.07

9.82

9

AO

8.47

8.00

7.09

6.86

6.58

6.41

6.27

6.17

6.21

6

X.Q

6.75

9 60

n

RO

9.85

May.

9.35

8.60

8.05

7.70

7.37

7.09 

6.85

6.46

6.19

5 92

5.82

5

QO

7.28

6.83

6.73

7.01

7.67

6.45

6.31

6.08

6.11

6.11

5.51

5.58

June.

5.44

5.40

5.80

5.50

5.31

5.30

6.27

12.14

11.14

6.63

7 91

7.23

6.79

6.46

6 19

5

QO

5.71

6 Kin

5.40

5.29

5.16

K ni

5.10

4.95

4.75

4.69

4.70

4.72

July.

6.27

5.18

4.85

4.74

4.65

4.62 

4.66

4.65

4.59

4.48

4.48

4.45

4.34

4 30

4.33

4.59

4.88

4.58

4.36

4.28

4.10

4.40

4.33

4.33

4.18

4.82

4.51

Aug.

4.32

4.32

4.28

4.29

4.19

4. 22 

4.09

4.11

4.19

4.21

6.25

4.76

4.62

4 46

4.26

4.36

5.06

6.11

5.31

4.83

4.65

4.57

4.47

4.44

4.37

Sept.

4.37

4.30

4.31

4.81

4.70

4.57 

4.36

4.29

4.30

4.31

4.29

4 09

4.44

7 90

5.68

5.33

5.14

4 90

4.80

4.52

4 50

Oct.

4.82

4.58

4.50

4.52

4.32

4.32 

4.38

4.30

4.25

4.28

4.35

4 90

4.88

4.60

4.58

4.50

11.29

8.42

6.25

5.70

Nov.

5.58

5.48

5.38

5.30

5.25

5.32 

5.32

5.15

5.10

5.02

4 98

4 90

5.80

5.65

5.62

5.52

5.42

5 OX

5.88

6.40

6.18

5 95

5

rrf\

5

QO

Dec.

5.52

5.50

5.55

5.88

5.40

5.32 

5.42

5.30

5.29

4 90

4.80

5.12

5.00

4.88

5.12

5.08

5.12

5 1 ^

5.12

5.05

5

AQ

5.45

9 f\f\

8.71

8.18
68 STEEAM MEASUREMENTS IN 1904, PART II. I NO. 125. 

Rating table for Esopus Creek at Kingston, N. Y., from July 5, 1901, to December SI, 1904.

Gage 

height.

Feet.

3.50

3.60

3.70

3.80

3.90

4.00

4.10

4.20

4.30

4.40

4.50

4.60

4.70

4.80

4.90

5.00

5.10

5.20

5.30

5.40

5. 50

5.60

5.70

5.80

5.90

6.00

6.10

6.20

6.30

6.40

6.50

Discharge.

Second-feet.

8

22

36

49

63

77

94

110

127

143

160

180

200

220

240

260

285

309

334

358

383

412

441

469

498

527

562

596

631

665

700

Gage 

height.

Feet.

6.60

6.70

6.80

6.90

7.00

7.10

7.20

7.30

7.40

7.50

7.60

7.70

7.80

7.90

8.00

8.20

8.40

8.60

8.80

9.00

9.20

9.40

9.60

9.80

10.00

10.20

10.40

10.60

10. 80

11.00

Discharge.

Second-feet.

741

782

823

864

905

950

995

1,040

1, 085

1, 130

1,179

1,227

1,276

1, 324

I

O^O 

, Orfo

1, 480

1, 587

1, 700-

1,820

1,940

2,074

2, 208

2,348

2,495

2,642

2, 797

2,952

3, 112

3,276

3,440

Gage 

height.

Feet.

11.20

11.40

11.60

11.80

12.00

12.20

12.40

12.60

12.80

13. 00

13. 20

13. 40

13. 60

13.80

14.00

14.20

14.40

14. 60

14.80

n 15. 00

15. 20

15. 40

15.60

15. 80

16. 00

16.20

16.40

16.60

16.80

17. 00

Discharge.

Second-feet.

3,620

3, 800

3,980

4,160

4,340

4, 528

4,716

4,909

5, 107

5, 305

5, 499

5,693

5, 888

6,084

fi, 280

6,484

6,688

6, 894

7,102

7,310

7, 522

7,734

7,950

8,170

8,390

8,666

8,942

9,204

9,452

9,700

Gage 

height.

Feet.

17.20

17.40

17.60

17.80

18.00

18.20

18.40

18.60

18.80

19.00

19.20

19.40

19.60

19.80

20. 00

20.20

20.40

20.60

20.80

21.00

21.50

22. 00

22. 50

23. 00

23.50

24.00

24.50

25. 00

25. 50

26.00

Discharge.

Second -feet.

9,940

10, 180

10, 420

10,660

10, 900

11, 220

11, 540

11, 840

12, 120

12, 400

12, 720

13, 040

13, 340

13, 620

13, 900

14, 240

14, 580

14, 920

15, 260

15, 600

16, 500

17, 400

18, 350

19, 300

20, 300

21,300

22, 350

23, 400

24, 500

25, 600

« Logarithmic extension above 15 feet.
HUDSON EIVEE DRAINAGE BASIN. 69

Mean daily discharge, in second-feet, of Esopus Creek at Kingston, N. Y., for 1904.

Day.

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

o

^

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

5.......

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

,0

O^

04

°5

26....

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

28........ .

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

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

31.........

Jan.i

955

608

476

608

608

674

649

608

V>Q

50°

516

509

450

365

365

354

1,120

1 930

1,460

1,270

1,030

978

1,030

Feb. a

707

690

641

616

2,210

1,070

1,020

932

682

649

1,090

888

Mar.«

848

1,960

1,220

1,020

1,840

(')

5,410

1,480

1,270

1,0.50

868

955

747

1,580

1,390

1,950

2, 450

2,600

2,070

1,590 

1,520

Apr.

3 3^0

3

C7fi

2,740

1,990

1,710

1, 590

2, 700

1,960

1,620

945

848

790

733

669

620

586

600

QAO

3,910

2,530

May.

2, 170

1,700

1,400

1,230

1,070

946

844

753

475

504

835

742

794

910

1, 210

683

634

555

565

406

ase

June.

368

358

469

Q'}Q

f7KO

1, 330

819

507

jm

383

OIVW

331

285

050

210

200

198

200

204

July.

304

230

208

190

184

192

190

178

157

157

152

133

127

123

132

236

137

120

123

115

94

143

1 39

107

162

Aug!

130

130

123

125

113

92

95

108

112

614

270

184

153

147

120

107

164

565

368

336

292

226

226

174

155

150 

138

Sept.

127

128

222

200

137

125

127

1OQ

T'5

go

117

150

1,004

716

434

341

294

220

196

184

178

164

160

170

164

160

200

Oct.

176

160

164

130

130

110

119

147

'MO

236

160

176

160

3,700

6,120

2 000

1,600

995

831

720

534

484 

440

Nov.

406

378

353

334

321

339

339

297

284

284

264

256

240

469

426

418

447

389

363

346

492

665

613

589

569

512

440

527

504

527

Dec.

397

492

ft 277

257

277

257

257

180

217

197

180

237

217

217

217

237

217

197

197

237

297

2,050

1,510 

1,240

a Record from January 1 to March 20 from ice curve.

6 Record from December 5 to December 31, inclusive, from ice curve.

' Above rating- table.

d Record approximate. Ice jam below bridge December 28 to 31.

Estimated monthly discharge of Esopus Creek ot Kingston, N. Y.,for 1904. 

[Drainage area, 324.5 square miles.]

Month.

February ...................

March, 30 days. . ............

April .......................

May .......................

June .......................

July .......................

August .........._ _.._...._.

October ....................

December ..................

Discharge in second-feet.

Maximum.

2,900 

3,710 

6,920 

3,910 

2,170 

4,480 

620 

614 

1,004 

6,120 

665 

2.660

Minimum.

354 

450 

747 

586 

386 

198 

94 

92 

92 

119 

240 

146

Mean.

802 

1,089 

2,112 

1,725 

' 818 

701 

178 

201 

227 

688 

413 

466

Run-off.

Second-feet 

per square 

mile.

2.47 

3.36 

6.51 

5.32 

2.52 

2.16 

.549 

.619 

.700 

2.12 

1.27 

1.44

Depth in 

inches.

2.85 

3.62 

7.26 

5.94 

2.91 

2.41 

.633 

.714 

.781 

2.44 

1.42 

1.66
70 STREAM MEASUREMENTS IN" 1904, PART II. [NO. 125.

WAPPINGER CREEK NEAR WAPPINGER FALLS, N. Y.

This station was established at the first highway bridge crossing 

Wappinger Creek above the village of Wappinger Falls, May 19,1903.

Observations of the stage of the stream on a graduated vertical 

scale attached to the central bridge pier are taken twice each day by 

Lee Jackson. Wappinger Creek is tributary to Hudson River. The 

drainage basin comprises a hilly plateau 400 to 600 feet above tide, 

nearly rectangular in shape, and including numerous small lakes and 

marsh areas. Winding branched tributaries gather the run-off from 

the numerous hills which dot the area. At a point about 16 miles 

from the mouth of the stream the basin becomes much narrower and 

the differences of elevation are of less magnitude. The stream flows 

near the right-hand side of a valley 3 to 4 miles in width, gradually 

descending to Wappinger Falls, where it makes a sudden descent to 

nearly tide-water level, the elevation of the Wappinger Pond being

about 78 feet. a

Drainage areas of Wappinger Creek.

Location.

West Branch above mouth ................................

Wappinger Creek above Central Falls ......................

Wappinger Creek above gaging station .....................

Area, place 

to place.

40.0

67.4

33.8

33.8

14.7

4.78

7.81

13.7

Total 

area, square 

miles.

40.0

107.4

33.8

141.2

175.0

189.7

194.4

202.2

215.9

The bridge from which the gagings are made has two spans of 43.4 

feet and 46.5 feet, respectively. The channel of the stream is sand and 

gravel, with some bowlders. The stream is straight for a distance of 

about 250 feet above the bridge and about 300 feet downstream from 

the bridge. The bench mark is a spike in the root of blazed tree, south 

side of road, 50 feet east of bridge. Assumed elevation is 100.00 feet. 

Elevation above datum plane of gage is 90.81 feet. But little power 

is developed on the stream. At Wappinger Falls a bleaching and 

dyeing establishment utilizes 22 feet fall.

The observations at this station during 1904 have been made under 

the direction of R. E. Horton, district hydrographer.

a The drainage basin is shown on the Poughkeepsie, Rhinebeck, Millbrook, and Clove sheets of the 

United States Geological Survey Topographic Atlas, from which the drainage area as given has been 

determined.
H°ARND Horr°VBEj] HUDSON EIVEK DEALNAGE BASIN. 71

Discharge measurements of Wappinger C^reek near Wappinger Falls, N. T., in 1904.

Date.

June 29........

Hydrographer.

E. E. Horton ............

Area of 

section.

Sq. feet. 

151

325

Mean 

velocity.

Ft. per sec. 

0.57

1.35

Gage 

height.

Feet. 

0.45

2.04

Discharge.

Sec.-feet. 

86

438

Mean daily gage height, in feet, of Wappinger Creek near Wappinger Falls, N. Y.,for

1904-

Day.

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

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

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

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

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

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

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

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

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

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

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

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

19

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

21............

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

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

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

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

29

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

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

Jan.

2.20

2.20

2.20

2.20

2.20

2.20

2.20

2.20

5.15

3.70

3.30

Peh.

3.70

3 7ft

3.70

3.70

2.80

3.45

4.85

3.30

3.10

4.20

3.45

2.80

2.90

3.30

Mar.

 > go

2.75

4 ''0

5.00

3.70

3.65

8.60

6.30

4.65

9 95

1.75

1.45

9 4Q

o 7ft

2 50

2.55

2.30

1.85

1.95

Apr.

o 71^

3.20

2 OP:

2.55

2.20

2.00

2.05

2.05

2.05

9 ft^

2.05

1.80

1.75

1.65

1.35

1.25

1.15

1.05

1.05

1.05

1.10

1.15

o QQ

2.35

May.

1.80

1 55

1.50

1.45

1.35

1.25

1.15

1.15

1 05

1 05

.95

90

.85

.85

1 °0

1.15

1 05

OK

90

.85

.85

1 40

o 95

9 oo

1.25

1.35

June.

i -IK

1.00

95

.95

.95

1.55

1.55

1.40

4.75

3

0^

3 1ft

2 °5

1 90

1.65

i ^ft

1.15

i ftft

96

.85

.85

.75

.70

.65

.65

.65

.55

.90

July.

9 90

1.55

.85

.85

1.10

.80

.66

.55

.55

.60

.65

.60

.50

.45

.45

.45

.80

1.20

.70

.55

.50

.45

.45

.43

.35

.35

.35

.35

.35

.45

Aug.

.15

.15

.15

.15

.15

.15

.10

.15

90

60

95

.15

.25

.40

.05

.05

- .05

.00

Sept.

- .10

- .05

.00

- .05

- .05

.05

- .05

- .05

2.85

1.95

1.48

1 00

.85

.78

.72

1.12

1.25

1.18

1.00

.98

.95

Oct.

.92

.80

.75

.72

.70

.65

.62

.60

.58

.52

1.00

1.42

1.15

.95

.78

.75

.72

.70

.65

1.75

2.95

2.20

1.72

1.52

1.42

1.38

1.25

1.12

1.00

.95

Nov.

0.90

.88

.85

.80

.80

.80

.78

.75

.72

.70

.70

.70

1.00

1.30

1.22

1.18

1.12

.95

.90

.82

.72

.65

.60

.78

98

.90

1.25

1.18

Dec.

1.22

1 30

1.40

1.38

1.35

1.30

1.30

1.30

1.30

1 30

1.30

1.30

1.30

1.30

1 30

1.40

1.30

1.58

4.40

4.05

3.50

3.20

CROTON RIVER AT OLD CROTON DAM, NEW YORK.

Croton River drains an area of rough, irregular topography situated 

east of Hudson River, to which it is tributary at Croton Landing. 

A gaging record has been maintained, beginning January, 1868, at 

the old Croton dam. The record includes the amount wasted over the 

dam and the diversion to New York City for municipal supply through 

Croton aqueduct. 05 The following table shows the monthly mean dis-

«Pull description of methods of gaging, and results for the years 1868 to 1899, inclusive, may he 

found in Supplement, State Engineer's Report for 1902. Report on Gaglngs of the Volume of Discharge of Streams, hy Rohert E. Horton, hydrographer, pp. 290-299, inclusive.
STKEAM MEASUREMENTS IN 1904, PART II.

charge at the Croton dam from July, 1901, to September, 1903, inclusive. The data given has been deduced from a table of 3rield in 

gallons per square mile per day, given in Report of New York Water 

Supply Commission, page 220. The drainage area above the old 

Croton dam is 338.8 square miles, comprising 3.6 per cent water 

surface.

Estimated monthly discharge of Croton River at old Croton dam, New York, 1901-1903. 

[Drainage area, 3C9 square miles.]

Month.

1901.

August ...............................

September ............................

1902.

February .............................

March ................................

May .................................

July .................................

October ...... ........................

November ............................

December ............................

Tlie year

1903.

May. .................................

June .................................

Julv ..................................

August ...............................

Mean discharge in secondfeet.

393 

1,119 

644 

752 

359 

1, 308

1,166 

803 

2,962 

922 

515 

241 

220 

183 

170 

654 

451 

1,484

1,050 

1,156 

1,776 

1,027 

210 

956 

454 

454 

549

Gallons per 

square mile 

per day.

749, 000 

2, 131, 006 

1, 232, 000 

1, 432, 000 

685, 000 

2, 491, 000

2, 223, 000 

1, 529, 000 

5, 638, 000 

1, 759, 000 

982, 000 

458, 000 

422, 000 

352, 000 

322, 000 

1, 246, 000 

860, 000 

2, 827, 000

1, 998, 000 

2, 202, 000 

3, 380, 000 

1, 957, 000 

399, 000 

1, 818, 000 

867, 000 

867, 000 

1, 051, 000

Run-off.

Second-feet 

per square 

mile.

1.16 

3.30 

1.90 

2 22 

1.06 

3.86

3.44 

2.37 

8.74 

2.72 

1.52 

.711 

.649 

.540 

.501 

1.93 

1.33 

4.38

2.40

3.10 

3.41 

5.24 

3.03 

.619 

2.82 

1.34 

1.34 

1.62

Depth 

in 

inches.

1.34 

3.80 

2.12 

2.56 

1.18 

4.45

3.97 

2.47 

10.08 

3.03 

1.75 

.793 

.748 

.623 

.559 

2. 22 

1.48 

5.05

32.77

3.57 

3.54 

6.04 

3.38 

.714 

3.15 

1.54 

1.54 

1.81
PASSAIC RIVER DRAINAGE BASIN. 73 

MISCELLANEOUS MEASUREMENTS IN HUDSON RIVER DRAINAGE BASIN.

The following miscellaneous measurements were made in the Hudson River drainage basin during 1904, by R. E. Hortoii.

Miscellaneous measurements in Hudson River drainage basin.

Date.

May 18 ........

September 13 . .

Stream.

Nine Mile Creek .....

....do ...............

feeder.

Locality.

Oriskany, N. Y. 

....do................

Glen Falls, N. Y......

Gage 

height.

Feet. 

"21.04

a 22. 17

Z»9. 57

Discharge.

Second-feet. 

39

20

302

a Distance of water surface below the top of the outer downstream tie bar, 15 feet from the left end 

of the bridge.

ft Distance of water surface below the top stone of the bridge seat at the left end, downstream 

side.

PASSAIC RIVER DRAINAGE BASIN.

Passaic River rises in Somerset and Morris counties, N. J. Above 

its confluence with Pompton River, its main tributary, it meanders 

through a flat country of Triassic red sandstone, to which in large 

measure must be attributed the turbidity of its waters. In contrast 

with the sluggish, muddy character of the Passaic, the Pompton is a 

rapid stream and its waters are clear. It drains parts of Sussex, Passaic, and Morris counties, and traverses for a large part of its course 

a country of hard, crystalline rocks and heavy forests, the general 

level of which is several hundred feet above that of the Passaic. At 

their confluence the Pompton enters with a current which carries it 

well toward the right bank of the Passaic, and at times of flood 

causes much backwater in the latter.

The flow of Passaic River is of special interest from the fact that 

several large cities in its drainage basin take their public water supply 

from it, and because of the valuable water-power privileges along its 

course, particularly at the city of Paterson. Several cities, including 

Paterson and Passaic, throw their sewage into this stream, and in the 

lower part of its course it becomes so polluted as to be offensive to 

property holders along its banks and to seriously interfere with the 

comfort and health of the inhabitants of several towns.

The highest recorded flood which has occurred on this drainage 

basin was that of October, 1903. The estimated discharge at Dundee 

dam was 35,800 second-feet. This flood is fully described in WaterSupply Paper No. 92. The flood began at 6.30 p. m. October 8,1903, 

and lasted until midnight October 18, 1903, the maximum height being 

reached at 9 p. m. October 10, 1903. There was a total rainfall of 

11.74 inches in thirty-six hours.
STEEAM MEASUREMENTS IN 1904, PART II. [NO. 125.

The United States Geological Survey maintained gaging stations in 

this basin in 1904 as follows: Passaic River at Milling-ton, N. J.; 

Passaic River near Chatham, N. J.; Pompton River at Pompton 

Plains, N. J.; Ramapo River near Mahwah, N. J.; Wanaque River 

near Wanaque, N. J.; Rockaway River near Boonton, N. J.

PASSAIC RIVER AT MILLINGTON, N. J.

This station was established November 25, 1903, by F. H. Tillinghast. It is located at the lower highway bridge at Millington, N. J. 

The standard boxed chain gage is fastened to the wooden hand rail on 

the downstream side of the bridge. The pulley wheel is located at a 

point 24 feet from the right abutment. The length of the chain from 

the end of the weight to the marker is 14.17 feet. Bench mark No. 1 

is a square chisel draft on the corner of the right abutment at the 

downstream side. Its elevation is 11.82 feet above gage datum. 

Bench mark No. 2 is the top of a nail 2 feet from the ground in an elm 

tree 150 feet east of the bridge. Its elevation is 13.57 feet above gage 

datum. Bench mark No. 3 is the top of the circular iron bridge chord 

or tension bar directly under the pulley. Its elevation is 8.97 feet 

above gage datum. Bench mark No. 4 is the top of the wooden rail 

of the bridge at the pulley. Its elevation is 13.44: feet above gage 

datum. Discharge measurements are made from the downstream side 

of the old wooden truss bridge, to which the gage is attached. The 

bridge has a span of 69.7 feet. The initial point for soundings is the 

vertical face of the right abutment on the downstream side. The channel is straight for 600 feet above and 200 feet below the station. The 

current has a moderate velocity. Both banks are high, without trees, 

and are not subject to overflow. The bed of the stream is composed 

of gravel, with a few scattered bowlders, and is permanent. The section is shallow. There is but one channel at all stages. The gage is 

read twice each day by Mary I. Bray.

The observations at this station during 1904 have been made under 

the direction of N. C. Grover, district hydrographer.

Discharge measurements of Passaic River at Millington, N. J., in 1904-

Date.

April 9 ........

May 13........

June 4.. .......

August 1 .......

November 9 . . .

Hydrographer.

F. H. Tillinghast....

J. C. Hoyt..........

.....do .............

H. D. Comstock.....

Width.

Feet, 

65

57

63

55

62

Area of 

section.

Sq.feet. 

90

37.2

63.

27.

44.

Mean 

velocity.

Ft. per sec, 

1.48

1.02

1.19

.77

.88

Gage 

height.

Feet. 

2.12

1.36

1.65

1.20

1.42

Discharge.

Sec.-feet. 

133.

37.8

75.

21.

38.
PASSAIC EIVER DRAINAGE BASIN. 75

Mean daily gage height, in feet, of Passaic River at Millington, N. J., for 1904-

Month.

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.

9 90

2.15

2.15

2.12

2.10

2.08

2.05

2.00

2.00

2.00

2.00

2.00

2.15

2.15

2.15

2.15

2.15

2.15

2.12

2.10

2.15

4.78

5.90

5.00

3.88

2.80

2.68

t 65

2.65

2.60

Feb.

2.60

2.55

2.50

2.50

2.45

2.42

2.45

o gg

o go

o g5

 ~> «0

2.55

2.50

2.45

2.42

2.40

2.35

2.35

2.35

2.35

2.35

5.92

6.72

6.45

5.12

3.50

2.75

2.82

3.35

Mar.

3.00

2.92

3.00

3.45

3.18

2.98

3.90

7.18

3.95

o 08

1.98

1.95

1.90

1.90

2.25

3.00

2.82

2.75

3.05

2.98

2.85

2.75

2.78

2.51

2.35

2.20

2.38

Apr.

3.45

4.00

3.50

2.90

2.52

2.28

2.20

2.12

2.15

2.35

2.25

o Q8

o oo

1.90

1.78

1.70

1.60

1.60

1.60

1.55

1.55

1.50

1.50

1.42

1.42

1.75

2.45

2.55

2.45

May.

2.30

"2.45

2.20

2.02

1.88

1.72

1.68

1.65

1.55

1.50

1.52

1.35

1.52

1.48

1.45

1.42

1.45

1.55

1.38

1.38

1.30

1.30

1.30

1.30

1.15

1.18

1.90

June.

1.95

1.78

1.60

1.60

1.62

1.65

1.68

1.52

1.32

1.25

1.28

j 09

1.20

1.20

1.20

1.18

1.15

1.15

1.10

1.10

1.05

 1.05

1.10

1.10

1.12

1.20

July.

1.25

1.15

1.10

1.10

1.03

1.10

1.20

1.65

1.72

1.35

1.28

1.22

1.15

1.12

1.08

1.20

1.25

1.15

1.15

1.08

1.08

1.08

1.12

1.10

1.10

1.10

1.52

1.45

1.25

Aug.

1.28

1.58

1.85

1.58

1.60

2.05

2.00

1.95

1.90

2.52

2.58

2.40

2.12

1.88

1.65

1.52

1.40

1.35

2.32

2.75

2.60

2.40

2.25

1.95

1.65

1.48

1.40

1.32

1.30

1.25

Sept.

1.25

1.20

1.20

1.20

1.20

1.12

1.10

1.18

1.12

1.12

1.10

1.10

1.10

1.60

4.92

4.80

4.30

3.75

3.25

2.80

2,40

2.08

1.80

1.62

1.58

1.50

1.45

1.42

1.35

1.40

Oct.

1.30

1.30

1.30

1.30

1.30

1.30

1 25

1.20

1.35

1.32

1.30

1.72

1.90

1.85

1.68

1.55

1.42

1.40

1.40

1.40

2.35

4.05

3.40

3.10

2 72

2.40

2.18

1.92

1.80

1.72

1.68

Nov.

1.60

1.50

1.48

1.52

1.48

1.42

1.40

1.40

1.40

1.40

1.52

1.52

1.70

2.42

2.45

2.22

2.10

1.92

1.78

1.70

1.68

1.60

1.52

1.50

1.50

1.45

1.40

1.65

1.60

1.3S

Dec.

1.42

1.35

1.32

1.25

1.88

1.88

1.58

1.52

1.40

1.38

1.40

1.48

1.50

1.50

1.50

1.52

1.55

1.65

1.65

1.65

1.65

1.65

1.68

1.70

1.78

1.90

1.95

2.18

0 28

2.25

2.25

NOTE. River frozen from January 1 to March 8. February 22, highest reading, 7.00; March 8, 

highest reading, 7.50. 

During the frozen period the gage heights are to the surface of the ice.
76 STEEAM MEASUBEMENTS IN 1904, PABT II. [NO. 125.

PASSAIC RIVER NEAR CHATHAM, N. J.

This station was established February 10,1903, by the United States 

Weather Bureau, by which it is maintained. It is located at the 

second bridge, about 1| miles upstream from Chatham, N. J, The 

original gage consists of a 2 by 12 inch board spiked to the upstream 

wing wall of the right abutment. On December 12, 1903, a standard 

chain gage wy as installed on the downstream side of the bridge; the 

length of the chain from the end of the weight to the marker is 15.59 

feet. Bench mark No. 1 for the new gage is the corner of the top 

of the right abutment on the upstream side. Its elevation is 10.31 

feet above the datum of the chain gage. Bench mark No. 2 is the 

upper surface of the upper chord directly over the gage pulley. Its 

elevation is 17.91 feet above gage datum. Bench mark No. 3 is 

the upper surface of the lower chord directly under the pulley. Its 

elevation is 9.19 feet above gage datum. Bench mark No. 4 is the 

top of the first bolt on the coping of the downstream wing wall, right 

hand abutment. Its elevation is 10.64 feet above gage datum. Discharge measurements are made from the single-span steel highway 

bridge, to which the gage is attached. The downstream side is marked 

every 5 feet. The initial point for soundings is the base of the right 

abutment. The channel is straight for 400 feet above and below the 

station and the current swift. At low water the current makes a small 

angle with the normal to the cross section, caused by a small island 

just below the bridge. Two hundred feet above the bridge is an old 

timber dam partly washed away. Both banks are high and wooded, 

and are not liable to overflow. The bed of the stream is composed of 

gravel, with occasional bowlders. The gage reader for the Weather 

Bureau is M. A. Butler.

The observations at this station during 1904 have been made under 

the direction of N. C. Grover, district hydrographer.

Discharge measurements on Passaic River near Chatham, N. J., in 1904.

Date.

April 9 ........

May 14........

November 9 ...

Hydrographer.

F. H. Tillinghast . . .

J. C. Hoyt..........

.....do .............

H. D. Comstock ....

Width.

Feet. 

66

64

70

70

70

Area of 

section.

Sq.feet. 

146

80

106

76

92

Mean 

velocity.

Ft. per sec. 

1.61

.65

.96

.43

.63

Gage 

height.

Feet. 

3.25

2.52

2.80

2.40

2.61

Discharge.

Sec.-feet. 

235

52

102

33

58
HORTON, GROVER,~| 

AND HOl'T. J

PASSAIC EIVER DRAINAGE BASIN. 77

Mean daily gage Iteight, in feet, of Passatc River near Chatham, N. J.,for 1904.

Day.

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

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

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

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

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

9

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

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

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

19

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

21..............

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

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

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

25..............

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

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

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

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

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

Jan.

a 3. 03

2.70

2.70

2.70

2.70

2.70

2.70

2.70

2.70

2.70

2.70

3.10

3.50

3.40

3.20

3.00

3.00

3 Aft

3.00

3.20

4.00

f4.50

7.60

6.70 

6.10

4.50 

4.00 

3.90

Feb.

3.80

3.40

l«)

(a)

3.40

3.70

5.50

5.10

(«)

(«)

(«)

( a )

(«)

( a )

(«)

(")

(")

(a)

(«)

(«)

i'7.90

7.50 

6.50

5. 70

Mar.

5.60 

5.20

4.70

6.00

5.90

5.20

4.60

6.80

6.00

5.60

fi 5. 00

4.00

3.50

3.30

3.20

3.00

3.00

3.70

3.40

3.70

3.90

3.90 

3.70

3.60 

3.60

3.40 

3.30 

3.20

Apr.

3.90 

4.70

4.50

4.10

3.70

3.40

3.30

3.30

3.30

3.50

3.30

3.30

2.90

2.80

2.80

2.70

2.70

2.60

2.60

2.60

 > go

2.60 

2.80 

4.00

3.90 

3.50

May

3.40 

3.50

3.40

3.20

3.10

2.90

3.80

2.80

2.70

2.70

2.70

'' 60

2.80

2.70

2.60

9 <-tn

2.70

2.80

2 60

2.40 

2.40

2.40 

2.30 

0 go

2.30 

2.30 

o AO

June.

3.00

2.90

2.80

2.70

2.70

2.80

2.70

2.80

2.70

" 60

 j go

0 50

2.40

2.40

2.30

2.30

o 30

o 30

2.20

2.20 

 2.10

2.10 

2.10

2.10 

2. 10

July.

2.10

2.10

2.10

2.10

2.10

2.20

2.70

3.10

3.00

2. 40

o ^ft

2.30

2.30

2.40

o c^n

o on

2.30 

2.30

2.30 

2.30

2.60 

2.70 

2.60

Aug.

2.40 

2.50

3.20

3.40

3.10

4.40

4.20

3.70

3.30

3.00

4.60

4.20

3 20

3.00

2.80

2.50

0 OA

3.50

S oft

3.00 

2.70

2.50 

2.50 

2.40

Sept.

2.40 

2.40

2.40

2.30

2.30

2.30

2.30

2.22

2.22

6.00

5.50

4 30

4.20

3.60

3

AA

2.90

o on

2.70 

2.70 

2 60

2.50 

2.50

Oct.

2.50 

 2.50

2.40

2.40

2.40

2.40

2.30

2 on

2.70

3

CA

3 on

o 9Q

 > 80

*> ftft

2.70

2.70

'2 60

o en

4 60

4 50

4.30

3 Oft

3.60 

3.20 

3 00

2.90 

2.80 

2.70

Nov.

2.70 

2.70

2.60

2.60

2. 50

2.50

2.50

2. 50

2.70

2 on

S

on

3 7ft

3

1 A

3 no

o go

o 90

2.80

2.70

2.70 

2.70

2.70 

2.60 

f> 50

2.50 

2.50

Dec.

2.40 

2.40

2.40

2.40

2.30

2.30

2.30

2.30

(«)

(a)

(«)

(«)

(«)

(«)

(«)

(«)

(«)

(«)

(«)

(«)

(«)

(«)

 > ^

2.70 

00

(«) 

(«)

3

K.A

4.00 

3.60

" River frozen January 1 to March 10, inclusive; also December 9-22 and December 25-27, inclusive. 

Gage heights to surface of ice. 

l> River clear. 

"Ice jam.
78 STREAM MEASUREMENTS IN 1904, PART II. [NO. 125. 

POMPTON RIVER AT POMPTON PLAINS, N. J.

This station measures the combined flow of Pequannock, Wanaque, 

Ramapo, and Pompton rivers. It was established March 7, 1903, by 

the United States Weather Bureau, by which it is maintained. It is 

located at a 254-foot timber dam situated about half a mile east of 

Pompton Plains railroad station. The dam constitutes a portion of 

the headworks of the Morris canal feeder at Pompton Plains. A castiron gage is bolted vertically to the framework of the lock gates at 

the entrance to the canal. The gage reader for the Weather Bureau 

is E. M. Le Fevre, who reads the gage every morning. The main 

portion and crest of the dam is timber 6 inches in width. The 

downstream face is vertical, and 2.7 feet below the crest is an apron. 

The upstream side of the dam is paved. Starting at a point 6 

inches below the crest of the dam, the paving is placed downward 

and upstream at a slope of 6 inches in 3 feet. The rating table 

for this dam was constructed as follows: The Francis formula was 

used, modified by comparison with results of experiments made at 

Cornell University. The coefficients used were those derived from 

United States Geological Survey experiments, Cornell series 40, for a 

6-inch broad-crested weir. This gives a varying coefficient for low 

heads up to a depth of 0.8 foot, at which height the nappe breaks 

clear from the horizontal face and the weir becomes practically sharp 

crested, giving the Francis formula, $=3.33 M f. The crest of the 

dam is slightly irregular, and in order to apply the weir formula to 

it an accurate profile was taken and the dam was divided into a number of approximately level sections. These sections comprised all 

elevations between certain limiting values, whether in juxtaposition or 

not. Each section was computed separately for all gage heights. By 

combining these the flow on the entire dam, which is 254.5 feet long, 

was obtained for each gage reading. The rating table shows the combined discharge of all sections for the same gage heights. To the 

flow over the dam must be added the flow through the Morris canal 

feeder, records of which are maintained. All the water in times of 

flood passes over the dam, except in very extreme cases, as the flood 

of October. 1903. Bench mark No. 1 is a square chiseled on the coping 

of the left upstream parapet wall of the head-gates to the feeder canal. 

Its elevation is 11.99 feet above gage datum. Bench mark No. 2 is a 

square chiseled on the outside edge of the upstream parapet wall at 

the entrance to the feeder. Its elevation is 12.10 feet above the zero 

of the cast-iron gage. This station was discontinued December 31,1904.

The observations at this station during 1904 have been made under 

the direction of N. C. Grover, district hydrographer.
H AND HOYTOTEKj] PASSAIC RIVER DRAINAGE BASIN. 79

Mean daily gage height, in feet, of Pompton River at Pompton Plains, N. J., for 1904-

Day.

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

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..................

Mar.

7.50

6.40

5.80

5.20

4.80

4.90

Apr.

4.90

5.50

5.00

5.10

4.90

May.

4.40

4.30

4.40

4.30

4.20

4.20

4.20

4.20

4.30

4.30

4.30

4.20

4.20

4.40

June.

4.60

4.60

4 60

4.50

4.50

4.50

4.40

4.40

4.80

4.80

4.50

4.40

4.30

4.30

4.30

4.20

4.10

4.10

4.10

4.10

4.00

4.00

4.00

4.00

4.00

3.90

4.00

4.00

4.00

4.00

July.

4.80

4.50

4.20

4.10

4.00

4.00

4.00

4.00

4.20

4.00

4.00

4.00

4.00

4.00

4.00

4.00

4.00

3.90

3.80

3.80

3.80

3.70

3.70

3.70

3.70

3.70

3.70

3.70

3.70

3.80

3.70

Aug.

3.70

3.70

3.70

3.70

3.70

3.70

3.70

3.70

3.70

3.70

3.90

3.80

3.70

3.70

3.70

3.70

3.70

3.60

3.60

3.60

4.30

4.30

4.20

4.00

4.00

3.90

3.80

3.80

3.80

3.80

3.80

Sept.

3.80

3.80

3 80

3.80

3.80

3.80

3.80

3.80

3.80

3.90

3.90

3.90

3.90

5.50

5.00

4.70

4.30

4.30

4.30

4.30

4.30

4.30

4.20

4 10

4.10

 4.10

4.10

Oct.

4.10

4.10

4.10

4.10

4.10

4.10

4.10

4.10

4.10

4.10

4.10

4.10

4.30

4.10

4.10

4.10

4.10

4.10

4.10

4.10

4.10

5.70

5.00

4.80

4.70

4.60

4.60

4.60

4.60

4.50

4.40

Nov.

4.40

4.30

4.20

4.10

4.00

4.10

4.10

4.10

4.10

4.10

4.10

4.10

4.10

4.70

4.60

4.50

4.40

4.40

4.40

4.30

4.30

4.40

4.40

4.40

4.40

4.40

4.40

4.40

4.40

4.40

Dee.

4.40

4.40

4.40

4.40

4.40

4.40

4.40

4.40

4.40

4.40

4.40

4.40

4.40

4.40

4.40

4.40

4.40

4.40

4.40

4.40

4.40

4.40

4.40

4.40

4.70

4.60

4.50

4.50

NoTE.-^-Gage broken from January 1 to March 7, from March 13-30, from April 5-28, and from May 

1-17. River frozen December 25 to 27, inclusive.

RAMAPO RIVER NEAR MAHWAH, N. J.

This station was established February 10,1903, by the United States 

Weather Bureau, by which it is maintained. It is located at a concretearch highway bridge about 1 mile west of Mahwah, N. J. A standard 

chain gage is bolted to the hand rail on the downstream side of the 

bridge. The length of the chain from the end of the weight to the 

marker is 20.65 feet. Bench mark No. 1 is a square chiseled on the 

coping of the upstream parapet wall at the left bank. Its elevation is 

17.72 feet above gage datum. Bench mark No. 2 is a square chiseled 

on the edge of the coping, 3.5 feet west of the gage pulley. Its elevation is 17.43 feet above gage datum. The gage reader for the Weather 

Bureau is M. F. Brooks. Discharge measurements are made from 

the upstream side of the concrete-arch highway bridge to which the 

gage is attached. The bridge has a single span of 68 feet between 

abutments. The initial point for soundings is the end post of the hand 

rail on the left bank. The channel is straight for 300 feet above and 

200 feet below the bridge. The current is swift. About 200 feet
80 STREAM MEASUREMENTS IK 1904, PART II. [NO. 125.

below the bridge there is a rift with about 1 foot fall. The right bank 

is low, and during high water the lowlands on this side of the river 

are flooded. The left bank is high, wooded, and not liable to overflow. The bed of the stream is composed of gravel and scattered 

bowlders, and there is but one channel.

The observations at this station during 1904: have been made under 

the direction of N. C. Grover, district hydrographer.

Discharge measurements of Rarnapo River near Mahwali, N. J., in 1904-

Date.

April 2. .......

May 18........

June 3. ........

November 11..

Hydrographer.

F. H. Tillinghast...

J. C. Hoyt. ........ 

.....do ............

Murphy and Com- 

.stock.

Width.

Feet. 

64

57

55 

45

51

Area of 

section.

Sq. feet. 

363

01 n

250 

166

191

Mean 

velocity.

Ft. per sec. 

3.61

.88

1.24 

.16

.48

Gage 

height.

Feet. 

6.00

3.62

4.02 

2.65

3.26

Discharge.

Sec.-feet. 

1,309

185

310

27

92

Mean daily gage height, in feet, of Ramapo River near Maliwah, N. J.,for 1904-

Day.

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

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

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

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

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

H.... ..........

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

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

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

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

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

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

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

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

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

°0

21..............

94

25..............

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

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

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

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

Jail.a

4.10

4.00

&4.00

&4.00

ft 3. 90

.......

63.80 

&3.80

&4.00

' 4.20 

 5.00

^ on

4.80

4.40

4.40 

4.40

4.40

4.20

Feb.a

4.10

4.00

4.00

4.20

4.50 

4.50 

4.50

4.20

4.00

3.80 

3.80

.......

3.70

(")

5. 20 

5.60 

5.20

4.50

4.40

4.10 

4.30

Mar.

4.00

4.00

5.10

4.70

4.20

7.10

6.40 

5.40

4 90

4.50 

4.80

4.20

4.10 

4.10

4.10

4.50 

4.60 

4.80

4.80

4.70

5.10

4.70

4.40

4.40

Apr.

4.80

5.90

5.30

4 10

4.60

4.40

4.30 

4.70 

4.50

4.40

4.40

4.20 

4.20

4.10

4.00 

4.00

3.80

4.80 

4.70

3 7(1

3.70

4.60 

5.30

4.90

May.

4.40

4.20

4.10

4.00

Q Qfl

3.80 

3.70 

3.70

3.70

3.60

3.60 

3.60

4.10

3.90 

3.80

3.70

3.70

3.60

3.50 

3.50

3.60

3.60 

3.40

3.40

4.10

June.

4.40

4.40

4 00

3.90

3.70

3 AH

4.30 

4.50 

4.10

3.80

3.60

3.50 

3.50

3.40

3.30 

3.30

3.20

3.00 

3.00 

o 90

9 go

 > go

2.80

2.80 

2 go

2.90

July.

5.30

3 40

q on

3 40

3.30 

3.10 

3.10

3.10

3.00

2.90 

2.90

2.90

2.80 

2. 80

Q f\f\

2.70 

2.70

2.80

17 90

2.80

2.80

2.'90

2.80

Aug.

2.70

2.70

2.80

*> sn

o 80

2.80

2.80 

2.70 

2 80

2 80

2.80 

2.80

2.80

2. 70 

2.70

2.70

3.60 

3.30 

3 on

*> on

2.80

2.70

2.70

2.90

2.80

Sept.

2.50

2.60

o ^n

2.50

2.50

2.50 

2.90 

2.70

2.60

2.60

2.50 

5.70

5.80

4.30 

3.70

3. P,0

3.30

3.30

3.20 

3.20

3.10

3.10 

3.00

3.00

Oct.

3.00

3.00

2 on

2.90

o 30

2.70

2.80 

2.80 

2.80

2.80

3.60

3.40 

3.20

3.10

3.10 

3.00

2.90

3.00

6.90

5.80

4.00

3.80 

3.70

3.70

3.60

Nov.

3.50

3.50

3.50

3.40

3.40

3.50

3.40 

3.40 

3.10

3.40

3.40

4.00 

3.80

3.80

3.80 

3.70

3.95 

4.00

3.60

3.60 

3.60

3.60

.......

Dec.

3.50

3.40

3.40

3.40

3.30 

3.30

3.20

3.20

3.20 

3.20

3.20

3.20 

3.20

(<0

(O

(< )

(< ) 

(< ) .

4.10 

4.60

4.40

4.10

«River frozen January 1 to February 29. 6 Gage heights estimated, c River frozen. <* Ice 2 feet.
PASSAIC RIVER DRAINAGE BASIN. 81

Hating table for Ramapo River near Mahwah, N. J., from January 1, 1903, to December

31, 1904.

Gage 

height.

Feet.

2.50

2.60

2.70

2.80

2.90

3.00

3.10

3.20

3.30

3.40

3.50

3.60

Discharge.

Second-feet.

11

25

40

56

73

91

110

130

150

170

190

210

Gage 

height.

Feet.

3.70

3.80

3.90

4.00

4.10

4.20

4.30

4.40

4.50

4.60

4.70

4.80

Discharge.

Second-feet.

230

250

270

295

320

345

370

395

425

455

490

525

Gage 

height.

Feet.

4.90

5.00

5.10

5.20

5.30

5.40

5.50

5.60

5.70

5.80

5.90

6.00

Discharge.

Second-feet.

565

610

660

715

775

835

9(

9'

1,0-

1,11

1,2(

1,2!

)0

?0

15

JO

)0

)0

Gage 

height.

Feet.

6.10

6.20

6.30

6.40

6.50

6.60

6.70

6.80

6.90

7.00

7.10

Discharge.

Second-feet.

1,380

1,480

1,580

1,680

1,780

1,880

1,980

2,080

2,190

2,300

2,410

The above table is applicable only for open-channel conditions 

discharge measurements, made during 1903 and 1904. It ii 

gage height 6.80 feet the rating curve is a tangent, the difference

It is based upon 

iis not well defined. Above 

being 110 per tenth.

Estimated monthly discharge of Ramapo River near Mahwah 

[Drainage area, 118 square miles.

, N. J.,for 1903 and 1904,

Month.

1903. 

February 10-28 .............

April. ......................

May................... ....

July........................

December a .................

Discharge in second-feet.

Maximum.

660 

1,880 

2,190 

190 

1,980 

1,045 

525 

835 

5,380 

715

Minimum.

230 

250 

210 

40 

25 

40 

40 

73 

73 

210

Mean.

341 

571 

534 

96 

400 

183 

162 

198 

801 

281 

357

Run-off.

Second-feet 

per square 

mile.

2.89 

4.84 

4.53 

.814 

3.39 

1.55 

1.37 

1.68 

6.79 

2.38 

3.03

Depth in 

inches.

2.04 

5.58 

5.05 

.938 

3.78 

1.79 

1.58 

1.87 

7.83 

2.66 

3.49

« Frozen December 17 to 22 and 30 to 31; monthly mean estimated, 

IKK 125 05 6
82 STREAM MEASUREMENTS IN 1904, PAKT II. [NO. 125.

Estimated monthly discharge of Ramapo River near Mahwah, N. J., etc. Continued.

Month.

1904.

March ......................

May........................

June .......................

July........................

October ....................

November ..................

December b .................

Total.................

Discharge in second-feet.

Maximum.

2,410 

1,200 

455 

425 

775 

210 

1,120 

2,190 

295

2,410

Minimum.

295 

230 

150 

56 

40 

40 

11 

40 

170

11

Mean.

260 

300 

562 

430 

247 

191 

123 

66 

152 

243 

215 

182

248

Run-off.

Second-feet 

per square 

mile.

2.20 

2.54 

4.76 

3.64 

2.09 

1.62 

1.04 

.560 

1.29 

2.06 

1.82 

1.54

2.10

Depth in 

inches.

2.54 

2.74 

5.49 

4.06 

2.41 

1.81 

1.20 

.646 

1.44 

2.37 

2.03 

1.78

28. 52

alee conditions during January and February, mean flow for month estimated. 

6 Monthly mean estimated.

WANAQTJE RIVER AT WANAQUE, N. J.

This station was established December 16, 1903, by F. H. Tillinghast. It is located at the highway bridge just above the Erie Railway bridge and below the factory of the Wanaque River Paper 

Company. The standard chain gage is situated on the upstream side 

of the bridge. The gage pulley is located at a point 73 feet from the 

right abutment. The length of the chain from the end of the weight 

to the marker is IT. 52 feet. Bench mark No. 1 is a circular chisel draft 

on the upstream side of the right abutment. Its elevation is 13.80 

feet above gage datum. Bench mark No. 2 is a square chisel draft on 

the upstream edge of the last stone upstream of the right abutment 

wing wall. Its elevation is 14.21 feet above gage datum. Bench 

mark No. 3 is the upper edge of lower chord on the upstream side of 

the bridge, 1.1 feet from the down spout. Its elevation is 13.58 feet 

above gage datum. Discharge measurements are made from the 

upstream side of the single-span highway bridge, which has a length 

between abutments of 98.5 feet. The initial point for soundings is 

the face of the right abutment on the upstream side. The channel is 

straight for 300 feet above and 200 feet below the station. The current is sluggish at low water. The right bank is high, rocky, and 

wooded, while the left bank is low and without trees. All water
KOBTON,, GEOVEEH 

AND HOYT. J

PASSAIC EIVEE DRAINAGE BASIN. 83

passes under the bridge at all stages. The bed of the stream is composed of gravel, with occasional bowlders. At ordinary stages the 

depth of the water at the gaging section is from 2 to 5 feet. The 

gage is read twice daily by J. Herbert Hunter.

The observations at this station during 1904 have been made under 

the direction of N. C. Grover, district hydrographer.

Discharge measurements of Wanaque River at Wanaque, N. J., in 1904-

Date.

1904. 

April 5 ........

May 17..---...

Augusts.......

November 10 .. 

December 10...

Hydrographer.

F. H. Tillinghast ....

J.C.Hoyt..........

.....do .............

Hoyt and Murphy . . 

F. H. Tillinghast ....

Width.

Feet. 

86

82

84

84 

85

Area of 

section.

Sq.feet. 

362

292

338

202

232

308

Mean 

velocity.

Ft. per sec. 

1.01

.52

.80

.054

.24

.61

Gage 

height.

Feet. 

2.81

2.04

2.60

.97

1.35 

2.25

Discharge.

Sec.-feet. 

367

15S

26£

13

56 

187

Mean daily gage height, in feet, of Wanaque River at Wanaque, N. J., for 1904-

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..............

Jan.

2.10

2.09 

2.90 

2.90 

2.95

f> 90

2.10

2.10

2.10 

2.10

2.10 

2.10

2.10 

2.09 

2.10 

2.10 

(< )

2.50

2.50

2.40

2.40 

d2.30

0 ''8

2.20

Feb.

2.20

2.20 

2.20 

«2.15 

2.12

2.10

2.10 

2.10

2.10 

2.10

2.10 

2.10 

2.20 

2.20 

2.20

2.20

2.20

2.30 

31 ^

o go

2.70

9 60

2.60

2.50 

2.50

Mar.

2.40

2.38 

2.30 

2.28 

2.20

2.20

4.30

6.30

5 95

5. 25 

4.60

3.85 

3.15

2.70 

2.40 

2.40 

2.40 

2.40

2.40

2.40 

2.50

2.80

2.85

2.80

2.70

2.60

2.40 

2.40

2.30

2.30

Apr.

2.30

2.30 

2.45 

2.80 

2.80

2.70

2.40

o .y)

2.40 

2.40

2.40 

2.30

2.22 

2.18 

2.00 

2.00 

2.00

1 90

1.90

1.90 

i on

1.85

1.85

May.

.......

.......

.......

June.

.......

.......

.......

Jnly.

.......

Aug.

.......

Sept.

.......

Oct.

.......

Nov.

.......

.......

.......

1.55

1.62 

1.65

Dec.

1.56

1.52 

1.52 

1.40 

1.27

1.42

1.42

1.40

1.32

61.29 

1.34

1.39 

1.32

1.30 

1.45 

1.57 

1.58

« River open. b River frozen. ° Gage broken. dice 6 inches thick.
84 STREAM MEASUREMENTS I1ST 1904, PART II. [NO. 125.

ROCKAWAY RIVER NEAR BOONTON, N. J.

This station was established March 15, 1903, by the United States 

Weather Bureau, by which it is maintained. It is located at Rernine's 

bridge, about 3 miles cjownstream from Boonton. The gage is a vertical 2 by 12 inch board spiked to the face of the right abutment at 

its downstream end. It reads from 0 to 9 feet, and is graduated with 

copper staples. The bench mark is a square chiseled on the top of 

the upstream end of the right abutment. Its elevation above the gage 

datum is 9.14 feet. The gage reader for the Weather Bureau is Mrs. 

L. A. Van Derhoff. Discharge measurements are made from the 

downstream side of the single-span highway bridge, to which the gage 

is attached. The initial point for soundings is the face of the right 

abutment. The channel is straight for 300 feet above and below the 

station and the current is sluggish. Both banks are low, but will 

overflow only at very high water. The right bank is without trees; 

the left bank is wooded. The bed of the stream is composed of gravel 

with a few bowlders. There is a timber dam about 1 mile above the 

station. This station was discontinued February 2, 1904.

The observations at this station during 1904 have been made under 

the direction of N. C. Grover, district hydrographer.

Discharge measurement of Rockaway River near Boonton, N. J., in 1904.

Date.

May 16 ........

Hydrographer.

F. H. Brundage. ....

Width.

Feet. 

90

Area of 

section.

!-tq. feet. 

142

Mean ve 

locity.

Ft. per sec. 

1.68

Gage 

height.

Feet. 

1.25

Discharge.

SfC.-feet. 

238

Mean daily gage height, in feet, of Rockaway River near Boonton, N. J., for 1904-

Day.

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

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

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

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

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

Jan. Feb.

2.50

2.50

Day.

10.........

11 .........

10

14.........

15.........

16.........

Jan. Feb. Day.

18.........

19.........

20.........

 >j

22.........

23 .........

24.........

Jan.

3.70

3.50

Feb. Day.

25..........

26..........

27. .........

28

30..........

31..........

Jan.

4.00

3.90

3.60

2.50

2.50

Feb.

NOTE. River frozen during January and February.

RARITAN RIVER DRAINAGE BASIN.

Raritan River, which is the largest stream in New Jersey, excepting 

the Delaware, rises in the highlands at the foot of Lake Hopatcong. 

The total area of the drainage basin is 1,105 square miles. The highlands consist mostly of trap rock and contain a large proportion of 

the wooded areas of the basin. Only about 10 per cent of the total
H°AN°DN HOYT!EE'] BABITAN KIVEE DRAINAGE BASIN. 85

area is forested. The area outside the highlands consists of either 

trap rock or red sandstone. Of the 806 square miles of drainage area 

above the gaging station at Bound Brook, about 150 square miles are 

in the cultivated part of the highlands and on the trap ridges; the 

remainder is mostly on the low, level, red sandstone plain.

The valley of the Raritan is populous and highly cultivated, and a 

large amount of water power is utilized on its various branches. 

Raritan River throughout almost its entire length is in two parts, 

namely, the North and South branches. The North Branch is considered a valuable source for a gravity water supply. The upper 

portion is at an elevation ranging from 750 to 1,100 feet. Both the 

North and South branches rise close to each other, separated only by a 

slight divide. The other important branch is Millstone River, which 

differs from the other branches, having its rise in sand hills and flowing northwesterly through a sandy soil. It has a large ground storage. 

This stream is better suited for power than for water supply, being 

very muddy at high stages. All three branches are united above 

Bound Brook, N. J.

The United States Geological Survey maintained gaging stations in 

this basin during 1904 as follows: Raritan River (South Branch) at 

Stanton, N. J.; Raritan River at Finderne, N. J.; Raritan River at 

Bound Brook, N. J.; Raritan River (North Branch) at Pluckemin, 

N. J.; Millstone River at Millstone, N. J.

RARITAN RIVER (SOUTH BRANCH) AT STANTON, N. J.

This station was established July 2, 1903, by E. P. Roundey. It is 

located at the highway bridge about 500 feet from the Lehigh Valley 

Railroad station at Stanton, N. J. The standard chain gage is located 

on the lower chord of the bridge on the downstream side. The length 

of the chain from the end of the weight to the marker is 14.63 feet. 

Bench mark No. 1 is a square chiseled on the coping of the left abutment li feet from the downstream end. It is 13.37 feet above gage 

datum. Bench mark No. 2 is the top of the upstream corner of the 

right abutment. It is 13.665 feet above gage datum. Benchmark 

No. 3 is a naiV projecting one-quarter inch from downstream side of a 

large sycamore tree 210 below bridge and 6 feet above the ground. 

Elevation 11.024 feet above gage datum. Discharge measurements 

are made from the downstream side of the single-span highway bridge. 

The initial point for soundings is the face of the right abutment. The 

channel is straight for 800 feet above and 400 feet below the station. 

The current is swift. Both hanks are low and liable to overflow. The 

bed of the stream is composed of gravel, and there is but one channel 

under the bridge. The gage is read twice each day by William 

Wilson, the station agent.
86 STEEAM MEASUEEMENTS IN 1904, PAET II. [NO. 125.

The observations at this station during 1904 have been made under 

the direction of N. C. Grover, district hydrographer.

Discharge measurements of Raritan River (South Branch} at Stanton, N. J., in 1904.

Date.

November 8 ...

Hydrographer.

J. C. Hoyt... .......

.....do .............

H. D. Comstock ....

Width.

Feet. 

99

95

92

Area of 

section.

Sq.feet. 

178

154

148

Mean 

velocity.

Ft. per sec. 

1.14

.98

1.04

Gage 

height.

Feet. 

2.92

2.77

2.70

Discharge.

Sec.-feet. 

203

151

153

Mean daily gage height, in feet, of Raritan River (South Branch) at Stanton, N. J.,for

1904.

Day.

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

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

8..... ......- -.

9

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

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

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

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

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

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

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

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

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

19..............

20..............

oo

23..............

24..............

25. .............

26..............

27.............. 

28..............

29..............

30..............

31..............

Jan.

4.24

4.18 

4.09

4.12

4.16

4.12

4.18

3.98

4.10

4.05

4.08

4.10

4.10 

4.22 

4.25

4.10

4.08

3.98

3.80

3.80

3.88

4.10

8.92

4.95

4.46

4.10

4.02 

3.98

3.95

Feb.

3.90

3.91 

3.91

3.80

3.74

3.84

4.50

4.32

3.98

3.84

3.78

3.75

3.71 

3.68 

3.58

3.54

3.50

3.20

3.28

3.22

3.12

9.55

7.35

6.15

5.96

5.45

4.98 

5.S5

5 96

Mar.

4.98

4.58 

5.85

5.40

4.65

4.14

7.70

5.72

3.70

3.42

3.29

3.14

3.14 

3.04 

2.92

3.09

3.16

3.92

4.48

4.45

3.56

3.38

3.62

3.38

3.28

3.32

J5.25 

3.16

3.01

Apr.

4.68

4.45 

3.58

3.36

3.28

3.21

3.20

3.18

3.45

3.44

3.24

3.15

3.11 

3.11 

3.08

2.92

2.91

2.90

2.82

2.89

2.84

2.80

2.79

2.78

2.77

2.78

3.20 

3.34

3.05

2.91

May.

2.88

2.85 

2.81

2.78

2.71

'2. 71

2.71

2.70

2.70

2.70

2.64

2.64

2.61 

2.61

2.88

2.80

2. 65

2.68

2.84

2.70

2.64

2.58

2.55

2.54

2.62

2.59

2.59 

2.62

2.54

2.47

3.12

June.

2.72

2.71 

2.72

2.69

2 72

2.78

2.86

2.72

2.86

2.72

2.49

2.49

2.58 

2.54 

2.38

2.26

2.13

2.22

2. 25

2.24

2.29

2.29

2.25

2.33

2.25

2.20

2.31 

2.21

3.42

2.60

July.

2.25

2.23 

2.19

2.20

2.21

2.19

2.62

3.08

2.98

3.18

2.98

2.66

2.95 

2.68 

2.48

2.44

2.31

2.45

2.36

2.26

2.19

2.15

2.25

2.24

2.56

2.56

2.51 

2.51

2.32

2.41

2.29

Ang.

2.62

2.44 

2.28

2.89

2.61

2.75

2.62

2.65

2.68

2.91

2.79

2.86

2.79 

2.69 

2.69

2.62

2.51

2.36

2.31

3.45

3.19

2.86

2.99

2.76

2.71

2.72

2.60 

2.52

2.31

Sept.

2.24

2.24 

2.24

2.26

2 21

2.21

2.29

2.29

2.30

2.29

2.26

2.30

2.30 

3.07

7.78

5.70

3.84

3.35

2.%

2.91

2.81

2.79

2.72

2.68

2.64

2.62

2.64 

2.69

2.71

2.69

Oct.

2.58

2.66 

2.58

2.54

2.56

2.55

2.51

2.55

2.54

2.49

2.51

3.27

3.04

2.85 

2.79

2.77

2.69

2.59

2.47

2.51

6.34

5.44

4.02

3.82

3.71

3.69

3.46 

3.31

3.12

2.94

Nov.

2.81

2.84 

2.80

2.79

2.80

2.84

2.84

2.82

2.80

2.74

2.80

2.85

2.84 

2.82 

2.80

2.84

2.84

2.85

2.88

2.97

3.10

3.09

3.05

3.02

3.02

3.04

2.99 

2.92

2.93

2.91

Dec.

2.89

2.90

2.88

2.86

2.86

2.84

2.80

2.81

2.87

2.90

2.96

2.98

2.98 

3.01 

3.03

3.02

3.06

3.10

3.12

3.20

3.19

3.20

3.22

3.22

3.21

3.25

3.20 

3.24

3.21

3.90

8.70

NOTE. River frozen from January 1 to March 3, when ice went out. Thickness of ice varied from 

2 to 12 inches. Marih 7, highest record 11.04. River frozen December 8 to 29. Thickness of ice 

one-fourth to 6J inches. During the frozen periods the gage heights were taken to the surface of 

the ice.
HORTON,,

AND HOYT. EAEITAN RIVER DRAINAGE BASIN. 87

Rating table for Raritan River (So-nth Branch) at Stanton, N. J., from July 2, 1903, to

December 31, 1904.

Gage 

height.

Feet.

2.10

2.20

2.30

2.40

2.50

2.60

2.70

2.80

Discharge.

Second-feet.

42

56

71

87

104

122

142

166

Gage 

height.

Feet.

2.90

3.00

3.10

3.20

3.30

3.40

3.50

3.60

Discharge.

Second-feet.

194

226

260

296

335

376

418

461

Gage 

height.

Feet.

3.70

3.80

3.90

4.00

4.10

4.20

4.30

Discharge.

Second-feet.

505

550

596

643

691

740

790

Gage 

height.

Feet.

4.40

4.50

4.60

4.70

4.80

4.90

5.00

Discharge.

Second-feet.

840

890

940

990

1,040

1,090

1,140

The above table is applicable only for open-channel conditions. It is based upon 

8 discharge measurements made during 1903 and 1904. It is well defined between 

gage heights 2.7 feet and 4.4 feet. The table has been extended beyond these 

limits. Above gage height 4.4 feet the rating curve is a tangent, the difference 

being 50 per tenth. The curve is very uncertain above gage height 5 feet.

Estimated monthly discharge of Raritan River (South Branch) at Stanton. N. J., for 1904.

Month.

February .......

April.. .........

May ...........

Discharge in second-feet.

Maximum.

2,490 

980 

267 

384

Minimum.

200 

159 

99

46

Mean.

629 

302 

143 

113

Month.

July ..........

August ........

December ^

Discharge in second-feet.

Maximum.

289 

397 

2,530 

1,810 

260

Minimum.

49 

68 

58 

99 

152

Mean.

108 

146 

263 

308 

192

a River frozen from January 1 to March 3 and from December 8-29, inclusive. 

EAEITAN RIVER AT FINDERNE, N. J.

This station was established June 27, 1903, by E. P. Roundey. It 

is located at the highway bridge, one-fourth mile from the New Jersey Central Railway station at Finderne, N. J. The standard chain 

gage is located on the downstream side of the right-hand truss on the 

lower chord. The length of the chain from the end of the weight to 

the end of the ring is 19.56 feet. Bench mark No. 1 is a cross chiseled 

on the coping of the downstream wing wall of the right abutment. Its 

elevation is 20.11 feet above gage datum. Bench mark No. 2 is the 

top of the outside connection plate near the zero of the gage scale. 

Its elevation is 20.14 feet above gage datum. The elevation of the 

top of the gage pulley is 19.21 feet above gage datum. Discharge 

measurements are made from the upstream side of the 2-span highway 

bridge. The initial point for soundings is the face of the right abut-
88 STREAM MEASUBEMENTS IN 1904, PAET II. [NO. 125.

ment. The channel is straight for 300 feet above and 800 feet below 

the station. The current is swift. The right bank is low, wooded, 

and liable to overflow. The left bank will overflow only at extreme 

high water. The bed of the stream is composed of gravel. The channel is broken by the center pier of the 2-span bridge. The gage is 

read twice each day by Harry Siegel.

The observations at this station during 1904 have been made under 

the direction of N. C. Grover, district hydrographer.

Discharge measurements of Raritan River at Finderne, N. J., in 1904-

Date.

April 11.......

May 12........

July 30........

November 10 . .

Hydrographer.

F. H. Tillinghast....

F. H. Brundage.....

J. C. Hoyt .........

.....do .............

H. D. Comstock.....

Width.

Feet. 

196

168

160

155

163

Area of 

section.

Sq.feet. 

322

203

237

186

210

Mean 

velocity.

Ft. per sec. 

3.35

2.17

2.45

1.84

1.98

Gage 

height.

Feet. 

4.80

4.04

4.20

3.92

4.10

Discharge.

Sec.-feet. 

1,080

440

580

343

416

Mean daily gage height, in feet, of Rarltom River at Finderne, N. J., for 1904-

Day.

1. .............

2..............

3..............

4..............

5..............

6..............

7..............

9..............

10..............

11..............

12..............

13..............

14..............

15..............

16..............

17..............

18..............

19..............

20..............

21..............

22..............

23..............

24..............

25..............

26..............

27..............

28..............

30..............

31..............

Jan.

a 4. 75

a 4. 85

4.50

4.90

5.28

5.55

5.15

5.05

5.05

5.05

5.10

5.10

5.00

7.98

6.88

7.10

.6.68

7.50

7.20

7.20

7.20

5.65

aJ2.70

7.68

5.00

4.90

4.45

4.35

4.70

a 6. 00

a 5. 00

Feb.

a 4. 75

a6.30

"6.15

a5.55

«5.08

4.90

5.40

6.90

5.05

4.35

4.35

4.15

4.10

4.10

4.10

4.00

4.30

4.42

4.75

4.90

4.75

a 12. 72

7.62

5.58

5.65

4.82

4.45

4.78

5.65

Mar.

4.75

4.70

4.90

6.18

5.20

4.62

7.55

11.05

5.85

4.90

4.80

4.65

4.40

4.45

4.45

5.05

4.55

4.60

5.30

4.95

4.90

5.00

5.45

5.08

4.92

5.07

5.10

4.95

4.85

4.75

4

QC

Apr.

7.98

7.35

5.08

4.98

4.80

4.58

4.68

4.65

4.82

5.30

4.80

4.65

4.52

4.35

4.35

4.32

4.20

4.20

4.15

4.15

4.10

4.30

4.00

4.05

4.10

4.90

5.45

4.80

4.62

May.

4.38

4.55

4.35

4.20

4.20

4.15

4.10

4.00

4.00

4.02

4.02

4.00

4.92

4.88

3.70

4.10

3.95

3.95

3.97

4.25

4.08

3.92

3.85

3.92

3.82

3.85

3.72

3.80

3.62

3.60

4.22

June.

4.18

3.90

4.02

3.90

3.92

4.18

4.32

4.15

4.35

4.15

4.00

3.85

3.85

3.80

3.70

3.65

3.62

3.58

3.55

3.60

3.62

3.65

3.60

3.60

3.52

3.48

3.55

3.55

3.60

3.98

July.

3.80

3.88

3.63

3.60

3.62

3.63

3.68

5.20

4.45

3.95

4.20

3.95

4.08

3.88

3.75

3.60

3.52

3.62

3.80

3.70

3.60

3.70

3.68

3.55

3.65

3.78

3.65

3.85

5.05

3.98

3.80

Aug.

3.88

4.33

4.10

4.00

4.25

5.30

4.20

4.13

4.00

5.62

7.25

4.60

4.25

4.85

4.32

4.12

4.05

3.90

3.93

6.98

5.75

4.68

4.40

4.25

4.20

4.05

4.03

4.00

3.95

3.88

Sept.

3.90

3.83

3.85

3.60

3.65

3.68

3.65

3.72

3.65

3.68

3.65

3.65

3.65

3.65

14.90

6.88

5.15

4.78

4.65

4.42

4.32

4.20

4.30

4.12

4.10

3.98

3.97

4.00

4.00

3.98

Oct.

3.95

3.90

3.98

3.97

3.95

3.92

3.88

3.85

3.80

3.92

3.92

5.85

4.85

4.35

4.25

4.12

4.00

4,02

3.93

3.88

8.38

8.30

5.30

4.95

4.70

4.68

4.50

4.30

4.30

4.18

4.18

Nov.

4.20

4.20

4.12

4.10

4.10

4.10

4.28

4.02

4.02

4.00

4.08

4.10

4.48

7.52

5.00

4.78

4.92

4.90

4.40

4.30

4.30

4.30

4.30

4.20

4.15

4.10

4.00

3.88

3.85

4.50

Dec.

3.95

3.90

4.00

3.95

3.95

4.00

3.90

4.00

3.85

3.82

3.85

3.82

4.10

4.20

4.18

4.22

4.20

4.10

4.10

4.00

4.05

4.00

4.20

4.20

4.20

4.20

4.80

8.25

7.30

6.92

6.42

o Ice gorge causes water to rise. 

NOTE. Highest reading September 15,15.30; October 21,12.65.
RIVER DRAINAGE BASIN. 89

Rating table for Raritan River at Finderne, N. J., from June 27,1903, to December 31,1904.

Gage 

height.

Feet.

3.50

3.60

3.70

3.80

3.90

4.00

4.10

4.20

4.30

4.40

4.50

4.60

4.70

4.80

4.90

Discharge.

Second-feet.

125

171

219

272

330

393

461

534

612

695

783

875

969

1,064

1,159

Gage 

height.

Feet.

5.00

5.10

5.20

5.30

5.40

5.50

5.60

5.70

5.80

5.90

6.00

6.10

6.20

6.30

Discharge.

Second-feet.

1, 255

" 1, 355

1,460

1,565

1,675

1,785

1,895

2,005

2,120

2,235

2,350

2,465

2,585

2,705

Gage 

height.

Feet.

6.40

6.50

6.60

6.70

6.80

6.90

7.00

7.20

7.40

7.60

7.80

8.00

8.20

8.40

Discharge.

Second-feet.

2,825

2,945

3,065

3,190

3,315

3,440

3,565

3, 815.

4,065

4,325

4, 585

4, 845

5,110

5,380

Gage 

height.

Feet.

8.60

8.80

9.00

9.20

9.40

9.60

9.80

10.00

10.50

11.00

11.50

12.00

12.50

13.00

Discharge.

Second-feet.

5,650

5,930

6,210

6,500

6,800

7,100

7,410

7,730

8,580

9,430

10, 280

11, 130

11,980

12, 830

The above table is applicable only for open-channel conditions. It is based upon 

12 discharge measurements made during 1903 and 1904. It is fairly well defined 

between gage heights 3.90 feet and 10.50 feet. The table has been extended beyond 

these limits. Above gage height 10 feet the rating curve is a tangent, the difference 

being 170 per tenth.

Estimated monthly discharge of Raritan River at Finderne, N. J., for 1904-

Month.

March..........

May ...........

June ...........

July ...........

Discharge in second-feet.

Maximum.

9, 515 

4,819 

1,178 

654 

1,460

Minimum.

695 

393 

171 

116 

134

Mean.

1,580 

1,081 

460 

296 

343

Month.

September. ....

December .....

Discharge in second-feet.

Maximum.

3,878 

16, 060 

5,353 

4,221

5,178

Minimum.

318 

171

272 

301

284

Mean.

856 

1, 043 

920 

723 

886
90 STKEAM MEASUREMENTS IN 1904, PAET II. [NO. 125.

RARITAN RIVER AT BOUND BROOK, N. J.

This station was established September 12,1903, by E. P. Roundey. 

It is located at the highway bridge just back of the Lehigh Valley 

Railway station at Bound Brook, N. J. The original gage consisted 

of a vertical li by 6 inch cypress board 12 feet long bolted to the 

upstream wing wall of the right abutment. It was carried away by 

the ice January 23,1904. On February 2,1904, a standard chain gage 

was bolted to the upstream side of the bridge 240 feet from the right 

abutment. The length of the chain from the end of the weight to the 

marker is 23.48 feet. Bench mark No. l.is a square chiseled on top of 

the upstream wing wall of the right abutment. Its elevation is 19.45 

feet above gage datum. Bench mark No. 2 is the top of the rail 2 feet 

beyond the pulley end of the gage. Its elevation is 23.77 feet above 

gage datum. Bench mark No. 3 is a point on the guard rail of the 

bridge 225 feet from the initial point for soundings. Its elevation is 

20.75 feet above gage datum. Discharge measurements are made 

from the upstream side of the 3-span highway bridge. The initial 

point for soundings is the face of the right abutment. The channel is 

straight for 500 feet above and below the station, and the current has 

a moderate velocity. Both banks are high, subject to overflow only 

at very high stages, and are without trees. The bed of the stream is 

composed of gravel. The gage is read twice each day by Joseph K. 

Tantum.

The observations at this station during 1904 have been made under 

the direction of N. C. Grover, district hydrographer.

Discharge measurements of Raritan River at Bound Brook, N. J., in 1904.

Date.

April 11.......

May 11........

July 30........

November 10...

Hydrographer.

F. H. Tillinghast....

F. H. Brundage.....

J. C. Hoyt.... ......

.....do .............

H. D. Comstock .....

Width.

Feet. 

403

404

381

378

384

Area of 

section.

Sq.feet. 

1,234

1,006

1,084

1,016

1,052

Mean 

velocity.

Ft. per sec. 

1.43

.66

.81

.48

.67

Gage 

height.

Feet. 

2.12

1.44

1.55

1.48

1.52

Discharge.

Sec.-feet. 

1,765

668

879

490

703
H°AEND HO °VEE'] RABITAN EIVEE DRAINAGE BASIN. 91 

Mean daily gage height, in feet, of Raritan River at Bound Brook, N. J., for 1904.

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..............

29.............. 

30..............

31..............

Jan.

1.80

1.80

1.80

1.60

1.50

1.50 

1.50

1.50

1.50

1.50

1.50

1.50

1.50

3.30

2.95

2.40

2.30

2.30

2.20

2.10

2.00

f'7.90

/ «\

(0(< )

c) ( e )

( e )

(0

< e )

Feb.

(")

2.10

1.85

1.70

1.60

1.60 

1.85

4.10

3.45

3.15

2.85

2.10

1.80

1.65

1.75

1.65

1.65

1.65

1.60

1.60

1.50

69.46

5.25

2.65

2.30

2.05

2.40

3.15

.......

Mar.

2.25

2.40

2.35

2.95

1.90

1.60 

3.85

8.60

3.60

2.35

1.95

1.75

1.65

1.50

1.65

1.80

1.80

1.80

2.90

2.65

2.35

2.60

2.80

2.40

2.10

2.45

2.50

1.90

1.75, 

1.70

1.70

Apr.

4.00

4.00

2.70

2.20

2.10

1.90 

2.00

1.95

2.10

2.60

2.15

1.95

1.85

1.70

1.60

1.60

1.60

1.60

1.50

1.50

1.45

1.40

1.40

3.40

1.40

1.40

2.45

.......

May.

.......

1.40

1.40

1.40

1.40

1.35

1.30

1.35

1.40

1.45

1.40

1.40

1.30

1.45

1.50

1.40

1.30

1.25

1.20

1.20

1.20

1.20

1.20 

1.20

1.66

June.

1 60

1.50

1 40

1.55 

1.55

1.80

2.00

1.65

1.50

1.40

1.40

1.40

1.40

1.35

1.30

1.30

1.30

1.25

1.20

1.20

1.20

1.10

1.15

1.15

1.25

1.50 

1.75

July.

1.70

1.70

1.60

1.50

1 fin

1.60 

1.95

2.55

1.90

1.60

1.55

1.55

1.50

1.45

1.40

1.40

1.40

1.35

1.40

1.35

1.25

1.20

1.25

1.30

1.25

1.25

1.20

1.40

2.15 

1 40

1.35

Aug.

I

jft

1.75

1.70

1.55

2.85

3.40 

2 20

1.90

1.70

3.20

4.60

2.65

2.40

2.15

2.00

1.75

1.65

1.55

1.45

4.50

4.70

3.40

2.55

2.05

1.80

1.65

1.60

1.50

1.45

1.40

Sept.

1.35

1.40

1.40

1.40

1.30

1.30 

1.30

1.30

1.30

1.30

1.30

1.30

1.30

1.30

cW. 10

5.45

3.70

2.35

2.15

1.90

1.75

1.70

1.60

1.60

1.60

1.60

1.60

1.60

1.50 

1.45

Oct.

1.45

1.40

1.40

1.40

1.35

1.30 

1.30

1.30

1.30

1.30

1.30

3.30

3.30

2.20

1.80

1.70

1.60

1.55

1.55

1.45

4.35

6.35

3.25

2.60

2.30

2.05

1.95

1.75

1.70 

1.70

1.60

Nov.

1.60

1.55

1.50

1.50

1.50

1.50 

1.50

1.50

1.50

1.50

1.65

1.80

1.75

4.25

2.95

2.40

2.15

1.95

1.90

1.85

1.70

1.70

1.65

1.60

1.60

1.60

1.55

1.50

1.45 

1.60

Dec.

1 55

1.45

1.40

1.40

1.35

1.35 

1.40

1.40

1.40

1.40

1.40

1.35

1.30

1.40

1.40

1.30

1.35

1.30

1.30

1.30

1.30

1.30

1.40

1.60

2.10

1.80

3.85

3.90 

3.15

2.90

a Elver frozen except under gage. d Ice jam in morning; river clear in evening. 

6 Ice gone out; river clear: highest reading 11.2 feet, e Gage carried out by ice. 

" Highest gage reading 11.7 during flood.

NOTE. River frozen from January 1 to February 22. Thickness of ice varied from 2 to 12 inches. 

Gage height to surface of ice.

RARITAN RIVER (NORTH BRANCH) NEAR PLUCKEMIN, N. J.

This station was established September 9, 1903, by E. P. Roundey. 

It is located at the second bridge below Far Hills, N. J., on the road 

to Sornerville, N. J., about 2 miles from Far Hills. The gage is a 

vertical li by 6 inch cypress board spiked to the upstream wing wall 

of the right abutment, reading from 0 to 10 feet. The gage is read 

twice each day by Thomas Moore. Discharge measurements are made 

from the single-span wooden highway bridge on the downstream side. 

The initial point for soundings is the face of the right abutment at its 

downstream end. The channel is straight for 400 feet above and 300 

feet below the bridge. A small rift, occurs in the channel about 200 

feet above the bridge. The current is sluggish. Both banks are low 

and liable to overflow. The bed of the stream is composed of gravel. 

There is but one channel under the bridge. The bench mark is a
92 STEEAM MEASUEEMENTS IK 1904, PAET II. [NO. 125.

square chiseled on the top of the upstream wing wall of the right 

abutment. Its elevation is 10.38 feet above the zero of the gage.

The observations at this station during 1904 have been made under 

the direction of N. C. Grover, district hydrographer.

Discharge measurements of Raritan River (North Branch) near Phickemin, N. J., in

1904.

Date.

May 12........

November 9 ...

Hydrographer.

F. H. Brundage .....

H. D. Comstock .....

Width.

Feet. 

55

55

Area of 

section.

Srj.feet. 

160

172

Mean 

velocity.

Ft. per sec. 

0.35

.37

Gage 

height.

Feet. 

1.51

. 1.70

Discharge.

Sec.-fcet. 

56

63

Mean daily gage height, in feet, of Raritan River (North Branch) near Pluckemin, N. J.,

for 1904.

Day.

1..............

3..............

4..............

5..............

6..............

7..............

9..............

10..............

11..............

12..............

13..............

14..............

15..............

16.............. 

17.............. 

18..............

19..............

20..............

21..............

22..............

23..............

24..............

25..............

26..............

27..............

28..............

29..............

30..............

31..............

Jan.

2.50

2.50

2.50

2.50

2.50

2.50

2.50

2.50

2.50

2.50

2.50

2.70

2.70 

2.70 

2.70

2.70

2.70

2.70

2.75

66.26

4.70

2.90

2.85

3.00

3.00

3.00

3.00

3.00

Feb.

3.00

3.20

3.20

3.20

3.46

q 70

3.30

3.20

3 90

3.20

2.80 

2.80 

2.80

2 80

2.80

6.15

3.55

4.25

3.95

3.52

3.25

Mar.

2.30

2.80

2.60

2.30

1.90

1 90

5.25

2.45

2.25

2.08

1 80

1.80 

1.80 

2.00

2 00

2.10

2.10

2.10

2..10

2.10

2.15

2.15

2.05

1.80

1.82

2.45

Apr.

2.85

2.50

2.30

2.05

2.00

2 no

2 10

2.10

2.10

2 <>o

0 05

1.90

1.90 

1.80 

1 80

1.70

1.70

1.70

2.25

2.15

2.00

May.

2.00

2.10

1.80

1.80

1.70

1.70

1.55

1.50

1.50

1.55

1.60

1.55

1.50

1 50

1.60

1.70 

1.60 

1.60

1.80

1.90

1.60

1.52

1.50

1.50

1.50

1.50

1.40

1.30

1.30

1.90

2.38

June.

2.30

2.30

2.35

2.10

2.15

1.65

1.90

1.50

2.05

1.70

1.58

1 48

1.40

1.40

1.40

1.40 

1.40 

1.35

J.30

1.30

1.40

1.40

1.40

1.40

1.30

1.30

1.28

1.20

1.65

1.65

July.

1.65

1.40

1.40

1.40

1 30

1 30

1.65

2.00

1.70

1.75

1.50

1.30 

1.30 

1.65

1.50

1.30

1.30

1.30

1.45

1 65

1.65

2.20

1.90

2.00

Aug.

1.95

1.70

1.52

2.65

2.05

1.70

1.50

1.50

1.50

2.65

2.15

1.90

1.83

1.60 

1.58 

1.50

4.40

3.00

1.90

1.78

1.70

1.63

1.60

1.60

1.60

1.55

1.48

1.43

1.40

Sept.

1.40

1.40

1.40

1.40

1.40

1.40

1.40

1.40

1.40

1.40

1.40

1.40

1.40

3.55

(a)

3.00

2.90

2.50

2.40

2.30

2.30

2.20

1.90

1.80

Oct.

1.80

1.70

1.60

1.60

1.60

1.60

1.50

1.50

1.85

1.65

2.80

1.85

1.70

1.70

1.70

1.70 

1.60 

1.60

1.60

1.52

4.55

2.80

2.55

2.25

2.05

1.95

1.90

1.90

1.90

1.90

1.88

Nov.

1.80

1.80

1.80

1.80

1 80

1.80

1.75

1.70

1.70

1.70

1.80

1.70

2.85

2.50

2.18

2.10 

2.00 

2.00

2.00

2.95

2.90

2.88

2.80

2.78

2.70

2.70

2.70

2.55

2.35

2.15

Dec.

1.95

1.75

1.60

1.50

1.50

1.70

1.70

1.70

1.70

1.70

1.70

1.70

1.70

1.70

1.75 

1.95 

2.20

2.20

2.20

2.20

2.20

2.20

2.20

2.30

2.30

2.35

2.55

2.75

2.50

2.50

"Gage washed away on 14th; put up again on 18th.

6 Ice went out; greatest height, 6.8. Eiver frozen again the 24th.

NOTE. River frozen from January 1 to March 1, when ice went out. Thickness of ice varied from 

6 to 12 inches. River frozen December 8-31. Gage heights to surface of ice.
HOETON, GROVER,~| 

AND HO\"T. J RARITAN RIVER DRAINAGE BASIN.

MILLSTONE RIVER AT MILLSTONE, N. J.

93

This station was established June 26, 1903, by E. P. Roundey. It 

is located at a highway bridge near the blacksmith shop in the village 

of Millstone, N. J. The gage is a vertical 1£ by 6-inch cypress 

board, spiked to the left abutment of the bridge on the downstream 

side. It reads from 0 to 10 feet, and is graduated with galvanizediron staples. The bench mark is a cross chiseled on the coping near the 

end of the downstream wing wall of the left abutment. Its elevation 

is 11.11 feet above the zero of the gage. The gage is read twice each 

day by E. H. Wyckoff, the blacksmith. Discharge measurements are 

made from the upstream side of the single-span highway bridge, to 

which the gage is attached. The bridge has a span of 93 feet and 

is located about 1 mile above a dam. The gage heights may be 

influenced by this dam and also by backwater from Raritan River. 

The initial point for soundings is the face of the left abutment. The 

channel is straight for 500 feet above and 100 feet below the station. 

The current is sluggish at low water. Both banks are low, wooded, and 

liable to overflow. At extreme high water the right bank overflows 

for a considerable distance. The bed of the stream is composed of 

gravel. This station was discontinued December 31, 1904.

The observations at this station during 1904 have been made under 

the direction of N. C. Grover, district hydrographer.

Discharge measurements of Millstone River at Millstone, N. J., in 1904.

Date.

April 11 .......

June 26 .......

July 30.--...-.

Hydrographer.

F. H. Tillinghast. . . .

J. C. Hovt..........

Width.

Feet. 

93

93

93

93

Area of 

section.

Sq.feet. 

372

293

268

352

Mean 

velocity.

ft. per sec. 

1.60

.86

.44

.70

Gage 

height.

Feet. 

1.19

.27

.05

.84

Discharge.

Sec.-feet. 

596

251

118

247
94 STEEAM MEASUEEMENTS IN 1904, PART II, [NO. 125 

Mean daily gage height, infect, of Millstone River fit Millstone, N. /., for 1904.

Day.

1..............

4.............. 

6.............. 

6.............. 

7..............

8.............. 

9.............. 

10.............. 

11..............

12 

13..............

14..............

15.............. 

16.............. 

17..............

IS.............. 

19.............. 

20..............

21..............

22..............

24.............. 

25..............

26.............. 

27..............

28.............. 

29..............

30..............

31..............

Jan.

0.55 

.35

.30

.30 

.50 

.50 

.50

.50 

.50 

.50 

.50

.50 

.52

2.10

1.70 

1.25 

1.05

.60 

.50 

.50

.50

.50 

l>6. 8,3

6.20 

4.02

1.78

2.10 

1.45

.98

.70

Feb.

0.68 

.50

.50

.60 

.50 

.50 

1.80

3. 72 

1.85 

1.15 

.75

.35

.25

.18 

.20 

.20

.20 

.20 

.20

.20

7.16 

6 90

^5.02 

f> 60

2.05 

.68

1.52

.......

Mar.

1.85 

2 <»

1 7*>

2.02 

1.08 

.42

6.20 

4.02 

1.88 

1.08

.75

.40

.55

Qf\

.85 

2.12 

1.62

1 IS

1.40 

1.65

1.38 

1.12

1.38

1 qo

.92 

.68

.65

1.05

Apr.

3.12

2.25

1.38 

1.08

.88 

99

.88 

1.08 

1.60

1.02

.52 

.52

oy

.32 

.35

.20

.10 

.15

.18 

1 80

2.68 

2ns

May.

1.02 

.68

.50 

.35

.28 

.25

.20 

.20 

.20 

is

.20

.12

.30 

.18 

.02

-.10 

.12

oo

.30 

.10

.05 

.05

.10 

.02

/-.05 

04

.01

.50

June.

0.68 

1.38

7K

.50 

.40 

.30

1.08 

1.32 

.85

22 

.10

.05

.02 

.05 

.05

.02 

-.02 

-.16

.02 

05

.00 

00

.03 

.10

.01 

.02

08

.......

July.

-0.04 

- .01

.04

- .08 

- .01 

- .02 

08

.48 

.45 

.38

.18

.40

.20 

.10

.12 

.08 

.10

.10

- .03

- .03

- .07 

.02

.35 

.20

.10

.10

Aug.

0.15 

.52

.50

.52 

1.15 

.85 

1.88

1.60

.75 

.65

2.78 

2 58

2.60

1.22

.82 

.62

.40 

.30 

6.20

6.75

5.15

1.90

OQ

.70 

.60

.52 

.42

.38

.22

Sept.

0.25 

.22

.26 

.15 

.18 

.18

.15 

.06 

.12 

.20

.04 

.01

.15

7.32 

7.42 

5.02

2.20 

1.30 

.95

.72

.55

.45

.32

.30

(«)

(«)

Oct.

(«)

(«)

(«)

(«) 

(«) 

0.58 

.60

.55 

.60 

.55 

.48

3.25

4 65

1.98

1.40 

1.20 

98

.92

.85 

.85

6.40 

o K£

2.30 

1.62

1.32

1 '>£*

1.07 

1 00

92

.87

Nov.

0.80

.87

.85

.87 

.85 

.87 

.75

.78 

.87 

.87 

1.25

1.30 

1.52

4.27

3.32 

2.32 

1.80

1.40 

1.22 

1.15

1.10

.98

.92 

.90

.85

TS

.68 

.68

.88

Dec.

0.8.'

.7!

.71 

.6.' 

.6(

.6f 

.6? 

 6E

.68

.65

.65 

.65 

.65

.65 

.65 

.65

.65

.65 

.65

.72 

96

.90

1 *>Pi

4.00 

2 80

9 OK

2.02

a Below gage; drawn off to repair dam. 6 Caused by ice jam.

NOTE. River frozen January 1 to February 23; also December 11 to 31. 

Gage heights to surface of ice.

f Ice gone out of river. 

Ice 3 to 6 inches thick.

DELAWARE RIVER DRAINAGE BASIN.

Delaware Kiver rises-on the slope of Mine Mountain, near the southwestern line of Schoharie County, New York, flows southwesterly 

across central Delaware County to Deposit, where it is joined by 

Oquaga Creek, a large tributary draining eastern Broome County. 

The upper drainage area is relatively long and narrow, with numerous 

short lateral tributaries. It is rugged and to a considerable extent 

wooded. There are low water-power dams near Hamden and Delhi. 

At Deposit the stream turns abruptly to the southeast, forming the 

boundary line between New York and Pennsylvania, until Port Jervis 

is reached. Here it encounters the foot of the Shawangunk Range, 

and its direction of flow is again turned to the southwest. Below Port 

Jervis the Delaware forms the division between Pennsylvania and New 

Jersey, and ultimately empties into Delaware Bay below Philadelphia.
DELAWARE ETVER DRAINAGE BASIN. 95

Above Hancock the main stream is known as the West Branch of 

Delaware River, to distinguish it from the smaller East or Pepacton 

Branch.

The West Branch of the Delaware is sometimes called the Mohawk. 

It should not be confused with Mohawk River, a tributary of Hudson 

River. The East Branch of the Delaware flows parallel to the West 

Branch across southern Delaware County, but its drainage area is 

broader and its tributaries longer and more branching than those of 

the West Branch. Many of the tributaries head in small lakes and 

ponds.

From Hancock to Port Jervis, a distance by river of 76 miles, the 

Delaware flows in a broad, shallow channel with numerous slight rifts 

and a relatively rapid current. Several large tributaries enter in this 

section of the stream, notably Mongaup and Callicoon creeks and 

Neversink River from the New York side, and the Lackawaxen River 

from Pennsylvania.

The drainage area of Delaware River above Port Jervis. lies about 

four-fifths in New York and one-fifth in Pennsylvania.

Neversink River rises in southwestern Ulster County, two branches 

uniting to form the main stream near Sullivan County line. The 

stream then flows southerly, crossing eastern Sullivan County, and 

enters Delaware River at Port Jervis. Its fall is rapid and often precipitous, and its drainage basin contains numerous small lakes.

Measurements of flow of Delaware River were made during the latter half of June, 1891, by Prof. Dwight Porter and students at 

Delaware Watergap, Pa. The results show a flow of from 2,000 to 

2,200 second-feet. This was said to be the lowest June stage for five 

years. Measurements were made during the drought of 1895 by Prof. 

L. M. Haupt at Point Pleasant, Pa., near the intake of the Delaware 

and Raritan Canal feeder. The discharge above the bridge was 1,657 

second-feet and below the bridge 1,328 second-feet. Delaware River 

was measured by E. G. Paul, June 4, 1899, at Martins Creek, Pa., 7 

miles above the mouth of Lehigh River, and a discharge of 2,724 

second-feet was found.

Stations were maintained in this basin during 1904 by the United 

States Geological Survey as follows: Delaware River (West Branch) 

at Hancock, N. Y".; Delaware River (East Branch) at Hancock, N. Y.; 

Delaware River at Lambertvilie, N. J.; Lehigh River at South Bethlehem, Pa.; Musconetcong River near Bloomsbury, N. J.

Aside from these stations, measurements have been made for several 

years by John E. Codman, hydrographer of the water department of 

the city of Philadelphia. The stations maintained by Mr. Codman 

are located on the following streams, all in the vicinity of Philadelphia: Perkiomen, Tohickon, and Neshaminy creeks, and Schuylkill 

River.
96 STEEAM MEASUREMENTS IN 1904, PART II. [NO. 125

DELAWARE RIVER (WEST BRANCH) AT HANCOCK, N. Y.

This station was established October 15, 1902, by P. M. Churchill, 

assisted by C. C. Covert. It is located about one-half mile southwest 

of the Erie Railroad station at Hancock, N. Y., and about 1 mile above 

the junction of the East and West branches of the Delaware. The 

original wire gage was attached to the upstream side of the bridge. 

It was replaced July 20, 1903, by a standard chain gage, which was 

installed by F. H. Tillinghast. The location and the gage datum were 

not changed. The length of the chain from the end of the weight to 

the marker is 30.44 feet. The gage is read twice each day by David 

Pulver, the collector of tolls at the bridge. Discharge measurements 

are made from the downstream side of the bridge at which the gage is 

located. The bridge has a single span of 235 feet. The initial point 

for soundings is the top of the face of the left abutment on the downstream side. The bridge floor is marked at intervals of 5 feet with 

black paint. The channel is straight for 400 feet above and for 800 

feet below the bridge. The current is swift. Both banks are high 

and rocky and are not subject to overflow. The bed of the stream is 

composed of earth and cobblestones. The bench mark is a circular 

chisel draft on the upstream corner of the left abutment. Its elevation is 24.25 feet above gage datum. The elevation of the top of the 

pulley is 30.54 feet above gage datum.

The observations at this station during 1904 have been made under 

the direction of R. E. Horton, district hydrographer.

Discharge measurements of Delaware River (West Branch) at Hancock, N. Y., in 1904.

Date.

July 15........

September 11 . .

Hydrographer.

C.C. Covert. ...........

Covert and Swancott. . . .

Area of 

section.

Sq.feet. 

326

408

Mean 

velocity.

Feet per sec. 

0.55

.92

Gage 

height.

Feet. 

3.05

3.39

Discharge.

Second-feet. 

180

375
DELAWARE RIVER DRAINAGE BASIN. 97

Mean daily gage height, in feet, of Delaware River ( West Branch) at Hancock, N. Y.,for

1904.

Day.

1..............

o

3..............

4.............. 

5..............

6..............

8..............

9..............

10..............

11..............

12..............

10

14..............

15..............

16..............

17..............

18..............

19..............

20.............. 

21..............

22.............. 

23..............

24..............

25..............

26..............

27..............

28..............

29..............

Ort

31..............

Jan.

5. 82

5.87

5.37

5.17 

4.57

5.42

5.77

5.77

5.72

5.42

5. 32

5.12

5.07

4.42

4.87

5.02

4.97

4.67

4.52 

4.72

4.87 

6.32

7.32

5.12

8.62

8.32

7.92

Feb.

7.47

8.52

7.97

7.67 

7.42

7.07

7.82

14.43

13.26

11.96

11.86

11.61

11.81

10.96

11.01

10.51

10.06

10.06

10.01

10.06 

10.06

10.31 

11.11

11.76

10.56

10.46

10.01

9.91

10.06

Mar.

9.71

9.91

10.06

11.81 

12. 41

11.44

11.39

11.66

11.81

10.04

8.69

8.27

6.91

6.34

6.14

5.71

5.81

5.89

5.87

5.84 

6.09

5.69 

7.81

9.42

8.84

13.05

7.54

6.04

5.24

5.04

Apr.

5.79

6.59

5.64

5.21 

5.13

5.13

5.46

5.76

5.83

6.23

5.73

5.33

5.03

4.78

4.53

4.40

4.43

4.28

4.03

3.98 

4.03

4.08 

3.98

3.93

3.98

4.03

4.16

5.06

5.20

5.10

May.

4.98

4.76

4.56

4.56 

4.27

4.27

4.02

3.97

3.92

3.67

3.57

3.42

3.37

4.27

4.12

4.12

4.17

3.97

4.57 

4,32

4.19 

3.92

4.07

3.77

3.87

3.62

3. 52

3.37

3.37

3.47

June.

3.49

3.32

3.39

3.42 

3.81

3.71

3.46

3.66

4.41

4.11

3.96

3.74

3.48

3.46

3.46

3.61

3.68

8.31

3.26

3.14 

3.21

3.01 

3.06

3.11

3.16

3.16

2.94

2.71

2.84

July.

3.26

3.11

2.94

3.11 

3.11

3.21

3.01

3.06

3.08

3.11

8.06

3.14

3.06

3.30

3.10

4*. 50

3.80

3.65

3.60

3.40 

3.30

3.20 

3.10

3.05

3.00

3.35

4.15

3.60

4.20

3.90

3.80

Aug.

3.65

4.15

4.90

4.50 

4.10

5.50

4.20

3.90

3.75

3.90

4.35

4.12

3.80

3.70

3.80

3.85

3.55

3.60

3.60

4.10 

4.75

4.35 

5.40

4.70

4.85

4.25

4.05

3.88

3.72

3.80

3.50

Sept.

3.45

3.50

3.55

4.15 

4.20

3.90

3.70

3.50

3.40

3.35

3.40

3.35

3.10

3.20

4.40

4.10

3.55

3.55

3.55

3.35 

3.15

3.10 

3.10

3/20

5.00

4.40

4.50

4.45

3.90

4.65

Oct.

4.35

4.10

3.90

3.80 

3.75

3.55

3.45

3.35

3.45

3.50

3.50

3.75

3.90

4.65

4.40

4.25

4.05

3.90

3.90

3.80 

5.30

7.50 

5.95

5.35

5.00

4.85

4.55

4.15

4.15

3.95

3.95

Nov.

3.85

3.75

3.75

3.65 

3.55

3.55

3.60

3.60

3.40

3.45

3.40

3.45

3.60

3.40

3.55

3.35

3.30

3.35

3.45 

3.90

4.50 

4.40

4.45

4.25

4.10

3.95

3.60

3.55

4.05

Dec.

3.90

3.55

3.35

3.35 

3.30

3.35

3.«

3.25

3.80

4.25

4.75

4.70

4.60

4.50

4.60

4.25

4.65

4.45

4.55 

4.40

4.25 

4.45

4 65

4.85

4 45

4.95

7.30

5.75

5.05

4.60

NOTE. Ice conditions January 1 to March 7; also December 9 to 27. Gage heights to surface of ice. 

IER 125 05-r-7
98 STREAM MEASUREMENTS IN 1904, PART II. [NO. 125.

DELAWARE RIVER (EAST BRANCH) AT HANCOCK, N. Y.

This station was established October 14, 1902, by P. M. Churchill 

and C. C. Covert. It is located at the highway bridge one-half mile 

southeast of the Erie Railroad station at Hancock, N. Y., and 1 mile 

above the junction with the West Branch of Delaware River. The 

Erie Railroad bridge is just below the station. The standard chain 

gage with inclosed scale is attached to -the lower chord of the second 

span from the left end of the bridge on the upstream side. It was 

installed to replace the old wire gage July 21, 1903, by F. H. Tillinghast. The gage datum was not changed. The length of the chain 

from the end of the weight to the marker is 32.43 feet. The gage is 

read twice each day by D. B. Van Etten. Discharge measurements 

are made from the downstream side of the 5-span iron highway bridge 

to which the gage is attached. The bridge has a total span of 425.5 

feet between abutments. The initial point for soundings is the face 

of the right abutment at the top. The channel is straight for 600 feet 

above and for 300 feet below the station. The current is swift. Both 

banks are of medium height, and are not subject to overflow. The bed 

of the stream is composed of rocks and gravel and is not subject to 

change. There are three channels at low water and five channels at 

high water. The bench mark is a circular chisel draft on the top of 

the left abutment on the downstream side. It is marked " B. M." Its 

elevation is 27.93 feet above gage datum. The elevation of the top of 

the gage pulley is 32.40 feet above gage datum. During low water the 

elevation of the water surface at the station is lower than the water 

surface at the station on the West Branch of the Delaware, but there 

is no danger of the gage heights being affected by backwater from the 

West Branch, as there is considerable fall between the gaging station 

and the junction of the branches.

The observations at this station during 1904 have been made under 

the direction of R. E. Horton, district hydrographer.

Discharge measurements of Delaware River (East Branch) at Hancock, N. Y.,% in 1904-

Date.

July 14........

September 11 ..

Hydrographer.

C.C. Covert. ...........

Covert and Swancott. . . .

A rea of 

section.

Sq.ft. 

586

528

Mean 

velocity.

Ft. per sec. 

0.98

.77

Gage 

height,

Feet. 

3.26

3.04

Discharge.

Second-feet. 

578

408
HORTON, 

AND HOYT. DELAWARE RIVER DRAINAGE BASIN. 99

Mean daily gage height, in feet, of Delaware River (East Branch) at Hancock, N. Y.,

for 1904.

Day.

0

4..............

^

6..............

7..............

9.............. 

10..............

11..............

12..............

14..............

15..............

16.............. 

17..............

18..............

19..............

21..............

23..............

24.......'.......

26..............

°7

28.............. 

29..............

30..............

31..............

Jan.

4 97

4.17

4.17

4.17

4.35

4.62

4.49

4.77

4.'42

4 22

4.42

4.57 

4.87

4.67

4.92

5. 57

5. 52

b9.32

10. 57

9.32

10.17

10.12 

9.07

8.07

5.42

Feb.

5.32

4.77

4.47

4 4'1

8.21 

7 °1

6 91

5.36

5.31

5.01 

4.71

4.61

4.51

4 6fi

5.11

5.01 

4.76

4.41

4.61 

4.61

Mar.

4.71

4.81

4.86

5.51

5 79

7 54

19.49

13.99 

1° 54

12. 74

I'7 79

12 79

12.64

12. 69

12.64 

12.44

12.24

12.14

-IO QJ

12. 24

13 34

14 49

15.74

17.04

9 ''4

6.49

5.19

Apr.

5 64

6 91

5.33

5.43

6.03

6.18

7.13

6.83

4.78

4.80 

4.58

4 48

4.38

4 ^8

4.16

4.23

4.10

4.23

4.53

5.13

5.46

May.

5

00

j m;

4.73

4.56

4.42

4 15

4.05

3.95 

3.85

3.77

0 £F.

3.65

3 fiQ

4.07

0 QA

3.85

3. 85

3 QQ

3

QO

3 79

3.72

3.57

3.59

3.56

3.45

June.

o 17

0 OQ

3.54

3.58

4.18 

4.18

3.64

S

AG

3.46

3.54

3.26

3

nC

3.06

2.98

2.91

2.88 

2.94

July.

2.96

2. 95

2.95

2.97

2.97 

2.95

2.90

2.97

S

on

3.22

3.80 

3.58

3.45

3.65

3.08

3.05 

3.00

3.18

3.42

3.35 

5.96

4.52

4.00

Aug.

3.75

3.75

3.78

3.58

3.48

3.38

3.20 

3.45

4.35

4.02

3.70

3.55

3.42

3.52

4.15

4.18

3.58 

3.48

3.40

3.32

Sept.

3.28

3.28

3.22

3.35

3.32

3.18

3.12

3.10 

3.15

S

OU

3.85

3.12

3 ftp.

O QQ

2 no

3.00 

3.50

3.58

3.48 

3.40

3.78

Oct.

3.85

3.62

3.55

3.48

3.40

3.32

3.30

3 22

3.20 

3.20

3.20

3.32

4.05

3.95

3.78

3.68

3.52

3.50

3.45

9.02

9 1ft

6.38

5.50 

5.00

4.75

4.48

4.28 

4.12

4.00

3.88

Nov.

3.80

3.70

3.52

3.60

3.58

3.40 

3.40

3.40

3.35

3.48

3.42

3. .50

3.40

3.40

3.40

S fift

4.25

4.18

4.15 

4.10

4.02

3.88

3.75 

4.80

5.10

Dec.

4.45

4.12

4.22

4.05

4.15

4. (5

3.90 

3.75

4.05

4.35

4.40

4.35

4.45

4.55 

4.65

4.70

4.70

4.70

4.70

4.65

4. 55 

5.15

4.85

5.05

7.10 

5.80

5.05

4.80

a January 24-30, back water from lee jam. & February 7-13, back water from ice jam. 

NOTE. River frozen from January 10 to March 21; also December 11-28. Gage heights to surface of 

water in hole cut in ice.

DELAWARE EIVER AT LAMBERTYILLE, N. J.

This station was established at the covered toll bridge on July 23, 

1897, by E. G. Paul. The datum of the chain gage was 2 feet below 

that of the United States Weather Bureau gage painted on the first 

bridge pier, and was referred to a copper bolt set in the sill of the 

sxtreme south door at the east side of the station of the Pennsylvania 

Railroad; elevation, 27.82 feet. This bench mark is No. 9 of the 

Pennsylvania Railroad and has an elevation of 72.69 feet above sea 

level. The bridge to which this gage was attached was carried awajin the flood of October 10-11, 1903. After that date and until July 

22, 1904, gage heights were read from a temporary gage on one of 

the piers. On the latter date a standard chain gage was attached to 

the new steel bridge which occupies the site of the old toll bridge and 

set to the same datum as the original chain gage; length of chain, 

BO.46 feet. At the time this gage was installed a second bench mark 

was established on the top of the bolt in the fifth course below the
100 STKEAM MEASUREMENTS IN 1904, PART II. [NO. 125.

coping on the upstream face of the left abutment; elevation, 14.82 

feet. Measurements are made from the lower side of the bridge. 

The initial point for soundings is on the left bank. The channel 

above and below is straight. The current is sluggish for a short distance near the left bank. The bed is of gravel and sand and does not 

change. A dam, located about a mile below the station, may change 

slowly and thus affect in time the stage of water at the station. The 

gage is read twice daily by Charles H. Naylor, collector of tolls.

The observations at this station during 1904: have been made undei 

the direction of N. C. Grover, district hydrographer.

Discharge measurements of Delaware Riwr <it Lambertville, N. J., in 1904-

Date.

July 22........

H ydrographer.

R. J. Taylor .........

E. C. Murphy........

Witlth.

Feet. 

910

1,030

Area of 

section.

»S'q. feet. 

3,614

4,747

Mean 

velocity.

Ft. per sec. 

0.90

1.33

Gage 

height.

Feet. 

2.98

3.94

Discharge.

Sec. -feet. 

3,24£

6,30?

Mean daily gage height, in feet, of Delaware River at Lambertville, N. J.,for 1904.

Day.

1. .............

2..............

3..............

4..............

5..............

6..............

10..............

11..............

12..............

13..............

14..............

15..............

16..............

17.............. 

18..............

19.............. 

20..............

21..............

23..............

25..............

26..............

29..............

30..............

31..............

Jan.

(«)

(«)

(°)

(°)

^5.00

«4.45

e4.30

e5.00

(a)

Feb.

(«)

f 6. 30

(«)

7.00

( a )

7.90

(a\

dlO.OO

<U5.05

c*13.50

dll. 76

( 6 )

Mar.

( 6 )

5.30

9.45

7.70

8.05

5.20

4.55

4.15

3.80

3.76

3.45 

8.40

3.40 

3.85

3.85

3.95

4.25

4.20

5.75

/6.45 

/9.75 

8.30

6.20

5.15

4.80

Apr.

5.45

7.80

6.50

5.30

4 95

4.75

4.85

£» ^n

5.10

4 60

4.15

3.85

3.50

3.35 

3.05

3.00 

2 90

2.90

2.85

2.50

2.50 

2.80 

3.15

3.95

May.

3.85

3.75

3.45

3.10

2. 95

9 gf>

° 60

2.50

2.65

2.60

2.60

2.65

2.80

2.80 

3.05

3.25

3.35

3.35

2.95

2.80 

3.20 

3.50

2.95

3.15

June.

3.20

3.05

2.90

2.95

3.05

3.10

3.25

2.85

2.70

2.65

2.50

2.40 

2.30

2.20

2.20

2.10

2.00

2.00 

2.80 

2.80

9 80

July.

3.10

3.35

3.25

3.10

3.05

3.45

4 ''O

4.00

3.55

3.70

3.00

3.00 

3.05

3.40

3.00

3.20

2.80

2.80

2.75

2.80 

2.96 

3.45

3.45

4.10

Aug.

3.80

3.55

3.40

3.30

3.55

3.60

3.40

3.30

4.10

3.45

3.95

4.15

3.80

3.45

3.25 

3.15

3.05 

3 40

3. ,96

3.95

4.05

4.20

4.00 

3.65 

3.55

3.30

3.20

Sept.

3.10

3.05

3.05

3.10

3.05

3.00

3.10

2.95

2.95

2.80

3.50

6.95

5.15

4.75 

4.60

4.20

3.60

3.50

3.35

3.10 

3.10 

3.75

3 7ft

Oct.

3.65

3.60

3.90

3.75

3.55

3.50

3.40

3.40

3.30

3.90

4.20

4.30

4.05 

3.90

3.75 

3 fin

4.85

7.60

7.10

6.25

5.60 

5.20 

5.00

A cn

4.70

4.50

Nov.

4.35

4.20

4.10

4.06

3.96

4.00

3.90

3,70

3.70

3.80

4.40

4.35

4.25

4.20 

4.10

4.05

3.90

4.05

4 40

4.70

4 60

4.55 

4.45 

4.80

4.20

4 00

Dec.

4.0(

4.K

4.0;

3.9f

3.9<

3.7i

3.8(

3.6!

3.6!

3.6(

(a\

.....

e7.9

9 4

5.7

a River frozen at pier. From January 1 to 23 

frozen across.

bice ^ani at pier February 25 to March 7. 

clce jam three-fourths mile below bridge is cause of rise.

rt Ice jam cause of rise.

e River open.

/ Upper Delaware ice cause of rise.
HOTT? '] DELAWARE RIVER DRAINAGE BASIN. 101

LEHIGH BIVER NEAR SOUTH BETHLEHEM, PA.

This station, which was established September 22, 1902, by Prof. 

Mansfield Merriman, of Lehigh University, is located at New Street 

Bridge, between Bethlehem and South Bethlehem, Pa. The standard 

shain gage is attached to the hand rail near the right bank on the 

lower side of the bridge. The length of chain from the end of the 

weight to the marker is 43.77 feet. The datum of the gage is referred 

to bench mark No. 72 of the Lehigh Valley Railroad, which is an iron 

pin set in the south pier of New Street Bridge; elevation, 22.32 feet. 

This bench mark is 232.87 feet above sea level. Discharge measurements are made from the bridge to which the gage is attached. This 

bridge has nine spans, but the river is confined to three, except at high 

stages. The right bank is high and will not overflow, but on the left 

bank the river overflows at high stages and joins Me nocacy Creek, 

which is tributary to Lehigh River a few rods below the station. The 

initial point for soundings is the face of the pier on the right bank. 

The channel is straight for several hundred feet above and below the 

station. The bed is composed of sand and gravel, which is free from 

vegetation and is permanent. The velocity is fair. The gage is read 

once daily by Harry E. Edmonds.

The observations at this station during 1904 have bden made under 

the direction of N. C. Grover, district hydrographer.

Discharge measurements of Lehigh Riivr near South Betltlehem, f*a., in 1904.

Date.

July 21. .......

Novembei'7....

Hydrographer.

R. J. Taylor ........

H. D. Couistock. . . . .

Width.

Feet.

293

Area of 

section.

Sq.feet.

760

923

Mean 

velocity.

Ft. per sec.

1.10

1.38

Gage 

height.

Feet.

2.29

2.69

Pischarge.

See.-feet.

838

1,276
102 STREAM MEASUREMENTS IN 1904, PART II. [NO. 125. 

Mean daily gage height, -in feet, of Lehigh River near South Bethlehem, Pa., for 1904.

Day.

1..............

2.............. 

3..............

4. .............

5..............

6..............

7..............

8..............

9..............

10..............

11..............

12.............. 

13..............

14..............

15..............

16.............

17......... ....

18. .............

19..............

20.............. 

21..............

23..............

24..............

25...............

26.... .........

27..............

28.............. 

29..............

30..............

31..............

Jan.

2.80

2.80 

2 50

2.70

2.80

2.70

2.60

2.60

2.70 

2.80

2.80

2.70

2.60

2.50

.40

.70 

.40

6.40

5.40

4.15

3.80

3 7ft

3.30

3 on

3.20

Feb.

2.80

2.70

 > go

2.90

2.90

4.10

' 3.90

3.50

3.10

3.00 

2.90

2.80

2.80

2 80

2.70

2.70

2 60

2.60 

2.60

6.53

4.10

3.30

3.25

3.10

Mar.

3.30

3.40 

4.00

4.52

3.50

3.50

10.26

9.15

6.60

5.80

5.30

4.60 

4.30

4.10

4.00

3.90

3.70

3.70

3.60

4.30 

4.30

4.20

4.30

4.40

4.70

5.30

5.10

4.90 

4.30

4.10

4.10

Apr.

6.75 

5.70

4.70

4.50

4.30

4.30

4.30

4.40

4.30

4.00

3.90 

3.80

3.70

3.50

3.40

3.30

3.20

3.10

3.10 

3.10

3.10

3.00

3.00

2.90

2.90

3.20 

3.20

3.10

May.

3.00

3.00

°2 90

2.80

2.70

2.60

2.60

2.60

2.60

2.70

2.60 

2.40

2.40

3.00

2.80

2.70

2.70

2.70 

2.60

2.60

2.50

2.50

2.50

2.60

2.70

2. 60 

2.40

2.40

2.80

June.

9 80

2.80

a flfl

2.70

3 °0

3.20

3.10

3.00

3.10

3.90

3.80

3.10

3.00

2.90

2.70

2.60,

2. 50 

2.50

o 5Q

o 50

2.40

2.40

2.40

2.30

2.20 

2.35

2.60

July.

2.60

2.50 

2.40

2.30

2.20

2.10

2.60

3.95

3.10

3.10

2.90

2.70 

2.70

2.55

o on

2.25

2.20

2.40

2.70

2.60 

2.20

2.20

2.10

2.30

2.40

2.60

3.20 

3.00

2.80

2.60

Aug.

2.50

2.40

2 fifl

2.70

9 60

2.50

2.30

2.40

2.40

2.40

3.00

2.60 

2.40

2.40

2.50

2.40

2.30

2.30

2.20

2.40 

3.15

o 90

3.00

2.80

2.60

2.50

2.40

2.30 

2.30

2. 30

2.20

Sept.

2.20

2.20 

2 30

2.20

2.10

2.20

2.10

2.10

2.40

2.20

2.10 

2.10

2.35

3.50

3.70

3.20

2.80

2.80

2.70 

2.60

2.60

2.50

2.50

2.30

2.30

2.30

2.30 

2. 30

2. 50

Oct.

. 2.30

2.30

2.30

2.30

2.30

2.30

2.30

2.30

2.50 

2.70

2.70

.2.70

2.60

2.60

2.50

2.40

2.40 

2.50

6.30

4.70

4.10

3.80

3.60

3.20 

3.10

3.00

2.90

Nov.

2 80

2.80 

2 80

2.70

2.70

2.70

2.70

2.60

2.60

2.60

2.60

2.60

3.20

3.20

3.10

2. 90 '

2.80

2.70 

3.20

3.00

2.90

2.80

2.80

2.80 

2.80

2.80

Dec.

2.80

2.70 

2.60

2

r\r\

o fjo

2.60

2. 60

2.60

2.50

2.50

2.50

2. 50 

*> 50

2.40

 > 50

o 50

2.40

o 50

2.50 

2.50

2.30

2.40

2. 60

2. 60

2. 80

2.70

3. .50 

4.40

3.60

3.40

MUSCONETCONG RIVER NEAR BLOOMSBURY, N. J.

This station was established July 4, 1903, by E. P. Roundey. It is 

located at the first highway bridge over Musconetcong River above 

the village of Bloom1-bury, N. J. The 1903 gage was a vertical li 

by 6-inch cypress board spiked to the right abutment near the downstream end. It read from 0 to 10 feet, and was graduated with gal 

vanized-iron staples. A standard chain gage was installed at this 

station on April 12, 1904, by F. H. Tillinghast to the same datum 

as the staff gage; length of chain, 12.46 feet. The bench mark is a 

square chiseled on the top of the right abutment at its downstream 

end. Its elevation is 9.63 feet above the gage datum. Discharge 

measurements are made from the downstream side of the two-span 

highway bridge to which the gage is attached. The initial point for 

soundings is the end of the hand rail on the right bank. The channel 

is straight for 200 feet above and 100 feet below the station. The 

current is swift, and both banks are low and liable to overflow. The
DELAWARE BIVEB BEAINAGE BASIN. 103

bed of the stream is composed of gravel. The channel is broken by 

the central pier of the two-span bridge, and at high stages part of the 

water flows around the bridge. Gage readings are taken twice each 

day by Michael Kieffer.

The observations at this station during 1904 have been made under 

the direction of N. C. Grover, district hydrographer.

Discharge measurements of Musconetcong River near Bloomsbiwy, N. J., in 1904.

Date.

June 7.........

July 23........

August 24 ......

Hydrographer.

J. 0. Hoyt. ........

R. J. Taylor. .......

J. 0. Hoyt..........

H. D. Coinstock.....

Width.

Feet. 

64

64

64

60

Area of 

section.

Sq.feet. 

118

119

100

108

Mean 

velocity.

Ft. per sec. 

1.56

.80

1.07

1.35

Gage 

height.

Feet. 

1.48

1.14

1.22

1.29

Discharge.

Sec.-feet. 

184

95

106

147

Mean Haily gage height, in feet, of Musconetcong River near Bloomsbury, N. J., for 1904.

Day.

1..............

3.... .........

4..............

5. .............

6.............. 

7.............. 

8..............

9..............

10. .............

11..............

13..............

14..............

15..............

16.............. 

17..............

18.............. 

19..............

20..............

21..............

22..............

23..............

24..............

25..............

26..............

27..............

28..............

29..............

30..............

31..............

Jan.

1.75

1.68

"2.18

2 42

2.08 

1.92 

1.68 

1.68

1.62

1.60

1.52

1.62

1.82

1.65

1.68

1.50 

1.40

1.38

1.50

2.35

4.55

2.70

2.30

2.05

1.98

1.88

1.82

1.78

1.72

Feb.

1 72

1.60

1.72

1.68

1.60 

1.85 

1.95 

1.66

1.65

1.62

1.55

1.52

1.50

1.52

1.35 

2.62

1.85 

1.40

1.45

1.40

<-5.58

2.45

2.55

1.98

1.80

1.72

1.98

1.78

.......

Mar.

1.80

1.82

1.75 

4.75

( 6 )

(6)

( b )

(»)

( 6 )

Apr.

(6)

(*)

1 98

1.75

1.63

1.53

1.55 

1.55

1.58 

1.75

1.38

1.35

1.31

1.28

1.28

1.33

1.31

1.51

1.63

1.61

1.53

May.

1.55

1.51

1.41

1.41 

1.28 

1.43 

1.35

1.33

1.33

1.31

1.31

1.28

1.43

1.41 

1.38

1.33 

1.35

1.31

1.33

1.28

1.25

1.21

l.ZS

1.23

1.21

1.18

1.13

1.38

June.

1

01

1.25

1.28

1.28

1.28

1.35 

1.38 

1.31 

1.33

1.33

1.28

1.25

1.18

1.18

1.13

1.13

1 1 ^

1.08 

1.08

1.05

1.05

.93

1.05

1.11

.93

1.13

1.05

1.18

1.18

July.

1 1^1

1.15

1.03

1.03 

1.03 

1.53 

1.48

1.35

1.33

1.21

1.18

1.15

1.05

1.03 

98

1.11 

.98

1.11

1.05

1.01

1.05

1.02

1.12

1.12

1.10

1.10

1.05

1.12

1.08

Aug.

1.18

1.08

1.08

1.05

1.90

1.12 

1.05 

1.10 

1.02

1.08

1.35

1,18

1.12

1.18

1.12

1.08 

1.08

1.05

.98

1.28

1.20

1.25

1.20

1.12

1.05

1.05

1.08

1.08

1.02

1.00

Sept.

.95

95

1.00

1.02

1.00 

1.00 

.95 

1.00

.90

.98

1.10

.90

4.05

3.35

2.22 

1.85

1.55 

1.50

1.32

1.32

1.25

1.20

1.18

1.18

1.20

1.15

1.18

1.12

1.18

Oct.

1.08

1.15

1.10

1.12

1.12 

1.15 

1.18 

1.15

1.12

1.08

1.32

1.22

1.15

1.12

1.15 

1.12

1.08 

1.08

1.12

2.35

2.55

2.20

1.90

1.60

1.52

1.42

1.40

1.35

1.35

1.30'

Nov.

1.25

1.25

1.30

1.28

1.28 

1.28 

1.22 

1.22

1.15

1.22

1.22

1.28

1.55

1.32

1.45

1.40 

1.32

1.32

1.40

1.45

1.40

1.40

1.35

1.40

1.32

1.30

1.28

1.40

Dec.

1.48

1.25

1.42

1.48

1.25

1.22 

1.25 

1.28 

1.20

1.20

1.15

1.28

1.25

1.25

1.25

1.22

J 00

1.18 

1.25

1 22

1.22

1.20

1.20

1.22

1.20

1.22

1.42

1.80

1.58

1.52

1.45

alee gorging below. & Gage rod washed out. a Rain and melting snow causes rise.
104 STREAM MEASUREMENTS IN 1904, PART II. [NO. 125.

TOHICKON CHEEK AT POINT PLEASANT, PA.

Tohickon Creek drains an area of 102 square miles in Bucks County, 

north of Philadelphia. It flows in an easterly course, entering Delaware River about 8 miles above Lambertville, N. J. In a statement 

by Rudolph Hering, printed in the report of the Philadelphia water 

department for 1885, page 350, is given a classification of the drainage area of Tohickon Creek, from which it appears that 76 square 

miles is cultivated and improved and 26 square miles untillable and 

wooded. Measurements of the discharge of the creek are made near 

its mouth at Point Pleasant. Rain gages are located within the drainage basin at Quakertown, also at a point about 3 miles north of 

Bedminster, and near Point Pleasant.

Tables of daily discharge in second-feet, for the years 1883 to 1899, 

inclusive, are published in Water-Supply Paper No. 47, page 81. 

Daily records of gage height were not kept during 1900. The following figures of discharge for 1904 were furnished by Mr. John E. Codman, hydrographer of the Water Department of Philadelphia.

Mean daily discharge, in second-feet, of Tohickon Creek at Point Pleasant, Pa., for 1904-

Day.

1..............

o

3.. ............

5..............

6..............

S... ...........

9

10. .............

11..............

12..............

15..............

18..............

17..............

ID

19

21..............

22..............

°4

27..............

9Q

30..............

01

Jan.

128

162

177

169

154

154

154

154

142

131

295

782

1,104

1,144

798

454

241

158

131

489

3,133

1,098

232

175

155

144

132

120

116

Feb.

Ill

107

111

99

453

685

190

89

65

58

56

51

49

49

49

49

36

23

23

2,090

632

272

218

128

76

173

Mar.

247

357

490

183

81

1,736

447

203

111

74

58

55

112

153

344

595

740

318

343

425

301

127

341

322

151

104

82

334

Apr.

1,494

1,215

85

133

270

307

173

89

68

59

49

44

42

39

39

35

31

27

23

22

30

 66

112

109

79

May.

68

61

49

35

27

21

21

23

20

23

15

22

35

27

26

22

16

14

17

15

10

10

9

7

18

715

June.

358

255

297

238

482

1,119

422

167

94

67

56

44

33

23

24

23

18

13

15

15

19

47

37

21

15

13

13

16

25

July.

26

29

12

11

12

151

74

81

79

265

74

40

28

23

19

20

26

33

31

26

20

18

39

31

27

77

44

30

Aug.

27

76

110

45

38

19

18

384

1,415

398

1,331

593

138

72

31

517

749

286

184

119

59

43

34

26

27

25

20

Sept.

17

15

15

12

10

12

11

7

10

1,459

4,395

868

99

58

41

32

31

31

31

19

21

18

49

Oct.

46

38

°.1

85

27

21

16

14

15

17

217

106

61

45

 79

2,004

1,035

261

124

78

60

53

41

36

38

36

Nov.

33

27

31

23

23

23

26

28

30

63

417

440

487

460

226

148

148

154

126

90

67

58

45

44

49

44

Dec.

38

31

31

31

31

31

31

27

23

23

20

17

17

20

23

23

83

125

69

31

31

51

71

71

238

431

154

113
DELAWARE BIVEB DRAINAGE BASIN.

Estimated monthly discharge of Tohickon Creek at Poi 

[Drainage area, 102.2 square milt

Month.

105

nt Pleasant, Pa., for 1904.

Discharge in second-feet.

Maximum.

January .................... 3,133

February................... 2, 090

March...................... 1, 736

April....................... 1,494

May ....................... 715

June....................... 1,119

July ....................... 265

August................ .... 1,415

September..... ............ 4, 395

October .................... 2,004

November.................. 487

December .................. 556

The year.............. 4,395

Minimum.

116

23

55

22

13

11

18

4

14

23

17

Mean.

412

214

354

183

46.9

152

49.6

229

258

155

116

80.5

188

Run-off.

Second-feet

per square

mile.

4.03

2.09

3.46

1.79

.459

1.49

.485

2.24

2.52

1.52

1.14

.788

1.83

Depth in 

inches.

4.65

2.25

3.99

2.00

.529

1.66

.559

2.58

2.81

1.75

1.27

.908

24.

NESHAMINY CREEK AT FORKS. PENNSYLVANIA.

The drainage basin of Neshaminy Creek is immediately south of 

that of Tohickon Creek and of a portion of that of Perkiomen Creek. 

The stream flows in a general southeasterly and southerly course, 

entering Delaware Eiver at a point about lii miles above Philadelphia. 

The point of measurement is at the forks of Big and Little Neshaminy 

creeks. The drainage area at this point is 139 square miles, of which 

128 are cultivated and improved and 11 miles untillable and wooded. 

The daily discharges from 1884 to 1900 are given in Water-Supply 

Paper No. 47, pages 90 to 98. The table of daily discharge for 1904 

was furnished by Mr. John E. Codman.
106 STEEAM MEASUKEMENTS IN 1904, PART II. [NO. 125. 

Mean daily discharge, in second-feet, of Neshaminy Creek at forks, Pennsylvania, for 1904.

Day.

1...... ........

3..............

4..............

7..............

8..............

9..............

10..............

11..............

13..............

14..............

15..............

16..............

17..............

18..............

19..............

20. .............

21..............

22..............

23

24..............

25..............

26..............

27..............

28..............

29..............

30..............

31..............

Jan.

119

92

88

88

88

88

88

88

92

105

105

1 AFL

344

532

189

154

125

105

1 FLQO

1,336

380

450

314

91 3

189

154

Feb.

144

135

125

125

518

2,274

864

125

125

115

89

72

63

54

54

54

63

118

4,007

304

1C')

134

105

89

Mar.

768

463

369

321

°43

80

3,137

1,637

277

136

103

91

73

71

7FL

232

755

995

383

205

QQC

J.7Q

9*3

208

3°9

328

181

143

125

380

Apr.

1,549

632

161

148

179

194

513

564

235

-IQQ

164

-JO'7

118

104

93

86

85

QA

75

71

67

61

63

72

103

131

117

98

May.

83

72

63

51

47

43

40

38

39

38

OC

34

00

40

42

37

36

33

33

33

°9

o-i

28

19

°0

15

19

246

June.

153

124

113

84

334

414

2,502

360

147

135

107

80

72

68

57

48

45

39

41

94

80

00

30

26

21

22

28

July.

21

18

17

22

118

149

17

130

80

CO

73

43

OQ

07

32

30

29

27

23

20

035

48

48

37

30

Aug.

55

79

65

44

91

46

°.fi

1,143

1,646

OKfi

243

1,012

135

87

72

224

OQQ

1°0

97

Qt>

79

73

64

58

Sept.

53

50

52

47

41

34

28

q-i

o-i

01

31

TOO

3 Q1 1

000.

176

135

113

76

68

CQ

54

55

55

51

47

Oct.

47

42

38

37

OK

39

33

27

30

33

2,677

361

101

92

a5

77

72

50°

174

155

136

115

105

101

97

Nov.

93

85

81

78

 7K

69

68

71

72

75

125

1 558

540

49°

419

238

188

176

152

-100

125

111

83

59

54

54

Dee.

54

54

54

54

54

54

- 51

48

48

48

45

41

41

41

41

36

31

31

52

157

246

1,090

565

200

153

Estimated monthly discharge of Neshaminy Greek at forks, Pennsylvania, for 1904. 

[Drainage area, 139 square miles.]

Month.

January ....................

February ...................

March. .....................

April. ......................

June .......................

July........................

August .....................

The vear .............

Discharge in second-feet.

Maximum.

4,696 

4,007 

3,137 

1,549 

246 

2,502 

1,314 

1,596 

3,911 

3,560 

1,558 

1,090

4.696

Minimum.

88 

54 

71 

61 

15 

21 

17 

34 

28 

27 

54 

31

15

Mean.

468 

383 

433 

219 

43.5 

184 

97.6 

290 

199 

305 

205 

114

245

Run-off.

Second-feet 

per square 

mile.

3.37 

2.76 

3.12 

1.58 

.320 

1.32 

.702 

2.09 

1.43 

2.19 

1.47 

.820

1.76

Depth in 

inches.

3.88 

2.98 

3.60 

1.76 

.369 

1.47 

.809 

2.41 

1.60 

2.52 

1.64 

.945

23.98
DELAWARE RIVER DRAINAGE BASIN. 107

SCHUYLKILL RIVER NEAR PHILADELPHIA.

This river receives the drainage of the portion of southeastern 

Pennsylvania lying between Lehigh River on the north and Susquehanna River on the south. It flows in a general southeasterly course, 

emptying into Delaware River, the city of Philadelphia being located 

at the junction of these streams. Records of the height of the river 

at Fairmount pool have been kept for many years, but not in such 

form as to be useful in computing daily discharges. In 1898, however, careful estimates were prepared by Mr. John E. Codman, in 

charge of hydrographic work, Bureau of Water, city of Philadelphia, 

the results being given in the Twentieth Animal Report, Part IV, 

page 97.

The figures for daily discharge in the following table represent the 

total flow of the stream, computed from the amount wasted over the 

Dashboards at Fairmount dam, the pumpage from the river, the leakage, and also the quantity used for power at Fairmount.

The following figures for 1904 were furnished by Mr. John E. 

Codman:

Mean daily discharge, in second-feet, of Schuylkill River near Philadelphia, Pa., for 1904-

Day.

1. .............

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.

1,303

1,303

1,303

1,303

1,303

1,303

1,303

1,303

1,303

1,303

1,303

1,303

1, 426

2, 910

3, 215

2,064

1,303

1,303

1,305

1,303

1,303

3,938

27,210

14,050

7,003

3,753

5,369

1,946

1,433

1 3O'-!

1,303

Feb.

1,445

1,445

1,445

1,445

1,445

1,445

2,439

6,187

3,187

2, 024-

1,445

1,445

1,445

1,445

1,445

1,445

1,445

1,445

1,445

1,445

1,445

22,810

21,420

6,537

5,058

4,591

2,658

2,654

4,474

Mar.

9,045

8,934

6,429

8,850

5,129

3,092

11,860

36,180

14,320

7,539

5,239

3,994

4,084

2,755

2,498

2,426

2,483

3,675

6,135

5,925

4,756

4,475

4,650

3,963

3,397

3,585

3,945

3,685

3,061

3,112

Apr.

6,469

12,470

8,434

5,634

6,572

3,391

3,120

3,120

3, 484

4,003

3,391

2,887

2,453

2,034

2,034

1,866

1,774

1,774

1,774

1,774

1,774

1,774

1,774

1,774

1,774

1,774

1,774

1,774

2,034

1,866

May.

1,292

1,292

1,292

1,292

1,292

1,292

1,292

1,292

1,292

1,292

1,292

1,292

1,292

1,292

1,292

1,292

1,292

1,292

1,292

1, 292

1,292

1,292

1,292

1,292

1,292

1,292

1,292

1,432

1,292

1 292

5,997

June.

7,092

4,294

5,048

4,453

2,991

4,138

12,850

4,136

3,270

3, 002

3,630

2,743

1,818

1,730

1,729

1,729

1,729

1,729

1,729

1,729

1,729

1,729

1,729

1,729

1,729

1,501

1,325

1,326

1,325

1 ^9^

July.

771

771

771

771

771

771

771

871

803

771

771 in

771

771

771

771

771

771

771

771

771

771

771

771

771

771

771

771

803

771

771

771

Aug.

1,595

1,595

1,595

1,607

1,595

1,595

1,595

1,595

1,595

1, 595

5,339

3,500

1,595

2,568

3,137

1,673

1,595

1,595

1,595

3,354

3,981

3,034

3,679

3,506

1,758

1,595

1,595

1,595

1,595

1,595

Sept.

994

994

994

994

994

994

994

994

994

994

994

994

994

5,456

29,490

4,044

994

994

994

994

994

994

994

994

994

994

994

994

994

994

Oct.

1,360

1,360

1,360

1,360

1,360

1,360

1,360

1,360

1,360

1,360

1,360

4,002

1,873

1,483

1,360

1,360

1,360

1,360

1,360

1,360

11,350

Ij), 780

4,927

2,909

1,961

1,419

1,360

1,360

1,360

1,360

1,360

Nov.

1,495

1,495

1,495

1,495

1,495

1,495

1,495

1,495

1,495

1,495

1,495

1,495

1,535

5,173

5,264

3,678

2,930

1,857

2,454

2,375

2,375

2,211

1,822

1,671

1,642

1,495

1,495

1,495

1,495

1,495

Dec.

1,258

1,258

1,258

1,258

1,258

1,258

1,258

1,258

1,258

1,258

1,258

1,258

1,258

1,268

1,258

1,258

1,258

1,258

1,258

1,258

1,258

1,258

1,258

1,258

1,258

1,258

1,258

3,531

4,200

3,063

3,045

NOTE. The above Is the total flow ot the river in second-feet.
108 STREAM MEASUREMENTS IN 1904, PART II. [NO. 125.

Estimated monthly discharge of SchuylJdll River near Philadelphia, Pa., for 1904- 

[Drainage area, 1,915 square miles.]

Month.

February ...................

March ......................

May .......................

July .......................

August .....................

November ..................

December ..................

The year .............

Discharge in second-feet.

Maximum.

27, 210 

22, 810 

36, 180 

12, 470 

5,997 

12, 850 

871 

5,339 

29,490 

11, 350 

5,264 

4,200

36, 180

Minimum.

1,303 

1, 445 

2,426 

1,774 

1,292 

1,325 

771 

1, 595 

994 

1,360 

1,495 

1,258

771

Mean.

3,196 

3, 742 

6,187 

' 3, 218 

1,448 

2,901 

776 

2,176 

2,194 

2,278 

2,013 

1,542

2,639

Run-off.

Second-feet 

per square 

mile.

1.67 

1.95 

3.23 

1.68 

.756 

1.51 

.405 

1.14 

1.15 

1.19 

1.05 

.805

1.38

Depth in 

inches.

1.92 

2.10 

3.72 

1.87 

.872 

1.68 

.467 

1.31 

1.28 

1.37 

1. 17 

.928

18.69

NOTE. The above is the total flow of the river.

PERKIOMEN CREEK AT FREDERICK, PA.

Perkiomen Creek drains an area laying northwest of the city of Philadelphia. It flows in a southerly direction, emptying into Schuylkill 

River about 7 miles above Norristown and about 18 miles above Philadelphia. The point of measurement of discharge is located at Frederick about 12 miles above the mouth, and is also above two large 

tributaries known as West Swamp Creek and Northeast Branch of 

Perkiomen. Both of these tributaries have been measured the first 

at Zieglerville and the second iiear'Schwenkville. The drainage area 

of the Perkiomen above the point of measurement is given by Rudolph 

Hering as 152 square miles, of which 111 are cultivated and improved 

and 41 untillable and wooded. Measurements of this creek were begun 

on August 20, 1884. Water-Supply Paper No. 35 contains tables of 

the daily discharge for the entire period from 1884 to 1899, inclusive. 

The records of daily discharge for 1904, as furnished by Mr. John E. 

Codman, are given in the following table:
DELAWARE RIVER DRAINAGE BASIN. 109

Mean daily discharge, in second-feel, of Perkiomen Creek at Frederick, Pa., for 1904.

Day.

1..............

2..... ........

3..............

4..............

5..............

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.

54

97

87

133

131

124

126

128

126

121

114

106

106

765

537

340

233

226

226

148

139

1 087

4,465

671

247

205

224

Ifvl

116

118

Feb.

121

154

119

124

106

88

283

1,351

243

167

114

103

103

61

71

118

67

57

55

69

79

497

189

105

376

Mar.

670

613

694

818

211

174

3,581

2,629

391

216

178

152

132

1°8

v>x

171

211

299

1,095

892

349

337

447

320

256

353

360

O'}U

180

180

°89

Apr.

1,763

921

365

252

214

201

212

228

279

 294

231

198

167

138

99

98

97

go

79

65

CQ

60

61

68

130

186

-too

163

May.

133

107

93

74

64

62

55

53

55

69

70

60

KO

 TF;

94

67

54

69

64

65

58

45

OK

07

07

36

52

1,117

June.

305

398

594

''88

503

2, 583

158

131

100

88

84

61

60

64

52

55

153

384

112

66

43

41

40

66

QQ

July.

203

91

67

45

38

39

164

157

157

167

104

76

49

45

44

50

75

84

61

45

42

42

53

128

99

66

62

54

Aug.

44

58

106

96

60

269

126

63

46

1,376

258

130

1 SS^i

367

172

121

94

570

768

334

167

120

(V>

64

60

60

58

tjg

Sept.

53

46

46

46

46

60

65

36

qo

34

47

Kn

1 594

457

148

IftA

76

71

67

64

58

69

75

70

70

83

Oct.

82

58

65

57

61

46

46

54

258

106

76

63

59

62

61

58

3,821

820

293

163

142

124

103

87

84

Nov.

80

74

68

62

55

51

59

67

64

59

75

84

147

634

451

460

306

233

261

290

238

194

176

156

128

102

108

113

101

Dec.

97

92

86

69

78

95

88

88

86

78

75

75

75

66

72

100

98

82

95

102

92

92

92

150

214

199

312

1,006

659

320

214
110 STREAM MEASUREMENTS IN 1904, PART II. [NO. 125.

Estimated monthly discharge of Perkiomen Creek at Frederick, Pa., for 1904. 

[Drainage area, 152 square miles.]

Month.

Discharge in second-feet.

Maximum. Minimum. Mean.

Run-off.

Second-feet

per square

mile.

Depth in 

inches.

January .................... 4,466

February................... 3,815

March...................... 3,581

April....................... 1, 763

May ....................... 1,117

June ....................... 2,583

July ....................... 333

August ..................... 1, 885

September.................. 5,460

October ....................1 3,821

.November .................. 634

December .................. j 1, 006

The year ............. 5, 460

54

55

128

59

35

40

38

44

33

46

51

66

371

334

538

236

99.8

259

89.5

272

313

241

179

163

33 258

2.44

2.20

3.54

1.55

.657

1.70

.589

1.79

2.06

1.59

1.18

1.07

1.70

2.81

2.37

4.08

1.73

.757

1.90

.679

2.06

2.30

1.83

1.32

1.23

23.07
Il^DEX.

Batavia Kill near 

Prattsville, N. Y.: Page, 

description................... ..... 59

Bloomsbury, N. J.

Musconetcong River near:

description ....................... 302-103

discharge........................... 103

gage heights........................ 103

Boon ton, N. J.

Rockaway River near:

description ......................... 84

discharge........................... 84

gage heights........................ 84

Bound brook, N. J.

Raritan River at:

description......................... 90

discharge........................... 90

gage heights........................ 91

Buskirk, N. Y.

Hoosic River at:

description......................... 24-25

discharge........................... 25

gage heights........................ 26

Catskill Creek at 

South Cairo, N. Y.:

description......................... 60

discharge........................... 60

discharge, mean daily.............. 62

discharge, monthly................. 63

gage heights........................ 61

rating table ........................ 62

Champlain Canal feeder at 

Glens Falls, N. Y.:

discharge........................... 73

Chatham, N. J.

Passaic River near:

description......................... 76

discharge........................... 76

gage heights........................ 77

Croton River at 

Old Croton dam, New York:

description......................... 71-72

discharge, monthly................. 72

Deerfleld, N. Y.

Deerfield reservoir near.

rainfall............................. 44

Johnston Brook near:

description......................... 41-42

discharge, mean daily.............. 43

discharge, monthly................. 44

Reels Creek near:

description ......................... 41-42

discharge, mean daily.............. 42

discharge, monthly................. 43

44

Deerfleld reservoir near 

Deerfleld, N. Y.:

rainfall..........................

Delaware River at 

Lambertville, N. J.:

description ........................ 99-100

discharge........................... 100

gage heights ....................... 100

Delaware River (East Branch) at 

Hancock, N. Y.:

description ...................... .. 98

discharge........................... 98

gage heights........................ 99

Delaware River (West Branch) at 

Hancock, N. Y.:

description......................... 96

discharge........................... 96

gage heights........................ 97

Delaware River drainage basin:

description............................. 94-95

Dolgeville, N. Y.

East Canada Creek at:

description ......................... 50-51

discharge, mean daily ............. 51-52

discharge, monthly ................ 53

Dunsbach Ferry Bridge, New York.

Mohawk River at:

description......................... 29-30

discharge, mean daily ............. 30-31

discharge, monthly ................ 32

East Canada Creek at 

Dolgeville, N. Y.:

description......................... 50-51

discharge, mean daily.............. 51-52

discharge, monthly................. 53

Esopus Creek at and nearKingston, N. Y.:

description ......................... 66-67

discharge........................... 67

discharge, mean daily.............. 69

discharge, monthly................. 69

gage heights........................ 67

ratingtable ........................ 68

Olivebridge, N. Y.:

description......................... 63

discharge........................... 63

discharge, mean daily.............. 65-66

discharge, monthly................. 66

gage heights........................ 64

rating table......................... 64

Finderne, N. J.

Raritan River at:

description ......................... 87-88

discharge........................... 8S

111
112 INDEX.

Finderne, N. J. Continued.

Raritan River at Continued. Page, 

discharge, monthly................. 89

gage heights........................ 88

rating table......................... 89

Fort Edward, N. Y. 

Hudson River at:

description ......................... 19-20

discharge, mean daily.............. 20-21

discharge, monthly................. 22

Frederick, Pa.

Perkiomen Creek at:

description ......................... 108

discharge, mean daily.............. 109

discharge, monthly................. 110

Glens Falls, N. Y.

Champlain Canal feeder at:

discharge............................ 73

Graefeuberg Creek nearNew Hartford, N.Y.:

description ......................... 39

rainfall............................. 40

Graefenberg reservoir near 

New Hartford, N.Y.:

rainfall............................. 40

Hancock, N. Y.

Delaware River (East Branch) at:

description ................ ........ 98

discharge........................... 9.S

gage heights........................ 99

Delaware River (West Branch) at: 

 description ......................... 96

discharge........................... 96

gage height......................... 97

Hoosic River at 

Buskirk, N.Y.:

description ......................... 24-25

discharge........................... 25

gage heights........................ 26

Hudson River at 

Fort Edward, N. Y.:

description ......................... 19-20

discharge, mean daily.............. 20-21

discharge, monthly................. 22

Mechaiicsville, N. Y.:

description ......................... 22-23

discharge, mean daily.............. 23

discharge, monthly................. 23

Indian Lake, New York. 

Indian River at:

description......................... 24

stage of water ...................... 24

Indian River at 

Indian Lake, New York:

description......................... 24

stage of water ...................... 24

Johnston Brook near 

Deerflelc'.N. Y.:

description ......................... 41-42

discharge, mean daily.............. 43

discharge, monthly................. 44

Kingston, N. Y. 

Esopus Creek at:

description ......................... 66-67

discharge........................... 67

discharge, mean daily.............. 69

discharge, monthly................. 69

Kingston, N. Y. Continued. 

Esopus Creek at Continued.

gage heights........................ 67

rating table......................... 68

Lambertville, N. J. 

Delaware River at:

description ........................ 99-100

discharge........................... 100

gage heights........................ 100

Lehigh River near 

South Bethlehem, Pa.:

description ......................... 101

discharge........................... 101

gage heights........................ 102

Little Falls, N. Y. 

Mohawk River at:

description ......................... 26-27

discharge, mean daily.............. '27-28

discharge, monthly ................ 28-29

Mahwah, N. J.

Ramapo River near:

description ......................... 79-80

discharge........................... 80

discharge, monthly ................ 81-82

gage heights........................ 80

rating table ........................ 81

Mechanicsville, N. Y. 

Hndson River at:

description ......................... 22-23

discharge, mean daily.............. 23

discharge, monthly ................ 23

Millingtou, N. J. 

Passaic River at:

description......................... 74

discharge........................... 74

gage heights........................ 75

Millstone, N. J.

Millstone River at:

description......................... 93

discharge........................... 93

gage heights........................ 94

Millstone River at 

Millstone, N. J.:

description ......................... 93

discharge........................... 98

gage heights........................ 94

Mohawk River at 

Dunsbach Ferry Bridge, New York:

description ......................... 29-30

discharge, mean daily ............. 30-31

discharge, monthly ................ 32

Little Falls, N. Y.:

description......................... 26-27

discharge, mean daily ............. 27-28

discharge, monthly ................ 28-29

Musconetcong River near 

Bloomsbury, N. J.:

description....................... 102-103

discharge........................... 103

gage heights........................ 103

Nail Creek at 

Utica, N. Y.:

descriptiou ......................... 45-46

discharge, mean daily.............. 46

discharge, monthly ................ 46
INDEX. 113

Neshaminy Creek at 

Forks, Pennsylvania:

description......................... 105

discharge, mean daily.............. 106

discharge, monthly................ 106

New Hartford, N. Y.

Graefenberg Creek near:

description......................... 39

Graefenberg reservoir near:

raiu fall............................. 40

Starch Factory Creek near:

description......................... 35

discharge, mean daily.............. 36

discharge, monthly................ 37

Sylvan Glen Creek near:

description......................... 37

discharge, mean daily.............. 38

discharge, monthly ................ 39

Nine Mile Creek near 

Oriskany, N. Y.:

discharge........................... 73

Old Croton dam, New York

Croton River at:

description......................... 71-72

discharge, monthly................ 72

Olivebridge, N. Y.

Esopus Creek near:

description......................... 63

discharge........................... 63

discharge, mean daily.............. 65-66

discharge, monthly ................ 66

gage heights ....................... 64

rating table......................... 64

Oriskany, N. Y.

Nine Mile Creek near:

discharge........................... 73

Oriskany Creek near:

description ......................... 32-33

discharge........................... 33

discharge, mean daily.............. 34

discharge, monthly ................ 35

gage heights........................ 3B-34

Oriskany Creek near 

Oriskany, N. Y.:

description ......................... 32-33

discharge........................... 33

discharge, mean daily.............. 34

discharge, monthly ................ 35

gage heights........................ 33-84

Passaic River at and near 

Chatham, N. J.:

description......................... 75

discharge........................... 76

gage heights........................ 77

Millington, N. J.:

description ......................... 74

discharge........................... 74

gage heights........................ 75

Passaic River drainage basin

description............................. 73-74

Perkiomen Creek at 

Frederick, Pa.:

description ......................... 108

discharge, mean daily.............. 109

discharge, monthly.................. 110

Philadelphia, Pa.

Schuylkill River near:

description......................... 107

IRR 125 05 8

Philadelphia, Pa. Continued.

Schuylkill River near Continued.

discharge, mean daily.............. 107

discharge, monthly ................ 108

Pluckemin, N. J.

Rari'tan River (North Branch) near:

description ......................... 91-92

discharge........................... 92

gage heights........................ 92

Point Pleasant, Pa. 

Tohickon Creek at:

description......................... 104

discharge, mean daily.............. 104

discharge, monthly................. 105

Pomp ton Plains, N. J. 

Pompton River at:

description......................... 78

gage heights........................ 79

Pompton River at 

Pompton Plains, N. J.:

description ......................... 78

gage heights........................ 79

Prattsville, N. Y.

Batavia Kill near:

description......................... 59

Schoharie Creek at:

description......................... 54

discharge........................... 54

discharge, mean daily.............. 57-58

discharge, monthly................. 59

gage heights........................ 65

rating table......................... 56

Ramapo River near 

Mahwah, N. J.:

description ......................... 79-80

discharge........................... 80

discharge, monthly................. 81-82

gage heights........................ 80

rating table......................... 81

Raritan River at 

Bound Brook, N. J.:

description....... ................. 90

discharge........................... 90

gage heights........................ 91

Finderne, N. J.:

description ......................... 87-88

discharge........................... 88

discharge, monthly................. 89

gage heights........................ 88

rating table......................... 89

Raritan River (North Branch) near . 

Pluckemin, N. J.:

description......................... 91-92

discharge........................... 92

gage heights........................ 92

Raritan River (South Branch) at 

Stanton, N. J.:

description......................... 85-86

discharge........................... 86

discharge, monthly ................ 87

rating table ........................ 87

Raritan River drainage basin:

description ............................. 84-85

Reels Creek near 

Deerfleld, N. Y.:

description ......................... 41-42
114 INDEX.

41

Beels Creek near Continued. 

Deerfleld, N. Y. Continued.

discharge, mean daily...........

discharge, monthly .............

Rockaway River near 

Boonton, N. J.:

description ......................

discharge................ .......

gage heights.....................

Savage reservoir near 

TJtica, N. Y.:

rainfall..........................

Schoharie Creek at 

Prattsville, N. Y.:

description......................... 51

discharge........................... 54

discharge, mean daily.............. 57-58

discharge, monthly................. 59

gage heights ....................... 55

rating table ........................ 56

Schuylkill River near 

Philadelphia. Pa.:

description......................... 107

discharge, mean daily ............. 107

discharge, monthly ................ 108

Sonth Bethlehem, Pa. 

Lehigh River near:

description......................... 101

discharge........................... 101

gage heights ....................... 102

South Cairo, N. Y. 

Catskill Creek at:

description ......................... 60

discharge........................... 60

discharge, mean daily.............. 62

discharge, monthly ................ 63

gage heights........................ 61

rating table ........................ 62

Stanton, N. J.

Raritan River (South Branch) at:

description ......................... 85-86

discharge........................... b6

discharge, monthly ................ 87

gage heights ....................... 86

rating table ........................ 87

Starch Factory Creek nearNew Hartford, N. Y.:

description......................... 35

discharge, mean daily.............. 36

discharge, monthly................. 37

Sylvan Glen Creek near 

New Hartford, N. Y.: Page, 

description ................... -.... 37

discharge, mean daily.............. 38

discharge, monthly ................ 39

Tohickon Creek at 

Point Pleasant, Pa.:

description ......................... 104

discharge, mean daily.............. 104

discharge, monthly ................ 105

Twin Rock Bridge, N. Y.

West Canada Creek at:

description ......................... 40-47

discharge........................... 48

discharge, mean daily ............. 49

discharge, monthly................. 50

gage heights ....................... 48

Utica, N. Y.

Nail Creek at:

description......................... 45-46

discharge, mean daily.............. 46

discharge, monthly ................ 46

Savage Reservoir near:

rainfall............................. 41

Wanaque, N. J.

Wanaque River at:

description......................... 82-83

discharge........................... 83

gage heights........................ S3

Wanaque River at 

Wanaque, N. J.:

description......................... 82-83

discharge........................... 83

gage heights........................ 83

Wappinger Creek near 

Wappinger falls, N. Y.:

description......................... 70

discharge,.......................... 71

gage heights........................ 71

Wappinger FalVs, N. Y. ' Wappinger Creek near:

description......................... 70

discharge........................... 71

gage heights........................ 71

West Canada Creek at 

Twin Rock Bridge, N. Y.:

description ......................... 46-47

discharge........................... 48

discharge, mean daily.............. 49

discharge, monthly ................ 50

gage heights........................ 48

o
PUBLICATIONS OF UNITED STATES GEOLOGICAL SURVEY.

[Water-Supply Paper No. 125.]

The publications of the United States Geological Survey consist of (1) Annual 

Reports; (2) Monographs; (3) Professional Papers; (4) Bulletins; (5) Mineral 

Resources; (6) Water-Supply and Irrigation Papers; (7) Topographic Atlas of 

United States, folios and separate sheets thereof; (8) Geologic Atlas of United 

States, folios thereof. The classes numbered 2, 7, and 8 are sold at cost of publication; the others are distributed free. A circular giving complete lists may be had 

on application.

Most of the above publications may be obtained or consulted in the following 

ways:

1. A limited number are delivered to the Director of the Survey, from whom they 

may be obtained, free of charge (except classes 2, 7, and 8), on application.

2. Every member of Congress is allotted a certain number, from whom they may 

be obtained, free of charge, on application. '

3. Other copies are deposited with the Superintendent of Documents, Washington, 

D. C., from whom they may be had at practically cost.

4. Copies of all Government publications are furnished to the principal public 

libraries in the large cities throughout the United States, where they may be 

consulted by those interested.

The Professional Papers, Bulletins, and Water-Supply Papers treat of a variety of 

subjects, and the total number issued is large. They have therefore been classified 

into the following series: A, Economic geology; B, Descriptive geology; C, Systematic geology and paleontology; D, Petrography and mineralogy; E, Chemistry and 

physics; F, Geography; G, Miscellaneous; H, Forestry; I, Irrigation; J, Water 

storage; K, Pumping water; L, Quality of water; M, General hydrographic investigations; N, Water power; O, Underground waters; P, Hydrographic progress reports.

Series P. The hydrographic progress reports contain the results of stream measurements. A 

report is issued for every calendar year, containing the results of data collected during that year. 

These reports were first published as a part of the Director's annual report or as a bulletin; they are 

now published as water-supply and irrigation papers. The following is a list, by years, of the publications containing the progress reports of stream measurements. A detailed index of these reports 

(1888-1903) is published as Water-Supply Paper No. 119.

1888. Tenth Annual Report, Part II.

1889. Eleventh Annual Report, Part II.

1890. Twelfth Annual Report, Part II.

1891. Thirteenth Annual Report, Part III.

1892. Fourteenth Annual Report, Part II.

1893. Bulletin No. 131.

1894. Bulletin No. 131; Sixteenth Annual Report, Part II.

1895. Bulletin No. 140.

1896. Water-Supply Paper No. 11; Eighteenth Annual Report, Part IV.

1897. Water-Supply Papers'Nos. 15 and 16; Nineteenth Annual Report, Part IV.

1898. Water-Supply Papers Nos. 27 and 28, Twentieth Annual Report, Part IV.

1899. Water-Supply Papers Nos. 35, 36, 37, 38, and 39, Twenty-first Annual Report, Part IV.

1900. Water-Supply Papers Nos. 47, 48, 49, 50, 51, and 52; Twenty-second Annual Report, Part IV.

1901. East of Mississippi River, Water-Supply Papers Nos. 65 and 75. 

West of Mississippi River, Water-Supply Papers Nos. 66 and 75.

1902. East of-Mississippi River, Water-Supply Papers Nos. 82 and 83. 

West of Mississippi River, Water-Supply Papers Nos. 84 and 86.

r
II . ADVEETISEMENT.

1903. East of Mississippi River, Water-Supply Papers Nos. 97 and 98. 

West of Mississippi River, Water-Supply Papers Nos. 99 and 100.

1904. East of Mississippi River, Water-Supply Papers Nos. 124,125,126,127,128, and 129. 

West of Mississippi River, Water-Supply Papers Nos. 130,131,132,133, 134, and 135.

The Geological Survey and the Reclamation Service have suboffices in different parts of the United 

States, from which hydrographic and reclamation work in the respective localities is carried on and 

where data may be obtained on application. These offices are located as follows:

Boston, Mass., 6 Beacon street; Utica, N. Y., 75. Arcade; Atlanta, Ga., 409 Temple court; Austin, 

Tex., University of Texas; Chicago, 111., Federal Building; Belle Fourche, S. Dak.; Cody, Wyo.; 

Denver, Colo., Chamber of Commerce Building; Salt Lake, Utah; Los Angeles, Cal., 1108 Braly Building; San Francisco, Cal., 422 Merchants' Exchange Building; Phoenix, Ariz.; Carlsbad, N. Mex.; El 

Paso, Tex.; Billings, Mont.; Great Falls, Mont.; Hazen, Nev.; Boise, Idaho; Spokane, Wash., 424 

Peyton Block; Pendleton, Oreg.

Correspondence should be addressed to

THE DIRECTOR,

UNITED STATES GEOLOGICAL SURVEY,

WASHINGTON, D. C. 

JULY, 1905.
LIBRARY CATALOGUE SLIPS.

[Mount each slip upon a separate card, placing the subject at the top of the 

second slip. The name of the series should not be repeated on the series 

card, but the additional numbers should be added, as received, to the first 

entry.]

U. S. Geological survey.

. . . Report of progress of stream measurements for

the calendar year 1904. Prepared under the direction

I of F. H. Newell by R. B. Horton, N. G. Grover, and

^ John C. Hoyt. pt. II. Hudson, Passaic, Raritan, and

Delaware River drainages. Washington, Gov't print.

off., 1905.

114, iii p. illus., II pi. (incl. map) 23cm. (Its Water-supply and irrigation paper no. 125)

Subject series: P, Hydrographic progress reports, 30.

.1. Stream measurements. 2. Rivers U. S. I. Horton, Robert Elmer, 

1875- II. Grover, Nathan Clifford, 1868- III. Hoyt, John Clayton, 1874-

U. S. Geological survey.

. . . Report of progress of stream measurements for 

^ the calendar year 1904. Prepared under the direction 

| of F. H. Newell by R. B. Horton, N. C. Grover, and

* John C. Hoyt. pt. II. Hudson, Passaic, Raritan, and 

Delaware River drainages. Washington, Gov't print, 

off., 1905.

114, iii p. illus., II pi. (incl. map) 23cm. (Its Water-supply and irrigation paper no. 125)

Subject series: P, Hydrographic progress reports, 30.

1. Stream measurements. 2. Rivers U. S. I. Horton, Robert Elmer, 

1875- II. Grover, Nathan Clifford, 1868- III. Hoyt, John Clayton, 1874-

U. S. Geological survey.

Water-supply and irrigation papers. 

| no. 125. Report of progress of stream measurements

* . for ... 1904 ... by R. B. Horton, N. C. 

Grover, and J. C. Hoyt. pt. II. 1905.

i U.S. Dept. of the Interior.

I

| see also

U. S. Geological survey.

HI