Water-Supply and Irrigation Paper No. 166 Series P, Hydrographic Progress Reports, 42 

DEPARTMENT OF THE INTERIOR

UNITED STATES GEOLOGICAL SURVEY

CHARLES D. WALCOTT, DIKECTOK

REPORT

PROGRESS OF STREAM MEASUREMENTS

FOR

THE CALENDAR YEAR 1905

PREPARED UNDER THE DIRECTION OF F. H. NEWELL

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

BY

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

WASHINGTON

GOVERNMENT PRINTING OFFICE

1906
Water-Supply and Irrigation Paper No. 166 Series P, HydwgrapMe Progress Reporte, 42 

DEPARTMENT OF THE INTERIOR

UNITED STATES GEOLOGICAL SURVEY

CHARLES D. WALCOTT, DlKECTOK

REPORT

PROGRESS OF STREAM MEASUREMENTS

THE CALENDAR YEAR 1905

PREPARED UNDER THE DIRECTION OF F. H. NEWELL

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

» BY

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

WASHINGTON

GOVERNMENT PRINTING OFFICE 

1906
CONTENTS.

Page.

Introduction......-...-...................___......_.....-.---...-----.-.-- 5

Organization and scope of work.........____...__...-...--....----------- 5

Definitions............................................................ 7

Explanation of tables...............................-..--...------.----- 8

Convenient equivalents.....-......._....____...'.--------.----.--------- 9

Field methods of measuring stream flow................................... 10

Office methods of computing run-off...................................... 14

Cooperation and acknowledgments................--..-...--..-.-....-..- 16

Hudson River drainage basin................................................ 16

Description of basin.................................................... 16

Hudson River at Fort Edward, N. Y..................................... 18

Hudson River at Mechanicsville, N. Y.................................... 20

Champlain Canal at Fort Edward and Mechanicsville, N. Y.................. 22

Fish Creek at Burgoyne, N. Y .......................................... 23

Kayaderosseras Creek near Saratoga Lake, New York ..................... 24

Indian River at Indian Lake, N. Y....................................... 24

Hoosic River at Buskirk, N. Y.......................................'.... 25

Mohawk River at Little.Falls, N. Y...................................... 28

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

Oriskany Creek at Coleman, N. Y........................................ 31

Oriskany Creek at State dam near Oriskany, N. Y.......................... 32

Starch Factory Creek near New Hartford, N. Y............................ 33

Sylvan Glen Creek near New Hartford, N. Y.............................. 36

Graefenberg Creek near New Hartford, N. Y. ------------------------------ 37

Johnston Brook near Deerfield, N. Y..................................... 40

West Canada Creek at Twin Rock Bridge, N. Y. --------------------------- 41

West Canada Creek at Kast Bridge, N. Y................................. 44

East Canada Creek at Dolgeville, N. Y..................................... 45

Schoharie Creek at Prattsville, N. Y......."............................... 47

Catskill Creek at South Cairo, N. Y....................................... 49

Esopus Creek at Kingston, 'N.'Y......................................... 52

Wappinger Creek near Wappinger Falls, N. Y.............................. 55

Delaware and Hudson Canal at Creeklocks, N. Y........................... 57

Rondout Creek at Rosendale, N. Y....................................... 57

Miscellaneous measurements............................................. 58

Passaic River drainage basin................................................ 58

Description of basin. ................................................... 58

Passaic River at Millington, N. J......................................... 59

Passaic River near Chatham, N. J........................................ 61

Ramapo River near Mahwah, N. J....................................... 64

Wanaque River at Wanaque, N. J........................................ 66

Raritan River drainage basin................................................ 67

Description of basin.................................................... 67

3
4 CONTENTS AND ILLUSTRATIONS.

Raritan River drainage basin Continued. Page.

South Branch Raritan River at Stanton, N. J.............................. 68

North Branch Raritan River near Pluckemin, N. J......................... 70

Raritan River at Finderne, N. J.......................................... 71

Raritan River at Bound Brook, N. J..................................... 73

Delaware River drainage basin............................................... 76

Description of basin.................................................... 76

West Branch Delaware River at Hancock, N. Y............................ 78

East Branch Delaware River at Hancock, N. Y............................ 81

Delaware River at Lambertville, N. J..................................... 85

Musconetcong River near Bloomsbury, N. J............................... 86

Tohickon Creek at Point Pleasant, Pa.................................... 89

Neshaminy Creek at forks, Pennsylvania.................................. 90

Schuylkill River near Philadelphia, Pa.................................... 92

Perkiomen Creek at Frederick, Pa........................................ 93

Wissahickon Creek near Philadelphia, Pa.................................. 95

Index.................................................................... 97

ILLUSTRATIONS.

PLATE I. Map of the United States, showing location of principal river stations

maintained during 1905-......................................... 6

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

FIG. 2. Rating, area, and mean velocity curves for (South Fork) Skykomish River

near Index, Wash.............................--.-...-.---.-----.. 15
PROGRESS REPORT OF STREAM MEASUREMENTS 

FOR THE CALENDAR YEAR 1905.

PART II.

By R. E. HORTON, N. C. GROVER, and JOHN C. HOTT.

INTRODUCTION. 

ORGANIZATION AND SCOPE OF WORK.

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. The first specific appropriation 

for gaging streams was made by the act of August 18, 1894, which contained an item of 

$12,500 " for gauging 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." (28 Stat. L., p. 398.)

Since that time appropriations have been gradually increased, as shown by the following 

table:

Annual appropriations for hydrographic surveys, fiscal year ending June 30, 1895 to 1906.

1895........................... $12, 500

1896........................... 20,000

1897........................... 50, 000

1898........................... 50,000

1899........................... 50,000

1900........................... 50,000

1901.......................... $100,000

1902.......................... 100,000

1903.......................... 200,000

1904.......................... 200,000

1905.......................... 200, 000

1906..............'............ 200,000

As a result of the increased appropriations, the work has been greatly extended, and at 

the same time it has been more thoroughly systemized by the adoption of standard 

methods and by grouping the States into districts, in each of which a district hydrographer 

and a corps of assistants carry on a comprehensive study of the hydrographic resources.

The chief features of the hydrographic work are the collection of data relating to the flow 

of surface waters and the study of the conditions affecting this flow. There is also collected 

information concerning river profiles, duration and magnitude of floods, water power, etc., 

which may be of use in hydrographic studies. This work includes the study of the hydrography of every important river basin in the United States, and is of direct value in the 

commercial and agricultural development of the country.

In order to collect the material from which estimates of daily flow are made, gaging stations are established. The selection of a site for a gaging station and the length of time it 

is maintained depend largely upon the physical features and the needs of each locality.

5
6 STEEAM MEASUKEMEFTS IN 1905, PART II.

If the water is "to be used for power, special effort is made to obtain information concerning the minimum flow; if water is to be stored, the maximum flow receives special 

attention. In all sections of the country permanent gaging stations are maintained for 

general statistical purposes, to show the conditions existing through long periods. They 

are also used as primary stations, and their records, in connection with short series of 

measurements, serve as bases for estimating the flow at other points in the drainage basin.

During the calendar year 1905 the division of hydrography has continued measuring the 

flow of streams on the same general lines as in previous years. Many new and improved 

methods have been introduced, by which the accuracy and value of the results have been 

increased. Approximately 800 regular gaging stations were maintained during the year, 

and an exceptionally large number of miscellaneous measurements and special investigations were made. The "Report of Progress of Stream Measurements," which contains the 

results of this work, is published in a series of fourteen Water-Supply and Irrigation Papers, 

Nos. 165-178, as follows:

No. 165. Atlantic coast of New England drainage.

No. 166. Hudson, Passaic, Raritan, and Delaware river drainages.

No. 167. Susquehanna, Gunpowder, Patapsco, Potomac, James, Roanoke, and Yadkin river

drainages. 

No. 168. Santee, Savannah, Ogeechee, and Altamaha rivers and eastern Gulf of Mexico

drainages.

No. 169. Ohio and lower eastern Mississippi river drainages. 

No. 170. Great Lakes and St. Lawrence River drainages.

No. 171. Hudson Bay and-upper eastern and western Mississippi River drainages. 

No. 172. Missouri River drainage.

No. 173. Meramec, Arkansas, Red, and lower western Mississippi river drainages. 

No. 174. Western Gulf of Mexico and Rio Grande drainages. 

No. 175. Colorado River drainage. 

No. 176. The Great Basin drainage.

No. 177. The Great Basin and Pacific Ocean drainages in California. 

No. 178. Columbia River and Puget Sound drainages.

These papers embody the data collected at the regular gaging stations, the results of the 

computations based upon the observations, and such other information as may have a 

direct bearing on the study of the subject, and include, as far as practicable, descriptions of 

the basins and the streams draining them.

For the purpose of introducing uniformity into the reports for the various years, the 

drainages of the United States have been divided into eleven grand divisions, which have 

been again divided into secondary divisions, as shown in the following list. The Progress 

Report has been made to conform to this arrangement, each part containing the data for 

one or more of the secondary divisions. The secondary divisions have in most cases been 

redivided, and the facts have been arranged, as far as practicable, geographically.

List of drainage basins in the United States.

NORTHERN ATLANTIC DRAINAGE BASINS.

St. John. Thames.

St. Croix. Housatonic.

Penobscot. Hudson.

Kennebec. Passaic.

Androscoggin. Raritan.

Presumpscot., Delaware.

Saco. Susquehanna.

Merrimac. Potomac.

Connecticut. Minor Chesapeake Bay. 

Blackstone. Minor northern Atlantic.

SOUTHERN ATLANTIC DRAINAGE BASINS.

James. Great Pedee (Yadkin).

Chowan. Santee.

Roanoke. Savannah.

Tar. Ogeechee.

Neuse. Altarnaha.

Cape Fear. Minor southern Atlantic.
U. S. GEOLOGICAL SURVEY WATER-SUPPLY PAPER NO. 166 PL. I

127" 125" 123- isr 119" 117" 115° 113" 111" 109° 107° 105° 103° 101° 97° 95° 93 91 SI" 79 77" 75" 73° 71° 09" 07

Scale 

100 0 100 200 380 400 BOO miles

119"______117°______115______113° 111° 109° 107" 105° 103° 101° 97° 95° 93° 91 89° 87 85° 83 81 79 77

MAP OF THE UNITED STATES, SHOWING LOCATION OF PRINCIPAL RIVER STATIONS MAINTAINED DURING 1905.
Suwanee. 

ApalacMcola.

DEFINITIONS.

EASTERN GULF OF MEXICO DRAINAGE BASINS.

Pearl.

Minor eastern Gulf of Mexico.

Mobile.

EASTERN MISSISSIPPI EIVER DRAINAGE BASINS.

Lower eastern Mississippi. Upper eastern Mississippi.

Ohio.

ST. LAWRENCE RIVER DRAINAGE BASINS.

Lake Superior. 

Lake Michigan. 

Lake Huron. 

Lake St. Clair.

Niagara River.

Lake Ontario.

Lake Champlain (Richelieu River).

Minor St. Lawrence.

Lake Erie.

WESTERN MISSISSIPPI RIVER DRAINAGE BASINS.

Upper western Mississippi.

Missouri.

Meramec.

Sabine. 

Neehes. 

Trinity. 

Brazos. 

Colorado (of Texas).

Wasatch Mountains. 

Humboldt.

Lower western Mississippi.

Arkansas.

Red.

WESTERN GULF OF MEXICO DRAINAGE BASINS.

Guadelupe.

San Antonio.

Nueces.

Rio Grande.

Minor western Gulf of Mexico.

COLORADO RIVER DRAINAGE BASIN. 

THE GREAT BASIN.

Sierra Nevada.

Minor streams in Great Basin.

PACIFIC COAST DRAINAGE BASINS.

Southern Pacific. Columbia.

San Francisco Bay. Puget Sound.

Northern Pacific.

HUDSON BAY DRAINAGE BASINS.

DEFINITIONS.

The volume of water flowing in a stream the "run-off" or "discharge " is expressed in 

various terms, each of which has become associated with a certain class of work. These 

terms may be divided into two groups: (1) Those which represent a rate of flow, as secondfeet, gallons per minute, miner's inch, and run-off in second-feet per square mile; and (2) 

those which represent the actual quantity of water, as run-off in depth in inches and acrefeet. They may be defined as follows:

"Secondrfoot" is an abbreviation for cubic foot per second and is the quantity of water 

flowing in a stream 1 foot wide, 1 foot deep, at a rate of 1 foot per second. It is generally 

used as a fundamental unit from which others are computed.

" Gallons per minute" is generally used in connection with pumping and city water 

supply.

The "miner's inch" is the quantity of water that passes through an orifice 1 inch square 

under a head which varies locally. It has been commonly used by miners and irrigators 

throughout the West and is defined by statute in each State in which it is used. In most 

States the California miner's inch is used, which is the fiftieth part of a second-foot.

"Second-feet per square mile" is the average number of cubic feet of water flowing per 

second from each square mile of area drained, on the assumption that the run-off is distributed uniformly both as regards time and area.
8 STREAM MEASUREMENTS IN 1905, PART II.

"Run-off in inches" is the depth to which the drainage area would be covered if all the 

water flowing from it in a given period were conserved and uniformly distributed on the 

surface. It is used for comparing run-off with rainfall, which is usually expressed in depth 

in inches.

"Acre-foot" is equivalent to 43,560 cubic feet and is the quantity required to cover an 

acre to the depth of 1 foot. It is commonly used in connection with storage for irrigation 

work. There is a convenient relation between the second-foot and the acre-foot. One 

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

2 acre-feet.

EXPLANATION OF TABLES.

For each regular gaging 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, based upon all the 

facts obtained to date.

The descriptions of stations give such general information about the locality and equipment as would enable the reader to find and use the station, and 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 discharge measurements made 

during the year, including the date, the name of the hydrographer, the gage height, the area 

of cross section, the mean velocity, and the discharge in second-feet.

The table of daily gage heights gives the daily fluctuations of the surface of the river as 

found from the mean of the gage readings taken each day. The gage height given in the 

table represents the elevation of the surface of the water above the zero of the gage. At 

most stations the gage is read in the morning and in the evening.

The rating table gives discharges in second-feet con'esponding to each stage of the river 

as given by the gage heights.

In the table of estimated monthly discharge, the column headed "Maximum" gives the 

mean flow for the day when the mean gage height was 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" is the average flow for each second during the month. Upon this the 

computations for .the two remaining columns, which are defined above, 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 be expressed by at least two and not more than four significant 

figures.

3. Any measurement in a vertical velocity, mean velocity, or discharge curve whose per cent of error 

is five times the average per cent of 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.

(6) 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.
CONVENIENT EQUIVALENTS. 9

Special rules for computation.

1. Rating tables are to be constructed as closely as the data on 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 secondfeet. 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 to 

at least three significant figures, except in the case of decimals 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.

CONVENIENT EQUIVALENTS.

1 second-foot equals 50 California miner's inches. 

1 second-foot equals 38.4 Colorado miner's inches. 

1 second-foot equals 40 Arizona miner's inches.

1 second-foot equals 7.48 United States gallons per second; equals 44S.S gallons per minute; equals 

646,272 gallons for one day.

1 second-foot equals 6.23 British imperial gallons per second. 

1 second-foot for one year covers 1 square mile 1.131 feet deep, 13.572 inches deep. 

1 second-foot for one year equals 0.000214 cubic mile; equals 31,536,000 cubic feet. 

1 second-foot equals about 1 acre-inch per hour. 

1 second-foot falling 10 feet equals 1.136 horsepower.

100 California miner's inches equal 15 United States gallons per second. 

100 California miner's inches equal 77 Colorado miner's inches. 

100 California miner's inches for one day equal 4 acre-feet. 

100 Colorado miner's inches equal 2.60 second-feet.

100 Colorado miner's inches equal 19.5 United States gallons per second. 

100 Colorado miner's inches equal 130 California miner's inches. 

100 Colorado miner's inches for one day equal 5.2 acre-feet. 

100 United States gallons per minute equal 0.223 second-foot. 

100 United States gallons per minute for one day equal .44 acre-feet. 

1,000,000 United States ga.llons per day equal 1.55 second-feet. 

1,000,000 United States gallons equal 3.07 acre-feet. 

1,000,000 cubic feet equal 22.95 acre-feet. 

1 acre-foot equals 325,850 gallons.

1 inch deep on 1 square mile equals 2,323,200 cubic feet. 

1 inch deep on 1 square mile equals 0.0737 second-foot per year. 

1 inch equals 2.54 centimeters. 

1 foot equals 0.3048 meter. 

1 yard equals 0.9144 meter. 

1 mile equals 1.60935 kilometers.

1 mile equals 1,760 yards; equals 5,280 feet; equals 63,360 inches. 

1 square yard equals 0.836 square meter. 

1 acre equals 0.4047 hectare.

1 acre equals 43,560 square feet; equals 4,840 square yards. 

1 acre equals 209 feet square, nearly. 

1 square mile equals 259 hectares. 

1 square mile equals 2.59 square kilometers. 

1 cubic foot equals 0.0283 cubic meter. 

1 cubic foot equals 7.48 gallons; equals 0.804 bushel. 

1 cubic foot of water weighs 62.5 pounds. 

1 cubic yard equals 0.7646 cubic meter. 

1 cubic mile equals 147,198,000,000 cubic feet. 

1 cubic mile equals^4,667 second-feet for one year.

1 gallon equals 3.7854 liters. j 

1 gallon equals 8.36 pounds of wa.ter. 

1 gallon equals 231 cubic inches (liquid measure). 

1 pound equals 0.4536 kilogram. 

1 avoirdupois pound equals 7,000 grains. 

1 troy pound equals 5,760 grams. 

1 meter equals 39.37 inches. Log. 1.5951654. 

1 meter equals 3.280833 feet. Log. 0.5169842. 

1 meter equals 1.093611 yards. Log. 0.0388629. 

1 kilometer equals 3,281 feet; equals five-eighths mile, nearly. 

1 square meter equals 10,764 square feet; equals 1,196 square yards.
10 STREAM MEASUREMENTS IN 1905, PAET ll.

1 hectare equals 2.471 acres.

1 cubic meter equals 35.314 cubic feet; equals 1.308 cubic yards. 

1 liter equals 1.0567 quarts. 

1 gram equals 15.43 grains. 

1 kilogram equals 2.2046 pounds. 

1 tonneau equals 2,204.6 pounds. 

1 loot per second equals 1.097 kilometers per hour. 

1 foot per second equals 0.68 mile per hour. 

1 cubic meter per minute equals 0.5886 second-foot.

1 atmosphere equals 15 pounds per square inch; equals 1 ton per square foot; equals 1 kilogram per 

square centimeter.

Acceleration of gravity equals 32.16 feet per second pvery second. 

1 horsepower equals 550 foot-pounds per second. 

1 horsepower equals 76 kilogram-meters per second. 

1 horsepower equals 746 watts. 

1 horsepower equals 1 second-foot falling 8.8 feet. 

1§ horsepower equals about 1 kilowatt.

, , * ,. ,, Sec. ft.Xfallinfeet . To calculate water power quickly: j^ =Net horsepower on water wheel, realizing

80 per cent of the theoretical power.

Quick formula for computing discharge over weirs: Cubic feet per minute equals 0.4025 l\'h3 ; 7= length 

of weir in inches; ft=head in inches flowing over weir, measured from surface of still water. 

To change miles to inches on map:

Scale 1 : 125,000, 1 mile=0.50688 inch. 

Scale 1 : 90,000, 1 mile=0.70400 inch. 

Scale 1 : 62,500, 1 mile 1.01376 inches. 

Scale 1 : 45,000, 1 mile= 1.40800 inches.

FIELD METHODS OF MEASURING STREAM FLOW.

The methods used in collecting these data and in preparing them for publication are 

given in detail in Water-Supply Papers No. 94 (Hydrographic Manual, U. S. Geol. Survey) 

and No. 95 (Accuracy of Stream Measurements). In order that persons using this report 

may readily become acquainted with the general methods employed, the following brief 

description is given.

Streams may be divided, with respect to their physical conditions, into three classes: 

(1) Those with permanent beds; (2) those with beds which change only during extreme 

low or high water; (3) those with constantly shifting beds. In estimating the daily flow* 

special methods are necessary for each class. The data upon which these estimates are 

based and the methods of collecting them are, however, in general the same.

There are three distinct methods of determining the flow of open-channel streams: 

(1) By measurements of slope and cross section and the use of Chezy's and Kutter's formulas; (2) by means of a weir; (3) by measurements of the velocity of the current and of the 

area of the cross section. The method chosen for any case depends upon the local physical 

conditions, the degree of accuracy desired, the funds available, and the length of time that 

the record is to be continued.

Slope method. Much information has been collected relative to the coefficients to be used 

in the Chezy formula, v=c\/rs- This has been utilized by Kutter, both in developing his 

formula for c and in determining the values of the coefficient n which appears therein. The 

results obtained by the slope method are in general only roughly approximate, owing to the 

difficulty in obtaining accurate data and the uncertainty of the value for n to be used in 

Kutter's formula. The most common use of this method is in estimating the flood discharge of a stream when the only data available are the cross section, the slope as shown by 

marks along the bank, and a knowledge of the general conditions.

Weir method. When funds are available and the conditions are such that sharp-crested 

weirs can be erected, these offer the best facilities for determining flow. If dams are suitably 

situated and constructed they may be utilized for obtaining reliable estimates of flow. The 

conditions necessary to insure good results may be divided into two classes (1) those 

relating to the physical characteristics of the dam itself, and (2) those relating to the diversion and use of the water around and through the dam.
FIELD METHODS OF MEASTJEING FLOW. 11

The physical requirements are as follows: (a) Sufficient height of dam, so that backwater 

will not interfere with free fall over it; (6) absence of leaks of appreciable magnitude; 

(c) topography or abutments which confine the flow over the dam at high stages; (d) level 

crests, which are kept free from obstructions caused by floating logs or ice; (?) crests of a 

type for which the coefficients to be used in Q=c & hsk, or some similar standard weir formula, 

are known (see Water-Supply Paper No. 150); (/) either no flashboards or exceptional care 

in reducing leakage through them and in recording their condition.

Preferably there should be no diversion of water through or around the dam. Generally, 

however, a dam is built for purposes of power or navigation, and part or all of the water flowing past it is diverted for such uses. This water is measured and added to that passing 

over the dam. To insure accuracy in such estimates the amount of water diverted should 

be reasonably constant. Furthermore, it should be so diverted that it can be measured, 

either by a weir, a current meter, or a simple system of water wheels which are of standard 

make, or which have been rated as meters under working conditions and so installed that 

the gate openings, the heads under which they work, and their angular velocities may be 

accurately observed.

The combination of physical conditions and uses of the water should be. such that the 

estimates of flow will not, involve, for a critical stage of considerable duration, the use of a 

head, on a broad-crested dam, of less than 6 inches. Moreover, when all other conditions are

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

good, the cooperation of the owners or operators of the plant is still essential if reliable 

results are to be obtained.

A gaging station at a weir or dam has the general advantage of continuity of record 

through the periods of ice and floods, and the disadvantages of uncertainty of coefficient to 

be used in the weir formula, and of complications in the diversion and use of the water.

Velocity method. The determination of the quantity of water flowing past a certain 

section of a stream at a given time is termed a discharge measurement. This quantity is 

the product of two factors the mean velocity and the area of the cross section. The mean 

velocity is a function of surface slope, wetted perimeter, roughness of bed, and the channel 

conditions at, above, and below the gaging section. The area depends upon the contour 

of the bed and the fluctuations of the surface. The two principal ways of measuring the 

velocity of a stream are by floats and current meters.

Great care is taken in the selection and equipment of gaging stations for determining 

discharge by velocity measurements in order that the data may have the required degree of 

accuracy. Their essential requirements are practically the same whether the velocity is 

determined by meters or floats. They are located as far as possible where the channel is 

straight both above and below the gaging section; where there are no cross currents, backwater or boils; where the bed of the stream is reasonably free from large projections of a 

permanent character, and where the banks are high and subject to overflow only at flood 

stages. The station must be so far removed from the effects of tributary streams and dams 

or other artificial obstructions that the gage height shall be an index of the discharge.
12 STREAM MEASUREMENTS TN 1905, PART IT.

There are generally pertinent to a gaging station certain permanent or semipermanent 

structures which are usually referred to as "equipment." These are a gage for determining 

the fluctuations of the water surface, bench marks to which the datum of the gage is referred, 

permanent marks on a bridge or a tagged line indicating the points of measurement, and 

where the current is swift, some appliance (generally a secondary cable) to hold the meter in 

position in the water. As a rule, the stations are located at bridges if the channel conditions are satisfactory, as from them the observations can more readily be made and the cost of 

the equipment is small.

The floats in common use are the surface, subsurface, and tube or rod floats. A corked 

bottle with a flag in the top and weighted at the bottom makes one of the most satisfactory 

surface floats, as it is affected but little by wind. In case of flood measurements, good 

results can be obtained by observing the velocity of floating cakes of ice or debris. In case of 

all surface float measurements coefficients must be used to reduce the observed velocity to 

the mean velocity. The subsurface and tube or rod floats are intended to give directly the 

mean velocity in the vertical. Tubes give excellent results when the channel conditions 

are good, as in canals.

In measuring velocity by a float, observation is made of the time taken by the float to pass 

over the "run," a selected stretch of river from 50 to 200 feet long. In each discharge 

measurement a large, number of velocity determinations are made at different points across 

the stream, and from these observations the mean velocity for the whole section is determined. This may be done by plotting the mean positions of the floats as indicated by the 

distances from the bank as ordinates, and the corresponding times as abscissas. A curve 

through these points shuws the mean time of run at any point across the stream, and the 

mean time for the whole stream is obtained by dividing the area bounded by this curve and 

its axis by the width. The length of the run divided by the mean time gives the mean 

velocity.

The area used in float measurements is the mean of the areas at the two ends of the run 

and at several intermediate sections.

The essential parts of the current meters in use are a wheel of some type, so constructed 

that the impact of flowing water causes it to revolve, and a device for recording or indicating 

the number of revolutions. The relation between the velocity of the moving water and the 

revolutions of the wheel is determined for each meter. This rating is done by drawing the 

meter through still water for a given distance at different speeds, and noting the number 

of revolutions for each run. From these data a rating table is prepared which gives the 

velocity per second for any number of revolutions.

Many kinds of current meters have, been constructed. They may, however, be classed in 

two general types; those in which the wheel is made up of a series of cups, as the Price, and 

those having a screw propeller wheel, as the Haskell. Each meter has been developed for 

use under some, special condition. In the case of the small Price meter, which has been 

largely developed and has been extensively used by the United States Geological Survey, 

an attempt has been made to get an instrument which could be used under practically 

all conditions.

Current-meter measurements may be made from a bridge, cable, a boat, or by wading, 

and gaging stations may be classified in accordance with such use. Fig. 1 shows a 

typical cable station.

In making the measurement an arbitrary number of points are laid off on a line perpendicular to the thread of the, stream. The, points at which the velocity and depth are 

observed are known as measuring points, and are usually fixed at regular intervals, varying 

from 2 to 20 feet, depending upon the size and conditions of the stream. Perpendiculars 

dropped from the measuring points divide the gaging section into strips. For each strip 

or pair of strips the mean velocity, area, and discharge are determined independently, so 

that conditions existing in one part of the stream may not be extended to parts where they 

do not apply.
FIELD METHODS OF MEASURING FLOW. 13

There are in general use three classes of methods of measuring velocity with current 

meters multiple-point, single-point, and integration.

Th^ three principal multiple-point methods in general use are the vertical velocity-curve, 

0.2 and 0.8 depth, and top, bottom, and mid-depth.

In the vertical velocity-curve method a series of velocity determinations are made in 

each 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 among 

the resulting points, the vertical velocity curve is developed. This curve shows graphically 

the magnitude and changes in velocity from the surface to the bottom of the stream. The 

mean velocity in the vertical is then obtained by dividing the area bounded by this velocity 

curve and its axis by the depth. On account of the length of time required to make a 

complete measurement by this method, its use is limited to the determination of coefficients 

for purposes of comparison and to measurements under ice.

In the second multiple-point method the meter is held successively at 0.2 and 0.8 of the 

depth, and the mean of the velocities at these two points is taken as the mean velocity for 

that vertical. Assuming that the vertical velocity-curve is a common parabola with horizontal axis, the mean of the velocities at 0.22 and 0.79 of the depth will give (closely) the 

mean velocity in the vertical. Actual observations under a wide range of conditions show 

that this second multiple-point method gives the mean velocity very closely for open-water 

conditions where the depth is over 5 feet and the bed comparatively smooth, and moreover 

the indications are that it will hold nearly as well for ice-covered rivers.

In the third multiple-point method the meter is held at mid-depth, at 0.5 foot below the 

surface, and at 0.5 foot above the bottom, and the mean velocity is determined by dividing 

by 6 the sum of the top velocity, four times the mid-depth velocity, and the bottom velocity. 

This method may be modified by observing at 0.2, 0.6, and 0.8 depth.

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 

generally occurs 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, at which point the meter is held in the 

majority of measurements. A large number of vertical velocity-curve measurements taken 

on many streams and under varying conditions show that the average coefficient for reducing the velocity obtained at 0.6 depth to mean velocity is practically unity.

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 effect of wind or other disturbing influences. 

. This is known as the subsurface method. The coefficient for reducing the velocity taken 

at the subsurface to the mean has been found to be from 0.85 to 0.95, depending upon the 

stage, velocity, and channel conditions. The higher the stage the larger the coefficient. 

This method is especially adapted for flood measurements, or when the velocity 'is so great 

that the meter can not be kept at 0.6 depth.

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, and noting the number of 

revplutions and the time taken in the operation. This method has the advantage that 

the velocity at each point in 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 in the velocity method of determining the discharge 

of a stream, depends on the stage of the river, which is observed on the gage, and on the 

general contour of the bed of the stream, which is determined by soundings. 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 streams 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.
14 STBEAM MEASUREMENTS IN 1905, PAET II.

They are also of value in obtaining the area for use in computations of high-water measurements, as accurate soundings are hard to obtain at high stages.

In computing the discharge measurements from the observed velocities and depths at 

various points of measurement, 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 a double strip. The total discharge and the 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 determination of the flow of an ice-covered stream is difficult, owing to diversity 

and instability of conditions during the winter period, and also to lack of definite information in regard to the laws of flow of water under ice. The method now employed is to 

make frequent discharge measurements during the frozen periods by the vertical velocitycurve method, and to keep an accurate record of the conditions, such as the gage height to 

the surface of the water as it rises in a hole cut in the ice, the thickness and character of the 

ice, etc.

From these data an approximate estimate of the daily flow can be made by constructing 

a rating curve (really a series of curves) similar to that used for open channels, but considering in addition to gage heights and discharge, varying thickness of ice. Such data as are 

available in regard to this subject are published in Water-Supply Paper No. 146, pages 

141-148.

OFFICE METHODS OF COMPUTING BTJN-OFF.

There are two principal methods of estimating run-off, depending upon whether or not 

the bed of the stream is permanent.

For stations on streams with permanent beds the first step in computing the run-off is 

the construction of the rating table, which shows the discharge corresponding to any stage 

of the stream. This rating table is applied to the record of stage to determine the amount 

of water flowing. The construction of the rating table depends upon the method used in 

measuring flow.

For a station at a weir or dam, the basis for the rating table is some standard weir formula. The coefficients to be used in its application depend upon the type of dam and other 

conditions near its crest. After inserting in the weir formula the measured length of crest 

and assumed coefficient, the discharge is computed for various heads, and the rating table 

constructed.

The data necessary for the construction of a rating table for a velocity-area station are 

the results of the discharge measurements, which include the record of stage of the river at 

the time of measurement, the area of the cross section, the mean velocity of the current 

and the quantity of water flowing, and a thorough knowledge of the conditions at and in 

the vicinity of the station.

The construction of the rating table depends upon the following laws of flow for open 

permanent channels: (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. (3) The discharge is a function of and increases gradually with the stage.

The plotting of results of the various discharge measurements, using gage heights as ordinates, and discharge, mean velocity, and area as abscissas, will define curves which show 

the discharge, mean velocity, and area corresponding to any gage height. For the development of these curves there should be, therefore, a sufficient number of discharge measurements to cover the range of the stage of the stream. Fig. 2 shows a typical rating 

curve with its corresponding mean velocity and area curves.

As the discharge is the product of two factors, the area and the mean velocity, any change 

in either factor will produce a corresponding change in the discharge. Their curves are 

therefore constructed in order to study each independently of the other.
OFFICE METHODS OF COMPUTING KUF-OFF. 15

The area curve can be definitely determined from accurate soundings extending to the 

limits of high water. It is always concave toward the horizontal axis or on a straight line, 

unless the banks of the stream are overhanging.

The form of the mean velocity curve depends chiefly upon the surface slope, the roughness of the bed, and the cross section of the stream. Of these the slope, is the principal 

factor. In accordance with the relative change of these factors the curve may be either 

a straight line, convex or concave toward either axis, or a combination of the three. From 

a careful study of the conditions at any gaging station the form which the vertical velocity 

curve will take can be predicted, and it may be extended with reasonable certainty to 

stages beyond the limits of actual measurements. Its principal use is in connection with 

the area curve in locating errors in discharge measurements and in constructing the rating 

table.

The discharge curve is denned primarily by the measurements of discharge, which are 

studied and weighted in accordance with the local conditions existing at the time of each 

measurement. The curve may, however, best be located between and beyond the measurements by means of curves of area and mean velocity. This curve, under normal conditions, is concave toward the horizontal axis and is generally parabolic in form.

MEAN VELOCITY. / 

SKYKOMISH RI\ER(SC

:A AND

FOR 

FORKU

O. i TO 

0 '

VEIOCITY 'IN FEET PER SECOND

O GOO 1000 2000 3000 4000 9000 6OOO 7000 6000

DISCHARGE IN SECOND-FEET

FIG. 2. Rating, area, and mean velocity curves for South Fork Skykomish River, near Index, Wash.

In the preparation of the rating table the discharge for each tenth or half tenth on the 

gage is taken from the curve. The differences between successive discharges are then 

taken and adjusted according to the law that they shall either be constant or increasing.

The determination of daily discharge of streams with changeable beds is a difficult 

problem. In case there is a weir or dam available, a condition which seldom exists on 

streams of this class, estimates can be obtained by its use. In case of velocity-area stations frequent discharge measurements must be made if the estimates are to be. other than 

rough approximations. For stations with beds which shift slowly or are materially changed 

only during floods, rating tables can be prepared for periods between such changes, and 

satisfactory results obtained with a limited number of measurements, provided that some 

of them are taken soon after the change occurs. For streams with continually shifting 

beds, such as the Colorado find Rio Grande, discharge measurements should be made 

every two or three, days, and the discharges for intervening days obtained either by 

interpolation modified by gage height, or by Professor Stout's method, which has been 

described in full in the Nineteenth Annual Report, Part IV, page 323, and in the Engineering News of April 21, 1904. This method, or a graphical application of it, is also 

much used in estimating flow at stations where the bed shifts but slowly.
16 STEEAM MEASUREMENTS IN 1905, PART II.

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 district 

hydrographers and others who have aided in furnishing and-preparing the data contained 

in this report:

Ne«' Jersey. District hydrographer N. C. Grover.a assisted by members of the computing section.

New York. District hydrographer R. E. Horton.fi 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. H. A. Van Alstyne, 

State engineer, and Henry C. Alien, special deputy State engineer.

Pennsiilrania. District hydrographer N. C. Grover, assisted by members of the computing section. 

Special acknowledgment is due to John E. Codmaii for the records of flow of the streams in the vicinity 

of Philadelphia.

HUDSON RIVER DRAINAGE BASIN. 

DESCRIPTION OF BASIN.

The principal sources of Hudson River lie in the wildest portion of the Adirondack 

Mountains, in Essex County, northeastern New York. A number of branches, any one 

of which might possibly be considered the main stream, form its upper waters; but if the 

highest collected and permanent body of water be assumed as the true head, then the source 

of the Hudson becomes Lake Tear-of-the-Clouds, which lies at an elevation of 4,322 feet 

above tide, in the center of the triangle formed by Mounts Marcy and Skylight and Gray 

Peak.

The river flows rather irregularly southward until it reaches the northern boundary of 

Saratoga County, when it makes a sharp turn and flows eastward for about 12 miles by 

general course, passing through the mountains and forming, as it cuts across»the rocky 

strata, several falls of great height and beauty. At Sandy Hill, just below Glens Falls, 

it makes another abrupt turn and flows southward, continuing in this direction until it 

empties into New York Bay.

From Lake Tear-of-the-Clouds to the mouth of the river the distance by water is probably about 300 miles. The total area drained is 13,366 square miles. The river is tidal 

to Troy, which is also at the head of navigation.

The headwater region is mountainous in character, in general heavily wooded, and dotted with numerous lakes and ponds. The rocks, belonging to the oldest formation and 

mainly granitic, are either bare or covered only with a layer of spruce duff, humus, and 

forest litter. The river emerges from the mountain region a few miles west of Glens Falls, 

and thence to Troy the topography is moderately rolling and the surface soil is chiefly 

sand. Below Troy the river follows the great depression which extends almost due north 

and south between New York Bay and the St. Lawrence, flowing in an open valley bordered by well-cultivated lands, which rise with moderate slope from the stream. The 

Catskill Mountain region is reached 20 or 30 miles below Albany, and thence to the mouth 

of the river the immediate valley is flanked by high hills, the Highlands of Orange County 

and the precipitous Palisades being especially noticeable.

The fall in the upper portion of the course is very rapid, amounting to about 64 feet 

per mile from Lake Tear-of-the-Clouds to North Creek, a distance of about 52 miles. From 

the mouth of North Creek to the mouth of the Sacondaga the descent is nearly 14 feet per

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

Geological Survey, 1330 F street NW., Washington, D. C. 

& The office of the district hydrographer for New York is 75 Arcade, TJtica, N. Y.
HUDSON RIVER DRAINAGE BASIN. 17

mile, distributed among rapids which diminish in frequency as the Sacondaga is approached. 

In the succeeding 26 miles to Fort Edward the river descends 418 feet more, but of this 

175 feet is comprised within the three abrupt pitches at Palmer, Glens, and Bakers falls, 

while most of the remainder occurs in the rapids between Jessups Landing and the oxbow 

above Glens Falls. Between Glens Falls and Troy nearly the entire fall of the river is 

utilized for the development of water power.

The tributaries of the Hudson are numerous, and many of them are large and important. 

Indian River, Schroon River, and the Sacondaga unite with the main stream above Glens 

Falls, and between the latter point and Troy it receives Batten Kill, Fish Creek, Hoosic 

River, and the Mohawk. The tributaries below Troy include Catskill, Esopus, and Rondout creeks, and Wallkill River from the west, and Kinderhook Creek, Jansen Kill, Wappinger Creek, Fishkill Creek, and Croton River from the east.

Mohawk River, the largest of the tributary streams, rises in the sandy hills south of 

Booneville, in western New York, about 40 miles from the east end of Lake Ontario. Its 

uppermost tributaries are fed by large springs, and in addition the stream receives considerable water brought in from the adjacent Black River drainage basin for the supply of 

the Black River and Erie canals.

The Mohawk flows southward until it reaches the city of Rome, at which point it turns 

to the east, flowing across the State in a course a little east of south until it enters the 

Hudson at Cohoes, a few miles above Troy. It has a length by actual course of 140 to 145 

miles, and a drainage area, measured at the mouth, of 3,468 square miles.

The immediate valley of the Mohawk is broad and open, at many places a mile or two 

in width, from which there is a rise, usually gradual but sometimes abrupt, to hills which 

attain altitudes several hundred feet above the stream. Toward the mouth of the river 

the valley becomes more contracted and the meadows disappear. The flats which border 

the stream have a rich alluvial soil, finely adapted to the raising of grass, grains, and broom 

corn; the more elevated lands are covered with sandy and gravelly loam.

Above Rome the Mohawk flows through a deep gorge in shale rock; from Rome eastward to Little Falls the valley is deeply filled with alluvial deposits, and the flood plains 

on either side become submerged during freshets, thus acting to some extent as storage 

reservoirs. At Little Falls the river cuts through a rocky gorge, whose walls rise precipitously 500 or 600 feet.

Below Rome, the fall of the river is small and rather uniform, being made up of long 

quiet reaches with slight riffles; but at Little Falls this uniformity is broken, and the stream 

descends in a succession of falls about 45 feet in 2,500. The average fall between Rome 

and the lower aqueduct at Crescent, a distance of 110.7 miles, is 2.43 feet per mile; thence 

to the level of slack water above Troy dam there is a farther descent of 149.5 feet in 4.4 

miles, but of this 105 feet is included within the improved power at Cohoes.

The principal tributaries of the Mohawk below the source are, successively, Oriskany, 

West Canada, East Canada, and Schoharie creeks.

The Erie Canal runs parallel to the Mohawk through most of its course below Rome 

and derives a part of its water supply from the river. Feeder dams for purposes of diversion are located on the river at Delta, Rome, Little Falls, Rocky Rift, and Rexford Flats. 

A dam at Oriskany Creek also diverts into the canal a portion of the flow of that tributary, as well as waters brought into the Mohawk basin from storage reservoirs located in 

the upper drainage basin of Chenango River near Hamilton, N. Y. There is also a 

diversion dam near the mouth of Schoharie Creek, the largest tributary of the Mohawk.

The annual precipitation in the Hudson River basin, as determined by observations at 

twelve or more stations, is about 37 inches, but the amount is undoubtedly much greater 

in the elevated country near the headwaters.

The flow of the upper Hudson is controlled to some extent during the dry season by the 

use of Indian Lake storage reservoir, and the facilities for storage works in this part of 

the basin are unsurpassed. The entire region is dotted with ponds and lakes, many of them 

IRB 166 06 2
18 STREAM MEASUREMENTS IN 1905, PART IT.

of large size and fed from extensive drainage areas. Saratoga Lake serves as a regulator 

of Fish Creek, and there is a small reservoir at the headwaters of the Hoosic. Storage is 

also extensively developed in the basin of Croton River for the puipose of supplying the 

city of New York with water. The flow of the Mohawk above the gaging stations at Little 

Falls and Dunsbach Ferry is modified during the season of canal navigation, extending 

from about May 1 to December 1. 

Except that of the Delaware, the basin of the Hudson contains a greater population in 

proportion to its size thato any other important river basin in the United States. This 

population is largely concentrated along the great highway of traffic which follows the 

valley of the Mohawk from the west and then continues down the lower Hudson.

HUDSON RIVER AT FORT EDWARD, N. Y.

This station was established in 1895, in connection with the upper Hudson storage surveys. It is located at the dam of the International Paper Company. The drainage area 

of the Hudson above Fort Edward is 2,800 square miles, which is 62 per cent of that above 

the Mechanicsville gaging station, the principal intervening tributaries, Hoosic River 

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

The dam is of framed timber on slate-rock foundation and leaks but little. The crest 

is straight, very nearly level, and 587.6 feet long. The crest-gage zero stands at the level 

of the lip of the dam proper. A new and accurate profile of the crest of the dam, obtained 

in 1903, has been used to determine the discharge since that date.

Flashboards from 15 to 18 inches high are usually maintained on the dam. A record is 

kept of the height of the flashboards and of the times of their setting and removal. 

When the flashboards are off the dam the flow is computed by means of coefficients 

derived from the United States Geological Survey experiments on a model dam of similar 

cross section; with the flashboards on, the flow is computed by the Francis formula for 

the thin-edged weir, a

In the winter of 1896-97 a flood spillway was cut around the south end of the dam, and 

the water flows over this when it reaches the level of the crest of the flashboards. The 

profile of the spillway is very irregular and causes some uncertainty in calculating the 

flow at times of high water.

During the dry season but little water passes over the dam, the entire flow being employed 

to drive the turbines, of which there are 62 in the adjoining mill. These are nearly all of 

modern types, which have been tested at the Holyoke flume. A record is kept of the 

daily run of each, in hours, as well as of the working head, which is usually 19 feet. The 

discharge through the turbines is taken from diagrams expressing the flow as a function 

of the working head and number of wheel-hours run.

In the navigation season water is diverted from the Hudson at the Glens Falls feeder 

dam, 7 miles above Fort Edward, for the supply of the Champlain Canal.

Information concerning the Hudson at Fort Edward is contained in the annual reports 

of the State engineer and surveyor of New York, and in the following publications of the 

United States Geological Survey (Ann=Annual Report; WS=Water-Supply Paper):

Description: WS 35, p 58; 47, p 75; 65 p 48, 82, p 100; 97 pp 221-222; 125, pp 19-20.

Discharge: WS 47, p 39.

Discharge, daily: WS 47, p 76; 65 p 49; 82, p 101; 125, p 23.

Discharge, high-water: WS 65, p 50.

Discharge, monthly: Ann 22, iv, p 107; WS 35, p 24; 65, p 49-50; 82, p 102; 125, p 23.

Hydrograph: Ann 22, iv, p 108.

a Water-Sup, and Irr. Paper No. 150, U. S. Geol. Survey, 1906.
HUDSON RIVER DRAINAGE BASIN. 19

Daily discharge, in second-feet, of Hudson River at Fort Edward, N. Y.,for 1905.

Day.

1. ........

2.........

3.........

4.........

5.........

6.........

7. ........

8.........

9.........

10.........

11.........

12.........

14.........

15.........

16.........

17.........

18.........

19.........

20.........

21.........

22.........

23.........

24.........

25.........

20.........

27. ..:.....

28.........

29.........

30.........

31.........

Jan.

2,660

4,323

3,898

3,566

3,028

2,913

9 OAA

2,109

3,968

3,596

3,604

3,214

3,118

1,288

2,188

3,755

3,058

o ggg

2,713

1,884

2.6CO

3,093

3,003

2,693

2,462

2,502

1,964

1,567

2,511

2,511

Feb.

2,479

2,429

1,984

2,589

2,284

2,251

2,420

2,568

2,459

2,004

2,133

2,257

2,472

2,534

2,523

1,790

941

2,232

2,307

2,192

2,162

2,397

1,948

1,633

2,307

2,215

.......

Mar.

2,070

2,282

2,171

1,908

1,759

2,326

2,160

2,370

2,350

2,055

1,714

544

2,084

2,055

2,077

2,250

1,713

444

3,318

4,615

4,590

4,392

2,734

4,523

6, 737

9,482

12,884

35, 578

Apr.

38,907

36,435

30,865

24,235

23,445

26,355

22,785

19,520

15, 765

15,375

17,185

18,045

17,705

16,065

17,940

8,095

7,888

16,345

14,745

11,420

9,725

8,405

May.

11,420

11,005

8,313

9,469

8,095

7,660

6,795

7,073

6,795

6,605

6,175

5,779

6,177

5,789

6,175

5,789

5,428

4,880

5,060

3,665

3,665

2,009

3 5°9

June.

3,279

3,415

1,143

3,390

3,162

2,778

4,897

8,087

12,007

9,112

7,804

7,121

8,525

7,865

6,362

I9 466

17 986

16,833

1° 993

July.

9,089

9,560

14,611

17,047

16,681

14,775

12,700

9,846

9,112

9,461

8,147

5,311

5,520

4,604

2,110

4,418

4 437

4 222

1,739

Q flfVT

1,237

037

7,361

Aug.

8,544

8,026

6,505

5,495

2,682

3,701

3,873

3,007

3,007

3,007

2,057

2,771

3,649

3,007

3,759

7,537

4,443

4,012

3,472

3,122

3,007

3,007

1,487

1,702

1,747

Sept.

1,841

2,409

4,219

10,263

17,943

18,279

14, 754

11,715

9,810

9,083

7,922

8,337

7,537

6,424

3,257

4,647

7,274

10,811

12, 397

13,969

11,138

10,380

9,221

8,549

6,958

6,108

5,378

4,938

2,521

Oct.

3,908

5,093

3,824

3,759

3,623

3,508

1,197

2,180

3,757

2,506

3,007

2,756

5,894

6,510

6,130

6,027

4,986

4,364

4,325

4,574

4,979

6,247

6,666

4,503

4,503

4,093

1,596

5,201

5,112

4,075

Nov.

4,228

4,897

6,255

3,924

6,725

7,024

6,758

7,776

7,457

7,442

4,479

2,099

5,829

'5,530

5,591

5,059

5,272

2,773

4,219

4,840

3,372

3,007

3,411

3,372

1,383

3,741

3,513

3,722

3,257

4,212

Dec.

5,928

3,424

6,247

9,639

8,506

8,506

8,631

7,606

5,049

6,486

5,179

3,529

4,221

3,823

3,823

a, 335

1,702

2,913

2,663

3,279

3,665

4,009

2,498

5,772

9,099

4,487

3,665

3,415

3,415

2,605

5,891

Estimated monthl.y discharge of Hudson River at Fort Edward, N. T., for 1905. 

[Drainage area, 2,800 square miles.]

Month.

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

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

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

Discharge in second-feet.

Maximum.

4,323 

2,589 

35,578 

38,907 

11,420 

' 17,986 

17,047 

8,544 

18,279 

6,666 

7,776 

9,639

38,907

Minimum.

1,288 

941 

444 

7,888 

2,009 

1,143 

237 

1,246 

1,841 

1,197 

1,383 

1,335

237

Mean.

2,843 

2,222 

4,436 

17,762 

5,917 

9,021 

6,499 

3,701 

8,829 

4,338 

4,686 

5,028

6,271

Run-off.

Second-feet 

per square 

mfle.

1.02 

.794 

1.58 

6.34 

2.11 

3.22 

2.32 

1.32 

3.15 

1.55 

1.67 

1.80

2.24

Depth 

in inches.

1.18 

.827 

1.82 

7.07 

2.43 

3.59 

2.68 

1.52 

3.51 

1.79 

1.86 

2. OS

30.36
20 STKEAM MEASUBEMENTS IN 1905, PAET II.

HUDSON RIVER AT MECHAISTCSVILLE, N". Y.

A record of the flow of Hudson River at Mechanicsville has been kept by the Duncan 

Company since December, 1888. The record includes two daily readings of the depth on 

the crest of the dam, and a continuous record of the run of the water wheels in the adjoining 

paper mill. The accompanying tables, computed by Mr. R. P. Bloss, the engineer of the 

company, show the daily and monthly mean flow at Mechanicsville.

The dam of the West Virginia Pulp and Paper Company at Mechanicsville was raised 

during 1904, a concrete crest and apron being added, so that the dam has now a rounded or 

ogee profile. A discharge curve has been calculated, using coefficients of discharge derived 

from United States Geological Survey experiments on models of dams of ogee cross section 

by Robert E. Horton.

Information concerning the Hudson at Mechanicsville is contained in the following publications of the United States Geological Survey (Ann=Annual Report; WS=Water-Supply 

Paper):

Description: Ann 19, iv, pp. 117-118; WS 35, pp 58-59; 47, p 77; 65, pp 50-51; 82, p 102; 97, p 218; 125, 

pp 22-23.

Discharge: WS 47, p 39.

Discharge, daily: WS 35, pp 59-6L; 47, pp 78-79; 65, p 52; 82, p 103; 97, p 218; 125, p 23.

Discharge, monthly: Ann 19, iv, pp L19-122; 20, iv, p 81; 22, iv, pp 109-110; WS 35, p 24; 65, pp 52-53; 82, 

p 104; 97, p 219; 125, p 23.

Discharge, yearly: Ami 20, iv, p 47.

Hydrographs: Ann 19, iv, p 118; 20, iv, p 80; 21, iv, p 72; 22, iv, p 111; WS 75, p 23.

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

Day.

3....

4....

5....

9

16....

17....

1 S

19....

OQ

 n

99

23

24....

27....

28

29....

30....

31....

Jan.

4,410

5,550

5,450

5,350

5,250

4,330

4 910

4 930

6 9°0

4,730

4,840

4,550

9 <?in

9 340

6,800

5,790

5 1QH

4,770

5,070

5,910

Pel).

5,770

4,730

4,320

4,370

3,560

3,980

5,500

7,680

7,270

8,060

5,580

4,270

6,290

6

4CA

6,550

........

Mar.

5,770

4,930

6,030

11,180

9,130

7,968

6,732

11,611

9,305

8,827

8,653

6,910

5, 754

7,585

7,682

13,754

99 344

23,362

on A en

17, 471

16,058

16,583

Apr.

16,812

20,678

19,274

17,637

18, 449

19,974

22, 700

24,412

32, 127

34,358

26,537

*>*> Q77

14, 473

12 921

11,756

10,700

17,962

25,572

29,131

May.

28, 403

26,387

25, 354

22,656

20,861

18,275

14, 437

12,286

11,388

8,512

6,897

11,037

12, 257

11,817

11,369

8,600

9,087

8,867

6,338

6,700

6,934

June.

5,596

4,518

2,949

4,965

6,377

20,255

12,748

11,719

9,350

7,787

5,845

4,395

4,966

4,015

3,913

3,667

3,074

2,844

2,585

July.

9 g3o

2,619 

2,630

Aug.

9 351

2,739

2,548

2,564

2,578

12,368

19 gog

10 603

8 9°9

7,058

5,440

4,400

3,388

Sept.

2,828

2,919

3,016

3,062

5,800

5,672

5,200

4,578

5,231

4,665

5,012

4,499

3,258

15,000

14, 610

9,095

7,539

7,542

6,269

5,491

5,470

4,938

4,511

5,642

7,990

10, 412 

10, 439

9,309

14,239

Oct.

14, 518

14,993

13,621

10,327

9,508

8,889

14,145 

12,353

10,646

8,796

Nov.

7,754

6,708

6,065

5,867

5,636

5,042

5,722

4,987

4,773

4,916

4,213

3,913

3,623

5,335

4,230

4,337

4,018

4,210

3,637

3,012

4,453

4,831

3,999

4,131

3,660

4,374

3,359 

3,860

4,156

4,432

Dec.

3,583

3,529

2,939

2,943

3,812

2,993

2,927

3,243

3,654

2,907

2,884

3,685

2,951

3,746

3,333

3,193

3,177

3,346

2,983

3,540

3,255

2,993

2,996

2,874

3,^57

4,622 

11,973

8,055

6,708

6,341
HUDSON EIVEE DBAINAGE BASIN. 21

Daily discharge, in second-feet, of Hudson River at Mechajiicsinlle, N. Y.,for 1905.

Day.

1....

2....

3....

4....

5....

6....

8....

\q y "--

10.... 

11....

12....

13....

14....

15....

16....

17....

18....

19....

20....

21 ....

22....

23....

24....

28....

30....

31....

Jan.

5,340

6,868

6,662

4,791

4 948

5,875

10,572

10,200

8,877

7,619 

6,362

6,659

8,624

7,630

5,538

6,461

6,461

6,526

4,484

5,263

4,950

5,004

4,276

4,112

4,721

4,168

4,213

3,517

Feb.

3,288

3,903

3,800

2,927

4,193

3,885

3, 175

3,256

3,435 

3,476

4,564

3,333

3,710

3,264

3 53°

3,705

5,204

o 907

3,380

3,105

2,954

3,095

4,168

O QCWi

Mar.

2,966

2,966

2,966

2,951

3,067

2,951

2,951

2,951

3,028 

3,018

3,846

2,982

2,981

2,982

o 951

3,291

10,067

10,714

7,166

7,067

6,994

19,276

17,788

23,881

24, 631

32, 103

42, 838

Apr.

48, 877

44,936

38,229

31,254

28,584

31,678

33, 585

33,010

23, 784

22, 110 

21, 670

25,231

24, 481

24,031

18, 715

11,714

17,326

15,450

i q Qoe

13,477

11,209

May.

1° 466

12,112

11 504

9,972

8,620

7,539

8,327

8,736

7,707

5,487

5,678

5 499

4,184

June.

4,430

4,346

4,623

4,719

4,273

4,203

13,724

7,928

7,632

7 1 70

5,888

10,867

18,664

15,422

14,109

14,932

14, 123

12,364

July.

14,444

11,374

14,932

8,494

'5,430

t; 7dfi

5 444

2, 715

4,573

4,429

Q CQ7

3

OO(J

3 749

Aug.

7,025

5 911

4,911

5,676 

5,608

7,018

4,455

5,812

6,551

7

QQfi

8,379

5,874

4,981

5,055

4,828

4,623

4,357

2,168

3,520

3,436

5,265

Sept.

4,068

4,066

4,506

13,839

19 544

20, 704

19, 846

17,573

15,110

11,274 

11,855

10,564

11,462

10,535

8,853

7,432

10, 617

15, 721

18, 703

15,835

11,297

12,294

6,823

Oct.

6,965

6,586

fi,284

5,463

5,167

3,118

6,158

5, 181 

4,749

5,185

5,344

8,189

6,464

5,772

5,612

7,530

6,463

8 232

7,374

6,770

4 119

6,346

6,128

Nov. Dec.

NOTE. Discharges given from July 1 to August 22, 1904, are minimum when all water passed 

through wheels. On days during that period for which there is no record the discharge was in excess 

of 2,800 second-feet.
22 STREAM MEASUREMENTS IN 1905, PART II.

Estimated monthly discharge of Hudson River at Mechanicsville, N. Y.,for 1904 and 1905. 

[Drainage area, 4,500 square miles.]

Month,

1904.

1905. 

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

Discharge in second-feet.

Maximum.

12,970 

15, 130 

23,362 

36,305 

29,022 

21,636 

2,630 

12,926 

15,000 

14,993 

7,754 

11,973

10,572 

5,204 

42,838 

48, 877 

13,063 

20,395 

14,932 

10, 194 

20, 704 

8,232

Minimum.

3,390 

3,560 

4,930 

10,700 

6,338 

2,509 

2,608 

2,548 

2,828 

8,889 

3,012 

2,726

3,517 

2,927 

2,951 

11,209 

4,184 

3,590 

2,715 

2,168 

4,066 

3,118

Mean.

5,805 

6,858 

11,055 

20,737 

13,323 

6,765 

2,622 

6,259 

6,660 

11,780 

4,644 

3,922

6,097 

3,544 

9,388 

22,748 

8,171 

9,552 

6,935 

5,631 

12,032 

6,067

Run-off.

Second-feet 

per square 

mile.

1.29 

1.52 

2.46 

4.61 

2.96 

1.50 

.583 

1.39 

1.48 

2.62 

1.03 

.872

1.35 

.788 

2.09 

5.06 

1.82 

.2.12 

1.54 

1.25 

2.67 

1.35

Depth 

in inches.

1.49 

1.64 

2.84 

4.80 

3.41 

1.67 

.087 

.775 

1.65 

.974 

1.15 

1.00

1.56 

.810 

2.41 

5.65 

2.10 

2.37 

1.78 

1.44 

2.98 

1.51

CHAMPLAIN CANAL AT FORT EDWARD AND MECHANICSVILLE, N. T.

About 7 miles above Fort Edward, at the Glens Falls feeder dam, water is diverted from 

the Hudson for the supply of the Champlain Canal, and the recorded flow of the river at 

Fort Edward and Mechanicsville does not, therefore, represent the total natural yield of the 

drainage basin at those points.

Measurements of flow of Champlain Canal were made during 1905, as follows: August 29, 

at Saratoga Street Bridge, Mechanicsville, by E. F. Weeks, discharge 84 second-feet; at 

Notre Dame Street Bridge, Fort Edward, by E. F. Weeks, discharge 78 second-feet. A 

measurement made at the latter place on September 25, 1905, showed a discharge of 138 

second-feet.
HUDSON EIVEE DKAINAGE BASIN.

FISH

Fish Creek forms the outlet 

of slack water from the lake.

CREEK AT BURGOYNE, N. Y,

of Saratoga Lake and has a length of 8 miles below the limit 

It descends 100 feet in the lower 4 miles of its course, the

Schuylerville, where power is

greater portion of this fall being concentrated at Victory Mills, and enters the Hudson at

developed. It has a total drainage area of 235.8 square

miles, as shown by the following table:

Drainage area of Fish Creek, a

Ballston Springs to mouth ........................................................

Total direct drainages..... .................... .... ... .......................

Place to 

place.

Sq. miles. 

43.8

65.8

85.1

6.8

41.1

Total.

Sq. miles. 

43.8

109.6

194.7

235.8

Area in square 

miles.

a From United States Geological Survey topographic maps, Saratoga, Schuylerville, Schenectady, 

Glens Falls, Luzerne, and Broadalbin sheets. 

6 Above Brandt's bridge.

A temporary gage was established at Burgoyne station on August 25, 1904, and discontinued June 30, 1905. The gage was attached to the right-hand abutment of Brandt's 

bridge, and observations of stage were taken once each day by G. R. Warner. Currentmeter measurements were made from the bridge. The discharge is not a continuous 

function of the stage of the stream, however, owing to the fact that grass and aquatic plants 

growing in the channel cause the velocity to vary with the season. The channel is occasionally cleared of this growth by the water-power users in order to facilitate the flow.

Discharge measurement of Fish Creek at Burgoyne, N. Y., by Horton and Mott, September 25, 1905; gage height, 2.48 feet; discharge, 683 second-feet.

Daily gage height, in feet, of Fish Creek at Burgoyne, N. Y., for 1905.

Day.

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

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

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

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

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

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

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

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

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

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

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

10

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

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

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

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

Jan.

1.1 

1.15 

1.45

1.45

1.3

1.3

1.35

1.5

1.9

1.95

1.9

1 9

1.95

1.95 

1.95 

1.9

Feb.

.9 

.8 

.85

.9

.8

.8

.9

.9

.9

.95

.9

.75

.8 

.7 

.55

Mar.

.15 

.1 

.1

.15

1.8

1.1

.2

.2

.3

.3

.35

7C

.8

.85 

.85 

.8

Apr.

8.1 

8.0 

7.6

7.0

6.6

6.3

6.1

5.9

4.6

4.3

4.1

4.1

4.0

3.9 

3.7 

3.5

May.

1.6 

1.52 

1.45

1.3

1.36

1.25

1.3

1.2

1.15

1.15

1.1

1.0

1.05

.95 

.9 

.95

June.

0.05 

.0 

.0

.0

 08

-.17

-.04-

.0

.0

.0

 05

_ AQ

.3

.1 

.05 

.02

Day.

17.......... 

18.......... 

19..........

20..........

91>

22..........

23..........

24..........

25. .........

26. .........

27. .........

OQ

29..........

30.......... 

31..........

Jan.

1.8 

1.75 

1.8

1.86

1.7

1.3

1.2

1.2

1.1

1.1

1.0

.9

.85 

1.0

Feb.

.5 

.5 

.9

.9

.95

.95

1.0

1.0

.9

.2

.2

.3

......

Mar.

.8 

.9 

1.0

1.0

.9

.9

.85

.95

1.1

1.2

1.5

2.5

3.6

5.0 

6.75

Apr.

3.4 

3.1

2.9

2.7

2.6

2.5

2.4

2.3

2.2

2.13

1.92

1.8

1.73

1.65

May.

.9 

.9

.85

.75

.73

.6

.7

.35

.35

.3

.2

.18

.15

.1 

.05

June.

:0

.05 

.03

-.04

-.08

.0

.1

.05

.4

.22

.2

.28

.29
24 STEEAM MEASUREMENTS IN 1905, PAET II.

KAYADEROSSERAS CREEK NEAR SARATOGA LAKE, ST. Y.

Kayaderosseras Creek, the chief tributary of Saratoga Lake, drains the highland region 

lying north and west of the lake and has its source in the range of hills which rises about 

800 feet above the general plateau and trend northwest and southeast. The area of the 

basin, measured at the mouth of the creek, is 194.7 square miles. The topography of the 

main plateau is moderately rolling, the soil is sandy, and tributaries are sparse, with few 

marsh or lake areas.

A measurement of the discharge of this creek was made by Robert E. Horton and D. L. 

Mott-on September 25, 1905, at the first bridge above Saratoga Lake. The water surface 

was 7.93 feet below the top of the upper horizontal tie board, 5 feet from the left-hand end 

of the bridge, upstream side. The area of the cross section was 301 square feet; the discharge 250 second-feet.

INDIAN RIVER AT INDIAN LAKE, NEW YORK.

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

River basin, as described in preceding reports, has been continued. The reservoir gates 

were open during the greater portion of the year, the closed period extending from April 1 to 

July 26. The reported stage of water in the reservoir is shown in the accompanying table.

Information in regard to this station is contained in the following Water-Supply Papers 

of the United States Geological Survey:

Description: 47, pp 71-72; 65, pp 42-44; 82, p 98; 97, p 222; 125, p 24. 

Stage of water: 47, p 72; 65, p 44; 82, p 99; 97, p 223; 125, p 24.

Stage of water, in feet, in Indian Lake reservoir, New York, for 1905.

Day.

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

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

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

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.

16.92 

16.79

16.62 

16.42 

16.42

16.46

16.46 

16. 33

16.12 

16.0

15. 92

15.84

15. 58 

15.42 

15.25 

15.08 

15.0

14.92

14.84

14.71

14.58

14.33

14.08

13.84

13.58

13.42

Feb.

12.92 

12. 66

12.46 

12. 25 

12.08

11.88

11.66 

11.46

11,25

11.04 

10.84

10.66 

10.5

10.0 

9.84 

9.5S 

9.42 

9.25

9.08

8.92

8.71

8.5

8.33

8.16

8.0

Mar.

7.84

7.66 

7.46

7.04

6.84

6.66

6.50 

6.33

5.84 

5.58

5.33 

5.08

4.84

4.58

4.33 

4.33 

4.33 

4.33 

4.33

4.33

4.84

5.5

6.66

7.29

9.42

Apr.

11.46 

12.04

12. 75 

13.5 

14.42

15.08

15.58 

15.58

16.33

16.66 

17.33

18.0 

18.58

18 9°

19.33 

19.5 

19.71 

19.92 

20.5

21.66

22.5

23.42

23.84

24.33

24.75

25.33

May.

26.33

26.66 

27.0

27.33

27.62 

27.92

28. 16

28.37 

28.58

28.75

28.92 

29.04

29-16 

29.29

29.71 

29.84 

30.0 

30.08 

30.16

30.33

Qn 40

30.5

30.58

30.66

30.75

30 9°

31.0

June.

31.04

31.08 

31.04

31.21 

31.33 

31.42

31.5

31.75 

32.0

32.16

32.37 

32.58

32.75 

32. 92

33.08

33.75 

34.33 

34.66 

35.08 

35.33

35.5

35.46

35.42

35.25

35.46

35.42

35.42

35.33

July.

35.12

35.58 

36.0

35.96 

35.66 

35.33

35.16

35.0 

34.84

34.58

34.42 

34. 25

34.16 

34.25

34.16

34.21

34.16 

34.08 

34. 16 

34.16 

34.16

34.16

34.21

34.08

34.08

34.08

34.08

34.08

34.04

Aug.

34.5

34.42 

34.25

34.08 

34.08 

34.08

34.08

34.08 

34.0

34.0

34.0 

34.04

34.08 

34.08

34.12

34.08 

34.04 

34.0 

33.96 

33.0

33.96

33.96

33.96

33 9°

33.92

33.92

33.92

OO QA

Sept.

33.62

33.5 

33.84

35.08 

36.08 

36.16

36.0

35.84 

35.66

35.5

35.33 

35.16

35.0 

34.92

34.84

34.75

34.66 

34.84 

35.08 

35.25 

35.29

35.29

35.16

35.12

34.84

34.71

34.5

34.25

34.0

33.75

Oct.

33.58

33.42 

33.25

33.0 

32.92 

32.75

32.5

32.25 

32.08

32.16

32.25 

32.5

32.71 

32.92

33.0

33.08

33.16 

33.29 

33.5 

33.79 

34.0

34.08

34.21

34.33

34.37

34.42

34.33

33.92

33.54

33.16

Nov.

32.58

32.51 

32.42

32.33 

32.25 

32.21

32.16

32.12 

32.08

31.96

32.84 

31.66

31.54 

31.42

31.58

31.71 

31.75 

31.75 

31.75 

31.75

31.75

31.79

31.84

31.88

32.0

32.08

o*> oe
HUDSON RIVER DRAINAGE BASIN. 25

HOOSIC RIVER AT BTJSKIRK, X. Y.

Hoosic River has its sources on the west slope of the Hoosac Mountains in Vermont 

and Massachusetts. Two head branches, one flowing southward, the other northward 

along the west slope of this range, unite at North Adams, Mass., and the stream then 

flows northwestward, entering the Hudson 3 miles north of Mechanicsville. Above Buskirk the drainage basin is rugged and precipitous, the distribution of tributaries affording 

rapid concentration of the run-off from the steep rock slopes. The ridges are sparsely 

wooded. The soil in the valleys is generally firm and tenacious. The general elevation, 

of the valley at the junction of the 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. The drainage basin contains 

no important lakes and but one storage reservoir, at Farnam, near the head of South Branch.

South of Hoosic River the State boundary follows the Taconic Ridge, which forms the 

divide between the Hoosic in Massachusetts and the Little Hoosic in New York.

A gaging station was established September 25, 1903, at the highway bridge in Buskirk 

village. The channel is straight near the gaging station. The banks are high and seldom 

overflow. The current is exceptionally smooth, but is rather slow during low water. 

A standard chain gage is attached to the covered wooden highway bridge. The length 

of the chain is 28.17 feet. The gage is read twice each day by Bert C. Henry. A bench 

mark is located on the upstream corner of the left abutment; elevation, 36.03 feet above 

gage datum.

Information concerning this station is contained in the annual reports of the State 

engineer .and surveyor of New York prior to 1905, and in the following Water-Supply 

Papers of the United States Geological Survey:

Description: 97, pp. 219-220; 125, pp. 24-25. 

Discharge: 97, p. 220: 125, p. 25. 

Gage heights: 97, p. 221; 125, p. 26.

Discharge measurements of Hoosic Hirer at B-uskirk, N. Y., in 1905.

Date.

March 29......

Hydrographer.

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

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

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

Width.

Feet. 

144

144

127

Area of 

section.

Square

feet.

1,095

1,091

421

404

Mean 

velocity.

Feet per 

second.

5.52

5.63

1.19

1.03

Gage 

height.

Feet. 

7.00

G.98

2.18

1.92

Discharge.

Secondfeet.

6,035

6,141

499

417
26 STREAM MEASUREMENTS IN 1905, PART TI.

Daily gage height, in feet, of Hoosic River at Buskirlc, N. Y., for 1905.

Day.

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

0

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

99

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

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

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

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

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

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

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

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

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

Jan.

2.7

o go

3.05

2.92

4.38

4.35

5.32

5.4

4.1

3.6

3.38

3.62

4.6

3.82 

3.15

3.35

3.25

3.0

2.78

2.68

2.52

4.8

4.0

4.12

4.32

4.28

3.75

Feb.

3.68

3.5

3.4

3.38

3.48

3.48

3.62

3.58

3.45

3.52

3.42

3.38

3.4

3.32 

3.3

3.32

3.38

3.5

3.32

3.35

3.02

3.02

2.92

Mar.

2.95

2.98

2.88

2.88

2.95

3.0

2.9

3.0

3.18

3.18

3.42

3.35

3.4 

3.28

3.32

3.38

3.85

8.65

5.45

0 CC

3.7 

q 35

0.7

7.15

7.12

8 7°

Apr.

7.25

5.5

4 88

4.72

5.08

5.78

4.92

4.3

3.6

3.9

5.32

5.9

4.95

4.45 

4.3

3.78

3.7

3.38

3.0

3 4S

3.68

3 °

3.1

2.65

2.55

May.

2. 62

2.58

2.55

2.6

2.42

2.45

2.45

9 58

2.52

2.45

2.35

2.4

2.38

2.33 

2.35

9 58

2.45

2.48

2 45

2.3

9 3§

2.05

1.82

1.37

1.45

June.

1.79

1.77

1.87

1.69

1.75

1.87

2.17

1.99

2.02

1.82

1.72

1.69

1.77

1.82 

1.86

1.68

1.54

1.66

9 08

2.18

2.98

3.28 

2.66

3.44

3.44

3.01

2.66

2.44

July.

2.26

2.14

2.78

2.28

2.18

2.11

2.08

1.97

1.87

1.97

1.95

1.93

1.77

1.93 

1.7

1.7

1.87

1.77

1.83

1.87

1.67

1.65 

1.83

1.9

1.83

1.8

1.67

4.77

4.02

Aug.

3.14

2.44

2.32

2.14

2.'l4

1.72

9 09

2.12

1.88

1.9

2.6

3.72

3.02

2.55 

2.4

3.38

3.45

3.18

2.55

2.18

2.32

9 9

2.12 

1.98

2.02

1.98

2.05

1.95

2.0

4.1

Sept.

3.0

2.52

5.02

5.85

5.25

4.05

3.6

3.25

3.15

2.65

2.62

2.52

2.48

2.95 

9 72

2.52

2.45

4.0

4.8

3.98

4 oo

3.38

3.12

2.88 

2.75

2.68

2.55

2.4

2.3

Oct.

9 9O

2.2

2.25

2.4

2.28

2.25

2.08

1.98

1.9

1.92

1.88

2.65

2.48

2.05

o i

2.1

2.02

2.15

2.48

2.62

9 O

9 OQ

2 25

2.05

2.05

2.0

1.88

2.07

2.0

Nov.

2.0

1.78

1.72

1.88

2.05

2.05

2.4

2.32

2.1

2.08

1.95

2.02

1.98 

1.88

1.9

1.95

1.95

2.0

1.95

1.85

1.85

1.75

1.78 

1.68

1.7

1.95

1.88

2.78

5.78

Dec.

3.7

3.28

8.3

7.45

4.85

4.3

3.92

3.55

3.4

3.05

2.9

2.92

2.82

2.82 

2.55

2.65

2.5

2.68

2.5

2.45

3.15

3.25

.2.9 

2.62

2.48

2.5

2.45

2.65

3.22

2.62

NOTE. River frozen entirely across from January 24 to March 18, inclusive. During this period the 

gage was read to the surface of the water through a hole in the ice. The following comparative readings 

were also made:

Date.

March 11 ................................................................

March 18. ...............................................................

Water 

surface.

Feet. 

3.7

3.4

3.45

3.7

3.15

2.9

3.15

3.75

Top of 

ice.

Feet. 

3.85

3.6

3.6

3.85

3.4

3.05

3.2

3.75

Thickness of 

ice.

Feet. 

0.6

.75

1.0

1.5

1.5

1.8

1.9

1.9
HUDSON RIVER DRAINAGE BASIN. 27

Station rating table for Hoosic River at Buskirk, N. Y., from September 25, 1903, to December

31, 1905.

Gage 

heig Leight.

Feet. 

1.40 

1.50 

1.60 

1.70 

1.80 

1.90 

2.00 

2.10 

2.20 

2.30 

2.40

Discharge.

Second-feet. 

140 

176 

216 

260 

308 

359 

412 

467 

524 

582 

642

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

Discharge.

Second-feet. 

704 

769 

837 

909 

985 

1,065 

1,149 

1,236 

1,326 

1,419 

1,515

Gage 

heigght.

Feet. 

3.60 

3.70 

3.80 

3.90 

4.00 

4.10 

4.20 

4.30 

4.40 

4.50

Discharge.

Second-feet. 

1,614 

1,716 

1,822 

1,930 

2,040 

2,150 

2,265 

2,380 

2,495 

2,615

height.

Feet. 

4.60 

4.70 

4.80 

4.90 

5.00 

5.50 

6.00 

7.00 

8.00 

9.00

Discharge.

Second-feet. 

2,735 

2,860 

2,985 

3,110 

3,240 

3,905 

4,600 

6,080 

7,630 

9,230

The above table is applicable only for open-channel conditions. It is based on 11 discharge measurements made during 1903-1905. It is fairly well denned between gage heights 1.6 feet and 7 feet. The 

table has been extended beyond these limits

Estimated monthly discharge of Hoosic River at BuskirJc, N. Y., 1903-1905. 

[Drainage area, 579 square miles.]

Month.

Discharge in second-feet

Maximum. Minimum. Mean

Run-off.

Second-feet

per square

mile.

Depth 

in inches.

1903.

September 26-30............................. 401

October..................................... 5,108

November................................... 1,854

December................................... 4,544

1904.

January 24-31................................ 1,996

February 1-19................................ 7,460

March 24-31.................................. 8,046

April......................................... 4,208

May......:................................... 2,472

June......................................... 13,680

July.......................................... 654

August...................................... 1,065

September................................... 3,986

October...................................... 4,194

November................................... 756

December.................................... 4,890

1905.

January 1-23................................. 3,770

March 19-31.................................. 10,630

April......................................... 6,468

May.......................................... 783

June......................................... 3,648

July.......................................... 2,948

August...................................... 1,737

September................................... 4,390

October..................................... 803

November................................... 4,292

December.................................... 8,110

238

238

339

339

661

484

1,496

1,115

642

434

169

158

172

473

308

456

717

1,535

736

130

192

188

270

582

349

251

673

310

983

626

1,143

970

1,635

3,141

2,171

1,165

1,528

322

290

584

951

531

1,297

1,591

5,678

2,244

576

694

512

725

1,420

509

537

1,533

0.535

1.70

1.08

1.97

1.68

2.82

5.42

3.75

2.01

2.64

.556

.501

1.01

1.64

.917

2.24

2.75

9.81

3.88

.995

1.20

.884

1.25

2.45

.879

.927

2.65

0.119

1.96

1.20

2.27

.500

1.99

1.61

418

2.32

2.94

.641

.578

1.13

1.89

1.02

2.58

2.35

4.74

433

1.15

1.34

1.02

1.44

2.73

1.01

1.03

3.06

NOTE. River frozen January 1-23, February 20 to March 23, 1904, and January 24 to March 18,1905; 

no estimate made.
28 STREAM MEASUREMENTS IN 1905, PART II.

MOHAWK RIVER AT LITTLE FALLS, W. X.

This gaging station is located at the lower (Gilbert's) dam at Little Falls, N. Y. The dam 

is of masonry, having the form of a circular arc, and furnishes power for the Astoronga Knitting Mill and the mill of the Little Falls Paper Company. In the Astoronga Knitting Mill 

are two turbines, built by T. H. Eisdon & Co., Mount Holly, N. J. In the mill of the paper 

company are three Camden turbines and cne 60-inch Day turbine, built in Little Falls.

There are three dams at Little Falls. The upper one is a State dam, diverting water for 

the supply of the Erie Canal; the lower two are used for water-power development. The 

gage record kept at the lower dam shows the amount of water flowing downstream from 

Little Falls, but does not include the diversion at the State dam above the gaging station, 

and hence does not represent the total yield from the tributary drainage area of 1,306 square 

nu'les.

In calculating the discharge for 1905 use has been made of the experiments of the United 

States Geological Survey at Cornell University in 1903 on flow over dams.

Information concerning this station is contained in the annual reports of the State engineer and surveyor of New York prior to 1905, and in the following publications of the United 

States Geological Survey (Ann=Annual Eeport; WS=Water-Supply Paper):

bescription: WS 35, p 51; 47, p 52; 05, p 162; 82, p 92; 97, p 196; 125, pp 26-27.

Discharge: WS 47, pp 39, 52-53; 65, pp 162, 163.

Discharge, daily: WS 35, p 51; 47, pp 54-55; 65, p 163; 82, p 93; 125, pp 27-28.

Discharge, flood: WS 47, p 53; 05, p 165.

Discharge, low-water: WS 47, p 54; 65, p 165.

Discharge, monthly: Ann 22, iv, p 94; WS 35, p 24; 65, p 164; 82, p 94; 125, pp 28-29.

Hydrographs: Ann 21, iv, p 67; 22, iv, p 95.

Daily discharge, in second-feet, of Mohawk River at Little Falls, N. T., for 1905.

Day.

1

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

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

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

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

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

7.......'.....

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

28

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

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

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

Jan.

4, 519

4,375

4,258

4,183

3,959

3,579

2,047

2,155

3,585

2,098

1,786

1,795

3,472

3,414

2,403

2,157

1,944

1,621

1,874

1,921

1,649

1,310

1,481

1,438

1,384

1,384

1,099

1 197

900

1,178 

1,176

Feb.

1,137

1,178

1,137

1,067

651

995

1,098

1,136

1,134

1,062

1,029

770

1,031

1,026

1,061

1,043

1,173

1,132

730

1,173

1,173

1,079

1,079

1,251

7Of\

1,132

1,132

Mar.

1,096

1,099

651

1,024

1,059

1,060

1,214

1,065

511

885

886

921

889

1,923

5,109

5,211

5,203

5,429

6,308

9 180

20,883

14,219

18, 341 

19,629

Apr.

18, 334

13, 521

9,623

8,722

12,051

12,932

11,245

8,446

5,515

7,056

9,347

8,371

6,847

5,150

3,715

3,009

2,588

2,701

4,224

10, 223

7 380

4,584

4 680

5,060

4,829

4,825

6,281

May.

5,238

3,885

3, 231

2,839

4 460

5,603

3,520

2,513

1,926

2,074

1,801

2,122

1,862

1,267

1,349

1,926

1,820

1,337

1,521

1,273

1,298

1,141

1,313

1,488

1,332

1,204 

1,300

June.

1,142

1,027

1,178

903

1,184

1,668

2,175

3,137

3, 196

613

2,640

2,407

2,169

1,518

1,270

1,278

3,753

4,381

4, 381

6,965

7,306

3,597

6,076

6,154

3,342

2,1,5

July.

1,725

7,514

7,351

4,568

2, 117

1,731

1,792

1,525

1,229

1,583

1,438

2 223

2,823

1,863

1,576

1,716

1,757

2,518

1,975

1,511

1,118

1,182

1,298

1,300

1,072

1,027

958

809 

4,346

Aug.

3,229

1,716

1,300

1,029

1,028

3,735

2,358

1,265

1,179

1,727

3,642

2,936

1,972

5,233

5,081

3,536

2,002

1,681

1,399

1,273

1,142

992

917

786

571

797

960

1,222 

2,869

Sept.

2,170

1 3Q7

5,133

15,171

18, 287

11,325

7,758

6,059

3,744

2,522

2,125

2,936

3,521

2,472

1,860

1,938

1,792'

4,651

5,981

5,049

4,821

3,545

2,756

2,016

1,665

1,608

1,436

1,301

1,272

1,112

Oct.

986

1,027

2,426

2,180

1,028

1,280

929

1,030

892

953

827

4,245

5,434

4,950

3,597

2,665

2,138

2,031

2,024

5,973

5,620

3,964

3,359

2,778

2,411

2,082

1,870

1,736

1,748

1,399 

1,441

Nov.

3,809

5,310

4,037

3,695

3,454

4,311

6,328

6,178

3,953

3,159

2,912

2,767

3,005

2,407

2,181

2,229

2,176

2,211

1,863

1,480

1,437

1,523

1,667

2,105

2,267

2,172

1,973

4,712

7,694

Dec.

5,325

3,569

13,650

10, 989

8,709

6,714

5,808

4,012

3,050

2,854

2,045

2,126

2,126

2,076

1,074

980

789

1,283

1,351

1,658

4,758

6,393

5,577

3,452

3,452

2,312

2,349

2,013

2,285

3,768 

4,670
HUDSON RIVER DRAINAGE BASIN. 29

Estimated monthly discharge of Mohawk River at Little Falls, N. Y., for 1905. 

[Drainage area, 1,306 square miles.]

Month.

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

Discharge in second-feet.

Maximum.

4,519 

1,251 

20,883 

18, 334 

5,603 

7, 306 

7,514 

5,233 

18.287 

5,973 

7,694 

13, 656

20,883

Mininmni.

900 

651 

511 

2,588 

1,026 

613 

809 

571 

1,112 

827 

1,437 

789

511

Mean.

2,301 

1,051 

4,798 

7,376 

2, 230 

3,214 

2, 258 

1,962 

4,248 

2,420 

3,272 

3,910

3,253

Run-off.

Second-feet 

per square 

mile.

1.76 

.805 

3. 67 

5.65 

1.71 

2.46 

1.73 

1.50 

3. 25 

1.85 

2.51 

2.99

2.49

Depth 

in inches.

2.03 

.838 

4.23 

6.30 

1.97 

2.74 

1.99 

1.73 

3.63 

2.13 

2.80 

3.45

33.84

MOHAWK RIVER AT DtnSTSBACH FERRY BRIDGE, NEW YORK.

This station 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. The station is located at the 

dam of the West Troy Water Company, one-fifth mile above Dunsbach Ferry Bridge, 9 miles 

from the mouth of the river. No record was kept from April 1,1899, to August 1,1900.

The dam is of masonry, with a flat granite crest 5.5 feet wide. It is in two sections, situated on opposite sides of an island of Hudson River shale. 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 dam was rebuilt in 1903 and a new profile obtained.

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 crest gage is attached to the timber cribbing 50 feet above the lower section of the 

dam, with its zero mark at an elevation of 172.00 feet referred to the United States Deep 

Waterways datum. Gage readings are taken twice daily at intervals of about twelve hours 

by Robert Wilson. The mean of the two daily readings is used in computing the flow.

The discharge over the dam has been calculated by means of the weir formula, using coefficients derived from the United States Geological Survey experiments.

In the 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 the working head. The turbines drive pumps taking water from the river for watersupply purposes at the rate of about 1,500,000 gallons per day, equivalent to a continuous 

flow of 2.25 second-feet.
30 STREAM MEASUREMENTS IN 1905, PART II.

Daily discharge, in second-feet, of MohawTc River at Dunsbach Ferry Bridge, New York,

for 1905. 

Day.

1.....

2.....

3.....

4.....

5.....

6.....

7.....

8.....

9

10

11

12.....

13

14.....

15.....

16

17

18.....

19

20

21

22

23

24

25.....

26.....

27.....

28.....

29

30....,

31

Mean. .

Jan.

8,440

8,720

9,560

7,180

5,490

4,840

5,060

8,440

11,550

10,960

7,940

5,700

5,490

5,270

5,060

4,620

4,410

3,980

3,760

3,590

3,430

4,100

4,100

2,930

2,760

2,680

2,680

2,730

3,050

. 3,040

3,020

5,309

Feb.o

1,980

1,790

1,790

1,790

1,680

1,610

1,590

1,640

1,760

1,870

1,640

1,520

1,330

1,330

1,410

951

951

867

1,100

1,180

1,410

1,300

1,180

1,050

951

902

75?

778

1,361

Mar.a

841

841

896

951

896

951

951

951

951

1,180

1,640

1,520

1,410

1,520

1,640

1,760

1,870

1,870

2,100

13, 110

14, 350

12,800

16,060

15,030

17, 760

39,900

36,540

44,890

39,400

41,380

41 ' 380

11,527

Apr.

38,440

32, 780

30,020

25,820

20,350

22, 250

27, 070

25, 020

12,800

13,730

13,420

21,860

20,300

17,760

13, 420

11,860

10,120

8,190

7,680

6,680

6,420

7,680

10,400

11,860

10, 120

8,190

8,440

8,190

8,440

8,720

15,601

May.

8,440

8,720

5,920

5,270

5,270

6,170

0, 680

7,180

6,930

5,880

5,410

4, 540

4,540

4,190

4,190

4,840

4,840

4,190

3,760

3,760

3,760

3,590

3,260

3,100

3,000

2,930

2,760

2,760

2,760

2,760

2,600

4,645

June. 6

2,760

2,760

2,710

2,600

2,430

3,260

4,620

6,170

5,920

4,840

3,980

5,700

5,490

4,620

3,980

3,430

3,100

3,100

3,430

6,420

6,680

15, 370

12, 480

10,400

7,940

6,420

14,350

11,240

9,280

6,930

6,080

July.

6,680

7,430

10,960

11,240

10, 120

7,430

4,620

3,760

3,760

3,590

 3,260

3,430

3,260

2,760

3,260

4,840

4,840

2,760

4,430

2, 760

3,430

2,930

2,600

2,100

2,100

2,100

2,270

2,020

1,870

1,870

1,640

4,197

Aug.

5,490

5,060

3,590

2,930

2, 270

1,760

2,600

5,700

3,430

2,600

2,100

2,100

2,930

4,620

4,620

6,170

13,730

8,720

5,700

3,430

2,930

2,760

2,600

2, 270

2,100

1,870

1,760

1,720

1,640

1,640

2,680

3,662

Sept.

4,620

4,190

5,060

17.080

27, 480

25, 820

27,080

10,680

8,440

6,170

5,060

4,410

6,420

6,170

4,840

3,980

3,430

5,700

14,040

12, 170

12, 480

9,560

6,930

5,490

4,620

3,760

3,430

3,100

3,100

2,760

8, 602

Oct.

2,760

2,930

3,760

3,980

3,980

3,590

2,930

2,430

2,270

2,100

2,100

3,430

10, 120

9,280

8,190

6, 420

4,840

4,190

4,410

8,440

9,280

8,190

6,680

5,700

5,060

4,410

3,760

3,430

3,430

3,100

3,930

4,778

Nov.

3,720

7,400

7,080

6,170

5,700

5,490

7,430

10,960

10,400

8,190

6,420

5,700

5,490

5,060

4,840

4,620

4,190

3,590

3,100

3,100

2,930

2,760

2,760

2,600

2,430

2,720

3,180

3,900

4,540

15,980

5,435

Dec.

12,270

8,360

16, 660

35,030

21, 700

14, 610

17,780

9,480

7,420

6,090

5,620

5,490

5,060

5,060

4,620

4,410

3,760

3,260

3,100

3,260

4,410

7,180

13,420

10, 120

9,280

7,430

6,420

5,060

5,270

8,720

8,190

8,985

a Approximate. Some ice obstructions

t> Dam undergoing repairs. Flow slightly obstructed after June «..
HUDSON EIVEK DRAINAGE BASIN. 31

Estimated monthly discharge of Mohawk River at Dunsbach. Ferry Bridge, New York, for 1905. 

[Drainage area, 3,44^ square miles.]

Month,

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

Discharge in second-feet.

Maximum.

11,550 

1,980 

44,890 

38, 440 

8,720 

15, 370 

11,240 

13, 730 

27,480 

10,120 

15,980 

35,030

44,890

Minimum.

2,680 

757 

841 

6,420 

2,600 

2,430 

1,640 

1,640 

2,760 

2,100 

2,430 

3,100

757

Mean.

5,309 

1,361 

11,530 

15, 600 

4,645 

6,080 

4,197 

3,662 

8,602 

4,778 

5, 435 

8,985

6,682

Run-off.

Second-feet 

per square, 

mile.

1.54 

.396 

3.35 

4.53 

1.35 

1.77 

1.22 

1.06 

2.50 

1.39 

1.58 

2.61

1.94

Depth 

in inches.

1.78 

.412 

3.86 

5.05 

1.56 

1.98 

1.41 

1.22 

2.79 

1.60 

1.76 

3.01

26.43

ORISKANY CREEK AT COLEMAJST, N. Y.

A gaging station was established at Wood Koad Bridge, 1 mile above the village of Oriskany, June 5,1901. This station was discontinued November 30,1904, a new station having 

been established at Coleman, 1 mile upstream, where a cableway was erected for use in making current-meter measurements during high water. Observations at the cable station were 

begun August 13, 1904.

The stream flows in a single, channel. The bed is composed of gravel and bowlders. 

There is a flood plain at the left bank.

A staff gage is attached to piling and braced to trees along the bank. It is read twice each 

day by Peter Gambel. The bench mark is the top of a spike driven into the root of a basswood tree which supports the right-hand end of the cable; elevation, 8.83 feet above the zero 

of the gage.

A dam at Keeder's mills, one-fourth mile upstream from the cable station, affords opportunity for checking the freshet discharge and is also some protection against ice, which very 

seriously obstructs Oriskany Creek in winter.

Oriskany Creek receives the inflow from storage reservoirs at the head of Chenango Kiver, 

in addition to the yield of its natural drainage area, which comprises about 140 square miles 

above the gaging station. During the navigation season the flow of the creek is diverted, as 

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

Information in regard to this station is contained in Water-Supply Paper No. 35 of 

United States Geological Survey: Description, p. 47; discharge, monthly, p. 24.

Discharge measurements of Oriskany Creek at Coleman, N. Y., in 1905.

Date.

July7.........

Hydrographer.

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

R. E. Horton.......................

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

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

C. J. Wood .........................

Width.

Feet. 

75

70

70

79 ' 72

Area of 

section.

Square 

feet.

121

94

86

123

123

Mean 

velocity.

Feet per 

second.

2.13

1.14

1.01

1.89

1.82

Gage 

height.

Feet. 

1.18

.68

.55

1.34

1.28

Discharge.

Secondjeet.

258

108

87

234

225

o Wading below cable.
32 STEEAM MEASUREMENTS IN 1905, PART II.

Daily gage height, in feet, ofOriskany Creek at Coleman, N. Y., for 1905.

Day.

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

19

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

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

9o

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

24.. _........... 

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

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

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

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

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

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

Jan.

1.85

2.17

1 £

1.73

1.63

1.55

3.35

3.4

3.25

3.1

2.95

1.5

1.45 

1.53 

2.03

1.95

2.43

2.27

2.23

Feb.

2.35

2.75

2.9

2.4

2.45

2.57

2.53

2.57

0 57

2.5

2.65

2.45

2.45

2.47

2.5

2.33 

2.35

O ^

2.23

2.27

Mar.

0 9

2.3

2.23

2.25

2.3

2 2

2.33

2.3

9 97

2.17

2.1'

2.15

2.1

1.93

2.4

5.7

4.3

3.95 

5.35 

7.6

Apr. May.

::::::

1.25

1.15

1.1

1.1

.65

1 1

1.68

1.32

1.3

1.35

1. 05

1.05 

1.05

.98

.98

.98 '.95

.88

.82

June.

0.82

.85

.68

.85

1.02

1.12

1.05

1.15

.92

.82

.75

.88

1.15

2.3

o c

1.82 

1.45

1.22

4.4

1.85

1.5

July.

1.1

2.32

2.'%

1.5

1.3

1.05

.98

.85

1.0

1.15

1.28

.98

.9

72

.92

.78

.68

.55

. 75

.48

.62

.f!5

.5

.62

1.55

Aug.

1.2

1.08

Q9

-r

.68

1.05

1.38

.78

.75

.62

1.55

1.4

3.05

1.9

1.38

1.02

.95

.88

.8

.85

.58

.78

.78

q

1.45

1.88

Sept.

1.25

1.02

4.8

2. 35

1.85

1.5

1.45

2.45

1.85

1.42

1.42

1.32

2.05

1.^2

1.4

1.32

1.22 

1.12 

1.08

1.02

1.05

.98

.82

.9

Oct.

0.92

.92

1.28

1.08

9

9°

.9

.9

.98

3.0

2.15

1.38

1. 28

1.15

2.1

1.7

1.5

1.38

1.32 

1.25 

1.12

1.1

1.1

1.02

1.05

1.05

1.02

Nov.

1.68

1.5

1.35

1.08

1.58

1.7

1.6

1.35

1.18

1.18

1.12

1.02

1.22

1.4

1.28

1.28

1.35

1 °2

1.05

1.05 

1.1 

1.3

1.18

2.12

1.82

Dec.

1.48

1.32

3.7

2.35

1 95

1.85

1.78

1 7^

1.48

1.48

1.45

1.45

1.28

1.38

1.48

1.22

1.65

3.38

2.15 

1.98

i.es

1.78

1.58

2.22

1.78

NOTE. Ice conditions January 1 co March 26, approximately; stream frozen entirely across most 

of the time. Thickness of ice varied from 0.1 to 1.3 feet.

ORISKANY CREEK AT STATE DAM, 1VEAR ORISKANY, N. T.

Readings were taken from a reference point on the right-hand abutment of the State 

dam to determine the freshet discharge, beginning on the day when the ice left the stream 

in the spring of 1905, and continuing until the opening of the feeder gates for the supply 

of the Erie Canal. The dam is in good condition, and a discharge curve has been prepared 

from the data of a survey and profile.

A measurement of the leakage of this dam was made by means of the flow through a 

rectangular channel, August 26, 1905, and an allowance of 10 second-feet for leakage has 

been calculated in the discharge.

Information in regard to this station is contained in the annual reports of the State 

engineer and surveyor of New York prior to 1905 and in the following publications of 

the United States Geological Survey (Ann = Annual Report; WS=Water-Supply Paper):

Description: WS 35, pp 47-48; 47, pp 45-46; 65, pp 145-146, 147-148; 82, p 79; 97, p 217; 125, pp 32-33.

Discharge: WS 47, pp 39, 46; 65, p 148; 82, pp 79-80; 97, p 217; 125, p 33.

Discharge, daily: WS 35, p 48; 47, pp 46-47; 125, p 34.

Discharge, monthly: Ann 22, iv, p 88; WS 35, p 24; 65, p 147; 125, p 35.

Gage heights: WS 05, p 149; 82, p 80; 125, pp 33-34.

Hydrographs: Ann 21, iv, p 66; 22, iv, p 89.
HUDSON EIVER DEAIN^GE BASIN. 33

Daily discharge, in second-feet, of Oriskany Creek at State dam, near Oriskany, N. Y., during 

spring freshet season 1905.

Day.

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

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

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

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

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

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

9

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

Mar. Apr.

1,080

340

i^fi

105

1,080

OAK

960

300

Day.

19

10

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

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

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

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

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

19

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

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

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

Mar.

380

Apr. Day.

23

24.....-..-.-...

25

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

27.....-.-.-.--.

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

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

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

Mar.

590

1,500

3,100

1,580

1,300-

1,080

520

1,030

1,250

Apr.

STARCH FACTORY CREEK NEAR NEW HARTFORD, N. Y.

Starch Factory Creek is tributary to the Mohawk near Utica, N. Y. Its drainage basin, 

which includes Graefenberg Creek and reservoir, is shown on the Utica sheet of the United 

States Geological Survey topographic atlas, from which the following drainage areas 

have been taken:

Drainage areas of Starch Factory Creek.

Square miles. 

Above Graefenberg reservoir dam a............................................................... 0. 45

Above gaging weir................................................................................. 3. 40

Above Savage reservoir dam..........................................................'............ 3.81

Above mouth...................................................................................... 6.60

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 in a distance of about a mile from 

the main stream, which flows in a gulf 300 feet below the level of the general plateau. 

A few small lateral creeks drain the more remote portions of the area.

A gaging weir was erected on this creek above the head of the former Savage reservoir 

May 26, 1903. 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 the masonry intake dam a short distance downstream.

Information in regard to this station is contained in the annual reports of the State engineer and surveyor of New York prior to 1905 and in the following Water-Supply Papers 

of the United States Geological Survey:

Description: 97, p 206; 125, p 35. 

Discharge: 97, p 206. 

Discharge, daily: 97, p 207; 125, p 36. 

Discharge, monthly: 97, p 207; 125, p 37.

" The yield is developed from this area by tiling from springs. 

IKK 166 06 3
34 STREAM MEASUREMENTS IN 1905, PART II.

Daily discharge, in second-feet, of Starch Factory Creek near New Hartford, N. Y.,for 1905.

Day.

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

25...'...........

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

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

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

29, .............

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

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

Jan.

8.02

17.50

6.04

4.16

3.62

3.46

7.57

4.60

2.52

2.23

1.88

10.01 

8.68

3.46

1.95

1.75

1.49

1.43

1.75

1.75

1.55

1.49

1.31

1.19

1.13

1.08

1.08

1.08

1.02

.96

.91

Feb.

0.76

.76

.86

.76

.71

66

.66

.66

.66

.71

.71

.71

.66

.71

.71

.66

.76

.71

.76

.71

.66

Mar.

0.66 .66'

.66

.66

.66

.66

.66

.66

.66

.66

.66 

.71

.66

.71

.71

.76

(d)

24.00

9.75

6.23

5.06

( c)

( c)

( c)

( c )

(")

( c)

29.50

Apr.

16.20

10.40

9.63

12.45

32.10

8.13

4.51

7.05

9.75

34.80

12.10 

6.54

5.06

4.88

3.54

4.05

3.54

2.60

2.90

12.95

5.53

4.05

3.64

2.52

2.52

2.52

2.23

2.30

May.

2.45

2.39

2.52

3.54

3.51

3.46

4.97

2.82

2.23

2.30 

2.16

10.80

8.68

5.34

4.16

5.15

7.15

3.62

2.82

2.30

2.08

1.81

2.45

2.45

2.16

2.16

1.81

1.62

June.

1.43

1.55

1.19

.96

2.52

5.25

2.67

1.81

4.69

2.74 

2.02

1.75

1.49

1.25

1.88

2.52

2.02

(d)

July.

63.88

10.58

515. 40

15.40 

15.40

31.40

3.88

2.77

4.62

4.62

3.88

3.88

3.15

3.15

2.77

2.77

12.19

9.33

Aug.

13.32

13.32

13.32

9.01

7.39

7.39

7.39

015.40

15.40

15.40

15.40

15.40 

15.40

15.40

15.40

5.65

2.00

10.00

4.00

4.00

2.64

2.33

1.77

1.52

1.40

1.40

1.40

1.05

1.64

4.63

3.92

Sept.

1.77

1.28

28.30

159.00

13.94

11.46

22.02

9.12

3.92

2.94

2.64

12.68 

4.63

3.58

3.42

4.27

3.58

9.12

4.63

7.81

5.37

3.58

2.94

2.64

2.05

1.64

1.64

1.64

1.64

1.52

Oct.

1.16

1.40

2.33

2.64

2.05

1.77

1.77

1.77

1.64

1.64

7.60

17.63 

17.09

5.75

4.27

2.94

2.79

2.64

7.39

5.75

4.09

3.92

3.58

2.94

2.64

2 33

2.05

1.91

1.91

3.26

Nov^

8.24

3.26

2.94

2.94

2.94

6.14

5.37

11.23

4.81

3.92

3.26 

3.26

2.94

2.79

3.58

3.58

4.27

3.75

2.64

2.05

2.05

2.05

2.33

2.79

2.79

2.64

2.33

f36.56

5.37

Dec.

2.49

3.26

25.20

9.12

4.45

5.37

5.18

5.56

5.75

4.81

3.92

3.58 

3.58

2.94

1.77

1.77

1.64

1.77

1.91

2.19

12. 68

(<0

9.12

5.37

3.75

25.20

8.90

5.75

" Not including waste over spillway August 8-15. 

6 From record at intake dam July 9 to August 20. 

c Exceeded capacity of weir.

d No record. 

« Approximate.
HUDSON RIVER DRAINAGE BASIN. 35

Estimated monthly discharge of Starch Factory Creek near New Hartford, N. Y., for 1905. 

[Drainage area, 3.40 square miles.]

Month.

Discharge in second-feet.

Maximum.

17.50 

.86

34.80 

10.80 

11.00 

515.40 

15.40 

159.00 

17.63 

36.56

Minimum.

0.91 

.66 

.66 

2.23 

1.62 

.96 

2.77 

1.05 

1.28 

1.16 

2.05 

1.64

Mean.

3.44 

.71 

4.35 

8.54 

3.44 

2.65 

29.35 

7.86 

11.16 

4.00 

5.13 

5.91

Corrected 

mean.a

4.21 

1.48 

5.12 

9.31 

4.21 

3.42 

30.12 

8.63 

11.93 

4.77 

5.90 

6.68

Run-off.

Second-feet 

per square 

mile.

1.24 

.44 

1.50 

2.74 

1.24 

1.00 

8.86 

2.54 

3.51 

1.40 

1.74 

1.96

Depth in 

inches.

1.43 

.458 

1.34 

3.06 

1.43 

.744 

7.58 

62.93 

3.92 

1.61 

1.94 

2.19

Rainfall.

Inches.

1.99 

.84 

3.33 

3.68 

4.16 

10.00 

7.70 

6.88 

7.03 

4.72 

3.36 

3.36

« Including diversion to Graefenberg reservoir.

b This does not include waste over spillway August 8-15.

Precipitation at Savage reservoir near Utica, N. Y., for 1905.

Day.

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

01

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

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

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

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

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

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

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

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

Total....

Jan.

0.49 

.16

.04

.20 

.09

.03

.39

.21

.23

.03

.18

.12

2.17

Pel..

.28

.18

.12

.08

.26

.04

.10

1.14

Mar.

0.07

.10

.07

.30

.55

9

r:

.75

.33

3.50

Apr.

0.18

.92

.28

.30

.35

.36

09

.06

.45

.18

.26

3.45

May.

O fid

.10

.27

.29

.34

.05

.86

.06

.33

99

.52

°1

3.54

June.

0.26

.41

.06 

.61

QC

.17

04

.25

09

.44

An

.68

1 60

.04

1.82

.05

9.64

July.

0.96

.61

.69

.06

.14 

.10

.31

54

.03

QC

49

.44

.26

.02

91

8.57

Aug.

0 97

.02

.07

1.20

49

1.10

.04

.21

.10

.38

.37

.91

7.38

Sept.

1.21

.87

1.33

.10

.41

C°

.02

.33

1.10

.57

.24

7.35

Oct.

1.15

1.70

.18

.02

.34

.27

.12

.03

03

.07

5.25

Nov.

.04

.03

.26

.30

.39

.04

.03

.28

.10

.63

.04.

-09

.25

4.02

Dec.

0.02

1.40 

.55

.03

......

.03

.55

.36

.24

.10

.18

.12

3.58

a Precipitation observed at 8 a. m, and credited to day of observation.
36 STREAM MEASUREMENTS IN 1905, PART II.

SYLVAN GLEN CREEK 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 streatn 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 drainage basin, which lies at an elevation of from 700 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, and is 1.18 square miles in 

extent. The flow of this stream became very small in May, 1903, and it may cease altogether 

at times.

The weir now used, 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 weir has a main crest 6 feet long, with two end contractions, and a central low-water 

notch 2 inches deep and 2 feet long, making a total length of 8 feet. The gage is placed 

6 feet upstream and is read twice daily.

Information in regard to this station is contained in the annual reports of the State engineer and surveyor of New York prior to 1905, and in the following Water-Supply Papers of 

the United States Geological Survey:

Description, 97, p. 216; 125, p. 37. 

Discharge, daily: 97, p. 216; 125, p. 38. 

Discharge, monthly: 97, p. 216; 125, p. 39. 

Rating table: 97, p. 217.

Daily discharge, in second-feet, of Sylvan Glen Creek near New Hartford, N. T.,for 1905.

Day.

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

26......../.....

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

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

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

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

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

Jan.

3.91

1.41

1.04

.68

.55

1.21

1.26

.68

.55

1.70

(')

.15 

.15

.15

Feb.

.12

.11

.07

.05

.05

.06

.07

.07

.07

.07

.07

.07

.07

.07

.08

.10

.07

.08

.10

.07

.07

Mar.

.07

.05

.05

.06

.07

.07

.07

.07

.06

.06

.05

8.76

1.33

6.84

35.10

19.50

19.50

11.44

15.68

Apr.

1.10

7 Q9

3.31

1.85

1 Q3

1.41

13.31

2.41

1.26

.83

QA

.72

.44

.38

.42 

4.12

.59

.42

.36

.33

.29

.26

.29

May.

.36

00

.42

.33

CQ

OC

.24

.21

1.70

.55

1.70

.42 

.33

.22

.20

.14

.55

.27

.12

.06 

.07

.05

June.

.05

.04

04

.18

.42

.20

.10

.56

.31

09

.02

1.76

.34

1.92 

25.14

6.00

2.09

.96

.46

a40.00

23.94

3.13

1.06 

.56

July.

0.34

2.26

3.13

.56

.46

.34

670.00

.46

1.26

.96

.42

.21

1.16

.27 

.15

.10

.08

.42

.21

.10

.05

.05

.05 

1.42

1.06

Aug.

0.56

.27

.15

.05

(19

.56

.27

.18

.10

.46

.56

1.16

.38

3.13

4.78

.42

.31

.34 

.27

.27

.21

.21

.15

.10

.10

.10

.21 

2.09

.76

Sept.

0.34

.46

6.26

«45.00

3 97

2.75

6.26

2.09

.76

2.42

.96

.76

.66

.96

.56

.75

.96

1.76 

v 1.16

.66

.56

.42.

.34

.27

.21

.21

.21 

.21

Oct.

.18

1.92

.56

.38

.21

.21

.15

.42

5.76

1.92

.96

.76

.56

.42

3.97

4.38 

2.42

1.16

.96

.76

.76

.56

.56

.56

.42 

.42

.96

Nov.

2.26

1.16

.96

.76

CC

2

7**

1.42

1.92

1.16

.96

.76

.76

.76

.66

1.16

.96

.86

.76 

.56

.42

.38

.56

.76

.56

.56

.38

7.50 

1.16

Dec.

1.06

14.89

3.97

1.59

1.59

1.42

.96

.96

.96

.76

.56

.42

.27

.21

.27

.38 

10.20

8.24

2.75

2.26

1.59

1.06

.96

.96

6.75 

2.42

1.42

a Approximate. 6 Approximate. Exceeded capacity of weir. No record.
HUDSON RIVER DRAINAGE BASIN. 37

Estimated monthly discharge of Sylvan Glen Creelc near New Hartford, N. Y.,for 1905. 

[Drainage area, 1.18 square miles.]

Month.

January (1-14, 29-31). . ............

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

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

Discharge in second-feet.

Maximum.

3.91

35.10 

13.31 

3.41 

40.00 

70.00 

13.49 

45.00 

6.26 

7.50 

14.89

Minimum.

0.15 

.05 

.05 

.26 

.05 

.02 

.05 

.10

.15 

.38

Mean.

1.14 

.076 

5.63 

2.00 

.538 

3.69 

4.27 

1.05 

2.78 

1.27 

1.19 

2.44

Run-off.

Second-feet 

per square 

mile.

0.966 

.064 

4.77 

1.69 

.456 

3.13 . 

3.62 

.890 

2.36 

1.08 

1.01 

2.07

Depth in 

inches.

0.611 

.068 

5.50 

1.89 

.526 

3.49 

4.17 

1.03 

2.63 

1.24 

1.13 

2.39

Rainfall."

Inches.

1.49 

.84 

3.33 

3.68 

4.16 

10.00 

7.70 

G.88 

7.03 

4.72 

3.30 

3. 30

a Mean of Savage and Graefenberg records. 

GRAEFENBERG CREMK NEAR NEW HARTFORD, N. Y.

This small catchment basin, having an area of 0.282 square mile, consists of cleared farm 

land, chiefly meadow and pasture, and lies between elevations 1,100 and 1,300 feet above 

tide, near the summit of the general plateau south of Mohawk River. The geologic, strata 

backward from the Mohawk in this region are, successively, the Hudson River shale, Medina 

sandstone, and Clinton limestone. The Hudson River shale yields few permanent springs 

and but little ground water. The Graefenberg basin lies above the shale and a large part of 

its water is derived from springs, probably in the Clinton series, which are supplied from 

points outside the topographic basin and the yield of which has been developed by tile 

drainage. The measured discharge exceeds the precipitation on the basin. Sylvan Glen 

Creek, an adjacent drainage basin at a lower level and entirely within the Hudson River 

shale, sometimes becomes entirely dry in summer.

A gaging weir was erected above the inflow to Graefenberg reservoir June 7, 1903, and a 

standard rain gage was placed on the adjoining meadow slope, some distance from trees and 

structures. The weir is compound in form and has a crest length of 5 feet, with two end 

contractions and a central notch 2 feet long, 0.21 foot deeper. The discharge is calculated 

by the Francis formula. The flow of the stream is very steady. The gages are read by 

Richard Owen and the record is furnished by the Consolidated Water Company, of Utica, 

N.Y.

Information in regard to this station is contained in the annual reports of the State 

engineer and surveyor of New York prior to 1905 and in the following Water-Supply Papers 

of the United States Geological Survey:

Description: 97, p 213; 125, p 39. 

Discharge, daily: 97, p 214.
38

Daily di

STBEAM MEASUBEMENTS IN 1905, PABT II.

, in second-feet, of Graefenberg Greek near New Hartford, N. Y.,for 1905.

Day.

I..............

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

Mean ....

Jan.

1.24

1.92

.96

.84

.72

.72

1.24

.81

.72

.68

.62

2.03

.96

.68

.65

.65

.65

.65

.75

.68

.65

.66

.62

.64

.65

.65

.68

.70

.68

.66

.825

Feb.

0.68

.70

.70

.68

.75

.77

.75

.75

.73

.73

.72

.72

.72

.68

.70

.66

.66

.68

.68

.68

.65

.62

.60

KQ

.62

.62

.62

.02

.681

Mar.

2.51

2.51

2.51

2.51

2.51

2.51

2.54

9 £4

2.51

2.51

 > HI

 o HI

2.51

2.51

2.51

2.54

3.20

1.24

1.05

1.16

4.80

11.73

7.16

9.1

6.71

5.78

3.06

3.82

Apr.

1.87

1.33

1.29

2.16

2.58

9 97

1.76

1.56

1.94

2.33

2.99

1.70

1.33

1 19

1.24

1.14

1.10

.96

.91

1.05

1.14

.96

91

.78

.88

1.42

May.

0.78

.78

.75

.91

.81

.88

1.29

.84

.96

.78

.72

.78

.68

1.65

1.24

1.43

.88

1.10

1.19

.78

.75

.68

65

.68

.65

.59

.65

.57

.862

June.

0.57

.57

.57

.59

.59

.91

.91

.62

.59

.75

.68

.59

.57

.57

.59

.62

.85

.65

1 9Q

7.45

1.60

1.14

91

7 4H

4.10

1.76

1.24

1.39

July.

0.96

2.79

1.19

1.10

1.00

.91

.88

.75

.72

1.00

1.60

4.57

1 °9

.96

.88

1 19

.78

7H

.72

.72

1.10

7H

.68

.65

.72

410

1.70

1.22

Aug.

1.29

.91

.81

.75

.72

1.38

.96

.81

.75

.75

1 24

1.70

1.43

.96

1.14

2.33

1.24

91

.88

.88

.81

.75

.75

.72

.72

.70

.68

.75

1.49

.96

1.01

Sept.

0.81

.96

3.20

2.99

1.60

1.65

2.10

1.43

1.14

1.05

1.29

1.76

1.24

1.05

.96

.91

.85

2.86

1.14

1.24

1.00

.96

91

.85

.85

.85

.81

.78

1.30

Oct.

0.78

.78

1.19

.88

.81

.78

.78

.78

.78

.78

3.80

2.16

1.76

1.19

1.05

.96

.91

.89

1.24

1.24

1.05

1.05

1.05

.91

.91

.85

.85

.85

.85

.85

1.00

1.09

Nov.

1.33

1.00

1.05

1.00

.91

1.60

1.14

1.38

1.24

1.10

1.14

1.10

1.05

1.10

1.00

1.00

1.05

1.05

1.10

1.05

.96

.91

.91

.89.

.96

.93

.96

.91

3.20

1.19

1.14

Dec.

1.00

2. 27

3.65

1.60

1.38

1.29

1.29

1.29

1.38

1.29

1.19

1.19

1.10

1.10

1.00

1.00

.91

.91

1.00

1.10

2.92

3.35

1.60

1.38

1.29

1.19

1.19

1.19

3.35

1.38

1.29

1.52
HUDSON RIVER DRAINAGE BASIN.

Precipitation at Graefenberg reservoir near New Hartford, N. Y.,for 1905.&

39

Day.

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

9

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

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

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

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

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

9

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

97

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

OQ

30

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

Jan.

.36 

.11

.03

T.

.25 

.11

.01

T.

.48

.09

 T.

.15

.02

T.

.10

T.

.04

T.

T.

T.

1.81

Feb.

0.04

.04

.07

T. 

T.

.06

.04

.02

.20

T.

T.

T.

T. 

.05

.02

T.

T.

T.

.54

Mar.

.05

T.

T.

.09

.11

.04

.28

Co

1.00

.......

.76

T.

.02

.26

3.16

Apr.

.12

.86

 >K

.12

.30

.35

60

.50

.16

.08

01

3.88

May.

0.20

.60 

19

.33

.23

.50

1.01

.50 

.26

.17

«to

.18

4.77

June.

0.22

.60

.41

.50 

.83

.35

.10

.40

.25 

.20

.28

.80

.70

1 *\Q

.01

1 W

.31

1.23

10.35

July.

0.60

.45

.28

04

.03 

.10

1.60

.26

.46

.32

.02

.27

.46

.31

.01

.75

.75

6.82

Aug.

0.47

AQ

1.07

1.20

.56

.34

1.03

.13

.05

.31

.33

.80

6.38

Sept.

1.20

.87

.93

.08

.40 .26"

.64

.03

.01

.19

.69

.34

.07

.01

5.71

Oct.

1.09

1.88

.36

.07

.01

.41

.12

.06

.04

.08

.23

.02

.04

4.19

Nov.

0.54

.03

.02

.23

.31 

.04

.25

.05

.01

.15

.10 

.09

.03

.06

.52

.26

2.69

Dec.

0.01

1.27 

.61

.02

T.

.01

.......

.54

.31

.14

.07

T.

T.

.15

3.13

Precipitation observed at 8 a. m., and credited to day of observation.
40 STREAM MEASUREMENTS IN 1905, PART II.

JOHNSTON BROOK 1STEAR DEERFIEKD, N. Y.

Johnston Brook, a small torrential stream having a drainage area of 0.79 square mile, 

forms one of the tributaries of Reels Creek, which enters the Mohawk at Utica. The surface 

soil is heavy and impervious and is nearly all sod. covered, forming pasture land. It is 

underlain by shale rock at a slight depth. There is very little surface run-off during the 

summer season and the amount of ground water supplied to the stream is small.

A gaging weir was erected near the mouth of the stream in 1903 and observations were 

continued until the end of May, 1905. The drainage area above the gaging weir is shown on 

the Utica sheet of the United States Geological Survey topographic atlas. The precipitation at Deerfield reservoir, adjacent to this drainage basin, is shown in the accompanying 

table.

Information concerning this station is contained in the annual reports of the State engineer and surveyor of New York prior to 1905 and in the following Water-Supply Papers of 

the United States Geological Survey:

Description: 97, p 212; 125, pp 41-42. . 

Discharge, daily: 97, p 212; 125, p 43. 

Discharge, monthly: 97, p 212; 125, p 44.

Daily discharge, in second-feet, of Johnston Brook near Deerfield, N. Y., for 1905.

Day.

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

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

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

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

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

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

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

9

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

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

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

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

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

Jan.

1.05

2.12

.27

.18

.18

.57

.57

.30

.18 

.18

1.00

.57

.33

.18

.13

Feb.

0.13

.13

.13

.13

.13

.13

.13

.13

.13

.13 

.13

.13

.13

.13

.13

.13

Mar.

0.13

.13

.13

.13

.13

.13

.15

.16

.16 

.19

.19

19

.20

.20

.15

Apr.

1.41

2.25

3.85

4.70

2.31

2.51

3.38

2.77

.82

.82

1.15

.57

May.

0.64 '.52

.52

.83

.57

1.99

.92

1.51

.82 

.57

.64

.52

Day.

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

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

1Q

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

91

22 ..........

OQ

f)A

OK

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

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

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

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

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

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

Jan.

0.13

.13

.24

.21

.18

.13

.13

.13

Feb.

0.13

.13

.13

.13

.13

.13

.13

.13

.13

.13 

.13

.13

Mar.

0.30

410

1.75

1.20

.78

2.25

5.07 

6.26

3.07

3.38

2.25

5.07

Apr.

0.42

.34

.30

1.20

1.51

.82

.52

.47

.37 

.30

.30

1.15

.74

May.

.52

.42

.37

.30

.27

.24 

.37

.27

.24

.27

.20

Estimated monthly discharge of Johnston Brook near Deerfield, N. Y., for 1905. 

[Drainage area, 0.79 square mile.]

Month

Discharge in second-feet.

Maximum.

2.12 

.13 

6.26 

4.70 

1.99

Minimum.

0.13 

.13 

.13 

.30 

.20

Mean.

0.417 

.130 

1.36 

1.57 

.601

Run-off.

Second-leet 

per square 

mile.

0.528 

.164 

1.72 

1.99 

.761

Depth 

in inches.

0.471 

.171 

1.79 

2.07 

.679

Rainfall.

Inches.

1.93 

1.34 

2.26 

3.69 

3.48
HUDSON RIVER DRAINAGE BASIN. 41

Precipitation at Deerfield reservoir, near Deerfield,, N. T ., for 1905.a

Day.

I..............

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

22

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

24........

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

26........

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

28........

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

30........

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

Jan.

(')

 ?0. 83

.18

.35

.23

.12

(/)

d "»

.88

1.93

Feb.

0.08

.18

.31

.25

.12

.12

fif^

1.34

Mar.

0.02

.42

.44

.65

.41

.17

.15

2.26

Apr.

1.18

.33

=

.45

.35

.25

.44

.07

3.69

May.

T.

.18

.04

.20

.08

(< >

dl.70

.41

.16

1.78

3.48

June.

.11

98

06

.41

.17

T.

19

79

.50

93

.02

5.53

July.6 Aug.

OR

.82

.52

.67

.06

T.

.13

.06

.19

.15

1.07

5.89

Sept.

1.44

.78

1.52

T.

.40

.64

.04

.21

1.11

.17

.17

7.19

Oct.

0.83

1.46

.71

.06

.01

1.05

.18

.14

.19

.06

.02

.03

T.

4.76

Nov.

0.75

0.01

.10

.03

.32

.25

.27

.06

T.

.06

T.

.07

.11

.10

T.

.63

' .18

3.05

Dec.

0.20

2 22

.41

.02

T.

.10

.02

T.

.01

5<>

.32

.14

.02

.01

T.

.06

.24

T.

4.29

« Rainfall is credited to day on which it fell or day preceding measurement.

6 No record.

( No record January 1-7, inclusive.

d Mean of Savage and Graefenberg reservoirs used.

' No record May 14-20, inclusive.

/No record January 22-29, inclusive.

 WEST CANADA CREEK AT TWIN HOCK BRIDGE, NEW TORK.

West Canada Creek rises in West Canada Lakes, in southwest-central Hamilton County, 

and flows southwestward, then southeastward into the Mohawk at Herkimer, N. Y. 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 them 

situated near the headwaters and above the gaging station, the largest single water sjurface 

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, and there are extensive sand areas in the central and upper drainage 

basins. The soil of the upper watershed is underlain by granitic gneiss, usually at or near
42 STREAM MEASUREMENTS IN 1905, PART II.

the surface, except in alluvial valleys. From a point just above Twin Rock Bridge downstream beyond Trenton Falls the underlying geologic formation is Trenton limestone.a

Compacted snow accumulates in the woodlands in winter, often to a depth of 3 or 4 

feet, representing an inch of water for each 5 or 6 inches of snow. This melts slowly, 

feeding the stream in March and April, so that these months may show a run-off greatly 

exceeding the precipitation.

A current-meter gaging station was established September 7, 1900, at Twin Rock Bridge, 

by R. E. Horton. The drainage area of the creek at this point is 364 square miles; above 

Trenton Falls, 375 square miles.

The bed of the stream is gravel and cobble. The bridge is 167.5 feet long between abutments, and consists of two spans. The entire flow passes beneath at all stages. In winter 

the stream becomes completely ice covered, requiring special discharge measurements.

A gage board 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. The gage is read twice each 

day by George Rood, and the record is furnished by the Utica Gas and Electric Company. 

Elevation 15.50 feet above gage datum.

At the Trenton Falls dam, tests by weir to determine the discharging capacity of the 

turbines, which are of a special Swiss design, have been made by the power company, 

and observations taken at this dam during the freshet season have been used to complete 

and extend the gaging record at Twin Rock Bridge.

Information in regard to this station is contained in the annual reports of the State 

engineer and surveyor of New York prior to 1905, and in the following Water-Supply Papers 

of the United States Geological Survey:

Description: 47, p 49; 65, pp 153-154; 82, p 87; 97, pp 196-197; 125, pp 46-47.

Discharge: 47, p 39; 65, p 154; 82, p 88; 97, p 197; 125, p 48. 

Discharge, daily: 97, pp 200-203; 125, p 49.

Discharge, flood: 65, p 155.

Discharge, monthly: 97, pp 204-205; 125, p 50.

Gage heights: 47, p 50; 65, p 154; 82, p 88; 97, p 198; 125, p 48.

Rating table: 97, p 199.

Discharge measurements of West Canada Creek at Twin Rock Bridge, New York, in 1905.

Date.

April 27........

August 28 6....

August 306....

October 11 6...

Hydrographer.

H. H. Halsey .......................

D. L. Mott..........................

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

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

Width.

Feet. 

168

158

160

162

162

168

168

Area of 

section.

Square 

feet.

1,232

290

312

361

375

644

580

Mean 

velocity.

Feet per 

second.

4.06

.76

.73

.85

.96

1.12

1.41

Gage 

height.

Feet. 

G.18

.58

.78

1.00

1.02

2.60

2.10

Discharge.

Secondfeet.

5,004

220

229

307

361

719

818

a For geologic description of Trenton Falls, see Prosser, C. S., and Cummings, E. R., Rept. New 

York State Museum, 1895, pp. 619-628. 

6 Log jam below bridge; also obstruction on pier. 

c Log jam below bridge.
HUDSON KIVER DRAINAGE BASIN. 48

Daily discharge, in second-feet, of West Canada Creek at Twin EocJc Bridge, New York, for 1905.

Day.

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

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

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

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

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

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

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

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

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

10.............'.

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

I9

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

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

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

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

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

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

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

20.!............

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

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

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

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

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

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

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

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

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

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

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

Jan.

772

674

458

492

509

407

390

424

526

526

598

598

598

750

750

636

598

560

543

526

475

373

356

475

458

424

475

492

526

492

390

Feb.

220

271

381

424

424

390

356

322

356

356

356

356

288

288

185

185

322

206

220

220

220

220

220

254

271

Mar.

206

206

206

206

192

199

322

192

220

254

254

560

254

237

254

150

390

390

543

712

1,210

750

712

QQO

1,018

1,262

1 Qflft

7,358

Apr.

7,522

3,995

"4,005

4,016

7,714

6,973

4,813

2,607

2,607

2,659

2,871

6,973

6,470

4,319

4,198

4,441

2,154

2,007

1,605

1,521

6,190

8,888

6,612

4,750

4,016

A Q7A

5,580

6,330

May.

3,655

2,768

3,655

1,995

2,624

1,475

2,768

3,292

1,640

1,902

1,040

950

838

980

1,363

1,363

1,557

1,145

1,145

1,145

1,010

838

727

709

789

Qftfl

755

882

755

June.

675

602

602

581

602

626

1,010

1,288

1,010

782

7CK

1,010

494

537

581

1,363

2,915

2,721

2,817

3,424

2,672

1,252

1,040

2,089

1 438

1 9V?

July.

2,479

2,743

8,100

-4,952

1,995

1,724

1,766

727

935

626

591

581

713

1,040

727

1,110

1,127

882

395

000

755

865

QCA

865

1 401

1 AOQ

Aug.

1,010

810

92Q

90^

423

650

58}

55^

591

473

342

473

755

473

515

1,363

1,252

1,198

1,145

281

295

281

268

240

204

184

1,025

Sept.

741

326

2,768

8,120

8,700

3,710

2,479

1,252

1,040

1,075

638

581

342

326

376

342

376

1,995

3,111

2,042

1,252

810

920

1,010

311

311

311

Oct.

395

494

395

358

358

414

452

376

358

326

311

1,180

1,948

1,557

700

626

675

700

2,624

2,915

1,995

1,456

1,252

1,162

QQE

950

727

473

980

Nov.

Ir363

1,810

2,382

"1,438

755

1,325

2,768

2,089

1,902

755

838

755

1,252

920

1,075

1,075

782

700

727

755

755

650

537

473

626

QCA

700

*yii

Dec.

3,950

3,350

5,000

4,300

2,850

2,020

1,810

1,236

750

1,066

636

970

712

750

674

441

509

475

526

526

458

970

1,018

838

ccn

K7Q

K7Q

617

1,262

1,288

«Interpolated.

NOTE. River frozen entirely across, January 1 to February 20. From February 21 to March 31 there 

was open water near the banks and also below the gage. Average thickness of ice: January 1-31, 0.6 

feet; February 1-21, 1.2 feet; February 22 to March 8, 0.8 foot; March 9-30, 0.5 foot. The discharge 

is computed from special rating tables, ice conditions and backwater due to log jams being taken 

into account.
44 STKEAM MEASUREMENTS IN 1905, PART II.

Estimated monthly discharge of West Canada Creek at Twin Rock Bridge, New York, for 1905. 

[Drainage area, 364 square miles.]

Month.

January... 

February.. 

March.....

April......

May.......

June.......

July.......

August....

September. 

October... 

November. 

December..

The year.

' Discharge in second-feet.

Maximum.

772

509

7,358

8,888

3,655

4,150

8,100

1,363

8,700

2,915

3,710 

5,000

8,888

Minimum.

356

185

150

1,521

727

494

395

184

311

311

473 

441

150

Mean.

525

299

855

4,686

1,532

1,442

1,440

588

1,558

926

1,195 

1,332

1,365

Run-off.

Second-feet 

per square 

mile.

1.44

.821

2.35

12.87

4.21

3.96

3.96

1.62

4.28

2.54

3.28 

3.66

3.75

Depth 

in inches.

1.66

.855

2.71

14.36

4.85

4.42

4.56

1.87

4.78

2.93

3.66 

4.22

50.87

WEST CANADA CREEK AT KAST BRIDGE, NEW YORK.

This station was established May 15, 1905. It is located on the bridge opposite the railway station at Kast Bridge, New York, about 4 miles along the stream above the mouth 

of the creek at Herkimer. The drainage area at this point is 574 square miles, or 58 per 

cent greater than at Twin Rock Bridge.

This portion of the basin is underlain by Hudson River and Trenton shales. The topography is moderately rolling. The soil is ordinarily rather impervious and usually under 

culture. The precipitation and snow storage are considerably less than in the upper 

part of the drainage area.

Discharge measurements are made from the downstream side of the bridge to which the 

gage tape is attached. The initial point for soundings is the top face of the left abutment, 

downstream side. A tape and reel gage is used.

A gage chain is fastened to the upstream hand rail of the bridge 100' feet from the left 

abutment. The length of the chain from the end of the weight to the marker is 49.80 feet. 

During 1905 the gage was read twice each day by Lloyd Kast. Gage readings at this station are paid for by the State of New York. The bench mark is on the downstream corner, 

nearest the water, on the plate of the bridge on the left-hand abutment, downstream side; 

elevation, 43.53 feet above the gage datum.

Discharge measurements of West Canada, Creele at Kast Bridge, New York, in 1905.

Date.

May 15........

Julys.........

October 7. .....

Hydrographer.

D.L.Mott.......................... 

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

Width.

Feet. 

196

196

190

196

168

178

178 

. 195

Area of 

section.

Square 

feet.

922

551

511

513

264

388

368 

583

Mean 

velocity.

Feet per 

second.

4.81

3.28

2.60

2.73

1.32

1.77

1.82 

3.02

Gage 

height.

Feet. 

30.68

29.57

29.39

29.44

28.26

28.78

28.67 

29.74

Discharge.

Secondfeet.

4,438

1,819

1,332

1,403

350

688

594 

1,763
HUDSON RIVER DRAINAGE BASilN. 45

Daily gage height, in feet, of West Canada, Greek at Kast Bridge, New York, for 1905.

Daj

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

o

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

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

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

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

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

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

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

10.-----....-..-........-.-.-.-.-.-.-

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

May.

29.5

29.23

29.43

29 17

29.57

29.37

29.1

29.27

29.03

29.87

29.93

28.77

29.05

29.15

28.97

29.0

28.97

June.

28.83

28.77

28.75

28.77

29.67

29.13

29.37

29.97

29.87

29.37

29.23

29.77

29.43

29.5

29.07

29.03

30.15

30.53

30.2

31.25

30.45

29.73

29.13

31.35

30.83

30.55

29.7

29.57

July.

32.1

32.7

31.45

on A

°9 87

°9 03

28.77

28.85

29.23

29.43

29.05

OQ Q

29 17

29.13

28.9

28.8

28.77

28 47

28.45

28.55

29.73

Aug.

29.05

OQ Q

29.4

29.0

28.55

28.77

29.17

28.83

28.83

30.17

°9 8

OQ 1 Q

OQ Q

og 55

28.3

28.23

28.03

28.23

28.32

28.42

28.92

Sept.

29.18

28.78

31.25

34.7

34.48

31.6

30.8

30.2

29.62

29.55

29.18

29.38

29.28

29.18

28.92

28.88

28.75

31.25

30.4

29.8

29.58

29 22

29.0

28.78

28.78

28.62

28.68

Oct.

28.55

28.6

29.0

29.1

28.88

28.65

28.6

28.6

28.58

28.55

28.45

29.55

30.48

30.2

29.72

29.45

29.22

29.28

30.6

30.2

29.58

29.52

29.4

29.2

29.05

28.95

28.9

28.9

Nov.

30.32

30.62

30.12

30.02

29.98

30.35

31.08

30.82

30.4

29.92

29.75

29.62

29.58

29.78

29.58

29.45

29.45

29.32

29.35

29.22

28.68

28.9

28.92

29.12

29.42

29.42

29.48

29.3

31.48

31.48

Dec.

36.3

29.88

33.55

32.1

31.0

30.45

30.0

29.9

29.58

29.5

29.0

29.08

29.3

29.08

28.6

28.6

28.6

28.82

28.92

29.72

30.68

30.38

29.4

29.3

29.18

29.08

29.98

30.25

29.95

EAST CAKADA CREEK AT DOLGEVILLE, N. Y.

This creek rises in Hamilton County, flows southward between Herkimer and Fulton 

counties, and joins the Mohawk at East Creek. A portion of the stream and drainage 

basin is shown on the Little Falls and Lassellville sheets 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. The dam is of rubble masonry, 19 feet high, and has a flat crest 6 feet 

wide and 190.25 feet long between abutments. The elevation of the upstream edge of the 

cpest 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.

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 Hayward- 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 record since January 1, 1903, has 

been computed from a discharge curve based on the United States Geological Survey experiments on a full-sized model of the dams, made at Cornell University. The flow through 

the turbines for this period has also been computed from current-meter measurements, 

made in the tailrace of the electric-power plant instead of from the manufacturers' rating 

tables for the water wheels, as formerly. The turbines are of a special Victor cylinder-
46 STBEAM MEASUREMENTS IN 1905, PAET II.

gate type. The two main wheels are each 36 inches in diameter, and their speed is controlled by Lombard governors.

Spruce Creek, the principal tributary of East Canada Creek, enters 1 mile above Dolgeville, and drains an area of 50 square miles. Water is diverted from this creek and from 

Beaver Creek, one of its tributaries, at Diamond Hill, and is carried to Little Falls through 

a vitrified conduit 9 miles long. The water supply of Dolgeville is taken from Cold Brook, 

a tributary of East Canada Creek. No allowance for diversion of water supply has been 

made in computing the run-off for East Canada Creek.

Information in regard to this station is contained in the annual reports of the State engineer and surveyor of New York prior to 1905 and in the following publications of the 

United States Geological Survey (Ann=Annual Report; WS=Water-Supply Paper):

Description: WS 35, p 52; 47, pp 55-57; 65, pp 158-159; 82, p 89; 97, p 195; 125, pp 50-51.

Discharge: WS 47, pp 39, 56-57; 65, p 159; 82, p 89.

Discharge, daily: WS 35, p 52; 47, pp 57-58; 65, p 161; 82, p 90; 125, pp 51-52.

Discharge, flood: WS 65, p 160.

Discharge, low-water: WS 65, p 161.

Discharge, monthly: Ann 21, iv, p 68; 22, iv, p 96; WS 35, p 24; 65, p 161; 82, p 91; 97, p 196; 125, p 53.

Gage heights: WS 97, p 195.

Hydrographs: Ann 21, iv, p 68; 22, iv, p 97.

Rainfall data: WS 97, p 196.

Water powers: WS 65, p 160.

Daily discharge, in second-feet, of East Canada Creek at Dolgeville, N. Y.,for 1905.

Day.

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

19

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

91

22

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

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

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

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

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

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

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

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

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

Jan.

«

(0)

596

448

286

324

410

304

401

399

277

327

411

404

386

538

612

386

348

267

249

229

172

169

175

132

136

119

63

126

202

Feb.

137

129

129

110

84

131

6117

117

112

112

100

42

115

120

142

125

131

90

9b

117

116

124

124

125

123

135

Mar.

136

137

127

139

101

129

89

94

113

123

123

95

123

121

150

149

146

148

la)

777

739

700

600

779

1,166

1,470

2,062

2,546

4,045

5,004

Apr.

la)

(a)

3,864

(«)

4,379

4,097

2,768

1,894

(a)

1,514

2,713

3,342

2,750

2,295

1,652

1,264

1,177

881

882

1 974

(a)

1,902

1,610

1,548

1,610

1,659

1,843

May.

1 479

1,160

916

1,130

883

859

965

874

798

761

1,655

1,641

1,631

1,565

1,303

519

(a)

373

292

320

°68

505

500

363

317

336

June.

291

223

281

213

9*>Q

1,069

465

la}

788

629

319

455

la)

OQA

qqc

1,011

2 9QQ

1 340

(a)

1,016

2

nnQ

1,717

2,087

1,040

July.

408

2,321

3,299

1,920

1,229

818

617

493

423

285

250

269

226

314

276

213

227

289

382

281

218

281

336

250

191

185

178

183

la)

617

Aug.

465

327

260

200

212

188

188

168

134

117

155

172

200

258

427

716

464

306

281

208

(a)

179

138

122

115

(a)

73

129

231

138

Sept.

4,065

4,070

2,305

4,422

1,766

968

730

617

(a)

376

236

654

519

394

900

1,028

1,517

1,295

1,152

1,079

748

632

354

344

249

219

223

Oct.

(")

213

347

270

287

224

254

CO

192

166

181

878

1,001

653

559

632

391

850

1,287

1 9Q*>

(«)

641

589

447

458

395

376

276

274

344

Nov.

1,009

1,213

972

876

619

1,055

1,523

1,124

1,117

685

616

(a)

537

594

443

480

455

409

339

331

315

329

311

285

281

292

422

320

1,195

2,128

Dec.

1,626

3,300

5,572

(a)

1,982

1,348

1,089

821

668

455

643

464

401

376

136

150

«

196

313

335

629

984

858

625

540

402

317

322

554

623

490

" Record not available.

6 February 7-20, inclusive, dam obstructed by ice; record probably deficient.
HUDSON RIVER DRAINAGE BASIN. 47

Estimated montMy discharge of East Canada Greek at Dolffeville, N. Y.,for 1905. 

[Drainage area, 256 square miles.]

Month.

March (30 days) .............................

May (30 days) ........'.......................

July (30 days) ...............................

October (28 days) ...........................

Discharge in second-feet.

Maximum.

612 

142 

5,004 

4,379 

1,696 

2,299 

3,299 

716 

4,422 

1,292 

2, 128 

5,572

Minimum.a

63 

42 

89 

881 

317 

213 

178 

73 

219 

166 

281 

136

Mean.

307 

116 

762 

2,177 

914 

834 

579 

230 

1,191 

513 

699 

904

Run-off.

Second-feet 

per square 

mile.

1.20 

.453 

2.98 

8.50 

3.57 

3.26

.898 

4.65 

2.00 

2.73 

3.53

Depth 

in inches.

1.29 

.472 

3.32 

7.90 

3.98 

3. Zt 

2.52 

.968 

5.02 

2.08 

2.94 

3.81

a Minimum controlled by pondage. 

SCHOHARIE CREEK AT PRATTSVILLE, K. Y.

Schoharie Creek above Prattsville drains a rugged, mountainous area, almost entirely 

wooded. The watershed, 243 square miles in extent, lies wholly within Greene County. 

Rocks of the Catskill formation, chiefly sandstones and conglomerates, lie at or near the 

surface over most of the area. The basin is surrounded by nearly continuous mountain 

ranges, and intervening ridges divide the main stream from its principal tributaries, Batavia Kill, East Kill, and West Kill.

A gaging station was established November 7, 1902, at the highway bridge in the village 

of Prattsville, by C. C. Covert.

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.

A standard chain gage is attached to the steel floor beams of the bridge on the upstream 

side; length of chain, 25.74 feet. Gage readings are taken each morning and evening by 

James Brennan. The gage datum is referred to the United States Geological Survey bench 

mark a circle marked on a bowlder at the right-hand end of the bridge on the downstream 

side; elevation, 1,151.00 feet. Elevation of gage zero, 1,130.03 feet.

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 1904 and 1905 have been 

applied toward the construction of a new rating curve.

Information in regard to this station is contained in the annual reports of the State engineer and surveyor of New York prior to 1905 and in the following Water-Supply Papers of 

the United States Geological Survey:

Description: 82, pp 95 96; 97, pp 191-192; 125, p 54.

Discharge: 82, p 96; 97, p 192; 125, p 54.

Discharge, daily: 25, pp 57-68.

Discharge, monthly: 125, p 59.

Gage heights: 82, p 96; 97, pp 193-194; 125, p 55.

Rating table: 125, p 56.
48 STREAM MEASUREMENTS IN 1905, PART II.

Discharge measurements of Schoharie Creek at PrattsviUe, N. Y., in 1905.

Date. Hydrographer.

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

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

Width.

Feet. 

32

32

Area of 

section.

Square 

feet.

20.5

21.2

Mean 

velocity.

Feet per 

second.

1.40

1.39

Gage 

height.

Feet. 

4.20

4.20

Discharge.

Secondfeet.

28.6

29.4

« Wading below bridge. 

Daily gage height, in feet, of Schoharie Creek at PrattsviUe, N. Y.,for 1905.

Day.

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

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

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

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.

5.4

5.4

5.5

C A

6.2

8.25

6.35

5.6

6.5

6.4

6.25

5.37

5.27

5.22

5.19

5.02

5.07

5.07

5.07

5.07

5.07

Feb.

5.07

5.07

5.07

5.07

5.07

5.07

5.07

5.07

4 98

4 96

4.91

4.91

Mar.

4 91

4.91

4.96

A Qfi

4 96

4 96

4 96

4.96

C AA

5.76

5.46

C 1 ft

4 96

4 91

8.24

7.61

6.41

5.74

9 1

7 9

7.27

7.7

7.7

Apr.

6.85

6.2

6.0

5.9

5.93

6.23

6.5

6.0

5.75

5.23

5 9

5

OQ

5.07

5 nQ

4 9

4.82

4.79

4.82

4.82

May.

4.79

4.64

4.59

4 59

A An

4 59

4 49

4.46

4.49

4.42

4.49

4 49

4 CO

4 46

4 44

4.42

A 04

4 39

4.32

4.26

4.26

June.

4.31

4.31

4.28

4.25

4.43

4.31

4.35

4.58

4 48

4.31

4.31

4.31

4.28

4.35

4.45

A 4K

4.31

4.31

4.31

4.25

4.21

July.

4.21

4.31

4.31

4.22

4.22

4.2

4.17

4.12

4.07

4.17

4.17

4.22

4.22

4.2

4.17

4.12

4.14

4.17

4.17

4.12

4.12

4.1

4.12

4.27

Aug.

4.34

4.5

4.42

4.3

4.23

4.23

4.21

4.21

4.25

4.52

4.4

4.72

4.75

4.62

4.52

4.42

4.38

4.28

4.3

4.3

4.3

4.3

4.28

4.32

4.42

4.9

Sept.

4.58

4.5

5.18

7.3

6.0

5.32

5.02

4.88

4.72

4.65

4.6

5.1

4.9

4.75

4.68

4.75

5.02

5

f\K

4.88

4.72

4.5

4.5

4.5

A AX

.

Oct.

4.42

4.4

4.6

4.58

4.5

4.48

4.45

4.42

4.38

4.38

4.35

7.35

5.2

5.05

4 98

4.72

4.8

5.2

5.08

5.02

4 95

4.85

4.8

4.8

4.75

A 7K

4.7

Nov.

4.65

4.6

4.52

4.5

4.5

4.5

4.65

4.7

4.65

4.65

4.6

4.6

4.6

4.5

5.1

5.0

4.5

4.5

4.5

4.48

4.6

4.45

4.5

4.5

4.5

4.45

4.75

5.58

Dec.

5 25

5.6

7.6

6.78

5.82

5.58

5.42

5.35

5.3

5.2

5.2

5.1

5.25

4.8

4.9

4.78

4.8

4.82

4.88

4.72

5.22

5.2

5.08

5.02

5.0

4.95

5.35

5.3

5.08

NOTE. River frozen entirely across as far as the rifts from January 23 to March 18, except for narrow 

channel of open water March 10-18. During the frozen period gage heights are to the surface of the 

water in a hole in the ice. The following comparative readings were also made:

Date.

January 23 .....'....... .........

February 10. ................

March 3....... .......................

Water 

surface.

Feet. 

5.1

5.1

5.1

5.1

5.0

Top of 

ice.

Feet. 

5.2

5.2

5.2

5.15

Thickness of 

ice.

Feet. 

0.2

.5

1.0

1.2

2.0
HUDSON RIVER DRAINAGE BASIN. 49

Station rating table for Schdharie Creek at PrattsvUle, N. Y.,from January 1 to December 31,

1905.

Gage 

height.

Feet.

4.10

4.20

4.30

4.40

4.50

4.60

4.70

4.80

4.90

5.00

5.10

Discharge.

Second-feet.

18

28

42

61

85

125

165

205

245

285

345

Gage 

height.

Feet.

5.20

5.30

5.40

5.50

5.60

5.70

5.80

5.90

6.00

6.10

6.20

Discharge.

Second-feet.

405

465

525

585

663

741

819

897

975

1,070

1,170

Gage 

height.

Feet.

6.30

6.40

6.50

6.60

6.70

6.80

6.90

7.00

7.10

7.20

7.30

Discharge.

Second-feet.

1,270

1,370

1,470

1,600

1,720

1,850

1,970

2,100

2,260

2,390

2,540

Gage 

height.

feet.

7.40

7.50

7.60

7.70

7.80

7.90

8.00

8.10

8.20

8.30

Discharge.

Second-feet.

2,680

2,830

2,990

3,150

3,300

3,460

3,620

3,790

3,960

4,130

The above table is applicable only for open-channel conditions. It is based on discharge measurements made during 1904 and 1905. It is well defined between gage heights 4.1 feet and 8 feet. The table 

has been extended beyond these limits. Above 4.4 feet the table is the same as for 1904.

Estimated monthly discharge of Schoharie Creek at PrattsvUle, N. Y.,for 1905. 

[Drainage area, 240 square, miles.]

Month.

January (1-22) ..............................

March (18-31) ...............................

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

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

Discharge in second-feet.

Maximum.

4,045 

5,610 

1,910 

201 

117 

44 

245 

2,540 

2,610 

647 

2,990

Minimum.

297 

647 

201 

36 

29 

15 

29 

73 

52 

73 

173

Mean.

960 

2,580 

693 

84.2 

51.7 

26.1 

69.3 

321 

285 

138 

534

Run-off.

Second-feet 

per square 

mile.

4.00 

10.75 

2.89 

.351 

.215 

.109 

.289 

1.34 

1.19 

.575 

2.22

Depth 

in inches

3.27 

5.60 

3.22 

.405 

.240 

.126 

.333 

1.50 

1.37 

.642 

2.56

Ice conditions January 23 to March 17: No estimate.

CATSKIUL CHEEK AT SOUTH CAIBO, N. Y.

The basin of this stream receives the run-off from the north slope of the Catskill Range 

and lies, for the most part, in the timbered highlands of Greene County. The slopes are 

precipitous, there are no lakes, and the amount of artificial storage is small. The underlying rock formation is chiefly Devonian shale. The topography of the area is shown on 

the Durham, Coxsackie, and Catskill sheets of the United States Geological Survey topographic atlas. The stream flows over a rock bed through much of its course and enters tide 

water of Hudson River at Catskill.

The gaging station was established July 4, 1901, and is located at the highway bridge in 

village of South Cairo.

The stream channel is rock, covered in some places with earth. The bridge has a single 

span of 194.5 feet between abutments, 

IRK 166 06 i
50 STREAM MEASUREMENTS IN 1905, PART IT.

The stage of the stream is observed each morning and night from a standard chain 

gage which is attached to the bridge and the elevation of which is referred to a circle near 

the outer corner on the upstream side of the bridge seat on the right-hand abutment. The 

elevation of the bench mark is 21.29 feet above, gage datum.

The erection of a dam a short distance below the gage for purposes of boating necessitated withholding a portion of the record for 1904. This dam was removed in the spring, 

of 1905, and the discharge for 1905 has been calculated from the rating table as formerly 

used.

Information in regard to this station is contained in the annual reports of the State engineer and surveyor of New York prior to 1905 and in the following Water-Supply Papers 

of the United States Geological Survey:

Description: 65, p 61; 97, pp 178-179; 82, pp 109-110; 125, p 60.

Discharge: 65, p 62; 82, p 110; 97, pp 179-180; 125, p 60.

Discharge, daily: 97, pp 186-188; 125, p 62.

Discharge, monthly: 97, p 189; 125, p 63.

Discharge, winter: 65, p 63.

Gage heights: 65, p 62; 82, pp 110, 111; 97, pp 181-183; 125, p 61.

Rating tables: 97, pp 184-185; 125, p 62.

Water powers: 65, p 62.

Discharge measurements ofCatslcill Creek at South Cairo, N. Y., in 1905.

Date. Hydrographer.

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

Width.

Feet. 

23

39

Area of 

section.

Square 

feet.

16

36

Mean 

velocity.

Feet per 

second.

0.52

.28

Gage 

height.

Feet. 

2.11

2.12

Discharge.

Secondfeet.

8.5

9.9

a Wading below bridge.
HUDSON RIVER DRAINAGE BASIN. 51

Daily gage height, in feet, ofCatskUl Creek at South Cairo, N. Y.,for 1905.

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.

3.8

3.85

4.4

5.2

6.3

7.5

7.0

6.5

5.18

4.5

4.22

4.6

4.5

4.4

5.6

5.65

5.55

4.9

4.6

3.8

3.75

3.8

3.8

3.9

3.95

4.0

4.4

4.4

4.0

3.9

3.8

Feb.

3.63

3.58

3.48

3.38

3.33

3.28

3.23

3.32

3.3

3.2

3.26

3.26

3.2

3.36

3.36

3.38

3.36

3.2

3.23

3.18

3.13

3.09

3.1

3.09

3.08

3.08

3.08

3.08

Mar.

3.05

3.02

2.97

2.97

2.97

2.97

2.97

2.95

3.27

3.57

3.57

3.57

3.57

3.57

3.47

3.49

3.87

8.42

6.21

5.17

4.67

4.17

4.42

9.32

8.32

8.82

7.49

8.37

7.97

6 71

Apr.

5.92

5.27

4.67

4.87

5.27

5.97

4.37

4.42

5.02

5.12

4.69

4.42

4.32

4.15

3.91

3.81

3.71

3.66

3.46

3.34

3.27

3T26

3.26

3.21

3.16

3.06

May.

° 12

2.84

2.86

2.86

O 7fi

2.69

2.64

9 fi<\

9 ££>

2 56

2.44

2.4

2.41

2.55

2.51

2.45

2.45

2.44

0 Q£

O qc

O Q

o oq

2 1 *\

9 17

2.19

2.16

June.

2.16

2.13

2.05

2.1

2 25

2.25

2.33

2.3

2.26

2.14

2.09

2.04

2.14

O 153

2.34

2 Q

2 fid

0 QQ

O KA

O d.^

2.44

2.44

July.

2.27

2.24

2.19

2.14

2.14

2.04

2.04

2.04

2.04

2.04

2.04

2.04

2.04

1.99

1.89

1.89

1.94

1.94

1.94

1.84

1.92

1.88

1.85

1.94

2.09

Aug.

1 15

2.05

2.08

2.1

2.1

2.05

2.05

 > 1

2.22

2.2

2.32

2.4

2.55

3.0

2.78

2.5

2.4

2.3

2.28

2.25

9 91

2.2

2.2

2.2

2.18

2.18

2.2

2.35

Sept.

2.55

2.48

2.75

6.95

4.45

3.8

3.5

3.25

2.85

2.9

2.9

3.7

3.35

3.1

3.05

2.85

2.9

2.9

3.3

3.3

3.2

3.4

3.0

2.88

2.68

2.6

2.6

2.5

2.46

Oct.

2.45

2.4

2.6

2.9

2.8

2.5

2.5

2 4

2.4

2.45

4.8

4.0

3.55

3.28

3.1

3.02

2.92

3.5

3.55

3.5

3.35

3.19

3.19

3.05

2.95

2.78

2.78

2.78

2.78

2.75

Nov.

2.7

,2.7

2.65

2.65

2.6

2.65

2.6

2.75

2.68

2.62

2.6

2.6

2.6

2.53

2.53

2.52

2.5

2.5

2.49

2.48

2.48

O Q

2.3

2.3

2.4

2.55

3.08

Dec.

3.05

2.82

4.3

6.7

3.95

3.72

3.6

3.48

3.48

3.4

3.2

3.1

3.17

3.05

3.05

3.05

2.85

2.82

2.85

2.8

3.82

3.95

3.94

3.76

3.45

3.35

3.14

3.0

3.58

3.7

3.28

NOTE. Creek frozen entirely across from January 20, approximately, to March 4, except for narrow 

channel under gage. Open channels on each side appeared March 4 and lasted till ice went out March 

19. During the frozen period the gage was read to the surface of the water. The following comparative readings were also made:

Date.

February 18. ............................................................

Water 

surface.

Feet. 

3.4

3.25

3.2

3.1

3.0

Top of 

ice.

Feet. 

3.7

3.8

3.35

3.4

3.2

Thickness 

of ice.

Feet. 

1.1

1.3

1.3

1.1

1.0
52 STREAM MEASUREMENTS IN 1905, PART II.

Station rating table for Catskill Creek at South Cairo, N. Y.,from July 4,1901, to December

31, 1905.

Gage 

height.

Feet.

1.80

1.90

2.00

2.10

2.20

2.30

2.40

2.50

2.60

2.70

2.80

2.90

3.00

3.10

Discharge.

Second-feet.

9

10

12

14

16

20

24

28

37

45

55

63

72

88

Gage 

height.

Feet.

3.20

3.30

3.40

3.50

3.60

3 70

3.80

3.90

4.00

4.10

4.20

4.30

4.40

Discharge.

Second-feet.

104

120

136

152

182

213

243

274

304

352

401

449

498

Gage, 

height.

Feet

4.50

4.60

4.70

4.80

4.90

5.00

5.20

5.40

5.60

5.80

6.00

6.20

6.40

Discharge.

Second-feet.

546

602

657

712

768

824

946

1,067

1,206

1,363

1,520

1,710

1,900

Gage 

height.

Feet.

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

Discharge.

Second-feet.

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

The above table is applicable only for open-channel conditions. It is based on discharge measurements made during 1901-1905. It is well denned between gage heights 2.5 feet and 7 feet. The table has 

been extended beyond these limits, being based on one measurement at 8.65 feet.

Estimated monthly discharge of Catskill- Creek at South Cairo, N. Y., for 1905. 

[Drainage area, 263 square miles.]

Month.

March 19-31 ........... ...

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

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

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

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

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

Discharge in second-feet.

Maximum.

7,567 

1,497 

65 

63

72 

2,494 

712 

85 

2,217

Minimum.

243 

386 

82 

15 

13 

9 

11 

26 

24 

20 

55

Mean.

1,057 

3,252 

493 

30.7 

21.1 

12.7 

20.2 

180 

100 

34.7 

216

Run-off.

Second-feet 

per square 

mile.

4.02 

12.36 

1.87 

.117 

.080 

.048 

.077 

.684 

.380 

.132 

.821

Depth 

in inches.

2.84 

5.98 

2.09 

.135 

.089 

.055 

.089 

.763 

.438 

.147 

.946

NOTE. No estimates during frozen period.

ESOPTJS CHEEK AT KINGSTON, N. Y.

Esopus Creek has its source in northwestern Ulster County and enters Hudson River 

near Saugerties. Between Olivebridge and Kingston it passes successively over the shales 

of the Ithaca and Hamilton series. The course of the upper portion of the stream is southeastward; at Binnewater it encounters the Onondaga limestone barrier and turns abruptly 

to the northeast, following the western margin of this formation closely to Glen Erie, 

where it breaks over the Onondaga and the sandstones of the Oriskany and Helderberg 

series, forming precipitous falls. Finally at Saugerties it cuts through the easily eroded 

Hudson River shales, making its descent to tide-water level of the Hudson in an abrupt 

fall of about 40 feet.
HUDSON BIVER DBA1NAGE BASIN. 53

In general the notable falls in the stream occur at the transition from one geologic formation to another, as follows:

Falls in Esopus Creek.

Location.

Olivet) ridge

Formation.

From 

f!fl.tsldll

Glen Erie Onnnda.p'fl.

ToApproximate 

fall.

Feet. 

28 

56 

40

Between Binnewater and Saugerties, a distance of about 20 miles, the course of the creek 

lies parallel to that of Hudson River, though the two streams flow in opposite, directions. 

At Kingston the creek is 2.5 miles from the Hudson and at an elevation of 140 feet above 

tide.

A gaging station was established July 5, 1901, at the Washington Street Bridge over 

Esopus Creek at Kingston.

The channel is straight at the point of gaging, but curves a short distance above and 

below. The right bank is subject to overflow during high water, but at ordinary and low 

stages the flow is all confined in one channel.

A standard chain gage is attached to the bridge; length of chain, 31.04 feet. The gage 

is read twice each day by John Douglas. The bench mark is a cut on the upstream corner 

of the right-hand abutment; elevation, 31.73 feet above the datum of the gage.

In winter and at times when the stream was more or less obstructed by ice special discharge measurements have been made, from which a rating curve applicable to periods 

when the stream is frozen has been derived. This gives a discharge considerably smaller 

at a given stage of the stream than is indicated by a regular rating curve for the cross 

section derived from measurements in open section.

Information in regard to this station is contained in the annual reports of the State 

engineer and surveyor of New York prior to 1905 and in the following Water-Supply Papers 

of the United States Geological Survey:

Description: 65, pp 63-64; 82, pp 107; 97, pp 165-166; 125, pp 66-67.

Discharge: 65, p 64; 82, p 108; 97, pp 166-168; 125, p 67.

Discharge, daily: 97, pp 174-175; 125, p 69.

Discharge, monthly: 65, p 65; 97, pp 175-176; 125, p 69.

Gage heights: 65, p 64; 82, pp 107, 109; 97, pp 168-170; 125, p 67.

Rating tables: 97, pp 171-173; 125, p 68.

Water powers: 65, p 66.

Discharge measurement of Esopus Creek at Kingston, N. Y., in 1905.

Date.

August 13 .....

Hydrographer.

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

Width.

Feet.

78

Area of 

section.

Square 

feet.

156

Mean 

velocity.

Feet per 

second.

0.30

Gage 

height.

Feet.

3.82

Discharge.

Secondfeet.

46.6
54 STREAM MEASUREMENTS IN 1905, PART II.

Daily gage height, in feet, of Esopus Creek at Kingston, N. Y., for 1905.

Day.

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

2

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

Jan.

7.72

7.56

7.78

7.55

7.18

7.32

10.85

12.9

10.9

9.72

8.95

8.75

10.45 

9.15

8.12

8.1

7.89

7.5

7.5

7.5

7.12

7.0

6.45

6.2

6.25

6.38

6.1

6.52

6.42

6.3

6.2

Feb.

6.08

6.02

5.99

5.85

5.95

5.92

5.9

5.95

5.95

5.9

5.9

5.82 

5.82

5.9

5.82

5.78

5.8

5.75

5.7

5.7

5.8

5.7

5.65

5.62

5.62

5.6

Mar.

5.55

5.5

5.38

5.32

5.35

5.4

5.7

6.65

5.9

6.55 

6.35

6.35

6.28

6.22

6.82

12.15

14.58

12.25

12.58

10.11

9.55

11.35

12.2

12.22

12.45

13.95

Apr.

10 99

9 6

8.8

8.25

8.45

9 08

8.8

8.15

8.62

7.65

7.61

8.1

8.02

7.78

7.48

7.18

6.68

6.52

6.3

6.35

5.88

5.75

5.7

5.6

5.6

5.68

May.

5.3

5.2

5.2

5 1

5.08

4 92

5.05

4.98 

4 9

5.02

5.88

4 OR

4 98

4 9

4 65

4.5

4.58

4.45

4.4

4.48

4.35

June.

4.32

4.3

4.3

4.22

4.5

4.58

4.35

4.22

4.22

4.32 

4.28

4.22

4.22

4.11

4.11

3.98

4.12

4 90

4.3

4.32

4.18

4.12

3.98

4.1

4.05

3.98

3.98

July.

o QC:

A O

4.28

3.98

3.95

4.0

o Qf;

3.82

4.0 

3.94

3.8

3 9

3.82

3.7

3.72

3.75

3.78

3.89

3.86

3.79

3.8

3.72

3.68

3.82

Aug.

4.05

3.85

3.8

3.77

3.9

3.75

3.68

3.7

3.72

3.79 

3.7

3.95

4.26

4.46

4.24

3.98

3.95

3.84

3.85

3.76

3.75

3.92

3.85

3.78

3.71

3.72

3.75

3.88

Sept.

4.25

4.02

7.46

14.68

11.2

8.32

7.92

6.38

5.86

5.38

5.3

7 2

7.42 

6.65

6.2

5.89

5.74

6.15

6.9

G.6

7.35

6.72

6.3

5.96

5.8

5.52'

5.38

6.3

5.14

5.06

Oct.

4.88

4.81

5.1

5.02

4.88

4.7

4.58

4.55

4.42

4.3

10.78

7.88 

6.92

6.5

6.18

5.92

5.66

5.9

6.38

5.92

5.81

5.71

5.62

5.48

5.4

5.22

5.28

5.18

Nov.

5.22

5.14

5.02

5.08

5.04

5.22

5.6

5.25

5.28

5.2

5.11

5.06

5.05 

5.01

4.98

4.88

4.92

4.92

4.78

4.8

4.76

4.8

4.62

4.6

4.63

4.65

4.6

4.6

5.71

7.6

Dec.

6.8

7.12

8.8

11.72

9.55

8.4

7.32

6.98

7.72

6.35

6.45

6.12 

5.92

5.96

5.88

5.78

5.49

5.62

5.42

6.78

9.55

7.48

6.6

6.45

6.21

6.01

6.63

7.18

6.58

NOTE. Creek frozen over January 1 to March 19. Thickness of ice increased from 0.7 foot to 1.5 feet. 

Gage heights are to the surface of the water in a hole cut in the ice.

Station rating table for Esopus Creek at Kingston, N. Y., from July 5, 1901, to December

31, 1905.

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

Discharge.

Second-feet.

8

22

36

49

63

77

94

110

127

143

160

180

Gage 

height.

Feet.

4.70

4.80

4.90

5.00

5.10

5.20

5.30

5.40

5.50

5.60

5.70

5.80

Discharge.

Second-feet.

200

220

240

260

285

309

334

358

383

412

441

469

Gage 

height.

Feet.

5.90

6.00

6.20

6.40

6.60

6.80

7.00

7.20

7.40

7.60

7.80

Discharge.

Second-feet.

498

527

596

665

741

823

905

995

1,085

1,179

1,276

Gage 

height.

Feet.

8.00

8.50

9.00

9.50

10.00

10.50

11.00

12.00

13.00

14.00

15.00

Discharge.

Second-feet.

1,373

1,640

1,940

2,275

2,642

3,030

3,440

4,340

5,305

6,280

7,310

The above table is applicable only for open-channel conditions. It is based on discharge measurements made during 1901-5. It is well defined between gage heights 3.8 feet and 11 feet. The table has 

been extended beyond these limits, being based on two measurements above 11 feet.
HUDSON RIVER DRAINAGE BASIN. 55

Estimated monthly discharge of Esopus Creek at Kingston, N. Y.,for 1905. 

[Drainage area, 324 square miles.]

Month.

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

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

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

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

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

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

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

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

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

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

Discharge in second-feet.

Maximum.

3,856 

163 

6,873 

3,375 

492 

200 

127 

153 

6,977 

3,260 

1,179 

4,088

6,977

Minimum.

163 

88 

45 

412 

135 

74 

29 

33 

80 

127 

180 

363

29

Mean.

934 

122 

2,002 

1,139 

253 

116 

62.3 

59.0 

953 

504 

293 

1,007

620

Run-off.

Second-feet 

per square 

mile. \

2.88 

.377 

6.18 

3.52 

.781 

.358 

.192 

.182 

2.94 

1.56 

.904 

3.11

1.92

Depth 

in inches

3.32 

.393 

7.12 

3.93 

.900 

.399 

.221 

.210 

3.28 

1.80 

1.01 

3.58

26.16

NOTE. During frozen period the discharge is taken from special rating curve for ice conditions. 

WAPPnSTGER CREEK NEAR WAPPI3STGER FALLS, N. Y.

Wappinger Creek rises in northern Dutchess County and flows southwestward into 

Hudson River at New Hamburg. The drainage basin comprises a hilly plateau, 400 to 

600 feet above tide, nearly rectangular in shape and including numerous lakes and marsh 

areas. Winding, branched tributaries gather the run-off from the numerous hills which 

dot the area. 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, the slope being gradual to Wappinger 

Falls, where it makes a sudden descent to nearly tide-water level, the elevation of Wappinger Pond being about 78 feet. The topography of the basin is shown on the Poughkeepsie, Rhinebeck, Millbrook, and Clove sheets of the United States Geological Survey 

topographic atlas, from which the following drainage areas have been determined:

Drainage areas of Wappinger Creek.

Point of measurement. Place to 

place.

Sq. miles. 

40

67.4

33.8

33.8

14.7

4.78

7.81

13.7

Total.

Sq. miles. 

40

107.4

33.8

141.2

175

189.7

184.4

202.2

215.9

Area.
56 STREAM MEASUBEMENTS IN 1905, PART 11.

But little power is developed on the stream. At Wappinger Falls a bleaching and dyeing 

establishment utilizes 22 feet fall.

A gaging station was established May 19, 1903, at the first highway bridge crossing 

Wappinger Creek above the village of Wappinger Falls. The gaging record was discontinued July 1, 1905.

The channel is straight for about 250 feet above and 300 feet below the bridge. The bed 

of the stream is of sand and gravel, with some bowlders. The bridge from which the gagings 

are made has two spans of 43.4 and 46.5 feet, respectively.

A graduated vertical scale attached to the central bridge pier was read twice each day 

by Lee Jackson. The bench mark is a spike in the root of a blazed tree on the south side 

of the road, 50 feet east of bridge; elevation above datum plane of gage, 9.19 feet.

Information in regard to this station is contained in the annual reports of the State 

engineer and surveyor of New York prior to 1905 and in the following Water-Supply Papers 

of the United States Geological Survey:

Description: 97, p 137; 125, p 70 

"Discharge: 97, p 137; 125, p 71. 

Gage heights: 97, p 138; 125, p 71.

Discharge measurement of Wappinger Creek near Wappinger FaUs, N. Y., in 1905.

Date, Hydrographer. Width.

Feet. 

94

Area of 

section.

Square 

feet.

161

Mean 

velocity.

Feet per 

second.

Gage 

height.

Feet. 

0.15

Discharge.

Secondfeet.

45.5

Daily gage height, in feet, of Wappinger Creek near Wappinger Falls, N. Y., for 1905.

Day

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

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

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

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

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

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

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

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

9

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

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

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

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

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

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

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

Jan.

3.2

3.12

3.0

<> gg

2.9

2.82

6.35

4.72

4.38

4.02

3.98

3.8

3.68

3.25

Feb.

2.1

2.1

2.1

2.1

1.65

1.6

1.6

1.6

1.6

1.6

1.6

1.6

1.6

1.6

1.6

1.6

Mar.

1.55

1.5

1.5

1.5

1.5

1.5

1.5

1.5

1.5

1.98

4.85

4.45

4.1

3.75

3.52

3.22

Apr.

3.3

3.0

2.82

2.75

2.75

3.0

3.02

3.1

2.9

2.55

2.32

2.3

2.22

1.98

1.8

1.72

May.

1.0

.95

.95

.9

.85

.82

.8

.8

.8

.85

.8

.8

.88

.88

.85

.82

June.

0.2

.2

o

.2

.3

.28

.28

.32

.3

.3

.3

.3

.3

.3

.3

.3

Day.

17..........

18..........

19..........

20..........

21 ..........

22

23..........

24..........

25..........

26..........

27..........

28..........

29. .........

30..........

31 ..........

Jan.

3.0

2.75

2.52

2.35

2.22

2.1

2.1

2.1

2.1

2.1

2.1

2.1

2.1

Feb.

1.6

1.6

1.6

1.6

1.6

1.6

1.6

1.6

1.6

1.6

1.55

1.55

Mar.

3.32

3.75

7.15

7.25

4.1

3.45

3.85

4.25

5.6

5.4

5.68

4 65

3.92

3.68

Apr.

1.62

1.6

1.6

1.5

1.6

1.6

1.48

1.32

1.2

1.15

1.12

1.08

1.0

1.0

May.

.78

.75

.7

.65

.6

.55

.5

48

.42

.35

.3

.3

.3

.25

.25

June.

.3

.3

.38

.48

.38

.35

.3

.3

.3

.25

.1

.05

.0

.0

NOTE. Creek frozen February 1 to March 9 approximately. During this time the gage was read 

to surface of water in hole cut in ice. The following comparative readings were also made:

Date.

February 21 .............................................................

February 28. ..........................................................

Water 

surface.

Feet. 

1.6

1.6

1.6

1.6

1.6

1.55

1.5

Top of 

of ice.

Feet. 

1.8

1.8

1.8

1.8

1.8

1.8

1.8

Thickness of 

ice.

Feet. 

1.0

1.0

1.0

1.0

1.0

1.0

1.0
HUDSON RIVER DRAINAGE BASIN. 57

DELAWARE AND HUDSON CANAL AT CREEKLOCKS, N. T.

The Delaware and Hudson Canal runs parallel to Rondout Creek from the feeder dam 

below High Falls to tide water at Eddyville. The canal receives its entire water supply 

from Rondout Creek. The section from High Falls to Eddyville is the only portion of 

the canal remaining in operation in New York State. At Rosendale Jthe canal carries a 

portion of the yield of Rondout Creek past the gaging station.

In order to determine the run-off from the Rondout Creek drainage basin, gagings of 

the flow in the Delaware, and Hudson Canal at the foot of the Rosendale level have been 

undertaken. The diversion to the canal, added to the measured discharge of Rondout 

gaging station, represents the total flow from the drainage basin.

The discharge of the canal was determined from observations of the depth of flow over 

the waste weir, of the number of lockages, and of the opening of the lock gates. Observations were made from June, 1901, to December, 1903, inclusive, and were resumed in 

December, 1905. The observations in 1905 have been made in cooperation with the 

New York water-supply commission.

Information in regard to this station is contained in the annual reports of the State 

engineer and surveyor of New York prior to 1905 and in the following Water-Supply 

Papers of the United States Geological Survey:

Description: 82, p 113; 97, p 152.

Discharge, daily: 97, p 152.

Diversion from Eondout Creek: 65, pp 68-69; 82, p 114; 97, p 153.

KONDOUT CHEEK AT KOSENDALE, N. Y.

This station was established July 6, 1901, at the highway bridge at Rosendale, discontinued November 7, 1903, and reestablished in December, 1905, in cooperation with the 

New Y^ork water-supply commission.

The Delaware and Hudson Canal, now abandoned above High Falls, draws its water 

supply for the section from High Falls to Eddyville from Rondout Creek at the feeder 

dam above Rosendale. The flow in the canal is therefore to be added to that at the gaging 

station to obtain the total run-off from the drainage area above this point.

The bed of the channel is composed of rock. The entire discharge, with the exception 

of the diversion into the canal, passes under the highway bridge at all' stages.

Discharge measurements are made from the bridge, except at low water, when they are 

made by wading at a ford 1 mile downstream. The bridge has a single span of 136 feet.

Gage readings are made twice each day by means of a chain gage supported by outriggers fastened to the floor beams near the center of the downstream side of the bridge. 

The bench mark is a circle cut in the upstream corner jf the bridge seat on the right-hand 

abutment. Its elevation is 32.03 feet above gage datum. The observer is Anna Huben.

Information in regard to this station is contained in the annual reports of the State 

engineer and surveyor of New York prior to 1905 and in the following Water-Supply 

Papers of the United States Geological Survey:

Description: 65, pp 66-67; 82, p 111; 97, p 153.

Discharge: 65, p 68; 82, p 112; 97, pp 154-155.

Discharge, daily: 97, pp 161-163.

Discharge, monthly: 97, p 164.

Diversions from, to Delaware and Hudson Canal: 82, p 114.

Gage heights: 65, p 68; 82, pp 111, 113; 97, pp 156-15S.

Rainfall data: 97, p 164.

Eating table: 97, pp 159-160.
58 STREAM MEASUREMENTS IN 1905, PART II.

Discharge measurement of Rondout Creek at Rosendale, N. Y., in 1905.

Date.

Aug. 14 .......

Hydrographer.

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

Width.

Feet. 

107

Area of 

section.

Square 

feet.

449

Mean 

velocity.

Feet per 

second.

0.14

Gage 

height.

Feet. 

6.12

Discharge.

Secondfeet.

62

MISCELLANEOUS MEASUREMENTS IN HUDSON RIVER DRAINAGE BASIN.

The following discharge, measurements have been made in the Hudson River basin 

in 1905:

Miscellaneous discharge measurement^ in the Hudson River basin in 1905.

Date.

Aug. 12

Stream.

Esopus Creek. 

Walkill River.

Place.

Near Olivebridge.

Hydrographer.

C. C. Covert . . 

.....do...'.....

Width.

Feet.

136 

111

Area of 

section.

Square 

feet.

Ill 

599

Mean 

velocity

Fee t per 

second.

2.80 

.19

Gage 

height.

Feet.

.087 

5.70

Discharge.

Secondfeet.

49.5 

115

PASSAIC RIVER DRAINAGE BASIN. 

DESCRIPTION OF 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, Morris, and other adjoining 

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 the Passaic is of special interest from the fact that several large cities in 

its drainage basin take their public supply from it, and because of the valuable waterpower privileges along its course, particularly at the city of Paterson. Several cities, 

including Paterson and Passaiq, 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 in this drainage basin was that of October, 

1903. The flood began at 6.30 p. m. October 8 and lasted until midnight October 18, 

the maximum height being reached at 9 p. m., October 10. There was a total rainfall 

of 11.74 inches between October 8 and 11. The estimated maximum discharge at the 

Dundee dam was 35,800 second-feet. This flood is fully described in Water-Supply Paper 

No. 92.

During 1905 the United States Geological Survey maintained gaging stations in this 

basin as follows:

Passaic River at Millington and near Chatham, N. J. 

Ramapo River near Mahwah, N. J. 

Wanaque River near Wanaque, N. J.
PASSAIC RIVER DRAINAGE BASIN. 59

PASSAIC RIVER AT MILLJXGTOX, X. 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 channel is straight for 600 feet above and 200 feet below the station. Both banks 

are high 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.

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.

A standard chain gage is fastened to the wooden hand rail on the downstream side of 

the bridge. The gage is read twice each day by Mary I. Bray. 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 14.13 feet. Bench mark No. 1 is a square chiseled 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 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.

Information in regard to this station is contained in the. following Water-Supply Papers 

of the United States Geological Survey.

Description: 97, p 237-238; 125, p 74. 

Discharge: 82, p 127; 97, p 238; 125, p 74. 

Gage heights: 97, p 238; 125, p 75.

Discharge measurement ofPassaic Ewer at MiUington, N. J., in 1905.

Date.

June 21.. ......

Hydrographer.

R. H. Bolster. ..................

Width.

Feet. 

54

Area of 

section.

Square 

feet.

23.6

Mean 

velocity.

Feet per 

second.

0.54

Gage 

height.

Feet. 

1.12

Discharge.

Secondfeet.

12.8
60 STREAM MEASUREMENTS IN 1905, PART II.

Daily gage height, in feet, of Passaic River at Mittington, N. J.,for 1905.

Day. Jan.

1.............. 2.25

2.............. 2.28

3.............. 2.35

4. ............. 2. 3

5 9 92

6.............. 2.15 

7..... ......... 5.62

8.............. 7.3

9.............. 7.02

10.............. 5.38

11.............. 4.12

12.............. 3.48

13.............. 3.78

14..............' 4.6

15. ............. 5. 18

16. ............. 4. 55

17.............. 3.2

18.............. 2.82

19.............. 2.48

20.............. 2.2

21.............. 2.15

22.............. 1.9

23.............. 2.12

24. ............. 2. 0

25. ............. 2. 85

26.............. 2.9

27.............. 2.95

28.............. 2.95

29.............. 2.9

30.............. 2.8

31.............. 2.8

Feb.

2 72

2.68

2.62

2.58

2.48

2.38 

2.35

2.35

2.35

2.35

2.35

2.35

2.65

2.75

2.75

2.75

2.75

2.75

2.75

2.75

2.75

2.75

2.75

2.75

2.75

2.75

2.75

2.75

Mar.

2.75

9 7K

2.75

2.75

2.7

2.7

2.7

2.78

3.28

3.88

4.58

4.8

4.6

4.58

4.48

4.85

5.05

5.5

5.7

5.7

5.05

4.15

4.0

3.7

3 59

3 22

2.9

2.68

2.52

Apr.

2.32

2.18

2.02

1.9

2.52

2.9 

2.68

2.45

2.32

2.2

2.02

1.88

1.82

1.78

1.7

1.65

1.62

1.58

1.62

1.75

1.7

1.62

1.6

1.58

1.58

1.52

1.5

1.5

May.

1.45

1.4

1.4

1.4

1.4

1.4 

1.4

1.35

1.35

1.3

1.3

1.3

1.6

1.62

1.52

1.45

1.42

1.48

1.42

1.42

1.38

1.35

1.3

1.3

1.3

1.3

1.3

1.3

1.28

1.25

1.25

June.

1.22

1.2

1.2

1.2

1.2

1.2 

1.32

1.4

1.32

1.28

1.25

1.25

1.35

1.25

1.2

1.2

1.2

1.2

1 22

1.2

1.18

1.22

1.58

1.45

1.32

1.25

1.15

1.1

l.l

July.

1.1

1.1

1.18

1.1

1.15 

1.1

1.1

1.1

1.1

1.1

1.1

1.1

1.1

1.1

1.05

1.05

1.05

1.05

1.0

1.0

.95

1.0

1.05

1.05

1.05

1.05

1.0.

1.4

1.55

].35

Aug.

1.25

1.22

1.1

1.1

1.05

1.05 

1.1

1.05

1.05

1.1

1.1

1.05

1.1

1.1

1.62

2.38

2.35

2.15

1.85

1.55

1.45

1.38

1.28

1.2

1.3

1.52

1.35

1.25

1.2

1.2

1.18

Sept.

1.15

1.15

2.15

3.15

3.18

2.75 

2.38

2.15

1.78

1.55

1.50

3.0

3.12

2.42

2.18

1.85

1.82

2.2

2.15

2.12

2.02

1.88

1.65

1.58

1.48

1.38

1.35

1.32

1.3

Oct.

1.3

1.25

1.35

1.28

1.25

1.25 

1.2

1.2

1.2

1.2

1.25

1.55

1.38

1.3

1.25

1 2

1.2

1.18

1.25

1.9

2 22

1.95

1.78

1.62

1.55

1.52

1.48

1.45

1.4

1.4

1.35

Nov.

1.35

1.3

1.3

1.3

1.3

1.3 

1.3

1.3

1.25

1.25

1.25

1.25

1.25

1.22

1.2

1.2

1.2

1.18

1.2

1.22

1.15

1.18

1.18

1.18

1.22

1.18

1.18

1.15

1.9

3.08

Dec.

2.55

2.38

2.58

2.92

2.4

2.08

1.8

1.72

1.72

1.75

1.62

1.58

1.52

1.72

1.95

1.6

1.5

1.45

1.38

2.42

3.1

2.82

2.78

2.4

1.98

1.8

2 22

2.4

2 12

NOTE. River frozen January 1-6. From January 26 to March 17 river frozen entirely across, and 

gage read to top of ice. The following comparative readings were also made:

Date. Water 

surface.

Feet. 

2.6

2.65

 > A '

Top of 

ice.

Feet. 

2.75

2.75

2.75

2.75

Thickness 

of ice.

Feet. 

1.2

1.3

1.25
PASSA1C EIVER DRAINAGE BASIN. 61

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 1.5 miles upstream 

from Chatham, N. J.

The channel is straight for 400 feet above and below the station. 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.

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 original gage consists of a vertical staff spiked to the upstream wing wall of the 

right abutment. December 12, 1903, a standard chain gage was 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. The gage is read once each day by M. A. Butler. 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 gage datum. Bench mark No. 2 is the upper surface of 

the lower chord directly under the pulley. Its elevation is 9.19 feet above gage datum. 

Bench mark No. 3 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.

Information in regard to this station is contained in the following Water-Supply Papers 

of the United States Geological Survey:

Description: 97, p 236; 125, p 76. 

Discharge: 97, p 236; 125, p 76. 

Gage heights: 97, p 237; 125, p 77.

Discharge-measurements o/Passaic River near Chatham, N. J., in 1905.

Date.

July 10........

Hydrographer.

R. H. Bolster......................

N. C. Grover. . ......................

Width.

Feet. 

70

64

Area of 

section.

Square 

feet.

80

55

Mean 

velocity.

Feet per 

second.

0 21

.29

Gage 

height.

Feet. 

2.32

2.25

Discharge.

Secondfeet.

17.0

15.8
62 STREAM MEASUREMENTS IN 1905, PART II.

Daily gage height, in feet, of Passaic River near Chatham, N. J.,for 1905.

Day.

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

9

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

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

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

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

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

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

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

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

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

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

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

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

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

4

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

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

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

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

20....!...............

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

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

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

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

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

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

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

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

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

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

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

Jan.

3.2

Q O

3 °

8.0

8.3

7.8

7.3

6 Q

6.5

6.3

6.3

4.7

4.6

4.3

Q Q

3.7

Mar.

4.1

5.0

5.9

5.9

5.6

5.5

5.6

6.4

5.0

5.1

5.2

6.0

5.9

5.6

5.2

4.7

4.4

4.3

3 9

o 7

3.5

Apr.

3 9

3.2

3 9

3.0

3.5

4 1

3.8

3.3

3.3

S

O

3.0

2.9

3.0

2.8

O Q

2.6

9 9

2

Q

2.8

2.6

2.6

2.5

2.5

2.6

May.

2

C

2.4

2.5

2.4

2.4

2.5

9 o

2.3

2.4

2.3

2.3

2.4

2.5

2.6

2.7

2.5

2.7

2.5

2

C

2.4

2.4

2.4

2.3

2.4

2.3

2.2

2

0

2.2

June.

2 4

2

0

2.3

2.4

2.4

2.5

2.4

2.5

2.6

2.4

2.4

2.4

2.3

2.2

2.3

2.2

2.6

2.7

2.6

2.7

2.5

2.5

2.5

2.4

July.

2.3

2.4

2.3

2 2

2.3

2.2

2.2

2.1

2.1

2.2

2.2

2.2

9 O

2.2

2 2

2.1

2.1

2.1

2.1

2.1

2.2

2.2

2.2

2.2

2.2

2.2

2.9

3.4

Aug.

3.1

2.6

2.3

2.1

2.0

2.0

2.0

2.0

2.0

2.1

2.1

2 A

2.0

2.0

0 9

4.3

4.1

3.8

3.4

3.0

2.7

2.5

2.3

2.2

2.5

2.9

2.8

2.7

2.6

2.5

2.4

Sept.

2.3

2.3

2.8

4.8

5.0

4.6

4.1

3.7

3.4

2.8

2.4

4.5

4.3

4.0

3.7

3.3

3.0

2.9

3.2

3.1

3.2

3.0

9 g

2.7

2.6

2.6

2.5

2.5

2.4

2.4

Oct.

2.3

2.3

2.2

2 9

2.2

2.1

2.1

2.1

2.1

2.0

9 f\

2.4

2.3

2.3

2.2

2.2

2.8

3.6

3.0

2 Q

2.7

2.6

2.6

2.5

9 4

2.3

Nov.

2.3

2.3

2 2

9 9

2.2

2.2

2.2

9 9

9 9

2.2

2.1

2.1

2.1

2.1

2.2

2.2

2.2

2.2

2.1

2. 1

2.1

2.1

2.1

2.1

2.1

2.1

3.0

3.9

Dec.

3.8

3.2

3.4

3.7

3.5

3.3

3.2

3.1

3.0

3.0

2.9

2.9

2.8

2.7

2.5

2.4

2.4

2.3

2.3

2.2

2.9

4.0

4.1

4.0

3.9

3.7

3.4

3.1

3.6

3.8

NOTE. January 4-6 and 16-19 river frozen at gage. January 25 to March 9 river frozen entirely 

across; no readings taken. March 10-17 river blocked with ice.

Station rating table for Passaic River near Chatham, N. J., from March, 1903, to December

31, 1905.

Gage 

height.

Feet.

2.00

2.10

2.20

2.30

2.40

2.50

2.60

2.70

Discharge.

Second-feet.

9

4

9

17

29

44

61

80

Gage 

height.

Feet.

2.80

2.90

3.00

3.10

3.20

3.30

3.40

3.50

Discharge.

Second-feet.

101

124

149

176

206

239

274

312

Gage 

height.

Feet.

3.60

3.70

3.80

3.90

4.00

4.10

4.20

4.30

Discharge.

Second-feet.

351

391

433

476

520

565

611

659

Gage 

height.

Feet.

4.40

4.50

4.60

4.70

4.80

4.90

5.00

Discharge.

Second-feet.

708

758

809

861

914

968

1,022

The. above table is applicable only for open channel conditions. It is based on 13 discharge measurements made during 1903-5 between gage heights 2.28 feet and 3.8 feet. It is well defined between 

these gage heights. Below gage height 2.25 feet and above gage height 4.5 feet the rating curve is a 

rough approximation. *
PASSAIC RIVER DRAIEAGE BASIN. 63

Estimated monthly discharge ofPassaic. River near Chatham, N. J.,for 1903-1905.

»

[Drainage area, 101 square miles.]

Month.

Discharge in second-feet.

Maximum. Minimum. Mean.

Second-feet

per square

mile.

Depth 

in inches.

1903.

February 10-28.............................. 1,302

March....................................... 1,770

April........................................ 1,077

May......................................... 44

June......................................... 1,132

July........................................ 611

August...................................... I 914

September................................... 1,188

October..................................... 2,312

November................................... 176

December ................................... 1,132

1904.

March 11-31.................................. 1,022,

April........................................ 861

May......................................... 312

June......................................... 149

July........-..-..-...-.---..................! 176

August...................................... 809

September................................... 1,593

October..................................... 809

November................................... 433

December 1-8................................ 29

1905.

January 17 days............................. 2,986

March 18-31................................. 1,593

April........................................ 565

May.....-.-..--.-.-.-.......-.-.-....-...... 80

June......................................... 80

July......................................... 274

August...................................... 708

September................................... 1,022

October..................................... 391

November................................... 476

December................................... 565

206

124

61

2

2

17

29

29

17

29

17

149

61

17

4

4

17

4

17

44

17

206

312

44

9

9

4

2

17

2

4

9

610

674

381

7.5

334

158

288

329

576

71.5

372

348

253

92.8

46.9

37.7

256

261

169

114

23.0

1,400

960

169

34.7

34.1

21.2

96.9

276

43.5

27.4

234

6.04

6.67

3.77

.074

3.31

1.56

2.85

3.26

5.70

.708

3.68

3.45

2.50

.919

.464

.373

2.53

2.58

1.67

1.13

.228

13.86

9.50

1.67

.344

.338

.210

.959

2.73

.431

.271

2.32

4.27

7.69

4.21

.085

3.69

1.80

3.29

3.64

6.57

.790

4.24

2.69

2.79

1.06

.518

.430

2.92

2.88

1.92

1.26

.068

8.79

4.95

1.86

.397

.377

.242

1.11

3.05

.497

.302

2.68

NOTE. Frozen February 20 and December 4-5, 1903; discharge interpolated. Ice conditions January 

1 to March 10, December 9-31, 1904, and January 4-6, 16-19, 25-31, February 1 to March 17, 1905, no 

estimates made.
64 STREAM MEASUREMENTS TN 1905, PART II.

EAMAPO RIVER NEAR MAHWAH, N". J.

TMs station was established February 10, 1903, by the United States Weather Bureau, 

by which it is maintained. It is located at a concrete-arch highway bridge about 1 mile 

west of Mahwah, N. J.

The channel is straight for 300 feet above and 200 feet below the bridge. About 200 feet 

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.

Discharge measurements are made from the upstream side of the 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.

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. The gage 

is read onc« each day by M. F. Brooks. Bench mark No. 1 is a cross 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.

Information in regard to this station is contained in the following Water-Supply Papers 

of the United States Geological Survey:

Description: 97, p 229; 125, pp 79-80. 

Discharge: 82, p 127; 97, p 229; 125, p 80. 

Discharge, monthly: 125, pp 81-82. 

Gage heights: 97, p 230; 125, p 80. 

Rating table: 125, p 81.

Discharge measurement of Ramapo River near Mahwah, N. J., in 1905.

Date. Hydrographer. Width.

Feet. 

52

Area of 

section.

Square 

feet.

216

Mean 

velocity.

Feet per 

second.

0.87

Gage 

height.

Feet. 

3.68

Discharge.

Secondfeet.

188
PASSAIC EIVER DBAINAQE BASIN. 65

Dotty gage height, in feet, of Ramapo River near Mqhwah, N. J.,for 1905.

Day.

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

9

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.

3.9

4 0

40

4.0

6.2

7.3

' 6.5

5.4

5.1

4.7

5.0

4.9

4 4

4.2

4.1

4 1

4.0

4.0

4.0

3.9

3.8

3.8

3.7

3.1

Feb.

3.1

3.1

s i

3.2

3.3

3.3

3.4

3.4

3.4

Mar.

3.4

s Q

3.3

3.3

3.3

3.3

3.3

3.3

3.8

41

44

A Q

4.1

41

4 0

4.0

41

4.3

5.5

6.4

5.8

6.1

6.0

5.8

6.2

6.4

6.2

6.2

5.8

5.4

5.3

Apr.

5.0

46

4.4

44

46

5.0

4.8

46

44

43

43

43

42

4.1

4.0

4.0

3.9

3 9

3.9

3.7

3.8

3.8

3.7

3.6

3.5

3.5

3.5

3.5

3.4

3.5

May.

3.4

S A.

3.4

3.3

3.3 3*3

3.3

3.2

3.2

3.2

3.2

3.2

3.2

3.3

3 q

3.3

3.3

s 3

3.2

3.2

3.1

3.1

3.0

2.9

2.9

2.9

2.9

2.9

2.9

2.9

2.9

June.

Q c\

3.0

3.0

3.0

2.9

2.9.

2.9

2.9

2.9

9 9

9 9

3.7

3.3

q i

3.0

2,9

9 9

2.9

2.9

3.2

3.2

3.8

3.8

3.4

3.2

3.1

3.0

3.0

2.9

July.

2.9

2.9

3.1

3,0

2.9

2.8

ao

9 8

9 Q

2 Q

2 Q

3.1

3.0

3.0

3.0

2

0

2.8

2

0

2.8

2.8

2.7

2.6

2.7

2.7

2.7

2.7

o 7

2 7

2.6

2.7

3.6

Avgas

q i

3.0

2.8

2.7

2.7

2.7

2.7

o 7

2.7

2 Q

2,7

2,7

9 7

3.4

ai

3

r\

2.9

2.9

2.8

2.8

2.8

2.7

2.6

2.8

2.8

2.7

2.7

2.7

2.7

Sept.

2.7

2.7

3.2

4.5

5-0

42

3.7

3.4

3.2

3.2

1 1

41

as

3.5

3.3

3.2

3.1

 ? E

S.9

3.8

3,6

3.5

3.2

3.2

3.2

3.1

3.1

ao

3.0

3.0

Oct.

2.9

2 Q

3.0

2.9

2.9

3.8

2.8

2.8

2.8

2.8

2.7

40

as

as

3.3

3.2

3.2

3.2

3.1

3.5

4.2

a?

a4

3,4

a4

as

3.2

3.2

3.2

3.2

Nov.

3.2

3.2

3.1

3.1

3.0

3.0

3.1

3.1

3.0

3.0

3.0

3.0

3.0

3.0

3.0

3.0

9 0

2 O

2. a

2.9

2. a

2.9

2.8

2.8

3.0

2.9 2.*9

2 9

3,5

44

Dec.

3.8

3.5

3.7

47

4.2

3.9

3.8

3.7

3.6

3.7

3.6

3.5

3.5

3.5

3.5

3.4

(a)

^ A.

3.4

3.3

3.5

5.1

4.6

4.4

4ft

40

3.8

3.8

4.0

4.4

4.2

a Frozen.

NOTE. January 5-6 and January 26 to February 22 river frozen entirely across; ice 0.9 to 1 iqot 

thick; weekly readings to surface of water in hole in ice. February 23 to March 3 ice broke up and 

went out.

Station rating table for Ramapo River near Mahwah, N. J.,from January 1 to December 31,

1905.

Gage 

height.

Feet.

2.60

2.70

2.80

2.90

3.00

3.10

3.20

3.30

Discharge.

Second-feet.

24

30

37

46

56

68

82

99

Gage 

height.

Feet.

3.40

3.50

3.60

3.70

3.80

3.90

4.00

4.10

Discharge.

Second-feet.

119

142

167

194

224

257

293

331

Gage 

height.

Feet.

4.20

4.30

4.40

4.50

4.60

4.70

4.80

4.90

Discharge.

Second-feet.

371

413

456

500

546

593

641

691

Gage 

height.

Feet.

5.00

5.20

5.40

5.60

5.80

6.00

Discharge.

Second-feet.

743

850

961

1,075

1,191

1,310

The above table is applicable only for o oen-channel conditions. It is based on six discharge measurements made during 1904-5 between gage heights 2.65 feet and 6 feet. It is fairly well defined, between 

these limits.

IKE 166 06 5
66 STREAM MEASUEEMENTS IN 1905, PART II.

Estimated monthly discharge of Ramapo River near Mahwah., N. J.,for 1905. 

[Drainage area, 118 square miles.]

Discharge in second-feet.

Month. 

Maximum.

February 23-28. ............................. 119

March....................................... 1,560

April ........................................ 743

May ......................................... 1 19

June ............................... ......... 224

July............................... ....... 167

October........................... ......... 371

Minimum.

82 

99 

119 

46 

46 

24 

24 

30 

30 

37 

99

Mean.

106 

670 

342 

79.5 

74.7 

44.5 

41.3 

158 

109 

71.3 

257

Run-ofl.

Second-feet 

per square 

mile.

0.899 

5.68 

2.90 

.674 

.633 

.377 

.350 

1.34 

.924 

.604 

2.18

Depth 

in inches.

0.201 

6.55 

3.24 

.777 

.706 

.435 

.404 

1.50 

1.07 

.674 

2.51

i. Ice conditions January 1 to February 22: no estimates made.

WANAQUE RIVER AT WANAQTTE, K. J.

This station was established December 16, 1903, by F. H. Tillinghast. It is located at 

the highway bridge just above the Erie Railroad bridge and below the factory of the Wanaque River Paper Company.

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. The bed of the stream is composed of gravel, with occasional bowlders. All of 

the water passes under the bridge at all stages. At ordinary stages the depth of water at 

the gaging station is from 2 to 5 feet.

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.

A standard chain gage is located on the upstream side of the bridge. The length of the 

chain from the end of the weight to the marker is 17.52 feet. The gage is read twice daily 

by J. Herbert Hunter. 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 chiseled 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 the 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.

This station was discontinued December 31, 1905.

Information in regard to this station is contained in the following Water-Supply Papers 

of the United States Geological Survey:

Description: 97, pp 230-231; 125, pp 82-83. 

Discharge: 125, p 83. 

Gage heights: 125, p 83.

NOTE
RARITAN RIVER DRAINAGE BASIN,

Discharge measurement of Wanaque Riivr at Wanaque, N. J., in 1905.

67

Date. Hyd rographer.

R. H. Bolster .......................

Width.

Feet. 

81

Area of 

section.

Square 

feet.

212

Mean 

velocity.

Feet -per 

second,.

0.27

Gage 

height.

Feet. 

1.16

Discharge.

Secondfeet.

58

Daily gage height, in feet, of Wanaque River at Wanaque, N. J.,for 1905.

Day.

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

0

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.

1.7

1.92

2.08

1.55

1.82

1.88

5.7

4.3 

3.82

3.32

3.3

3.3

2.8

2.38

2.3

2.2

2.24

2.18

2.15

2.04

1.85

1.7

1.72

1.9

1.97

2.1

2.19

c2.7

2.26

2.09

Fob.

1 9

1 86

1.72

1.59

a 1.54

1.7

1.54

1.6

1.75

1.62

1 68

1.57

1.65

1.57

1.55

1.5

1.45

1.48

1.45

1.52

1.55

1.7

1.74

1 68

1.65

1.56

.......

Mar.

1.39

1.46

1.46

1.4

1.4

1.47

1.45 

1 9

2.1

2.0

2.1

2.26

3.5

4.48

4 99

4.78

4.5

4.35

4.69

4.75

4.75

4.35

3.98

3.04

3.3

Apr.

3.1

2.8

2.1)5

2.58

2.75

2.5.5 

2.5

2.3

2.15

2.12

1 95

1.95

1.92

1.8

1.98

1.95

1.85

1.8

1.65

1.52

1.55

1.56

May.

1.5

1.4

1.38

1.4

1.4

1.38

1.4 

1.35

1.3

1.32

1.5

1 45

1.4

1.4

1.3

1.34

1.4

1 9S

1.25

1 95

1.25

1.3

1.22

1.3

June.

1.25

1.25

1.31

1.3

1.25

1.25

1.2

1 22

' 1.18 

1.15

1.35

1.35

1.2

1.05

1.0

1.2

2.05

1.3

1.25

1.22

1.2

1.14

1.0

1.1

July.

1.08

1.0

1.0

.9

.95 

1.0

1.05

1.05

1.05

1.0

1.0

1.1

.93

.95

.95

.98

.95

1.02

1.05

.95

1.0

1.15

1.2

1.25

Aug.

1.23

1.18

1.1

.95

.95

1.05

.9

.98 

.95

.9

.95

1.29

1.25

1.3

1.35

1.14

1.05

1.0

.9

.85

.88

.8

.89

.98

.95

.85

.8

.9

.95

.9

Sept.

0.9

.95

1.45

2.0

1.8

1.4

1.25

1.1

1.1 

1.15

1.25

1.55

1.7

1.35

1.25

1.3

1.35

1.45

1.6

1.5

1.45

1.35

1.3

1.2

1.2

1.15

1.12

1.1

1.1

Oct.

1.15

1.12

1.12

1:15

1.1

1.0

1.05

1.1

1.18 

1.35

1.4

1.3

1.25

1.25

1.2

1.2

1.4

1.68

1.75

1.5

1.45

1.4

1.3

1.35

1.35

1.35

1.28

1.25

1.37

1.35

1.35

Nov.

1.3

1.32

1.29

1.25

1.15

1.25

1.25

1.2

1.17 

1.1

1.15

1.0

1.05

1.1

1.12

1.15

1.2

1.16

1.15

1.15

1.1

1.12

1.0

1.05

1.0

.9

.8

.95

1.65

1.54

Dec.

1.32

1.25

1.25

1.2

1.22

1.18

61.16

1.14

1.12 

1.1

1.19

1.15

1.12

1.15

1.1

1.1

1.34

1.5

1.65

1.9

2.24

2.15

2.4

2.5

2.61

2.7

2.7

2.65

2.5

2.52

2.4

« February 5 channel clear.

& Gage height interpolated December 7-9, inclusive.

< January 29 river frozen over except for narrow strip.

RARITAN RIVER DRAINAGE BASIN. 

DESCRIPTION OF BASIN.

Raritan River, the largest stream in New Jersey except the Delaware, is formed by two 

chief branches, North and South, which have their sources a few miles apart in the highlands of Morris County, flow southward, and unite near Somerville, from which point the 

course of the river is southeastward to Raritan Bay. The river is tidal to a point about 2 

miles above New Brunswick, and is navigable to that city, about 12 miles from the mouth.

The total area of the drainage basin is 1,105 square miles, about 10 per cent of which is 

forested. The highlands consist mostly of trap rock and contain a large proportion of the
68 STREAM MEASUREMENTS IN 1905, PART IT.

wooded areas of the basin. The area outside of the highlands consists either of trap rock 

or red sandstone. Of the 800 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. North Branch is considered a valuable source 

for a gravity supply, the elevation of the upper portion ranging from 750 to 1,100 feet. 

Millstone River, an important stream, which unites with the Raritan a few miles west of 

Bound Brook, differs from the other branches, having its rise in sand hills and flowing 

northwestward through a sandy soil. It has large ground storage, and is better suited 

for power than for water supply, being very muddy at high stages.

The United States Geological Survey maintained gaging stations in this basin during 

1905 as follows:

South Branch Raritan River at Stanton, N. J. 

North Branch Raritan River near Pluckemin, N. J. 

Raritan River at Finderne and Bound Brook, N. J

SOUTH BRANCH RARITAN RIVER 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 channel is straight for 800 feet above and 400 feet below the station. Both banks 

are low and liable to overflow. The T>ed of the stream is composed of gravel.

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.

A 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. The 

gage is read twice each day by William Wilson, the station agent. Bench mark No. 1 is 

a square chiseled on the coping of the left abutment, 1.5 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. Bench mark No. 3 is a nail 

projecting one-fourth inch from the downstream side of a large sycamore tree 210 feet 

below the bridge and is 6 feet above the ground. Elevation, 11.024 feet above gage, datum. 

Bench mark No. 4 is a nail at the 8.5-foot mark of a secondary gage spiked to the same 

sycamore tree. Elevation, 8.164 feet above gage datum. Bench marks Nos. 2 and 4 are 

used to obtain the slope of the water surface at the station. They are 236 feet apart.

Information in regard to this station is contained in the following Water-Supply Papers 

of the United States Geological Survey:

Description: 97, pp 244-245; 125, pp 85-86. 

Discharge: 97, p.245; 125, p 86. 

Discharge, monthly: 125, p 87. 

Gage heights: 97, p 245; 125, p 86 

Rating table: 125, p 87.

Discharge measurements of South Branch Raritan River at Stanton, N. J., in 1905.

Date. Hydrographer.

F. H. Tfllinghast. . ......... .......

Width.

Feet.

QQ

80

Area of 

section.

Square 

feet. 

262

99

Mean 

velocity.

Feet per 

second.

2.28

.50

height.

Feet. 

3.90

2.13

Discharge.

Secondfeet.

599

49
RARITAN RIVEE DRAINAGE BASIN. 69

Daily gage height, in feet, of South Branch Raritan River at Stanton, N. J.,for 1905.

Day.

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

Jan.

3.39

3.41

3.37

3.39

3.39

3.41

9.46

5.77

4.29

3.77

3.35

3.33

3.35

3.41

3.38

3.46

3.84

3.86

3.56

3.28

3.36

3.3

3.34

3.22

3.18

3.17 

3.21

3.24

Feb.

3.24

3.25

3.26

3.26

3.25

3.28

3.27

3.37

3.32

3.37

3.42

3.56

3.7

3.78

4 08

O (\A

3.93

4.23

4.01

4.0

4.0

4.04

3.96

3.97

3.99

Mar.

3.97

3.93

3.93

3.96

3 Q7

A. 1^

A QQ

5 4.1

5.55

4.01

4.0

3

CQ

3

0

3

70

3.76

4.28

5

7c

5

0

5.41

5.02

5.0

4.66

5.09

4.7

4.38

4.44

4.83 

4 09

3.9

Apr.

3 49

3.44

3.41

3.39

3.96

3 49

3.34

3.31

3.29

3.24

3 no

3 14

3.14

3 HE,

o no

3.0

9 qg

2

nc

2.94

2.95

2.92

2.94

9 Q

2.9

2.9

2.86

2.8 

2.75

May.

2.74

2.71

2

AQ

2

CC

2.65

2 64

<y (J4

2.61

2.6

2.6

2.56

2 CO

2.5

2.49

2 4ft

o 45

2 4ft

2.45

2.48

2.46

2.46

2.5

2.51

2.42

2.41

2.42 

2.34

2.28

June.

9 90

2.26

2.29

2.31

2 28

<y 29

2.25

3

*>G

2.29

2.29

2

CQ

2

00

2

k(*

2.4

2

O

2

O

2.46

2.25

2.21

2.28

2.3

2.16

2.14

2.15 

2.11

July.

2.22

2.22

2 19

2 01

2.09

2 2

o 04

2.26

2.28

2.27

2.24

2

00

2 9

2 °4

2.24

2.25

2 9fi

2.26

2.24

2 91

2.2

2.18

2.21

2.2

2.18

2.21

2.2

2.18 

2.1

2.36

Aug.

2.28

2.21

2.22

2.14

2 2

2.21

2.22

2.24

2.21

2.25

2.24

2.25

2.26

2.72

2

C9

2.31

2.24

2 9f»

2.22

2.24

2.21

2.22

2.28

2.55

2.31

2.3

2.22 

2.26

2.3

Sept.

2.26

2.85

3.41

4.61

3.66

3.61

3.58

3.62

3.33

2.51

2.46

5.28

4.32

4.08

3.7

3.26

3.04

3.32

3.18

3.24

3.06

3.22

2.88

2.76

2.51

2.54

2.32

2.52

2.59 

2.48

Oct.

2.46

2.54

2.48

2.56

2.48

2.39

2.44

2.51

2.52

2.45

2.84

3.07

2.94

2.81

2.79

2.79

2.81

2.78

2.65

2.68

2.65

2.6

2.68

2.81

2.74

2.64

2.62

2.56

2.6 

2.62

2.6

Nov.

2.46

2.4

2.4

2.38

2.3

2.41

2.36

2.38

2.35

2.32

2 32

2.28

2.31

2.36

2.34

2.32

2.36

2.32

2.32

2.24

2.31

2.24

2.18

2.29

2.37

2.31

2.28

3.78

4.46 

3.95

Dec.

3.32

3.12

3.01

2.96

2.89

2.81

2.66

2.7

2.64

2.71'

2.64

2.6

2.54

2.49

2.42

2.41

2.39

2 41

2.39

2.38

4.51

4.22

4.09

4.07

3.99

3.92

3.91

3.92

3.68 

3.42

3.48

NOTE. January 1 to 6 and January 18 to March 7, river frozen; gage readings to top of ice. 

Thickness of ice: January 24, 0.2 foot; February 10, 0.9 foot; February 17,1.25 feet; March 8,0.9 foot.

Station rating table for South Branch Raritan River at Stanton, N. J., from January 1 to

December 31,1905.

Gage 

height.

Feet.

2.00

2.10

2.20

2.30

2.40

2.50

2.60

2.70

Discharge.

Second-feet.

37

46

57

70

86

105

126

149

iSgl.

Feet.

2.80

2.90

3.00

3.10

3.20

3.30

3.40

3.50

Discharge.

Second-feet.

174

201

231

264

299

337

377

419

Gage 

height.

Feet.

3.60

3.70

3.80

3.90

4.00

4.10

4.20

4.30

Discharge.

Second-feet.

462

506

551

597

645

694

744

795

Gage 

height.

Feet.

4.40

4.50

4.60

4.70

4.80

4.90

5.00

Discharge.

Second-feet.

847

900

954

1,009

1,065

1,122

1,180

The above table is applicable only for open-channel conditions. It is based on ten discharge meas. 

urements made during 1903-1905. It is well defined betweeii gage heights 2.1 feet and 4.4 feet.
70 STREAM MEASUREMENTS IN 1905, PART II.

Estimated monthly discharge of South Branch Raritan River at Stanton, N. J., for 1905. 

[Drainage area, 158 square miles.]

Month.

March 8-31. ..................................

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

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

Discharge in second-feet.

Maximum.

4,210 

1,632 

626 

159 

196 

80 

307 

1,345 

254 

879 

905

Minimum.

349 

337 

. 162 

67 

47 

45 

50 

65 

84 

55 

84

Mean.

888 

950 

290 

114 

73.6 

60.0 

76.6 

348 

140 

136 

316

Run-off.

Second-feet 

per square 

mile.

5.62 

6.01 

1.84 

.722 

.466 

.380 

.485 

2.20 

.886 

.861 

2.00

Depth 

in inches.

2.30 

5.37 

2.05 

.832 

.520 

.438 

.559 

2.46 

1.02 

.961 

2.31

NOTE. River frozen January 1-6 and January 18 to March 7; no estimates made.

NORTH BRANCH OF RARITAN RIVER NEAR PLTJCKEMIN, 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 Somerville, about 2 miles from Far 

Hills.

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. Both banks are low and liable to 

overflow. The bed of the stream is composed of gravel.

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 original gage was spiked to the upstream wing wall of the right abutment. During 

1905 observations have been made by measuring from the bench mark to the water 

surface with a graduated rod. The observer is Thomas Moore, who records the stage twice 

each day. The bench mark is a 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.

Information in regard to this station is contained in the following Water-Supply Papers 

of the United States Geological Survey:

Description: 125, pp 91-92. 

Discharge: 82, p 127; 125, p 92. 

Gage heights: 125, p 92.

Discharge measurements of North Branch Raritan River near Pluckemin, N. J., in 1905.

Date.

March 16".....

Hyd-rographer.

F. H. Tillinghast. ..................

Width.

Feet. 

46

55

Area of 

section.

Square 

feet.

fiO

146

Mean 

velocity.

Feet -per 

second.

1.56

0.17

Gage 

height.

Feet. 

2.30

1.26

Discharge.

Secondfeet.

108

24.6

a Measurement taken at bridge near Far Hills railroad station.
BAfiJTAK miYER DEAINAGE BASIN. 71

"height, infect, of North Branch Raritan River near Pluckemin, N. J.,for 1905.

Day.

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

21.!.............

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

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

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

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

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

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

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

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

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

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

Jan.

2.52

2.4

2.4

2.4

2.5

4.9

3.25

3.1

2.6

 > 7

2.6

2.5

«J K

" 2.45

2.45

2.2

2 2

2.15

o <>

2.3

2.3

2.3

2.3

2.3

2.3

2.3

2.3

2.3

Feb.

2.3

2.3

2.3

2.3

2.3

2.35

2.3

2.3

2.3

2.3

2.3

2.6

3.3

3.3

3.3

3.3

3.3

3.3

3.3

3.25

3.15

3.1

3.0

3.0

2.92

2.9

2.9

2.9

Mar.

 > Q

 > Q

<> g

 > Q

2.9

O Q

2.8

o 9

2.5

2.5

2.15

2.15

2.4

2.1

3.2

3 9

3.85

3.9

3.25

2,95

3.15

 > 95

2.6

2.45

2.5

2.3

Apr.

911!

2.1

<> Q5

9 55

2.6

2.2

o 35

2.1

2.1

1 Q-p;

2.1

1 95

1 9

1.75

1.8

1 95

1.8

1.65

1.7

1.55

1.7

1.6

May.

1.55

1.6

1.5

1.45

1.5

1.45

1.45

1.5

1 if.

1.5

1.45

1.6

1.7

1.5

1.55

1.47

1.5

1.4

1.4

1.35

1 35

1.4

1.33

1.27

1.32

1.25

1.3

June.

1.45

1.4

1 s

1.27

1 ?

1.35

1.7

1.45

1.45

1 *?

1.55

1 45

1.35

1.25

1.25

1.25

1.25

1.4

1.25

1 22

1.2

1.15

1.15

1.15

July.

1.15

1.15

1.5

1.42

1 V)

1.25

1.2

1.18

1.1

1.1

1.1

1.15

1.35

1.22

1.2

1.18

1.2

1.1

1 1

1.65

1.7

1.25

1.5

1.6

1.85

1.65

1.55

1.45

2.75

2.3

1.85

Aug.

1.6

1.3

1 28

1 22

1.2

1.4

1.5

3.15

2.4

1 95

1.7

1.25

1.2

1.2

1.2 '

1.9

1.7

1.5

1.4

1.3

1.3

1.3

Sept.

1.7

"> ">

2.75

3.4

2.9

2.25

1.75

1.7

1.6

1.6

2.8

3.6

2.9

2.1

1.85

1.8

1.8

3.35

2.8

2.75

2.7

2.7

2.6

2.3

1.95

1.7

1.7

1.6

1.6

1.6

Oct.

1.6

1.6

1.6

1.6

1.52

1.5

1.5

1.5

1.45

1.45

1.5

2.2

1.58

1.52

1.5

1.5

1.45

1.55

1.9

3.02

1.85

1.68

1.6

1.6

1.55

1.68

1.6

1.58

1.5

1.45

1.45

Nov.

1.48

1.4

1.4

1.4

1.4

1.4

1.42

1.45

1.5

1.5

1.5

1.5

1.5

1.5

1.5

1.5

1.5

1.5

1.5

1.5

1.5

1.45

1.45

1.4

1.4

1.4

1.4

1.45

3.95

4.1

Dec.

3.6

3.35

2.95

2.25

1.9

l.«

1.9

1.85

1.8

1.75

1.72

1.8

1.8

1.75

1.68

1.62

1.58

1.52

1.5

1.6

3.6

2 2

2.4

2 1

2.0

1.9

1.82

1.8

2.9

2.7

2.1

NOTE. River frozen January 1 to March 10, approximately. Gage read to top of ice. The following 

comparative readings were also made:

February 13 ...........

February 24 ...........

March 6................

Date.

I:::::::::::::::::::::::::::::::::::::::::::::::::

Water 

surface.

Feet. 

3.2 

3.2 

3.3

2.95

2.8

Top of 

ice.

Feet. 

3.3 

3.3 

3.4 

3.1 

2.9

Thickness of 

ice.

Feet. 

1.5 

1.7 

1.85 

2.15 

2.2

RARITAN RIVER AT TTSTDERNE, 1ST. J.

This station was established June. 27, 1903, by E. P. Roundey. It is located at the highway bridge one-fourth mile from the Central Railroad of New Jersey station at Finderne, 

N.J.

The channel is straight for 300 feet above and 800 feet below the station. 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.

Discharge measurements are made from the upstream side of the two-span highway 

bridge. The initial point for soundings is the face of the right abutment.
72 STREAM MEASUREMENTS IN 1905, t»ABT II.

A standard chain gage, is located on the downslpeam side of the right-hand truss on the 

lower chord. The length of the chain from the ent of the weight to the end of the. ring is 

19.53 leet. Tbegt^e is read twice each day by Jacoo Siegel. Berksh mark No. 1 is a cross 

chiseled on the coping of the downstream wing wall M 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.

Information in regard to this station is contained in the ^following Water-Supply Papers of 

the United States Geological Survey:

Description: 97, p 242; 125, pp 87-S8. 

Discharge: 97, p 242; 125, p 88. 

Discharge, monthly: 125, p 89. 

Gage heights: 97, p 243; 125, p 88. 

Rating table: 125, p 89.

Discharge measurements of Raritan River at Finderne, $. J., in 1905,

Date. Hydrographer.

F. H. Tillinghast...... .............

R. M. Packard ......................

Width.

Feet. 

175

117

Area of 

section.

Square 

feet.

364

129

Miian 

velocity.

Feet per 

second.

3.S7

1.42

Gage 

height.

Feet. 

5.08

3.64

Discharge.

Secondftet.

1,445

182

Daily gage height, in feet, of Raritan River at Finderne, N. J., for 1905.

- Day.

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

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

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

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

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

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.

5.48

6.02

5.45

5.08

4.6

4.4

14.03

7.45

5.58

5.05

4.85

5.9

5.05

4.7

4.5

4.25

4.38

4.3

4.38

4.35

4.37

4.08

4.35

4.2

4.15

5.1

5.22

5.48

5.32

5.5 

4.85

Feb.

4.82

4.9

4.78

4.82

4.9

4.98

5.25

5.25

4.95

4.88

4.95

4 a

5.55

5.45

5.2

4.85

5.1

4.95

4.95

5.05

5.12

5.23

5.05

5.32

5 45

5.62

5.75

.......

Mar.

5.48

5.25

5.42

5.42

5.05

5.12

5.3

4 78

10.33

11.75

8.55

6.5

5.72

5.3

5.5

5.95

5.62

7.85

7.22

9.05

7.4

5.68

7.1

6.0

5 9

5.5

4.98 

4.9

Apr.

4.68

4.62

4.65

4.52

5.12

5.0

4.6

4.5

4.55

4 t;«

4

AK

4

Afi

4.3

4.18

4 1fi

4 9

4.15

4 18

4.2

4.18

4.15

4.1

4.08

4 q

4.0

4.12

May.

4.0

3,98

3.88

3.88

4.22

3.85

3.85

3.88

3.78

3.72

3.65

3

QO

q n

3.98

4.0

3.95

3 98

3.9

3.82

3.7

3.8

3.75

3.62

3.68

3

00

3.6

3 7

3.68

June.

3.6

3.68

3.75

3.45

3.6

3.6

3.58

3.7

3.75

3.65

3 58

4.02

3.8

3.7

3.65

3.6

3.55

3.65

3.52

3.65

4.0

3.7

3.58

3.45

3.55

July.

3.48

3.42

3.52

3.55

3.58

3.5

3.55

3.52

3.5

3.5

3.55

3.42

3.55

3.48

3.55

3.42

3.48

3.42

3.48

3.38

3.38

3.35

3.42

3.48

3.5

3.42

3.42

3.52

4.28 

3.9

Aug.

3.82

3.72

3.65

3.55

3.52

3.48

3.58

3.48

3.58

3.48

3.5

3.55

4.08

3.62

4.95

9.62

4.58

4.15

3.75

3.72

3.68

3.62

3.6

3.58

4.4

3.75

q co

3.75

3.68 

3.78

Sept.

3.65

7.32

8.38

7.55

4.7

4.45

4.25

4.3

4.0

3.98

7.88

4.3

4.65

4.38

4.28

4.12

4.1

5.32

4.25

4.68

4.32

4.22

4.3

4.1

4.0

3.92

4 0

3.88

Oct.

3.9

3.78

4.25

4.38

3.85

3.88

3.82

3.88

3.82

3.92

* 3.88

4.25

3.98

3.98

3.92

3.85

3.9

3.85

3.92

4.98

4.65

4.28

4.0

4.0

3.98

3 98

3 98

3.95

3.92

3.9 

3.9

Nov.

&.72

3.7

3.V

at*

s.rs

3.7

3.72

3.75

3.72

3.8

3.65

3.65

3.65

3.65

3.7

3.65

3.6

3.62

3.58

3.5

3.62

3.62

3.52

3.58

3.48

3.45

3.52

6.22

6.32

Dee.

4.48

4.22

6.0

47*

4.3

4.22

l\fi

,tt* -uVl

4,1

4.1

4.5

4.1

4.0

4.25

4.3

4.0

3.98

3.98

7.55

5.42

5.32

4.78

4.52

4.38

4.3

4.28

5.6

4.95 

4.6

NOTE. River frozen over January 26 to March 15, approximately, 

a hole cut in the ice. Thickness of ice, 0.5 foot.

Gage was read to water surface in
RA RITA 1ST RIVER DRAINAGE BASIN. 73

Station rating table for Raritan River at Finderne, N. J.,from January 1 to December 31,1905.

Gage 

height.

Feet.

. 3.30

3.40

3.50

3.60

3.70

3.80

3.90

4.00

4.10

4.20

4.30

Discharge.

Second-feet,

75

105

140

180

225

275

330

393

461

534

612

Gage 

height.

Ffet.

4.40

-4.50

4.60

4.70

4.80

4.90

5.00

5,10

5.20

5.30

3.40

Discharge.

Second-feet.

695

783

875

969

1,064

1,159

1,255

1,355

1,460

1,565

1,675

Gage 

height.

Feet.

5.50

5.60

5.70

5.80

5.90

6.00

6.20

6.40

6.60

6.80

Discharge.

Second-feet.

1,785

1,895

2,005 '

2,120

2,235

2,350

2,585

2,825

3,065

3,315

Gage 

height.

Feet.

7.00

7.20

7.40

7.60

7.80

8.00

8.50

9.00

9.50

10.00

Discharge,

Second-feet.

3,565

3,815

4,065

4,325

4,585

4,845

5,515

6,210

6,950

7,730

The above table is applicable only for open channel conditions. It is based on thirteen discharge 

measurements made during 10QJH905. *t is fairly well defined between gage heights 3.9 feet and 10.5 

feet. The tftble has been extended beymid these limits. Above gage height 10 feet the rating curve is a 

tangent, the difference being 170 per tenfh.

Above 4 feet the table is the saine as for 1904.

Estimated monthly discharge of Raritan River at Finderne, N. J.,for 1905. 

[Drai^ge area, 490 square miles.]

Month.

March 16-31.. ................................

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

Discharge in second-feet.

Maximum.

14,580 

6,280 

2,525 

629 

407 

596 

7,130 

5,353 

1,236 

2,729 

4,335

Minimum.

447 

1,159 

393 

180 

123 

90 

133 

180 

265 

122 

380

Mean.

1,722 

"2, 682 

772 

293 

201 

153 

513 

1,024 

420 

364 

914

Run-off.

Second-feet 

per square 

mile.

3.51 

5.47 

1.58 

-.598 

.410 

.312 

1.05 

2.09 

.857 

.743 

1.87

Depth 

in inches.

3.27 

3.25 

1.76 

.689 

.457 

.360 

1.21 

2.33 

.988 

.829 

2.16

NOTE. River frozen January 26 to March 15; n,q estimates made.

RARITAN RIVER AT POUND 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 Railroad station at Bound Brook, N. J.

The channel is straight for 500 feet above and below the station. 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.

.- Discharge measurements are made from the upstream side of the three-span highway 

bridge. The initial point for soundings is the face, of the right abutment.

%he original staff gage fastened to the upstream wing wall of the right abutment was 

carrfcd away by the ice January 23, 1904. February 2, 1904, a standard chain gage was 

fastened to the upstream side of the bridge 240 feet from the right abutment. The length 

of the fehain from the end of the weight to the marker is 23.44 feet. The gage is read twice 

each day by Joseph K. Tantum. Bench mark No. 1 is a square chiseled on the upstream 

Wing wan of the right abutment. Its elevation is 19.45 feet above gage datum. Bench
74 STREAM MEASUREMENTS IN 1905, PART IT.

muk Nft. 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 is! of the bridge

225 feet from the initial point for soundings. Its elevation is 20.75 feet above gage datum. 

Information in regard to this station is contained in the following Water-Supply Papers of 

the United States Geological Survey:

Description: 97, p 239; 125, p 90. 

Discharge: 82, p 127; 97, p 240; 125, p 90. 

Gage heights: 97, p 240; 125, p 91.

Discharge measurements of Raritan River at Bound Brook, N. J., in 1905.

Date.

March 17. ......

Hydrographer.

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

R.H. Bolster.......................

Width.

Feet. 

380

380

352

Area of 

section.

Square 

feet.

1,465

1,469

817

Mean 

velocity.

Feet -per 

second.

1.80

1.83

.39

Gage 

height.

Feet. 

2.83

2.89

1.05

Discharge.

Secondfeet.

2,639

2,684

315

Daily gage height, in feet, of Raritan River at Bound Broo&, N. J.,for 1905.

Day.

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

Jan.

2.8

3.15

2.95

2.35

2.1

2.35

10.3

5.7

 3.5

2.65

2.35

3.1

3.2

2.3

2.3

3.3

3.0

2.85

2.3

1.8

1.8

1.7

1.7

1.5

1.2

1.2

1.2

1.25

1.8

1.8

1.8

Feb;

1.8

1.8

1.8

1.7

1.8

1.9

1.9

2.0

2.0

1.95

1.85

1.8

2.1

2.8

2.6

2.4

2.3

2.0

1.8

1.8

1.8

1.8

1.8

1.8

1.9

2.1

2 45

2.35

Mar.

2.2

2.2

2.2

2.25

2 1

2.0

2 25

2.1

6.0

7.4

5.7

4.2

3.4

3.05

2.9

2.9

3.2

3.3

4.7

4.65

5.9

5.45

3.8

3.15

4.0

3.5

3.15

2.95

2.7

2.3

Apr.

2.15

2.0

1.9

1.85

2.85

3.8

2.9

2.5

2.15

2.0

2.15

2.15

2.0

1.9

1.9

1.85

1.65

1.6

1.65

1.6

1.6

1.65

1.55

1.5

1.5

1.5

1.5

1.6

1.6

1.5

May.

1.45

1.4

1.4

1.4

1.4

1.4

1.4

1.3

1.3

1.3

1.25

1.3

1.3

1.3

1.35

1.4

1.4

1.55

1.5

1.4

1.35

1.25

1.3

1.25

1.2

1.2

1.2

1.2

1.2

1.2

1.2

June.

1.2

1.2

1.2

1.2

1.2

1.2

1.2

1.3

1.3

1.2

1.2

1.2

1.25

1.25

1.2

1.2

1.2

1.2

1.1

1.3

1.15

1.15

1.35

1.25

1.2

1.2

1.1

1.1

1.05

1.05

July.

1.05

1.05

1.1

1.15

1.15

1.15

1.1

1.1

1.1

1.05

1.05

1.0

1.05

1.05

1.05

1.05

1.05

1.0

1.05

1.05

.95

.95

.95

.95

1.0

1.05

1.05

.95

1.0

1.85

1.5

Aug.

1.3

1.25

1.2

1.15

1.1

1.1

1.05

1.1

1.25

1.15

1.15

1.1

1.1

1.5

2.3

6.2

2.3

1.75

1.6

1.4

1.3

1.25

1.2

1.15

1.4

1.6

1.2

1.25

1.2

1.25

1.15

Sept.

1.2

1.2

5.07

5.8

3.25

2.4

2.0

1.8

1.65

1.45

1.4

4.67

2.25

1.85

1.65

1.6

1.5

1.6

2.05

1.75

1.85

1.6

1.55

1.4

1.35

1.35

1.3

1.25

1.25

1.2

Oct.

1.2

1.2

1.3

1.3

1.2

1.2

1.2

1.2

1.2

1.2

1.2

1.45

1.4

1.2

1.2

1.2

1.2

1.2

1.2

2.15

2.15

1.6S

1.5

1.4'

1.4

1.4

1.4

1.3

1.3

1.3

1.2

Nov.

1.2

1.2

1.2

1 2

1.2

1.2

1.2

1.2

1.2

1.2

1.2

1.2

1.15

1.1

1.1

1.15

1.15

1.15

1.15

1.1

1.1

1.1

1.15

1.15

1.1

1.15

1.15

1.2

2.85

3.6

Dec.

1.9

1.7

2.3

2.75

1.95

1.8

1.65

1.6

1.55

1.7

1.7

1.6

1.5

1.5

1.35

1.4

1.45

1.35

1.4

1.4

3.75

3.3

2.6

2.45

2.05

1.85

1.8

1.7

2.95

2.6

2.05

NOTE. River frozen over January 16-21 and January 26 to March 9. Thickness of ice, 0.4 to 0.7 foot. 

During frozen period gage was read to top of ice.
RARITAN RIVER DRAINAGE BASIN. 75

Station rating table for Raritan River at Bound Brook, N. J.,from September 12,1903, to

December 31, 1905.

Gage 

height.

Feet.

0.90

1.00

1.10

1.20

1.30

1.40

1.50

1.60

1.70

1.80

1.90

Discharge.

Second-feet.

205

275

350

430

520

615

715

820

930

1,050

1,170

Gage 

height.

Feet.

2.00

2.10

2.20

2.30

2.40

2.50

2.60

2.70

2.80

2.90

3.00

Discharge.

Second-feet.

1,300

1,440

1,580

1,730

1,890

2,050

2,210

2,370

2,540

2,710

2,880

Gage 

height.

Feet.

3.20

3.40

3.60

3.80

4.00

4.20

4.40

4.60

4.80

5.00

5.20

Discharge.

Second-feet.

3,240

3,610

4,000

4,400

4,800

5,220

5,660

6,100

6,560

7,020

7,500

height.

Feet.

5.40

5.60

5.80

6.00

6.20

6.40

6.60

6.80

7.00

7.50

8.00

Discharge.

Second-feet.

7,980

8,480

8,980

9,500

10,030

10,570

11,120

11,680

 12,250

13,700

15,200 .

The above table is applicable only for open-channel conditions. It is based on eleven discharge 

measurements made during 1903-1905 between gage heights 1.05 feet and 7.35 feet. Measurements at 

this station do not plot well, owing to slight shifting of the stream bed and influence of backwater 

from a dam 2 miles below. Estimates are therefore subject to considerable error, particularly in times 

of low water.
76 STEEAM MEASUBEMENTS IN 1905, PAET II.

Estimated monthly discharge of Raritan River at Bound Brook, N. J., for 1903 1905. 

[Drainage area, 800 square miles.]

Month.

1903.

1905.

Discharge in second-feet.

Maximum.

5,880

28,500

1,370

10,570

19,820

17,060

7,740

875

1,300

2,130

6,330

21,940

10,440

5,330

4,600

22,620

13, 410

4,400

768

568

1,110

10,030

8,980

1,510

4,000

4,300

Minimum.

665

615

615

520

1,370

820

615

430

350

430

615

520

520

665

568

430

1,730

715

430

312

240

312

430

430

350

568

Mean.

1,544

3,152

757

1,800

5,191

2,204

1,617

566

651

758

1,860

1,830

1,604*

1,122

' 1,581

3,451

4,723

1,284

545

430

347

878

1,640

575

594

1,336

Run-off.

Second-feet 

per square 

mile.

1.93

3.94

.946

2.25

6.49

2.76

2.02

.708

.814

.948

2.32

2.29

2.00

1.40

1.98

4.31

5.90

1.60

.681

.538

.434

1.10

2.05

.719

.782

1.67

Depth 

in inches.

1.36

4.54

1.06

1.34

2.41

3.18

2.10

.632

.908

1.09

2.68

2.56

2.31

1.56

.957

3.04

4.83

1.78

.785

.600

.500

1.27

2.29

.829

.872

1.92

September 12-30....

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

November..........

December 1-9,20-26.

February 8-9,22-29. 

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

April 1-28..........

May 8-31...........

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

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

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

September..........

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

November..........

December 1-9,28-31.

January 1-15,22-25. 

March 10-31.......

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

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

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

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

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

September.........

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

November.........

December.........

NOTE. River frozen December 10-19, 27-31, 1903; January 1-22, February 2-7, 10-21, December 10-27, 

1904; January 16-21, January 26 to March 9,1905; no estimates made. No record of gage heights January 24 to February 1 and April 29 to May 7, 1904.

DELAWARE RIVER DRAINAGE BASIN. 

DESCRIPTION OF BASIN.

Delaware River rises in Delaware, Greene, and Schoharie counties, N. Y., the source of 

the main stream, which is commonly known as West Branch, to distinguish it from the 

smaller East or Pepacton Branch, being a small lake almost on the line of Schoharie and 

Delaware counties, at an elevation of 1,886 feet above tide. From this lake it flows southwestward across central Delaware County to Deposit, where it receives Oquaga Creek, a 

large tributaiy draining eastern Broome County, and turns abruptly to the southeast, forming the boundary line between New York and Pennsylvania until Port Jervis is reached. 

Here it turns again to the southwest and flows for a distance of about 40 miles along the 

base of the Shawangunk Range until it passes through the water gap, from which point it 

flows irregularly southward to Trenton. Below Trenton the course is in general southwestward to Delaware Bay. South of Port Jervis it forms the dividing line between Pennsylvania and New Jersey, and for a few miles between Delaware and New Jersey.
DELAWARE RIVER DRAINAGE BASIN. 77

East Branch rises at Grand Gorge in northeastern Delaware county, and flows parallel to 

West Branch across southern Delaware County, uniting wi^h the latter stream at Hancock.

The to.al length of the river from the mouth to the head of West Branch is about 410 

miles; its drainage area, measured at Philadelphia and including Schuylkill River is 10,100 

square miles, of which about 2,580 square miles lie in New York, 5,720 in Pennsylvania, and 

1,800'in New Jersey. The river is tidal to Trenton, which lies also at the head of navigation.

The upper drainage area is relatively long and narrow, with numerous short, lateral tributaries. From its head streams in New York it flows in a tortuous course through a deep, 

narrow trough in an elevated table land, the mean level of the, plateau remaining nearly constant, the valley growing progressively deeper, and the river hills becoming higher and 

steeper. On leaving the plateau in Wayne and Pike counties, Pa., the river emerges into a 

broad, open valley, bordered on the west by fertile cultivated flats, behind which rise numerous rolling hills, and on the east by the forest-covered flanks of the Kittatinny Mountains. 

Passing through the mountains by means of the celebrated water gap, it descends obliquely 

southward across the entire Appalachian Valley to the point where it enters the South Mountains below Easton. The topography of this portion of its course is marked by no striking 

features, the surface of the country being elevated only 100 or 200 feet above the stream. 

Between Easton and Trenton the river is bordered by an alternation of hills and narrow 

intervening valleys, while below Trenton it becomes a wide, tidal stream flowing between 

shores which are in many places only low banks of sand or gravel and in others broad, 

slimy marshes covered with reeds and grass.

The fall of the river is rapid; the bed is principally gravel, sand, and bowlders, and at 

many places rock, and the banks are generally high. The flow is extremely variable, and 

would no doubt be much more so were it not for the great number of lakes which are tributary to the stream from northern Pennsylvania and New Jersey as well as from New York. 

The influence of these lakes in moderating floods must be considerable.

The Delaware receives a number of important tributaries, among which may be mentioned 

Mongaup and Neversink rivers and Callicoon creek from New York; Lackawaxen, Lehigh, 

and Schuylkill rivers and numerous creeks from Pennsylvania, and Rancocas Creek, Musconetcong River, and Maurice River from New Jersey.

Measurements of the flow of Delaware River were made during the last half of June, 1891, 

by Prof. Dwight Porter and students at Delaware Watergap, Pa. The results show a flow 

-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. The discharge 

was measured by E. G. Paul June 4, 1899, at Martins Creek, Pa., 7 miles above the mouth 

of Lehigh River, and found to be 2,724 second-feet.

During 1905 the following gaging stations were maintained in the Delaware River basin 

by the United States Geological Survey:

West Branch Delaware River at Hancock, N. Y. 

East Branch Delaware River at Hancock, N. Y. 

Delaware River at Lambertville, N. J. 

Musconetcong River near Bloomsbury, N. J.

In addition to the work at these stations measurements have been made for several years 

by Mr. John E. Codman, hydrographer of the water department of the city of Philadelphia, 

on the following streams in the vicinity of Philadelphia: "Perkiomen, Tohickon, Neshaminy, - 

and Wissahickon creeks, and Schuylkill River.
STBEAM MEASUREMENTS IN 1905, PART II.

WEST BRANCH DELAWARE RIVER AT HANCOCK, X. Y.

This station was established October 15, 1902, by P. M. Churchill, It is located one-half 

mile west of the Erie Railroad station at Hancock, N. Y., and about 1 mile above the mouth 

of East Branch.

The channel is straight for 400 feet above and 800 feet below the bridge. The current is 

swift. Both banks are high and rocky and are not subject to overflow. The bed of the 

stream is composed of earth and cobblestones.

Discharge measurements are made from the 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 original wire gage was attached to the upstream side of the bridge. It was replaced 

July 20, 1903, by a standard chain gage. The location and the gage datum were not 

changed. The length of the chain from the end of the weight to the marker is 30.44 feet. 

The gage is read twice each day by David Pulver, the collector of tolls at the bridge. 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.

Information in regard to this station is contained in the annual reports of the state engineer and surveyor of New York prior to 1905 and in the following Water-Supply Papers of 

of the United States Geological Survey:

Description: 82, p. 128; 97, p. 262; 125, p. 96. 

Discharge: 82, p. 128; 97, p. 263; 125, p. 96. 

Gage heights: 82, p. 129; 97, p. 263; 125, p. 97.

Discharge measurements of West Branch Delaware River at Hancock, N. Y., in 1905.

Date.

March 22 ......

March 23 ......

March 24.......

March 26.......

Hydrographer.

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

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

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

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

Width.

Feet. 

245

245

253

300

295

222

Area of 

section.

Square 

feet.

1,130

1,025

937

1,633

1,689

543

Mean 

velocity.

Feet per 

second.

4.89

5.08

4.29

6.96

5.42

1.42

Gage 

height.

Feet. 

6.38

5.92

5.55

7.45

3.90

Discharge.

Secondfeet.

5,525

5,211

4,022

11,380

9,165

774
DELAWARE RIVER DRAINAGE BASIN. 79 

Daily gagg height, in feet, of West Branch Delaware River at Hancock, N. Y., for 1905.

Day.

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

31...'...........

Jan.

4.65

45

435

3.95

3.65

4.1

6.95

6.45

5.2

4.8

44

46

5.6

4.6

3.99

3.84

3.94

3.89

409

3.84

3.59

3.54

4.34

3.54

3.94

484

494

d 04

474

469 

4.69

Feb.

4.49

4.29

4.09

409

404

409

3 79

3.53

3.28

3.43

3.38

3.58

3.88

3.53

3.43

3.52

4.0

3.9

42

4.0

42

3.9

40

3.95

4.05

4.05

4.0

Mar.

3.65

3.75

3.85

3.7

3.8

3.75

3 7

3.95

42

3.85

3.95

3.85

3.8

3.8

3.85

3.95

42

8.6

8.0

7.25

6.55

6.05

5.6

7.22

7.5

8.0

7 PI 5

7.0

6.9 

6.65

Apr.

5.85

5.25

4.9

4.9

4 qg

5.1

5.05

5.0

47

4.9

5.0

5.3

5.05

4.7

455

4.5

435

42

4.15

4.05

4.3

4.35

4.15

4.0

3.95

3

QK

3.9

3.6

3.7

May.

3.45

3.5

 3 OK

q AK

3.4

3.5

3.5

3.7

q CK

3.6

3.4

3.45

3.35

3.4

3.3

a OF;

3.35

q K

3.3

3.15

June.

3.0

2.95

 > Q

2.95

4.2

40

3.85

3.85

3.6

3.45

3.65

3.45

3.45

3.22

3.35

3.25

4.1

4.0

3.85

3.7

3

qc.

3.25

q *>

3.35

3.25

July.

4.3

3.4

3

0

3.3

3.0

3.0

3.0

3.2

3.05

3.0

3.1

3.05

3.05

3

n

2.9

q t\

2.9

2.95 

3.3

Aug.

3.6

3.7

3.28

3.0

q i

3.15

3.1

3.2

3.2

3.4

4 05

4.15

3.8

3.5

3.4

3.35

3.3

3.15

3.15

3.15

q i

3.1

2.98

3.05

3.3 

4.28

Sept.

4.22

4.0

475

435

4 3

q QC

3

QC

3.72

4.48

425

3.95

3.8

4.4

4.9

4.7

5.8

5.05

4.7

4 41

4.25

4 0

3.85

3 7

3.55

Oct.

3.4

3.4

3.75

3.45

3

*y>

3.2

3.18

4.6

4.52

4.05

3.8

3.75

3.65

3.6

3.7

4.3

4.25

4.1

3.95

3.9

3.9

q 7K

3.65

q 7

3.55

3.55 

3.45

Nov.

3.6

3.5

3.4

3.4

3.4

3.45

4 0

4 0

3.9

3.9

3.8

3.75

3.7

3.6

3.55

3.52

3.5

3.48

3.4

3.35

3.25

3.2

3.3

3.2

3.3

q i c

3.15

*> OR

4.6

6.18

Dec.

5.0

4.7

7.2

7.8

6.15

5.55

K 1 K

4.85

4.6

4.4

4.3

4.2

4.65

3.65

3.45

4.75

4.25

3.95

4.2

4.65

4.25

3.9

3.75

3.6

3.6

3.85

4.05 

3.85

NOTE. Ice conditions February 1 to March 18, approximately.
80 STBEAM MEASUREMENTS IN 1905, PART II.

Station rating table for West Branch Delaware River at Hancock, N. Y.,from October 15,1902,

to October 10,1903.

Gage 

height.

Feet.

2.00

2.10

2.20

2.30

2.40

2.50

2.60

2.70

2.80

2.90

3.00

3.10

3.20

3.30

3.40

3.50

Discharge.

Second-feet.

20

27

40

58

85

120

161

208

260

317

378

443

511

582

656

733

h^t.

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

4.90

5.00

5.10

Discharge.

Second-feet.

814

900

992

1,091

1,198

1,315

1,443

1,583

1,734

1,895

2,065

2,244

2,431

2,625

2,826

3,033

Gage 

height.

Feet.

5.20

5.30

5.40

5.50

5.60

5.70

5.80

5.90

6.00

6.20

6.40

6.60

6.80

7.00

7.20

7.40

Discharge.

Second-feet.

3,246

3,465

3,690

3,920

4,155

4,395

4,640

4,890

5,130

5,690

6,250

6,820

7,400

8,000

8,600

9,240

Gage 

height.

Feet.

7.60

7.80

8.00

8.20

8.40

8.60

8.80

9.00

9.50

10.00

10.50

11.00

11.50

12.00

13.00

Discharge.

Second-feet.

9,880

10,520

11,200

11,880

12,560

13,240

13,960

14,680

16,560

18,520

20,520

22,600

24,780

27,000

31,600

The above table is applicable only for open-channel conditions. It is based on seven discharge 

measurements made during 1902-3. It is fairly well defined between gage heights 2.5 feet and 6 feet. The 

table has been extended beyond these limits.

Station rating table for West Branch Delaware River at Hancock, N. Y.,from October 11,1903,

to December 31, 1905.

Gage 

height.

Feet. 

2.70

2.80

2.90

3.00

3.10

3.20

3.30

3.40

3.50

Discharge.

Second-feet. 

50

79

113

152

196

245

300

365

440

Gage 

height.

Feet. 

3.60

3.70

3.80

3.90

4.00

4.10

4.20

4.30

4.40

Discharge.

Second-feet. 

523

614

714

822

939

1,066

1,204

1,352

1,511

Gage 

height.

Feet. 

4.50

4.60

4.70

4.80

4.90

5.00

5.10

5.20

5.30

Discharge.

Second-feet. 

1,6*)

l,85fe

2,047

2,245

2,454

2,670

2,896

3,130

3,37Q

Gage 

height.

Feet. 

5.40

5.50

5.60

5.70

5.80

5.90

6.00

Discharge.

Second-feet. 

3,610

3,860

4,110

4,370

4,630

4,890

5,150

The above table is applicable only for open-channel conditions. It is based on seven discharge measurements made during 1904-5. It is fairly well defined between gage heights 3 teet and 8 feet. The table 

has been extended beyond these limits, being the same as the preceding table above 6 feet.
DELAWARE RIVER DRAINAGE BASIN. 81 

Estimated monthly discharge ofWest Branch Delaware River at Hancock, N. Y., for 1902-1905.

Month.

1902. 

October 15-31.....

1903. 

March 16-31.......

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

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

1904.

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

Discharge in second-feet.

Maximum.

8,090 

1,980 

12,662

12,560 

2,726 

208 

3,421 

' 1,256 

9,368 

2,509 

33, 740 

5,582 

7,460

31,830 

6,791 

2,627 

1,528

Minimum.

378 

184 

366

],341 

378 

37 

21 

92 

184 

109 

136 

187 

418

2,760 

857 

346 

53

Mean.

1,812 

622 

2,439

3,471 

1,170 

119 

782 

381 

1,100 

604 

3,492 

1,013 

2,431

10,803 

2,666 

1,013 

420

Month.

1904. 

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

December 1-9, 28-31

1905. 

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

March 19-31. .......

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

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

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

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

September.........

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

November. ........

December. ........

Discharge in second-feet.

Maximum.

1,680 

3,860 

2,670 

9,560 

1,680 

8,920

7,850 

13,240 

4,760 

614 

1,204 

1,352 

1,322 

4,630 

1,859 

5,636 

10,520

Minimum.

129 

440 

196 

332 

300 

300

473 

4,110 

523 

196 

113 

113 

144 

482 

196 

144 

402

Mean.

410

1,247 

761 

1,582 

669 

1,696

1,899 

8,544 

1,894 

396 

454 

270 

397 

1,344 

652 

681 

2,026

NOTE. No estimates during frozen period.

BAST BRAKCH DELAWARE RIVER AT HANCOCK, N. Y.

This station was established October 14, 1902, by P. M. Churchill. 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 West Branch of the Delaware. The Erie Railroad 

bridge is just below the station.

The channel is straight for 600 feet above and 300 feet below the station. The current is 

swift. Both banks are of medium height and are not liable to overflow. The bed of the 

stream is composed of rocks and gravel. There are three channels at low water and five 

channels at high water. During low water the elevation of the water surface at the station 

is lower than the water surface on West Branch of the Delaware, but there is no danger of 

the gage heights being affected by backwater from West Branch, as there is considerable 

fall between the gaging station and the junction of the branches.

Discharge measurements are made from the downstream side of the five-span iron highway bridge to which the gage is attached. The bridge has a total span of 425.5 feet between 

abutments. The initial point for soundings is the face of the right abutment at the top.

A standard chain gage is attached to the lower chord of the second span from the left 

end of the bridge on the upstream side. It was installed July 21, 1903, to replace the old 

wire gage. The gage datum was not changed. The length of the cham from the end of the 

weight to the marker is 32.43 feet. The gage is read twice each day by D. B. Van Etten. 

The bench mark is a circular chisel draft on the top of the left abutment on the downstream 

side. It is marked " B. M." Its elevation is 27.93 feet above gage datum. The elevation 

of the top of the gage pully is 32.40 feet above gage datum.

Information in regard to this station is contained in the annual reports of the State engineer and surveyor of New York prior to 1905, and in the following Water-Supply Papers of 

the United States Geological Survey:

Description: 82, pp 129-130; 97, p 264; 125, p 98. 

Discharge: 82, p 129; 97, p 265; 125, p 98. 

Gage heights: 82, p 130; 97, p 265; 125, p 99.

IER 166 06 6
82 STEEAM MEASUREMENTS IN 1905, PART II.

Discharge measurements of East Branch Delaivare River at Hancock, N. Y., in 1905.

Date.

March 22.......

March 23.......

March 24.......

March 26.......

Hydrographer.

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

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

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

....do.........."....................

Width.

Feet. 

351

337

336

352

352

321

318

Area of 

section.

Square 

feet.

1,568

1,420

1,309

2,028

1,879

660

643

Mean 

velocity.

Feet per 

second.

4.38

4.62

3.85

6.04

5.57

1.26

1.23

Gage 

height.

Feet. 

6.18

5.85

5.42

7.59

7.00

3.45

3.40

Discharge.

Secondfeet.

6,863

6,554

5,046

12,260

10,470

829

791

Daily gage height, infect, of East Branch, Delaware River at Hancock, N-. Y .,for 1905.

Day.

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

24........ .

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

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

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

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

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

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

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

Jan.

4.6

4.5

4.35

4.05

4.22

6.5

7.0

5.55

5.1

4.7

4.7

5.7

4.8

4.2

4.25

4.3

4.32

4.22

4.05

3.98

3.88

3.52

3.82

4.25

4.7

5.15

5.1

5.1

4.95

Feb.

4.9

4.8

4.65

4.55

4.5

4.52

4.6

4.6

4.55

4 5

4.5

4.5

4.45

4.5

4.4

4.4

4.38

4.4

4.3

4 38

4.4

4.3

Mar.

4.35

4.2

4.2

4.15

4.15

4 >*;

4.35

4.6

4.7

4.65

4 45

4.35

4.3

6.05

8.0

6.7

6.25

5.9

C A

8.2

8.05

7.9

8.4

7.85

Apr.

6.85

5.4

5.12

5.18

5.45

5.1

4 85

4.68

4.7

5.0

4.8

4 45

4.2

4.08

4.0

4.2

0 Q

3.8

3 79

3.65

3.75

May.

3.62

3.5

3.48

3.4

3.4

3.5

3.48

3.32

3.3

3.38

Q ?*">

3.32

3.35

3.32

3.2

3.2

3.18

3.12

3.1

3.1

3

1

3.05

3.0

3.0

June.

3.45

3.02

2.9

3.72

3 CO

3.28

3.22

3.2

3.48

3.25

3.0

3.1

0 1

3.08

o 95

9 Q

2.85

2.8

July.

2.8

3.0

3.88

3.48

3.22

3.1

3.08

2.98

2.9

2.9

2.88

3.0

3.15

2.92

2.85

2.8

3

1

2.92

2.88

2.8

2.82

2.8

3.15

3.55

Aug.

3.52

3.35

3.08

3.0

2.92

2.9'

2.9

2.88

2.8

2.95

o 9

3.05

3.4

3.4

3.2

3.1

2.95

2 Q

2 Q

3

n«>

2.92

2.82

3.1

4.5

Sept.

3.9

3.58

4.7

5.0

5.1

4.55

4.25

3.85

3.72

3.6

4.6

4.5

4.1

3.85

3.7

3.65

4.2

4.52

4.25

4

ftK

3.85

3.75

3.62

q no

3.48

3.4

Oct.

3.32

3.28

3.35

3.45

3.28

3.2

3.12

3.1

3.05

3.02

3.5

4.48

4.22

3.85

3.7

3.6

3.5

3.48

3.52

4.1

4.08

3.98

3 Q

3.75

3.65

3

KC

3.52

3.48

3.42

Nov.

3.42

3.4

3.3

3.32

3.3

3.35

3.8

3.7

3.7

3.6

3.55

3.52

3.5

3.38

3.38

3.32

3.3

3.28

o 9

Q "10

3 1 %

3 IK

3

1

Q 1

Dec.

5.05

4.8

7.05

8.8

6.2

5.3

5.05

4.75

4.55

4.35

4.15

4.08

3.82

3.6

3.55

3.6

3.5

3.65

3.5

3.82

3.68

3.6

3 7

3 62

3.65

3.82

NOTE. River frozen entirely across February 1 to March 18, approximately. There was a large 

quantity of needle ice. During this period the gage was read to water surface in a hole cut in the ice. 

The following comparative readings were also made:
DELAWARE RIVER DRAINAGE BASIN. 83

Daily gage height, in feet, of East Branch Delaware River at Hancock, N. Y.,for 1905 ConDate.

February 4. .............................................................

February 18. ...........................................................

February 25. ............................................................

March 4... .............................. ................. .............

March 18. ...............................................................

Water 

surface.

Feet. 

4.7

4.6

4.5

4.4

4.2

4.7

4.3

Top of 

ice.

Feet. 

4.85

4.4

4.4

4.3

4.o

4.6

4.4

Thickness of 

ice.

Feet. 

0.9

1.0

1.1

1.0

1.2

1.3

1.3

Station rating table for East Branch Delaware River at Hancock, N. Y., from October 14,1902,

to October 10,1903.

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

3.70

3.80

3.90

4.00 

4.10

4.20

Discharge.

Second-feet.

190

230

280

340

410

490

580

679

787

903

1,027

1,159

1,298

1,443

1,594

1,751 

1,915

2,086

Gage 

height.

Feet.

4.30

4.40

4.50

4.60

4.70

4.80

4.90

5.00

Discharge.

Second-feet.

2,265

2,453

2,650

2,857

3,075

3,304

3,544

3,795

5.10 4,055

5. 20 4, 320

5. 30 4, 590

5. 40 4, 865

5.50 5,150

5. 60 5, 440

5.70 5,735

5.80 6,035 

5.90 6,345

6.00 ! 6,665

Gage 

height.

Feet.

6.20

Discharge.

Second-feet.

7,330

6.40 \ 8,020

6.60

6.80

7.00

8,730

9,460

10,210

7.20 10,980

7.40 11,760

7.60

7.80

8.00

3.20

8.40

8.60

8.80

9.00

9.20 

9.40

9.60

12, 560

13, 360

14,200

15,040

15,920

16,820

17,760

18, 740

19,740 

20,780

21,820

Gage 

height .

Feet.

9.80

10.00

10.50

11.00

11.50

12.00

12.50

13.00

13.50

14.00

14.50

15.00

15.50

16.00

16.50

17.00 

17.50

Discharge.

Second-feel.

22,880

23, 960

26,700

29,520

32,440

35,460

38,600

41,880

45,280

48,780

52,400

56, 120

59,960

63,900

67,960

72,140 

76,440

The above table is applicable only for open-channel conditions. It is based upon nine discharge 

.measurements made during 1902-3. *It is fairly well denned between gage heights 2.7 feet and 6 feet. 

The table has been extended beyond these limits.

Station rating table for East Branch Delaware River at Hancock: N. Y., from October 11,1903,

to December 31, 1905.

Gage 

height.

Feet.

2.50

2.60

2.70

2.80

2.90

3.00

3.10

3.20

3.30

3.40

Discharge.

Second-feet.

120

151

195

252

322

402

492

589

693

804

Gage 

height.

Feet.

3.50

3.60

3.70

3.80

3.90

4.00

4.10

4.20

4.30

4.40

Discharge.

Second-feet.

924

1,054

1,1%

1,351

1,519

1,700

1,892

2,094

2,306

2,526

Gage 

height.

Feet.

4.50

4.60

4.70

4.80 _

4.90

5.00

5.10

5.20

5.30

5.40

Discharge.

Second-feet.

2,752

2,984

3,222

3, 464

3,710

3,960

4,215

4,475

4,740

5,010

Gage 

height.

Feet.

5.50

5.60

5.70

5.80

5.90

6.00

6.20

6.40

6.60

Discharge.

Second-feet.

5,285

5,565

5,850

6,140

6,435

6,735

7,365

8,025

8,730

The above table is applicable only for open-channel conditions. It is based upon nine discharge 

measurements made during 1904-^5. "it is well denned between gage heights 3 feet and 7.5 feet. Above 

gage height 6.5 feet the table is the same as the preceding one.
84 STEEAM MEASUREMENTS IN 1905, PART II. 

Estimated monthly discharge of East Branch Delaware River at Hancock, N. Y.,for

Month.

October 15-31......... ........... ....................................

Discharge in second-feet.

Maximum.

10,400 

3,424 

23,960

Minimum.

903 

679 

903

Mean.

2,821 

1,270 

5,093

Estimated monthly discharge of East Branch Delaware River at Hancock, N. Y.,for 1903.

Discharge in second-feet.

March 16-31 .........................................................

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

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

Maximum.

20,210

6,601

679

10, 670

4,055

10,750

3,520

50,510

9,571

12,440

Minimum.

2,733

744

270

198

403

490

368

334

782

1,320

Mean.

6,010

2,434

416

2,252

909

1,817

962

5,724

2,205

2,914

No estimate for frozen period. 

Estimated monthly discharge of East Branch, Delaware River at Hancock, N. Y., for 1904^

Discharge in second-feet.

March 22-31. ........................................................

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

Maximum.

72,480

11,680

4,554

2,054

6,615-

3,222

1,435

19,240

4,215

10,590

Minimum.

4,449

1,892

793

308

322

589

322

589

748

1,274

Mean.

33,320

5,162

1,677

848

897

1,305

656

2,842

1,329

3,064

No estimate for frozen period.
DELAWAEE EIVEB DBAINAGE BASIN. 85

Estimated monthly discharge of East Branch Delaware River at Hancoclc, N. Y., for 1905.

Month..

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

March 19-31.. .......................................... . ......

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

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

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

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

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

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

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

Discharge in second-feet.

Maximum.

10,210 

15,920 

9,645 

1,082 

1,227 

1,485 

2,752 

4,215 

2,707 

8,910 

17,760

Minimum.

804 

5,010 

1,125 

402 

252 

252 

252 

804 

420 

492 

924

Mean.

3,261 

11,330 

3,123 

698 

555 

455 

548 

1,946 

1,112 

1,088 

2,837

No estimate lor frozen period.

DELAWARE RIVER AT LAMBERTVII.L.E, X. J.

This station was established July 22, 1897, by Arthur P. Davis. It is located at the toll 

bridge at Lambertville, N. J.

The channel is straight above and below the station. The bed of the stream is of gravel 

and sand and does not change. A dam located about a mile below the station may change 

slowly and thus in time affect the stage of water at the station.

Discharge measurements are made from the lower side of the bridge to which the gage 

is attached. The initial point for soundings is on the left bank.

The original gage was a standard chain gage attached to the covered toll bridge. The 

datum of this gage was 2.00 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 

extreme south door on 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 the original gage was attached was 

carried away in the flood of October 10-11, 1903, and from that date 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 wooden bridge and set to the same datum as the original chain gage; length of chain, 

30.46 feet. The gage is read twice daily by Charles H. Naylor, collector of tolls. At the 

time the new gage was installed a second bench mark was established on the top of the 

bolt in the fifth course below the coping on the upstream face of the left abutment; elevation, 14.82 feet.

Information in. regard to this station is contained in the following publications of the 

United States Geological Survey (Ann = Annual Report; WS= Water-Supply Paper):

Description: Ann 20, iv, pp 84-S5; WS 15, p 7; 27, p 9; 35, pp 62-63; 47, p 80; 65, p 214; 82, p 133; 97, 

pp 249-250; 125, pp 99-100.

Discharge: WS 15, p 7; 27, p 23; 35, p 63; 47, p 80; 65, p 214; 82, p 134; 97, p 250; 125, p 100. 

Discharge, monthly: Ann 20, iv, p 85; 21, iv, p 77; 22, iv, p 112; WS 75, p 27; 82, p 135. 

Discharge, yearly: Ann 20, iv, p 48.

Gage heights: WS 15, p 7; 27, p 16; 35, p 63; 47, p 80; 65, p 214; 82, p 134; 97, p 251; 125, p 100. 

Hydrographs: Ann 20, iv, p 86; 21, iv, p 77; 22, iv p 113; WS 75, p 28. 

Rating tables: WS 27, p 24; 39, p 442.
86 STREAM MEASUREMENTS IN 1905, PART II.

Discharge measurement of Delaware River at LambertviUe, N. J., in 1905.

Date. Hydrographer. j Width.

|

Feet. 

R. H. Bolster....................... 811

Area of 

section.

Square 

feet.

5,615

Mean 

velocity.

Feet per 

second.

0.94

Gage 

height.

Feet. 

2.90

Discharge.

Secondfeet.

a3,386

a Total discharge of river plus canal, 3,844 second-feet. 

Daily gage height, in feet, of Delaware River at LambertviUe, N. J.,for 1905.

Day.

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

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

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

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

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

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

8............1.

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

Jan.

5.15

5.1

(»)

8.25

10.82

9.75

8.05

7.05

6.55

6.4

6.1

6.0

5.2

4.85

4.9

4.7

4.75

4.75

4.65

J.26

4.15

3.7

(6)

Feb.

CO

Mar.

( c )

rf4.9

4.9

5.0

4.65

4.8

6.52

11.69

9.15

9 4

11.22

10.7

9.8

9.35

Apr.

8.7

7.8

6 95

6 4

5.55

4.75

4.75

4.6

i. <;

4.45

4.5

4.65

4.5

4 05

A n^

4.0

3 95

3.8

May.

3.75

3.7

Q A

3.4

3.45

'3.4

3.3

3.2

3.2

3.4

3.4

3.25

3.4

3.25

3.15

3.1

2.9

2.8

0 8

0 -

2.65

2.7

June.

2.7

2 7

2.5

2.5

2.5

2.5

3.1

3.3

3.2

3.05

2.86

2.9

3.1

2.95

2.8

2.6

2.5

2.7

2.85

3.1

3.2

3.2

2.85

2.6

2.45

2 4

July.

2.3

2.35

2.6

3.1

2.85

2.8

2.6

2.6

3.1

3.4

3.1

3.1

3.05

2.85

3.0

2.8

3.1

3.2

3.2

3.0

2.8

2.15

2.85

3.45

3.25

Aug.

3.15

3.65

3.35

3.1

2.95

3.35

4.85

4.5

4.4

4 °5

3.95

3.8

3.4

3.5

4.45

4 ^5

3.45

3.3

Sept.

3.25

4.6

5.4

7.6

6.7

5.85

5.3

5.0

4.75

4.65

5.95

7.37

6.7

5.95

5.45

5.15

5.05

5.1

5.3

5.35

5.5

5.1

4.85

4.65

4.35

4.2o

4.15

Oct.

4.1

3 95

3.9

3.85

3.8

3.75

3.75

3.6

3.55

3.45

4.6

5.45

5.5

5.15

4.8

4.55

4.45

4.35

5.4

5.5

5.25

5.05

4.9

4.8

4 7

4 6

4.35

Nov.

4.25

4.2

4.2

4.15

4.1

4.1

4.05

4.2

4.3

4.35

4.3

4.25

4.2

4.1

4.1

4.05

3.9

4.0

3.8

3.8

3.65

3.65

3.65

o 7

3.65

4.85

Dec.

6.9

6.1

5.85

8.83

9 3

7.55

6.7

6.15

5.85

5.55

5.45

5.2

5.1

4.75

4.55

4.6

4.6

4. a

5.1

5.7

5.7

5.4

5.0

4.8

4.8

5.15

5.15

a River frozen entirely across. 

'* River frozen at gage.

c Channel open between first and second piers. 

d Ice almost gone.

MTrSCCMSTETCCMSrG RIVER KEAR BiLOOMSBTTRY, 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 Bloomsbury, N. J.

The channel is straight for 200 feet above and 100 feet below the station. Both banks 

are low and liable to overflow. At high stages part of the water flows around the bridge. 

The bed of the stream is composed of gravel.

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.
DELAWARE RIVER DRAINAGE BASIN. 87

' The original gage is a vertical cypress board spiked to the right abutment near the 

downstream end. A standard chain gage was installed at this station April 12, 1904, having the same datum as the staff gage; length of chain, 12.48 feet. Gage readings are taken 

twice each day by Michael Kieffer. The bench mark is a square chiseled on the top of the 

right a%utment at its downstream end. Its elevation is 9.63 feet above the gage datum. 

Information in regard to this station is contained in the following Water-Supply Papers of 

the United States Geological Survey:

Description: 97, p 254; 125, pp 102-103. 

Discharge: 97, p 254; 125, p 103. 

Gage heights: 97, p 254; 125, p 103.

Discharge measurements of Musconetcong River near Bloomsbury, N. J., in 1905.

Date.

July 10.. .......

Hydrographer.

R. M. Packard......................

Width.

Feet.

CQ

KA

Cfi

Area.of 

section.

Square 

feet.

151

86

98

Mean 

velocity.

Feet per 

second. 

2.72

.95

.79

Gage 

height.

Feet. 

2.15

1.07

1.03

Discharge.

Secondfeet.

410

81

77

Daily gage height, in feet, of Musconetcong River near Bloomsbury, N. J.,for 1905.

Day.

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

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

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

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

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

Q

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

so.........:....

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

Jan.

1.42

1.45

1.48

1.2

1.38

3.92

2 72

2.4

2.15

2.35

2.25

2.0

1.75

1.75

1.82

1.8

1.8

1.7

1.32

4.3

4.4

3.12

2.48

2. 18

2.02

Feb.

1.95

1.82

1.72

1.72

1.68

1.65

1 69

1.65

1.65

1.8

1.68

1.72

1.6

1.65

1.58

1.6

1.5

1.52

1.55

1 59

1.52

1.5

1 48

1.48

1.45

.......

Mar.

1.35

1.32

1 1

1.32

1 ^

1.22

1 39

1.6

2.12

2.15

1.82

1.8

1 8

1 9

9 e

3

X0

3.32

3 99

3.68

3 99

3.32

ae

2.92

2.6

2.45

Apr.

o i

2.28

2.42

2.35

9 "^9

2.25

9 99

2 22

9 A9

1 9

1 9^

1 CO

1 98

1.92

1 OK

1 QC

1.75

1.68

1.7

1 58

1.48

1.48

1 48

1.4

1 3^

May.

1.5

1.42

1 95

1.25

1.2

1 39

1 09

1.22

1 IS

1 95

1 9C

1 95

1 95

1 3

1 3

1 95

1 95

1.2

1.2

1.12

1.18

1 i s

1 I9

1.1

1.12

1.15

1.1

1.12

1.1

1.1

June.

1.15

1 18

1 18

1.1

1 1**

1.08

1.1

1.15

1.12

1.15

1.12

1.12

1 05

1.1

1.08

1 19

1 12

1

r\o

1

r\o

1 ns

1.0

1.08

1.05

July.

1.0

1.0

1.15

1 15

1.1

1.1

1 (Y>

1.0

1.02

1.0

1.05

98

98

1.02

1.02

98

9°

98

Q

QO

1.05

95

95

QC

95

.98

1.05

Aug.

1.2

1.12

1.05

98

95

95

.98

98

QC

.92

GO

.98

1 02

1 i

1 I*'

1

r\o

1 05

.98

.9$

98

Q9

95

1 38

1 99

1.12

1.05

1.0

Sept.

0 98

1.32

2.05

1.6

1 38

1.28

1 18

1.05

1.05

1.85

1.58

1.32

1.25

1 1C

i 19

i 9»

1.28

1.35

1 28

1.15

1.15

1.1

1.02

1.13

1.02

.98

Oct.

QO

.98

1.05

1.05

1 0°

95

1.1

1.1

1.4

1.25

1.12

1.1

1 19

1 ns

1.0

1.05

1.52

1.42

1.3

1 OQ

1 3

1.18

1.1

1.08

1.05

1.08

1.12

Nov.

1.05

1.08

1.1

1.12

1.02

1.1

1.1

1.08

1.05

1.0

1.12

1.12

.92

95

1.12

1.02

 1.12

1.1

1.05

1.18

1.12

1.08

1.05

1.1

1.12

1.9

1.75

Dec.

1.55

1.4

1.82

1.85

1.82

1.58

1.48

1.42

1.45

1.38

1.35

1.32

1.25

1.1

1.1

1.2

1.15

1.12

 1.12

1.82

1.7

1.58

1.5

1.4

1.35

1.32

1.28

1.52

1.52

1.45

NOTE. There was no ice at this station except around the middle pier and a narrow strip near one 

bank during February.
STREAM MEASUREMENTS IN 1905, PAKT II.

Station rating table for Musconetcong River near Bloomsbury, N. J., from July 4> 1903, to

December 31, 1905.

Gage 

height.

Feet. 

0.90 

1.00 

1.10 

1.20 

1.30 

1.40

Discharge.

Second-feet. 

56 

69 

86 

107 

132 

160

tit.

Feet. 

1.50 

1.60 

1.70 

1.80 

1.90 

2.00

Discharge.

Second-feet. 

190 

220 

251 

283 

317 

352

height.

Feet. 

2.10 

2.20 

2.30 

2.40 

2.50 

2.60

Discharge.

Second-feet 

388 

424 

461 

499 

538 

578

Feet. 

2.70 

2.80 

2.90 

3.00

Discharge.

Second-feet. 

618 

658 

698 

739

The above table is applicable only for open-channel conditions. It it based on eight discharge measurements made during 1903-1905 "between gage heights 1 foot and 2.9 feet. It is well defined oetween 

these heights. Above gage height 3 feet the rating curve is a rough approximation.

Estimated monthly discharge of Musconetcong River near Bloomsbury, N. J., for 1903-1905. 

[Drainage area, 146 square miles.]

Month.

Discharge in second-feet.

Maximum. Minimum. Mean,

Run-off.

Second-feet.

per square

mile.

Depth in 

inches.

1903.

July 4-31..................................... 558

August......................................' 706

September................................... 317

October..................................... 2,780

November................................... 359

December................................... J 903

1904. ]

January..................................... 1 1,408

February.................................... 1,877

March 1-7....................................' 1,498

April 12-30................................J 345

May........................................ J 205

June......................................... 1 154

July......................................... 1 199

August...................................... 317

September................................... 1,183

October.....................................! 558

November.................................. J 205

December.................................... 283

1905.

January..................................... 1,542

February.:.................................. 334

March....................................... 1,126

April........................................ 507

May......................................... 190

June......................................... 107

July......................................... 96

August...................................... 154

September................................... 370

October..................................... 196

November................................... 317

December.................................... 310

The year............................... 1,542

184

190

146

132

166

190

154

146

267

127

92

60

66

66

56

83

96

96

107

175

112

146

59

280

292

192

599

220

330

335

329

503

197

142

105

93.8

97.9

176

156

140

135

454

227

507

336

113

88.1

71.2

77.4

124

96.2

96.6

177

1.92

2.00

1.31

4.10

1.51

2.26

2.29

2.25

3.44

1.35

.973

.719

.642

.671

1.21

1.07

.959

.925

3.11

1.55

3.47

2.30

.774

.603

.488

.530

.849

.659

.662

1.21

2.00

2.31

1.46

4.73

1.68

2.61

2.64

2.43

.895

.954

1.12

.802

.740

.774

1.35

1.23

1.07

1.07

3.58

1.61

4.00

2.57

.892

.673

.563

.611

.947

.760

.739

1.40

53 197 1.35 18.34

NOTE. No correction made in estimates for the ice period. No gage-height record March 8 to April 

11, 1904.
DELAWARE RIVER DRAINAGE BASIN. 89

TOHICKON CREEK 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. Rudolph Hering, in the report of the Philadelphia water department for 1885, page 

350, gives a classification of the drainage area of Tohickon Creek, from which it appears 

that 76 square miles are 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 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, p. 81. Daily records of gage height were not kept during 

1900. The following discharge record for 1905 was furnished by John E. Codman, hydrographer of the water department of Philadelphia.

Information in regard to this station is contained in the following publications of the 

United States Geological Survey ( Ann=Annual Report; W S=Water-Supply Paper):

Description: WS 35, p 64; 47, p 81; 65, p 215; 82, p 138; 97, pp 251-252; 125, p 104. 

Discharge: WS 65, p 215.

Discharge, daily: WS 35, p 64; 47, pp 81-89; 65, p 215; 82, p 139; 97, p 252; 125, p 104. 

Discharge, monthly: Ann 20, iv, pp 98-102; 21, iv, p 83; 22, iv, pp 113-116; WS 75, p 28; 82, p 139; 125, 

p!05.

Discharge, yearly: Ann 20, iv, p 48. 

Hydrographs: Ann 20, iv, p 103; 21, iv, pp 84, 85. -

Daily discharge, in second-feet, of Tohickon Creek at Point Pleasant, Pa., for 1905.

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.

79

120

154

154

186

278

4,174

952

255

193

119

398

485

220

145

111

89

87

87

75

64

58

58

58

58

72

72

Feb.

58

58

58

72

79

64

58

58

58-

58

58

58

58

58

58

58

58

58

58

72

79

64

58

58

58

58

58

58

Mar.

53

43

36

39

35

32

33

126

605

1,568

934

841

721

675

636

767

996

1,776

2,657

1,611

2,302

1,271

662

482

1,189

611

434

511

132

104

87

Apr.

73

61

54

51

317

307

122

84

83

129

169

138

91

75

68

57

42

48

35

32

36

43

40

35

30

May.

26

23

23

23

23

20

17

15

14

14

14

11

15

15

20

10

25

26

18

17

18

7

5

6

10

June.

8

7

7

5

12

9

8

12

5

3

7

10

9

9

4

5

5

5

14

 21

12

13

7

7

5

July.

7

9

8

5

3

5

3

2

2

6

3

4

5

5

3

2

3

3

2

o

11

2

3

4

5

36

14

Aug.

6

4

5

5

6

5

4

17

31

34

28

19

11

14

1,237

3,353

376

109

52

34

28

24

18

15

623

742

176

72

41

30

26

Sept.

27

18

911

44

39

28

46

1,129

423

120

60

45

26

93

181

392

72

39

34

28

21

21

Oct.

21

26

32

35

29

23

15

16

21

12

158

128

51

31

29

24

21

20

817

573

162

82

56

51

53

58

48

39

36

32

Nov.

34

34

23

21

25

26

24

23

23

24

16

14

21

15

19

15

16

17

14

9

16

14

12

11

14

13

8

16

2,167

1,206

Dec.

313

223

224

112

84

73

67

92

104

76

59

50

48

43

39

39

32

24

1,061

652

318

226

98

82

69

64

310

374

137
90 STREAM MEASUREMENTS IN 1905, PART II.

Estimated monthly discharge ofTohickon Creek at Point Pleasant, Pa., for 1905. 

[Drainage area, 102 square miles.J

Month.

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

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

Discharge in second-feet.

Uaximum.

4,174 

79 

2,657 

764 

26 

21 

36 

3,353 

1,129 

817 

2,167 

1,061

4,174

Minimum.

58 

58 

32 

30 

5 

3 

2 

4 

18 

12 

8 

24

2

Mean.

293 

61.1 

709 

106 

16.3 

8.8 

6.3 

231 

177 

88 

130 

219

170

-j&uarofl.

Second-feet 

per square 

mile.

2.87 

.599 

6.95 

1.04 

.160 

.086 

.062 

2.26 

1.74 

.863 

1.27 

2.15

1.67

Depth in 

inches.

3.31 

.624 

8.01 

1.16 

.184 

.096 

.071 

2.61 

1.94 

.995 

1.42 

2.48

22.92

NESHAMTNY CREEK AT FORKS,

The drainage basin of Neshaminy Creek is immediately south of tkat of Tohickon Creek 

and of a portion of that of Perkiomen Creek. The stream flows in a general southeasterly 

and southerly course, entering Delaware River at a point about 12 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 WaterSupply Paper No. 47, pages 90 to 98. The table of daily discharge for 1905 was furnished 

by John E. Codman.

Information in regard to this station is contained in the following publications of the 

United States Geological Survey (Ann=Annual Report; W S=Water-Supply Paper):

Description: Ann21,iv,p85; WS 35, pp 64-ti5; 47,p90; 65, p216; 75,p29; 82,p 140; 97, p249; 125, p 105.

Discharge, daily: WS 35, p 65; 47, pp 90-98; 65, p 216; 82, p 140; 97, p 249; 125, p 106.

Discharge, monthly: Ann 20, iv, pp 104-107; 21, iv, p 86; 22, iv, pp 116-119; WS 82, p 141; 125, p 106.

Discharge, yearly: Ann 20, iv, p 48.

Hydrographs: Ann 20, iv, p 108; 21, iv, p 86; 22, iv, p 120.
DELAWARE RIVER DRAINAGE BASIN. 91

Daily discharge, in second-feet, of Neshaminy Creelc at forks, Pennsylvania, for 1905.

Day.

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

2

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

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

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

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

7

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

29

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

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

Jan.

368

31

31

31

122

276

4,064

504

233

153

165

538

510

200

176

154

124

105

96

88

88

80

72

72

72

72

72

72

72

72

Feb.

72

72

72

72

80

142

SO

229

233

230

324

357

340

340

307

272

268

253

256

271

271

271

342

414

404

Mar.

415

425

394

375

352

339

3SS

1,813

1,706

1,045

494

768

819

833

1,091

1,176

1,432

1,194

2,533

1,075

601

520

1,435

509

342

286

249

230

213

Apr.

345

318

138

177

1,084

S44

004

200

369

266

175

146

130

117

110

122

131

108

92

88

86

138

145

97

90

May.

82

75

72

60

50

52

»i

49

44

42

42

40

43

59

64

52

42

37

32

31

32

26

26

26

21

22

22

24

June.

27

29

28

23

24

24

3&

27

2(5

23

21

22

26

25

23

18

15

14

13

14

15

19

28

31

24

19

19

15

12

10

July.

11

20

30

26

16

12

13

10

10

10

10

10

12

14

12

10

9

11

10

7

6

6

8

11

11

9

8

7

6

6

7

Aug.

7

6

6

6

7

10

T7

19

26

15

15

14

311

121

317

658

115

49

33

24

19

20

15

13

43

263

75

36

26

26

31

Sept.

33

29

358

200

188

77

46

37

33

55

31

383

147

67

44

34

30

35

68

56

60

54

34

28

24

22

20

'19

20

17

Oct.

15

16

22

28

24

»

18

14

15

15

42

72

60

33

20

15

15

15

23

724

116

96

66

55

52

62

55

41

41

37

34

Nov.

33

30

30

30

28

39

28

28

27

23

22

21

21

23

22

21

21

22

19

19

21

19

18

16

17

20

19

20

1,165

544

Dec.

140

105

661

403

164

TfS

100

95

98

103

104

97

85

62

58

68

64

64

52

46

1,761

478

294

245

176

134

105

105

476

350

166

Estimated monthly discharge of Neshaminy Creek at forks, Pennsylvania, for 1905. 

[Drainage area, 139 square miles.]

Month.

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

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

Discharge in second-feet.

Maximum.

4,064 

414 

3,036 

1,084 

82 

31 

30 

658 

383 

724 

1,165 

1,761

4,064

Minimum.

31 

72 

213 

86 

21 

10 

6 

6 

17 

14 

16 

46

6

Mean.

288 

250 

859 

221 

42.9 

21.6 

11.5 

75.9 

75.5 

60.3 

78.8 

225

184

Run-off.

Second-feet 

per square 

mile.

2.07 

1.80 

6.18 

1.59 

.309 

.155 

.083 

.546 

.543 

.434 

.567 

1.62

1.32

Depth in 

inches.

2.39 

1.87 

7.12 

1.77 

.356 

.173 

.096 

.630 

.606 

.500 

.633 

1.87

18.01
92 STREAM MEASUREMENTS IN 1905, PART II.

SCHTJYLKILL RIVER NEAR PHILADELPHIA, PA.

This river receives the drainage of the portion of southeastern Pennsylvania lying between 

Lehigh Kiver on the north and Susquehanna Kiver on the south. It flows in a general 

southeasterly course into Delaware Kiver, the city of Philadelphia being located at the 

junction of the streams.

Kecords 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 John E. Codman, in charge of hydrographic work, 

bureau of water, city of Philadelphia, the results being given in the Twentieth Annual 

Report of the United States Geological Survey, 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 flashboards at the Fairmount dam, 

the pumpage from the river, the leakage, and also the quantity used for power at Fairmount. They were furnished by John E. Codman.

Information in regard to this station is contained in the following publications of the 

United States Geological Survey (Ann=Annual Report; WS=Water-Supply Paper):

Description: Ann 20, iv, pp 96-97; WS 35, pp 74-75; 48, p 109; 65, p 219; 82, p 142; 97, p 247; 125, p 107. 

Discharge, daily: WS 35, p 75; 48, p 109; 65, p 219; 82, p 142; 97, p 247; 125, p 107. 

Discharge, monthly: Ann 20, iv, p 97; WS 35, p 75; 48, p 110; 65, p 219; 82, p 142; 125, p 108. 

Discharge, yearly: Ann 20, iv, p 48. 

Hydrograph: Ann 20, iv, p 97.

Daily discharge, in second-feet, of SchuylWl River near Philadelphia, Pa., for 1905.

Day.

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

2. ...........

3............

4............

6... ........ .

7. ...........

8............

9... . ........

10. ...........

11............

12............

13............

14............

17............

18............

19............

20. ...........

21............

22

23............

24............

25............

26............

27... .........

28............

29............

30............

01

Jan.

2,537

2,980

3,236

2,983

20,450

9,071

6,500

5,279

5,680

6,430

5,583

3,766

3,910

2,439

2,872

2,696

2,536

2,376

2,464

1,958

1,720

1,545

1,350

1,350

1,368

1,993

2,324

1,372

Feb.

1,540

1,540

1,540

1,540

1,540

1,540

1,540

1,540

1,540

1,540

1,540

1,540

1,632

1,572

1,540

1,540

1,540

1,540

1,540

1,540

1,540

1,540

1,540

1,540

1,785

2,276

2,276

Mar.

2,328

1,880

1 7°0

1,896

1,850

2 1QQ

13,260

13,780

10,270

8,210

8,140

7,652

9,973

12,780

15,560

17,380

23,160

21,040

14 860

13,810

14,800

11,940

8,025

6,775

5,885

Apr.

4,660

4,447

4,342

5,787

7 J.97

6,537

4,617

4,242

4,355

4,890

4,410

3,628

3 con

3

0CC

3,084

2,447

2,313

2,458

2,668

2

KJQK

2

Q9O

1,970

1,913

2,008

2,011

1 Qft9

May.

1 466

1,340

1,340

1 *}4fi

1,340

1,340

1,340

1,340

1,340

1,340

1,340

1,340

1,340

1,340

1,340

1,340

1,340

1,340

1,340

1,340

1,340

June.

813

813

813

813

813

813

813

813

813

813

813

813

813

813

813

813

813

813

813

813

813

813

813

July.

595

595

595

595

ry\K

595

595

595

595

595

595

595

595

595

595

595

595

595

595

595

595

595

595

Aug.

1,332

1,332

1,332

1,332

1 *W>

1,332

1,424

1.332

1,332

1,444

1,975

1,332

2,882

1,348

1,332

1,332

1,332

1,332

1,332

1,332

2,937

6,572

2,688

1,332

1,332

1,332

Sept.

1,542

1,542

1,825

3,724

4,620

1,828

1,542

1,542

2,068

3,498

2,187

1,709

1,627

1,693

1,992

1,656

1,667

1,542

1,542

1,542

1,542

1,542

1,542

1,542

1,542

1,542

Oct.

1,327

1,327

1,327

1,327

1,327

1,327

1,327

1,327

1,327

1,327

2,7%

3,472

1,500

1,327

1,327

1,327

1,327

1,327

?, 103

5,992

3,450

2,368

1,825

1,457

1,503

1,420

1,327

1,327

1,327

1,327

Nov.

755

755

755

755

755

. 755

755

755

755

755

755

755

755

755

755

755

755

755

755

755

755

755

755

755

755

755

755

755

5,825

7,730

Dec.

4,443

2,906

4,371

10,390

4,314

3,051

2,570

2,296

2,168

1,975

1,949

1,949

1,781

1,689

1,089

1,6S9

1,689

4,995

5,993

3,601

2,875

2,570

2,240

1,918

1,959

2,248

2,642

2,432
DELAWARE RIVER DRAINAGE BASIN.

Estimated monthly discharge ofSchuylkill River near Philadelphia, Pa., for 1905. 

[Drainage area, 1,915 square miles.]

Month.

April........................................

July.........................................

Discharge in second-feet.

Maximum.

30,190 

2,276 

23,160 

7,427 

1,492 

813 

595 

6,572 

8,125 

5,992 

7,730 

10,390

30,190

Minimum.

1,350 

1,540 

1,720 

1,902 

1,340 

813 

595 

1,332 

1,542 

1,327 

755 

1,689

595

Mean.

4,641 

1,606 

9,329 

3,634 

1,353 

813 

595 

1,855 

2,138 

1,788 

1,156 

3,063

2,664

Run-off.

Second-feet 

per square 

mile.

2.42 

.839 

4.87 

1.90 

.707 

.425 

.311 

.969 

1.12 

.934 

.604 

1.60

1.39

Depth 

in inches.

2.79 

.874 

5.62 

2.12 

.815 

.474 

.358 

1.12 

1.25 

1.08 

.674 

1.84

19.02

PERKIOMEN CREEK AT FREDERICK, PA.

Perkiomen Creek drains an area lying northwest of the city of Philadelphia. It flows 

southward, uniting with 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 moilth, and 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 at 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, page 65, contains tables of the daily discharge for the entire period from 1884 to 

1899, inclusive. The records of daily discharge for 1905, as furnished by John E. Codman, 

are given in the table below.

Information in regard to this station is contained in the following publications of the 

United States Geological Survey (Ann=Annual Report; WS=Water-Supply Paper):

Description: Ann 20, iv, pp 89-90; WS 35, p 65; 47, p 98; 65, p 217; 82, pp 135-136; 97, p 248; 125, p 108.

Discharge, daily: WS 35, pp 66-73; 47, p 99; 65, p 217; 82, p 136; 125, p 109.

Discharge, monthly: Ann 20, iv, pp 90-93; 21, iv, p 78; 22, iv, pp 121-123; WS 75, p 29; 82, p 137; 125, 

pllO.

Discharge, yearly: Ann 20, iv, p 48.

Hydrographs: Ann 20, iv, p 94; 21, iv, pp 79, 80.
94 STREAM MEASUREMENTS IN 1905, PART II.

Daily discharge, in second-feet, ofPerkiomen Creek at Frederick, Pa., for 1905.

Day.

1. .............

2..............

3..............

4..............

5..............

6..............

7..............

8... ...........

9..............

10..............

11... ...........

12..............

13..............

14..............

15..............

16..............

17..............

18..............

19..............

20. .............

21..............

22..............

23..............

24. .............

25..............

26. .............

27..............

28..............

29..............

30. .............

31..............

Jan.

251

488

376

326

267

322

5,708

837

380

328

261

596

602

301

234

205

162

128

128

153

173

152

137

117

167

140

135

162

137

128

128

Feb.

128

128

128

128

208

198

219

219

307

224

219

203

198

200

189

173

170

190

279

201

Mar.

150

128

128

128

123

123

128

162

539

1,392

1,812

1,829

1,060

734

697

884

1,220

2,018

2,486

1,473

3,019

547

1,501

683

610

645

336

292

254

Apr.

212

176

163

814

321

243

188

310

279

233

137

78

113

145

136

128

128

1 °.n

1 ^

120

106

111

May.

103

110

105

95

93

95

93

87

81

84

75

65

65

62

63

74

80

87

92

81

63

52

52

50

45

78

43

31

34

48

June.

49

47

47

41

38

44

54

59

56

47

39

41

54

55

47

44

81

35

34

33

QO

39

60

61

53

50

45

36

34

32

July.

27

32

45

46

49

58

49

40

40

39

36

37

49

58

52

45

38

0131

30

29

 >g

26

19

25

31

30

32

30

27

29

28

Aug.

31

30

34

39

29

84

217

123

109

87

68

53

44

39

438

3,241

273

142

88

60

53

48

44

63

1,393

697

235

142

105

104

169

Sept.

125

83

655

1,026

477

220

145

110

88

79

164

1,937

401

216

162

130

112

443

392

423

507

206

155

129

111

101

105

107

85

58

Oct.

45

43

217

146

92

79

68

58

54

53

195

582

115

112

83

75

73

75

92

1,063

570

335

273

119

111

127

175

94

80

81

84

Nov.

84

79

65

54

54

65

80

72

65

65

55

48

50

50

43

48

54

46

43

48

54

57

54

57

53

43

44

60

3,156

893

Dec.

323

207

703

1,654

701

322

224

196

155

146

168

150

119

114

96

121

75

71

76

66

1,136

514

372

305

185

146

140

132

599

350

182

Estimated monthly discharge ofPerkiomen Creek at Frederick, Pa., for 1905. 

[Drainage area, 152 square miles.]

Month.

May.........................................

July.........................................

September. ................................ .

The year ..............................

Discharge in second-feet.

Maximum.

5,708 

332 

3,019 

814 

110 

. 81 

58 

3,241 

1,937 

1,063 

3,156 

1,654

5,708

Minimum.

117 

128 

123 

78 

26 

32 

19 

29 

58 

43 

43 

66

19

Mean.

440 

203 

877 

191 

71.6 

46.6 

37.1 

268 

299 

174 

188 

315

259

Run-off.

Second-feet 

per square 

mile.

2.89 

.1.34 

5.77 

1.26 

.471 

.307 

.244 

1.76 

1.97 

1.14 

1.24 

2.07

1.71

Depth in 

inches.

3.33 

1.40 

6.65 

1.41 

.543 

.343 

.281 

2.03 

2.20 

1.31 

1.38 

2.39

26.35
DELAWARE EIVEE DRAINAGE BASIN. 

WISSAHICKON CREEK NEAR PHILADELPHIA, PA.

95

Wissahickon Creek is the principal stream draining into Schujlkill River from the north 

below Perkiomen Creek. The records of daily discharge for 1905, as furnished by John E. 

Codman, are given in the following table:

Daily discharge, in second-feet, of Wissahickon Creek near Philadelphia, Pa., for 1905.

Day.

1.... ..........

9

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.

123

143

135

114

109

148

1,746

247

166

159

148

266

277

145

131

126

112

109

109

109

106

106

106

106

75

38

31

28

28

31

25

Feb.

20

20

20

20

20

20

20

18

61

63

20

20

20

20

20

30

20

20

20

42

47

47

63

63

85

175

206

171

Mar.

157

135

127

208

654

504

365

263

308

350

381

434

479

859

459

295

270

468

278

242

216

183

175

175

Apr.

166

277

323

392

240

204

188

208

177

157

141

140

137

128

137

131

119

116

111

134

114

.......

May.

106

QQ

98

89

114

111

101

63

64

63

63

96

97

112

Qfi

K9

29

41

41

22

19

16

16

28

25

31

21

June

18

34

30

20

19

25

40

29

21

19

16

33

26

19

13

13

11

14

16

10

12

16

14

11

14

11

10

9

July.

10

37

41

14

13

7

8

8

7

8

10

23

16

10

8

4

2

2

7

7

3

7

9

8

8

8

8

10

10

9

Aug.

10

10

12

17

404

716

492

143

7

11

37

200

366

241

355

372

186

76

28

. 28

28

28

28

28

202

219

47

15

17

13

14

Sept.

18

30

165

376

342

125

21

20

18

18

86

246

110

24

19

20

20

21

16

10

12

11

6

4

4

3

3

3

3

3

Oct.

3

3

4

4

4

4

3

3

4

4

98

156

35

6

5

8

8

3

10

479

258

103

37

 26

32

41

30

18

13

16

16

Nov.

16

15

11

10

12

19

16

18

17

10

12

9

10

16

11

10

14

12

6

9

11

14

13

12

23

13

12

21

367

397

Dec

238

37

253

261

133

80

44

77

124

165

137

62

41

35

25

20

18

19

20

21

764

347

237

216

195

178

164

159

335

260

204
96 STREAM MEASUREMENTS IN 1905, PART II.

Estimated monthly discharge of Wissahickon Creek near Philadelphia, Pa., for 1905. 

[Drainage area, 64.6 square miles.]

Month.

Discharge in second-feet.

Maximum. Minimum. Mean.

Run-off.

Second-feet

per square

mile.

Depth in 

inches.

January..................................... 1,746

February.................................... 206

March....................................... 1,011

April........................................ _ 392

May......................................... 126

June......................................... 40

July......................................... 41

August...................................... 716

September................................... 376

October..................................... 479

November................................... 397

December................................... - 764

The year.............................. 1,746

25

18

123

111

16

9

2

7

3

3

6

18

171

49.0

325

173

68.0

ia?

11.2

141

58.9

46.8

38.3

157

2.65

.759

5.03

2.68

1.05

.290

.173

2.18

.912

.725

.593

2.43

3.oeo

.790

5.80

2.99

1.21

.324

.199

2.51

1.02

.836

.662

2.80

94.2 1.46 19.94
INDEX.

Acknowledgments and cooperation........ 16

Acre-foot, definition of ..................... 8

Bloomsbury, N. J.

Musconetong River near:

description .........................

discharge...........................

discharge, monthly.................

gage heights .......................

rating table.........................

Bound Brook, N. J. 

Raritan River at:

description......................... 73-74

discharge........................... 74

discharge, monthly................. 76

gage heights ....................... 74

rating table......................... 75

Burgoyne, N. Y. 

Pish Creek at:

description......................... 23

gage heights ....................... 23

Buskirk, N. Y.

Hoosic River at:

description......................... 25

discharge........................... 25

discharge, monthly................. 27

gage heights ....................... 26

rating table......................... 27

Cable station, figure showing .............. 11

Catskill Creek at 

South Cairo, N. Y.:

description......................... 49-50

discharge........................... 50

discharge, monthly ................ 52

gage heights........................ 51

rating table ........................ 52

Cbamplain Canal at 

Fort Edward and Mechanicsville, N, Y.:

description......................... 22

discharge........................... 22

Chatham, N. J.

Passaic River near:

description......................... 61

discharge........................... 61

discharge, monthly ................ 63

gage heights........................ 62

rating table ........................ 62

Colernan, N. Y.

Oriskany Creek at:

description......................... 31

discharge........................... 31

gage heights ....................... 32

Computation, methods of .................. 14-16

rules for................................ 8-9

IRR 166 06 7

Cooperation and acknowledgments........ 16

Creeklocks, N. Y.

Delaware and Hudson Canal at:

description......................... 57

Current meters, classes of .................. 12

methods of using....................... 13-14

Deerfield, N. Y.:

Dearfield reservoir near 

rainfall............................. 41

Johnston Brook near 

description......................... 40

discharge, daily.................... 40

discharge, monthly ................ 40

Deerfield reservoir near: 

Deerfield, N. Y. 

rainfall............................. 41

Delaware and Hudson Canal at: 

Creeklocks, N. Y. 

description......................... 57

Delaware River at:

Larnbertville, N. J. 

description......................... 85

discharge........................... 86

gage heights..- .................... 86

Delaware River (East Branch) at: 

Hancock, N. Y. 

description......................... 81

discharge........................... 82

discharge, monthly ................ 84-85

gage heights........................ 82-83

ratingtable......................... 83

Delaware River (West Branch) at: 

Hancock, N. Y. 

description......................... 78

discharge........................... 78

discharge, monthly................. 81

gage heights........................ 79

rating table ........................ 80

Delaware River basin:

description of .......................... 76-77

Dolgeville, N. Y.:

East Canada Creek at 

description......................... 45-46

discharge, dailyv ................... 46

discharge, monthly ................ 47

Drainage basins, list of..................... 6-7

Dunsbach Perry Bridge, N. Y.: 

Mohawk River at 

description......................... 29

discharge, daily.................... 30

discharge, monthly ................ 31

East Branch Delaware River. See Delaware 

 River (East Branch).

97
98 INDEX.

East Canada Creek at 

Dolgeville, N. Y.: Page, 

description......................... 45-46

discharge, daily.................... 46

discharge, monthly................ 47

Equivalents, table of....................... 9-10

Esopus Creek at and near 

Kingston, N. Y.:

description......................... 52-53

discharge........................... 53

discharge, monthly................. 55

gage heights........................ 54

rating table ........................ 54

Olivebridge, N. Y.:

discharge........................... 58

Finderne, N. J.

Raritan River at:

description ......................... 71,72

discharge........................... 72

discharge, monthly ................ 73

gage heights........................ 72

rating table ........................ 73

Fish Creek at 

Burgoyne, N. Y.:

description......................... 23

gage heights........................ 23

Floats, use of, in measuring discharge ..... 12

Fort Edward, N. Y.

Champlain Canal at:

description......................... 22

discharge........................... 22

Hudson River at:

description......................... 18

discharge, daily.................... 19

discharge, monthly ................ 19

Frederick, Pa.:

Perkiomen Creek at 

description......................... 93

discharge, daily .................... 94

discharge, monthly................. 94

Gaging stations, equipment of.............. 11-12

Graefenberg Creek near: 

New Hartford, N. Y. 

description......................... 37

discharge, daily .................... 38

Graefenberg reservior near: 

New Hartford, N. Y. 

rainfall............................. 39

Hancock, N. Y.:

Delaware River (East Branch) at 

description......................... 81

discharge........................... 82

discharge,monthly................. 84-85

gage heights ....................... 82-83

rating table......................... 83

Delaware River (West Branch) at 

description......................... 78

discharge........................... 78

discharge, monthly................. 81

gage heights........................ 79

rating table ........................ 80

Hoosic River at: 

Buskirk, N. Y. 

description......................... 25

discharge........................... 25

discharge, monthly................. 27

Hoosic River at Continued.

Buskirk, N. Y. Continued. Page, 

gage heights........................ 26

rating table ....................... 27

Hudson Bay basin:

description of .......................... 16-18

Hudson River at:

Fort Edward.N.Y. 

description......................... 18

discharge,daily .................... 19

discharge, monthly................. 19

Mechaniesville, N. Y. 

description......................... 20

discharge, daily .................... 20-21

discharge, monthly................. 22

Hudson River basin:

miscellaneous measurements in........ 58

Hydrographers, list of...................... 16

Hydrographic surveys, annual appropriations for........................ 5

organization and scope of .............. 5-7

Ice-covered streams, method of measuring

flow of.......................... 14

Indian Lake, N. Y. 

Indian River at:

description......................... 24

stage of water...................... 24

Indian River at 

Indian Lake, N. Y.:

description......................... 24

stage of water ...................... 24

Johnston Brook near 

Deerfield, N. Y.:

description......................... 40

discharge, daily.................... 40

discharge, monthly ................ 40

Kast Bridge, N. Y.

West Canada Creek at:

description......................... 44

discharge........................... 44

gage heights ....................... 45

Kayaderosseras Creek near 

Saratoga Lake, N. Y.:

description......................... 24

discharge........................... 24

Kingston, N. Y.

Esopus Creek at:

description ......................... 52-53

discharge........................... 53

discharge, monthly ................ 55

gage heights........................ 54

rating table ........................ 54

Lambertville, N. 3. 

Delaware River at:

description __.............!....... 85

discharge........................... 86

gage heights........................ 86

Little Falls, N. Y. 

Mohawk River at:

description......................... 28

discharge, daily.................... 28

discharge, monthly ................ 29

Mahwah, N. J.

Ramapo River near:

description ......................... 64

discharge........................... 64
INDEX. 99

Mahwah, N. J. Continued.

Ramapo River near Continued.

discharge, monthly ................

gage heights........................

rating table.........................

Mechanicsville, N. Y. 

Churn plain Canal at:

description .........................

discharge.........__..............

Hudson River at:

description.........................

discharge, daily....................

discharge, monthly ................

Methods of computing run-off .............

of measuring stream flow ..............

Millington, N. J. 

Passaic River at:

description .........................

discharge...........................

gage heights........................

Miner's inch, definition of..................

Mohawk River at 

Dunsbach Ferry Bridge, N. Y.:

. description.........................

discharge, daily....................

discharge, monthly ................

Little Falls, N. Y.:

description.........................

discharge, daily....................

discharge, monthly ................

Multiple-point method of measuring discharge, description of..........

Musconetcong River near 

Bloomsbury, N. J.:

description.........................

discharge...........................

discharge, monthly ................

gage heights........................

rating table ........................

Neshaminy Creek at 

its forks, Pa.:

description.. ......................

discharge, daily....................

discharge, monthly ................

New Hartford, N. Y.

Graefenberg Creek near:

description.........................

discharge, daily....................

Graefenberg reservoir near:

rainfall.............................

Starch Factory Creek near:

description.........................

discharge, daily....................

discharge, monthly ................

Sylvan Glen Creek near:

description.........................

discharge, daily....................

discharge, monthly ................

Newpaltz, N. Y.

Wallkill River at:

discharge...........................

North Branch Raritan River. See Raritan

River (North Branch). 

Olivebridge, N. Y. 

Esopus Creek near:

discharge............ ............

20 

20-21

14-16 

10-14

86-87

58

58

Oriskany, N. Y.

Oriskany Creek (at State dam) near: Page, 

description......................... 32

discharge, daily.................... 33

Oriskany Creek at and near 

Coleman, N. Y.:

description......................... 31

discharge........................... 31

gage heights........................ 32

Oriskany (at State dam), N. Y.:

description......................... 32

discharge, daily.................... 33

Passaic River at and near 

Chatham, N. J.:

description......................... 61

discharge........................... 61

discharge, monthly ................ 63

gage heights........................ 62

rating table ........................ 62

Millington, N. J.:

description......................... 59

discharge .......................... 59

gage heights........................ 60

Passaic River basin:

description of .......................... 58

Perkiomen Creek at 

Frederick, Pa.:

description................!........ 93

discharge, daily.................... 94

discharge, monthly ................ 94

Philadelphia, Pa.

Schuylkill River near:

description......................... 92.

discharge, daily .................... 92:

discharge, monthly ................ 93-

Wissahiekon Creek near:

description......................... 9&

discharge, daily.................... 95

discharge, monthly ................ 96

Pluekemin, N. J.

Raritan River (North Branch) near:

description......................... 70

discharge........................... 70

gage heights........................ 71

Point Pleasant, Pa.

Tohickon Creek at:

description......................... 99

discharge, daily .................... 8|9

discharge, monthly ................ 9|0

Prattsville, N. Y.

Schoharie Creek at:

description......................... 47

discharge........................... 418

discharge, monthly ................ 4J9

gage heights........................ 48

rating table......................... 4J9

Ramapo River near 

Mahwah, N. J.:

description......................... 614

discharge........................... 6|i

discharge, monthly................. 66

gage heights........................ 6p

rating table ........................ 66

.Raritan River at 

Bound Brook, N. J.:

description......................... 73-74
100 INDEX.

Raritan River at Continued.

Bound Brook, N. J. Continued.

discharge...........................

discharge, monthly ................

gage heights........................

rating table ........................

Finderre, N. J.:

description. ........................

discharge...........................

discharge, monthly ................

gage heights........................

rating table ........................

Raritan River (North Branch > near 

Pluckemin, N. J.:

description ..................... ...

discharge.........................'..

gage heights........................

Ilaritan River (South Branch) at 

Stanton, N. J.:

description.........................

discharge...........................

discharge, monthly.................

gage heights........................

rating table ........................

Raritan River basin:

description of ..........................

Rating curves, methods of construction of.. 

Rating tables,methods of construction of.. 

Roiidout Creek at 

Rosendale, N. Y.:

description .........................

discharge...........................

Rosendale, N. Y.

Rondout Creek at:

description.........................

discharge...........................

Rules for computation, fundamental and 

special..........................

Run-off, office methods of computing......

Run-off in inches, definition of ............

Saratoga Lake, N. Y.

Kayaderosseras Creek near:

description .........................

discharge.................. ........

Savage reservoir near 

Utica, N. Y.:

rainfall.............................

Schoharie Creek at 

Prattsville, N. Y.:

description .........................

discharge...........................

discharge, monthly.................

gage heights........................

rating table.........................

Schuylkill River near 

Philadelphia, Pa.:

description .........................

discharge, daily....................

discharge, monthly ................

Second-feet per square mile, definition of.. 

Second-foot, definition of ..................

Single-point methodofmeasuringdischarge, 

description of...................

Slope method of measuring discharge, use 

and value of....................

South Branch Raritan River. See Raritan 

River (South Branch).

74

76

74

75

71-72

72

73

79

68

70

69

69

67-68 

It-15 

14,15

8-9 

14-16

8

35

South Cairo, N. Y'.

Catskill Creek at: Page, 

description ......................... 49-50

discharge........................... 50

discharge,monthly................. 52

gage heights........................ 51

rating table......................... 52

Stanton, N. J.

Raritan River (South Branch) at:

description ......................... 68

discharge........................... 68

discharge, monthly................. 70

gage heights........................ 69

rating table......................... 69

Starch Factory Creek near 

New Hartford, N. Y.:

description ......................... 33

discharge, daily.................... 34

discharge, monthly................. 35

Stream flow, field methods of measuring... 10-14 

Sylvan Glen Creek near 

New Hartford, N. Y'.:

description ......................... 36

discharge, daily.................... 36

discharge, monthly................. 37

Tables, explanation of...................... 8

Tohickon Creek at 

Point Pleasant, Pa.:

description ......................... 89

discharge, daily.................... 89

discharge, monthly................. 90

Twin Rock Bridge, N. Y. 

West Canada Creek at:

description ......................... 41-42

discharge........................... 42

discharge, daily.................... 43

discharge, monthly................. 44

Utica, N. Y.

Savage reservoir near:

rainfall............................. 35

Velocity method of measuring discharge,

description of................... 11-14

Vertical integration method of measuring

discharge, description of ....... 13

Vertical velocity-curve method of measuring discharge, description of... 13 

Wallkill River at 

Newpaltz, N. Y.:

'discharge........................... 58

Wanaque, N. J.

Wanaque River at:

description......................... 66

discharge........................... 67

gage heights........................ 67

Wanaque River at 

Wanaque, N. J.:

description ......................... 66

discharge........................... 67

gage heights ....................... 67

Wappinger Creek near 

Wappinger Falls, N. Y.:

description......................... 55-56

discharge........................... 56

gage heights ....................... 56

Wappinger Falls, N. Y. 

Wappinger Creek near:

description......................... 55-56
INDEX. 101

Wappinger Falls, N. Y. Continued. 

Wappinger Creek near Continued.

discharge........................... 56

gage heights ....................... 56

Weir method of measuring discharge, requirments of ................... 10-11

West Branch Delaware River. free Delaware River (West Branch). 

West Canada Creek at 

Kast Bridge, N. Y.:

description......................... 44

discharge........................... 44

gage heights ....................... 45

West Canada Creek at Continued.

Twin Rock Bridge, N. Y.: Pug'?, 

description ......................... 41 

discharge...................... ....

discharge, daily.................... 43

discharge, monthly ................ -U

Wissahickon Creek near 

Philadelphia, Pa.:

description......................... ty5

discharge, daily.................... 0.5

discharge, monthly ................ $6
CLASSIFICATION OF THE PUBLICATIONS OF THE UNITED STATES GEOLOGICAL

SURVEY.

[Water-Supply Paper No. 166.]

The publications of the United States Geological Survey consist of (1) Annual 

Eeports; (2) Monographs; (3) Professional Papers; (4) Bulletins; (5) Mineral 

Eesources; (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 maybe obtained or consulted in the folio wing 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. A certain number are delivered to Senators and Eepresentatives in Congress, 

for distribution.

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, WatQr 

storage; K, Pumping water; L, Quality of water; M, General hydrographic investigations; N, Water power; O, Underground waters; P, Hydrographic. progress reports.

Serifs 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, 60, 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 85. !
II . SERIES LIST.

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.

1905. East of Mississippi River, Water-Supply Papers Nos. 165,166, 167, 168, 169, 170, and 171.

West of Mississippi River, Water-Supply Papers Nos. 171, 172, 173, 174, 175, 176, 177, and 178.

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., 876 Federal Building; Belle Fonrche, S. Dak.; Cody, Wyo.; 

Denver, Colo., Chamber of Commerce Building; Salt Lake, Utah-, Los Angeles, Cal., 1108 Union Trust 

Building; Phoenix, Ariz.; Carlsbad, N. Mex.; El Paso, Tex.; Billings, Mont.; Huntley, Mont.; Hazen, 

Nev.; Boise, Idaho; North Yakima, Wash.; Portland, Oreg., 351 Washington street.

Correspondence should be addressed to

THE DIRECTOR,

UNITED STATES GEOLOGICAL SURVEY,

WASHINGTON, D. C. 

MAY, 1906.

o