DEPARTMENT OF THE INTERIOR 

WATER-SUPPLY 

AND 

IRRIGATION ·pAPERS 

01<' THE 

UNITED STATES GEOLOGICAL SURVEY 

No. 35 

OPERATIONS AT RIVER STATIONS, 1899.-PART I 

W .A.SHINGTON 

GOVERNMENT PRINTING OFFICE 

1900 
IRRIGATIOX REPORTS. 

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

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

Survey since 1890: 

1890. 

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

Printed as Part II, Irrigation, of the Tenth Annual Report of the United States Geolog· !cal Survey, 1888-89. Contains a statement of tho origin of the Irrigation Survey, a pre· liminary report on the organization and prosecution of the survey of the arid lands for 

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

lS91. 

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

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

Geological Survey, 1889-90. Con tams a description of the hydrography of the arid region and of the engineering operations carried on by the Irrigation Survey during 1890; also the statement of the Director of the Survey to the llouse Committee on Irrigation, ~>nd other 

papers, including a bibliography of irrigation literature. illustrated by 29 plates and 4 

figures. 

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

Printed M Part II of the Twelfth Annual Report of the United States Geolo!fical Survey 1890-Yl. Contains •·Jieport upon the location and survey of reservoir sites durmg the fiscal 

year ended June :lO, 1891," by A. H. Thompson; "Hydrography of the arid regions," by F. H. Newell; "Irrigation in India," by Herbert M. Wilson. Illustrated by 93 plates and 

190 ligures. 

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

F. H. Newell; quarto. 

No. 3ii, Irrigation in Arizona; No. 60, Irrigation in New Mexico; No. 85, 

Irrigation in Utah; ~o. 107, Irrigation in Wyoming; No. 153, Irrigatio11 in 

Montana; No. 157, Irrigation in Idaho: N:>. 163, In;gation inNeva.da; No. 178, 

Irrigation in Oregon; No. 1!)3, Artesian wells for irrigation; To. 103, Irrigation in Washington. 

1S92. 

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

23, September 1:!, 189:.l; quarto, 22 pp. 

Contains tabulations showing the total number, average size, etc., of irrigated holdings, the total area und average size of irrigated farms in the snbhumid rt'gions. tho percentage of number of farms irrigat<>d, character of crops, value of irrigated lands, the average cost of irrigation, the investment and profits, together with a resume of tho water supply and a description of irrigation by artesian wells. Illustrated by colored maps, showmg the 

location and relative extent of tho irrigated areas. 

1 S!}3. 

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

III, Irrigation, 1893; octavo, 486 pp. 

·Consists of three papers: "Water su:pply for irrigation." by F. H. Newell; "American 

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

M. Wilson; •·construction of topographic maps and selection and survey or reservoir 

sites," by A. H. Thomp: 011. Illustrated by 77 plates and 119 figures. 

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

octavo, 108 pp., l.'> piates. Bulletin No. lOS of the United States Geological 

Survey; pricG, 15 cents. 

Contains a description of the examination of the geologic structure in and adjacent to the drainage basin of Yakima River and the great plains of the Columbia to the east of this area, )Vith.special reference to the occurrence of artesian water~. 

IS94. 

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

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

Consists of a general description of the condition of irrigation in the United States, the area irrigated, cost of works, their value and ]:lrofits; also describes tho water supply, the 

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

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

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

parts; Part II, Accompanying papers, 1894; octavo, 5!)7 pp. 

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

"Natural mmeral waters or the United States," by A. C. Peale; "Results of stream meas-· urements," by F. H. Newell. Iilustrated by maps and diagrams. 

IRr. 35 (Continued on third page of cover.) 
• 

DEPARTMENT OF THE INTERIOR 

c. C. COVERT, 

ROOM 18, FEDERAL BLDG

ALBANY, N.Y. 

WATER-SUPPLY 

AND 

IRRIGATION PAPERS 

OF THE 

UNITED STATES GEOLOGICAL SURVEY 

No. 35 

WASHINGTON 

GOVERNMENT PRINTING OFFICE 

1.900 

~ I. 

\ 

\ 

UNITED STATES GEOLOGICAL SURVEY 

CHARLES D. WALCOTT, DIRECTOR 

OPERATIONS AT RIVER STATIONS, 1899 

A REPORT OF THE 

DIVISION OF HYDROGRAPHY 

OF THE 

UNITED STATES GEOLOGICAL SURVEY 

PART I 

WASHINGTON 

GOVERNME:JiT PRINTING OFFICE 

1900 

CONTENTS. 

Letter of transmittal .. _ . _ . · ~ .. ~ ;.. . _ . ___ . _ ... __ •.. ._ _ . _ .. _ - - _ - _ -• --. - _ --••• -.. -

Introduction ____ .. __ • __________ . ____ . _______ .... -. _--.--..•. --.. ----.----.-

Acknowledgments _______ . ____________ .. _ -. _ . _____ . _ .... -. _ . _ . ___ --. -... 

Classification of field work _____ . ________ . ____ . _ .. _ . _ .. _ ....... _.-.. ---

Accuracy of results. ________ . ___ . __ . _ _ _______________ • _ .. _-. __ ... _ ... 

Expense of maintaining stations ______ . ______ ... __ . _. __ ..... _ ... _. _.-. 

Determination of discharge from slope _____ . ______ .. __ .. _ ... ___ . -. --.. 

Estimation of discharges·at milldams. ___________________ . ___________ --

Turbidity . _ .. _ ... _. _ .. ____ .. ___ . __ . __ . ___ . _. __ .-. -. _ .... -.-----.... - ~ 

Measurements at river stations __ .. _._._. ___ .. _____ .

1 

___ • ____ • ___ • _ ••• -.. • • -

Kennebec River at Waterville, Maine. __ . _____________________ . -- ---. 

Androscoggin River at Rumford Falls, Maine. ___ . ________ .. __ ._-----· 

Cobbosseecontee River at reservoir dam near Augusta, Maine ______ ----

Merrimac River at Manchester, New Hampshire __ . ---· __ ·-----------

Merrimac River at Lawrence, Massachusetts_. ____ . _______ .... _ .. _ .. __ 

Nashua River at Clinton, Massachusetts ...... _ ...... __ .. __ .. __ .. ------ Sud bury River __ .. __ . _ . _ .......... _ .. _____________ .. __ . _. __ .. _. __ •• __ 

Lake Cochituate. __ . ______ •... ____ . ___ • ___ . __ .. _. ___ ... _. __ ... ___ - .. _. __ 

Mystic Lake . _ . _ . ___ .. _ •. __ .. _________ . __ ..... ______ . ______ . _________ . 

Connecticut River at Holyoke, Massachusetts .. __ .. ___ •. _ . _______ . ___ . _ 

Connecticut River at Hartford, Connecticut .. ________________ ._. _____ _ 

Mohawk River at Ridge Mills, New York _______ .. ____ . _____ ---- __ ---~ 

Ninemile Creek near Stittville, New York. __________________ ------ .... _ 

Oriskany Creek at Coleman, New York ______ -----·-------------------- Oriskany Creek at Oriskany, New York_ .. ________________ .. _._. _____ _ 

Sauquoit Creek at New York Mills, New York ... ---···· ____ .... _____ ... 

West Canada Creek at Middleville, New York. ____ ... ____ . _____ . _____ _ 

Mohawk River at Little Falls, New York. _____ . ________ ... _____ ._. __ .. 

East Canada Creek at Dolgeville, New York. __ .. _ ... _. ____ . __ . ____ . __ _ 

Garoga Creek at Fort Plain, New York. __ ---· ------ -----------------·- Cayadutta Creek at Johnstown, New York .... _____ . ________ .. _ .... ___ _ 

Schoharie Creek at Fort Hunter, New York .. ________ .. __ . ________ ... _ 

Mohawk River at Schenecta{ly, New York ____ . ____ . _________ ----- ____ _ 

Mohawk River at Rexford Flats, New York __________ . ___ ... -~ ____ • __ _ 

Schroon River at Warrensburg, New York .... ___ •... _. _____ . ___ ------. 

Hudson River at Fort Edward, New York __ . _____ .---·.-- .. ___________ _ 

Hudson River at Mechanicville, New York ___________________________ _ 

Saw kill River near Kingston, New York __________________ ---·-·-· ___ _ Croton River ___ . __ . ___ . _____ .. · _____ . _________________ • ______________ _ 

Delaware River at Lambertville, New Jersey _________ -------- _______ . 

Tohickon Creek at Point Pleasant, Pennsylvania-----·----------------

Neshaminy Creek at Forks, Pennsylvania _____ .-----------------------

5 

Page. 

7 

9 

10 

11 

12 

13 

15 

19 

24 

25 

25 

27 

28 

34 

34 

36 

37 

37 

39 

40 

42 

45 

46 

47 

47 

48 

49 

51 

52 

53 

53 

54 

55 

57 

58 

58 

58 

61 

62 

62 

64 

64 
6 CONTENTS. 

Measurements at river stations-Continued. Page_ 

Perkiomen Creek at Frederick, Pennsylvania·--------------------~---- 65 

Wissahickon Creek near Philadelphia, Pennsylvania .. ~---------------- 74 

Schuylkill River near Philadelphia, Pennsylvania __ ... __ • _______ .. _... 74 

North Branch of Susquehanna River at Wilkesbarre, Pennsylvania ... , 75 

North Branch of Susquehanna River at Danville, Pennsylvania------- 77 

West Branch of Susquehanna River at Allenwood, Pennsylvania______ 78 

Juniata River at Newport, Pennsylvania _____ . ____________ ------------ 79 

Susquehanna River at Harrisburg, Pennsylvania ..... ____ .. __ ••. _ •. ---- 80 

Octoraro Creek at Rowlandsville, Maryland ___ ··--- __________ ---------- 81 

Patapsco River at Woodstock, Maryland .. ___ . ____________ ----________ 83 

North Branch of Potomac River at Piedmont, West Virginia__________ 84 

South Branch of Potomac River at Springfield, West Virginia ___ • __ .., • 85 

Antietam Creek at Sharpsburg, Maryland. _______ . ___ .---------------- 86 

North and South rivers at Port Republic, Virginia _. ________ . _ ..•• _... 86 

North Branch of Shenandoah River at Riverton, Virginia.------------ 88 

South Branch of Shenandoah River at Front Royal, Virginia. __ •• _____ 89 

Shenandoah River at Millville, West Virginia. __ . _. _. ___ . _. __ . _ •. _ _ _ _ _ _ 90 

Potomac River at Pointof Rocks, Maryland __ ·-------------------~--- 91 

Monocacy River at Frederick, Maryland __ .. _. -----------------· ------ 93 

Rock Creek at Zoological Park, District of Columbia__________________ 94 

North Anna River, Virginia _____ . __ . ___ .. ________ .. ______ .. _ .. __ . __ . __ . _ 95 

North River at Glasgow, Virginia _______ ·----------------------------- 95 

James River at Buchanan, Virginia _____________ ---------------------- 97 

James River at Cartersville, Virginia _____ • ________ . ___ . ___ • __ •.•• __ •• 98 
LETTER OF TRANSMITTAL. 

DEPARTMENT OF THE INTERIOR, 

UNITED STATES GEOLOGICAL SURVEY, 

DIVISION OF HYDROGRAPHY, 

Washington, March 1, 1900. 

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

results of operations at the river stations in the eastern portion of the 

country during the calendar y~ar 1899, together with related data, for 

publication in the series of papers upon water supply and irrigation. 

The data for the central and western portions of the country will be 

transmitted as the succeeding numbers of the series. , 

Very respectfully, 

Hon. CHARLES D. WALCOTT, 

F. H. NEWELL, 

Hydrographer in Charge. 

Director United States Geological Survey. 

7 

OPERATIONS. AT RIVER STATIONS, 1899. 

PART I. 

INTRODUCTION. 

Tlie following pages contain descriptions of the river stations maintained during 1899 by the United States Geological Survey, together 

with tables of the av~rage daily height of water and results of measurements of discharge. The rating tables constructed from the latter 

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

end of the publication. Similar fa~ts have been printed for the year 

1896 in Water-Supply Paper No. 11, for 1897 in Water-Supply Papers 

Nos. 15 and 16,,and for 1898 in Water-Supply Papers Nos. 27 and 28. 

The stations have been arranged in geographic order. A description 

of each station is given, together with all of the discharge measurements, followed by the tables of gage heights and ratings. 

The material above noted consists essentially of the results of 

operations at the river stations, and forms the basis for computations 

of daily, monthly, and annual flow. In order to 1nake these necessary computations considerable time and labor is involved and the 

resulting facts can be most clearly and concisely given by diagrams. 

The preparation of the computations and the diagrams necessitates 

unavoidable delays, and therefore it has been the custom to present 

the facts, such as are given herewith, as soon as possible after the 

close of the calendar year, so that the original data may be available 

at an early date to all who are concerned with their use. While these 

original figures are being printed the computations of final results 

are being prepared, and, with the illustrations, have in the past been 

made to form a part of the annual report of the Director of the 

Geological Survey. For example, the results for 1896, mentioned 

above, as given in Water-Supply Paper No. 11, are fully discussed 

in Part IV of the Eighteenth Annual Report; the original data for 

1897, given in Water-Supply Papers Nos. 15 and 16, are published i~ 

final form in the Nineteenth Annual Report, Part iV, and the data 

for 1898, given in Water-Supply Papers Nos. 27 and 28, are published 

9 
. 10 - OPERATIONS AT RIVER STATIONS, 1899.-PART I. (NO,S5, 

in the Twentieth Annual Report, Part IV. In the same way the figures herewith given form the basis for conclusions being prepared for 

publication in Part IV of the Twenty-first Annual Report. 

ACKNOWLEDGMENTS. 

Most of the measurements herewith presented have been obtained 

through local hydrographers, a comparatively small part of the work 

having been conducted directly from the office of the Geological Survey at Washington. Acknowledgment is therefore due to each of 

these persons individually. Thanks should also be extended to individuals and corporations who have cooperated in various ways, either 

by furnishing readings of height of water or assisting in transportation. The following list gives the names of the resident hydrographers 

or persons cooperating, this being arranged alphabetically by States· 

Arizona: W. A. Farish, civil engineer, Phenix. 

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

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

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

and Prof. W. S. Yeates, State geologist, Atlanta. 

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

Kansas: W. G. Russell, Russell; Prof. E. C. Murphy, State University, Lawrence. 

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

Montana: S. M. Emery, director experiment station, Bozeman; Prof. 

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

Nebraska: :Prof. 0. V. P. Stout, State University, Lincoln, assisted 

by Adna Dobson and Glenn E. Smith. 

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

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

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

Chapel Hill; North Carolina, assisted by E. W. Myers. 

Texas: Prof. Thomas U. Taylor, State University, Austin. 

Utah: Prof. Samuel Fortier, civil engineer, Corinne, assisted by 

J. L. Rhead and J. S. Baker; later, Prof. George L. Swendsen, Logan. 

Virginia and West Virginia: Prof. D. C. Humphreys, Washington 

and Lee University, Lexington, Virginia. -

Washington: Sydney Arnold, civil engineer, North Yakima; 'Villiam J. Ware, civil engineer, Port Angeles. 

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

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

example, as results of computation of daily flow at mill dams, made· 

by local engineers, and data of river heights obtained from the United 

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

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

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

placed in consecutive order for convenience of reference. 

The methods of measuring the discharge of various streams and <?f 
CLASSIFICATION OF FIELD WORK. 11 

prepa:r;ing the computations have been desCJ:ibed on pages.18 to 30 of 

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

Twentieth Annual Report, Part IV. The tables used in facilitating 

computations are also given on pages 29 to 32 of Bulletin No. 140. 

CLASSIFICATION OF FIELD WORK. 

In order to make a comprehensive study of the surface waters of 

the United States four classes of work are in hand: 

1. Maintenance of long-record river stations. 

2. Maintenance of short-record river stations. 

3. Reconnaissance along streams. 

4~ Detailed reservoir surveys. 

The long-record river stations are designed to show the influence of 

climatic fluctuations upon the volume of a river at a given locality. 

Only a few of these long-record stations can be maintained in any one 

State or section. Under this head are included only the localit.ies 

where the conditions are highly favorable for accuracy of results as 

furnishing a standard of comparison. At such points especial care is 

taken to verify the gage readings and to make frequent measurements 

of discharge to give assurance that the rating table is correct. From 

the results obtained here it is possible to compare one year with 

another and ascertain which are years of high or low water or of 

medium flow. 

The short-record river stations are established for the purpose of 

obtaining the flow at a given point for a short period: Each shortrecord station is discontinued as soon as the results are considered 

sufficient for probable industrial development. Reasonable care is 

taken to verify the results at these stations, but nec~ssarily not the 

same refinement needed as in the case of the long-record stations. 

Reconnaissance along important streams is systematically carried 

forward whenever the season is favorable, preferably during low 

water. Measurements of discharge are made wherever practicable 

during the progress of this work and observation of height maintained at some one point during the time of the reconnaissance. At 

important points level lines are run to obtain the fall, particularly 

where water power may be developed. 

Reservoir sites are being examined and surveyed in various parts 

of the country whenever suitable localities are discovered by reconnaissance or are brought to attention in other ways. Contour maps 

are prepared of the lands to be flooded, showing the capacity of the 

reservoir at various depths. More detailed surveys are also made at 

the dam sites, and in some cases holes drilled down to and into the 

bed rock to ascertain the character of the foundations. From the 

information thus obtained estimates of cost are made. The matter is 

more fully described in the Twent!eth Annual Report, Part IV, pages 

25 to 43. 
12 OPERATIONS AT RIVER STATIONS, 1899.-PART I. [No. 35 • 

. ACCURACY OF RESULTS. 

In making the survey and examinations of the flow of streams in 

various parts of the United States the object in view has been to 

obtain facts of general application at a cost commensurate with the 

probable application of the results. It is recognized that with a given 

expenditure the number of measurements made will depend largely 

upon the accuracy and precautions employed, and the question at 

once arises as to what degree of precision should be sought. For 

example, to ascertain the flow of water at a certain point within 5 per 

cent of the actual flow may cost $10; within 3 per cent, $25; within 

2 per cent, $1QO, and so on, the cost increasing in an ascending ratio 

as an approach is made to absolute accuracy. In the example given 

it is a matter of judgment whether to make measurements at a cost of 

$100 at ten points within 5 per cent of the flow, or at one point within 

2 per cent. For general information concerning the hydrography of 

the country, such as that sought by this survey, it is obvious that the 

measurements at the ten points are better than the single measurement of greater accuracy; on the other hand, conditions may be 

imagined, for example, where water or power is being purchased, 

when the more expensive single measurement is important. 

It is impracticable to assign definite limits to the degree of accuracy 

of the measurem_ents and computations of river flow, since circumstances vary widely, but as a rule the limit has been set, as above 

stated, that they shall be within the range of ordinary practical 

application. The low-water flow or the floods of a given season are 

never repeated, being higher or lower in subsequent years. By continuing measurements through a decade the range within general 

limits is known, but may be passed during the succeeding decade. 

Great accuracy, therefore, in ascertaining the flow at any given time 

is not necessary for drawing general conclusions, as various assumptions must enter to modify the application of the facts. 

In stating results of discharge measurements whole numbers have 

been used and decimals dropped from the figures obtained by computation. This rule is applied in all cases where the flow exceeds 10 

cubic feet per s~cond; where it is less than this decimals may or may 

not be used, although even here a false conception of accuracy may be 

given. In obtaining averages or totals representing the flow through 

considerable periods of time there may be some discrepancies involved 

through this omission of fractions, but it is not believed that the 

practical value of the work can be improved by introducing into the 

computation a higher degree of refinement than is possible or desirable 

in the field work. 
INTRODUCTION. 13 

EXPENSE OF MAINTAINING STATIONS. 

During 1899 blank forms were sent to all resident hydrographers of 

the Geological Survey, with the request that they give a full description of eaeh station, with reasons for its establishment and maintenance, together with an itemized statement of the costs incurred in 

making the measurements and in computing the results. These estimates have been compared with the actual expense incurred during 

the calendar year, and the results have been analyzed to ascertain 

what may be called the normal cost of maintaining river stations in 

various parts of the United States, and to ascertain which of the stations were requiring an expenditure out of proportion to the value of 

the results. 

Whenever the cost of a station is excessive, a careful study of the 

necessity of that station has been made to determine whether the data 

obtained are of sufficient value to warrant the extra expenditure. In 

a few cases it has seemed advisable to discontinue stations on account 

of the expense of maintenance; but on ~he whole the result of the 

analysis has been gratifying, inasmuch as it has shown very few stations which could be considered excessively expensive, and in most of 

these cases the results obtained have been considered sufficiently 

valuable to warrant their ~ontinuance. 

The conditions obtaining in the various parts of the country are so 

different that the annual cost of maintenance is not fairly comparable. This difference is due to several causes, the chief of which is 

the great distance between stations in some of the Western States 

when compared with stations in the Eastern States. This makes 

additional expense for railroad fare and also for services for the 

increased time spent in traveling. In most States passes are granted 

the hyd!'ographers by the railroad companies when upon official business, but this is not true in all States. The beds of some rivers are 

rocky and permanent in character, necessitating only a few measurements a year, while others are sandy and shifting, requiring many 

measurements in order to construct discharge curves of any value. 

An extreme example of the latter case is· the Gila River upon which 

measurements were made nearly every day in the year. The pay of 

the local observer varies with the distance he is obliged to travel daily 

to reach the gage. 

For the reasons given above, the country has been divided into several sections according to the conditions at the stations. All of the 

stations in the States bordering on the Atlantic Ocean are considered 

in one class. These are 57 in number and are under the charge of 4 · 

resident hydrographers. The rivers in the northern part of this sec,. 

tio~, as far south as Virginia, have as a rule been gaged at points 

where their beds are rocky, and require only about 4 measurements a 
14 OPERATIONS AT RIVER STATIONS, 1899.-PART I. [N0.35. 

year in order to construct reliable discharge curves, as the curves constructed in the previous years need few changes. South of Virginia 

the gagings have been made where the beds of the rivers are for the 

most part soft and changeable, requiring from 6 to 8 measurements a 

year. 

The normal cost of each gaging in the Atlantic States is $11.50. 

This includes every expense incident to the gaging, and may be 

divided approximately as follows: 

Hydrographer's services in the field ____ -------- ____ , ______________________ $5.00 

Hydrographer's services for computation ______ ------·--------· ______ ·---_ 2. 00 

Services of assistant_ .. __________________________ . ___________ • ____ •. _. ____ • . 50 

Cost of local transportation ______ • _____ . ________ •••• __ ••• _ •• ______ • _ _ _ _ _ _ _ 1. 00 

Sundry expenses, including board, lodging, etc_____________________________ 3.00 

Total __ -- __ • ________ •• ____ . __ •• ______ • ______ •••••.• _. __ • _ .. _ •• _ •• _ _ _ 11. 50 

Hydrographers are obliged to travel, on the average, 200 miles for 

each gaging, but with few exceptions passes have been granted. 

The pay of the observer averages $36 a year. This makes the total 

cost of an ordinary station in the Atlantic States $82 if 4 gagings are 

made during the year and $105 if 6 gagings are made.· 

The river stations in Kansas and Nebraska are in general under the 

same conditions, and are here considered together. The river beds 

are more or less changeable, so that, in order to obtain reliable discharge curves, it is necessary to make from 10 to 20 gagings a year at 

each station, with an average of about 12. The normal cost of each 

gaging is $12, divided in about the same proportion as in the Atlantic 

States. For the ordinary stations, therefore, the total cost of gaging 

for one year would be $144, and adding $40, the average cost of 

observers' services for one year in this section, gives $184 as the total 

cost of maintaining the station. 

In Colorado the character of the river beds varies considerably in 

the different parts of the State. Some have a rocky, permanent bed, 

and others a soft, changeable one, requiri~g frequent gagings. For 

this.reason the number of gagings required each year at the different 

stations varies from 2 to 10, with an average of about 6. The average 

cost of making a measurement is $13; the average cost of observations is $30, making a total cost of $108 for one year. The expense 

incurred in 1899 has not been as great as here mentioned, as fewer 

measurements per year have been made. 

In Montana, at those stations under the charge of Prof. Fred. D. 

Smith, from whom reports have been received, the average cost of a 

-gaging is found to be $10; and allowing 10 measurements a year and 

$30 for observations, the normal cost of maintaining a station for one 

year is $130. 

In Wyomingthe averagecostofgagings is $30. Allowing7 measurements a year and $26 for observations, this makes $236 as the normal 
DETERMINATION OF DISCHARGE FROM SLOPE. 15 

cost of maintaining a station for one year. This large expenditure is 

necessitated by the great distances traveled. 

In Idaho the average cost of making a gaging is $20. Allowing 6 

measurements a year at each station and $36 for observers, we have 

$156 as the normal cost of each station for one year. 

In California we can say, roughly, that the average cost of a gaging 

is $30, and making 10 measurements a year; and paying $36 for observers, we have a total cost of $336 a year as the expense of maintaining 

a station. 

These comparisons have been made in order that some idea might 

be obtained as to the proper cost of maintaining stations.. If the cost 

of any particular stat.ion is much higher than the normal cost of stations in that section, it is important that a careful study be made to 

determine whether or not the measurements are of such value as to 

warrant the additional expenditure. If not, the station should be 

discontinued. 

DETERMINATION OF DISCHARGE FROM SLOPE. 

At various times attempts have been made to obtain data as to 

slope or fall per mile of the water surface of various rivers, in order 

to use this factor in estimates of the flow of the stream, and thus make 

comparison with the discharge as measured by current meters. It 

has been quite difficult, however, to do this, and the results have been 

somewhat unsatisfactory, owing to the uncertainty in determining 

the slope of the stream, considerable latitude of judgment being 

possible. 

Careful leveling along the banks of most streams of moderate size 

shows that the water surface is alternately approximately level, then 

has a distinct fall, and again is nearly level; in other words, as 

expressed in the South, the stream consists alternately of pools and 

riffies. These may be imperceptible to the eye, but are detected by 

careful leveling. In determining the slope of the stream the question 

therefore arises as to whether this shall be determined for the immediate proximity of a given cross section, either at a pool or a riffie, or 

be taken to include a number of these, and thus extend several thousand feet or even several miles. On the selection of this distance 

depends, to a large extent, the slope of the stream, the amount varying within wide limits. 

The desirability of again taking up this matter was brought to the 

attention of this office in July, 1899, by Mr. Desmond FitzGerald, chief 

engineer, to the special commissioners of the Chicago Drainage Canal.' 

Instructions were sent to each· field party to endeavm to make such 

measurements wherever it could be done without notable increase of 

cost. So many practical difficulties were encountered it has been found 

that fm: these observations to have value they should be made. by a 
.16 OPERATIONS AT RIVER STATIONS, 1899.-PART I. [N0,35. 

field party especially equipped for the purpose and provided with appliances such as are rarely at hand in making ordinary meter measurements. 

A few such measurements were made during the past season by 

different hydrographers, and they will now be considered. The following abbreviations will be used in this connection: D=discharge; 

A=area, in square feet; V =velocity, in feet per second; W =width, in 

feet, or practically wetted perimeter; R= ~,hydraulic mean ~adius; 

S=slope; n=coefficient of roughness. Kutter's formula has the 

form V=O~R S, in which 0 is a constant to be found. 

Etowah River at Canton, Georgia.-On September 5, 1899, B. M. Hall 

made a survey of this river to find the correct value of n for a 1,500-

foot section along the stream. After measuring 1,500 feet, running 

levels, and placing temporary gag~ at upper point, he did not have 

time to make a discharge measurement, but applied the slope to the 

measurement made August 28, 1897, when the following were found: 

Gage height, 0.30 foot; area, 423 square feet; mean velocity, 1.061 

feet per second; discharge, 449 second-feet. The slope was 0.06 foot 

. 423 ,- Ill 1,500 feet=0.00004. W=115; therefore R=115=3.68, and -vR S= 

0.012132. Substituting in the formula V =O~R S, we get 0=87.4, 

and from the table in Trautwine, 171Jh edition, page 276, we find 

n=0.022. 

LoupRiver at Columbus, Nebraska.-Aseries of slope measurements 

to determine the value of n were made by Glenn E. Smith, under the 

direction of Prof. 0. V. P. Stout, of the University of Nebraska, at 

the gaging station on Lonp River. Gage heights were taken on two 

gages, the auxiliary gage being placed 1,200 feet downstream from 

the main gage rod. The following were the three observations: 

Measurements of Loup River at Columbus, Nebraska. 

Main Lower ~ Mean Date. gage. gage. Width. Area. velocity. Discharge. R 

I 1899. SJ.uare Feet per !J Feet. Feet. Feet. eet. second. Second-feet. Sept. 3 4.40 3.30 525 875 2.17 1,902 

Sept. 17 4.40 3.31 525 826 2.23 1,840 7 

Oct. 5 4.60 3.52 52~ 953 2.52 2,402 1 

The following are the computations for the three days: September 

1.1 3: S=1 200=0.00093; R=l.67; V=2.17. Substituting in the for-

' 

mula V =0 vR S, we obtain 0=55.0, and from the table n=0.028. 

September 17: S=0.00091; R=1.57; V=2.23. 0, therefore, =59.0 

and n=O. 026. 
DETERMINATION OF DISCHARGE FROM SLOPE. 1 7 

October 5: 8=0.00090; R=1.81; V=2.52. Cis found to equal in 

this case 62.3 and n = 0. 026. 

Niobrara River at Fort Niobrara, Nebraska.-The following table 

. shows the results of similar measurements made on this river under 

the direction of Professor Stout. All gage heights are referred to the 

zero of the main gage. The upper auxiliary gage is 600 feet above 

and the lower auxiliary gage 600 feet below the main rod. 

Measurements of Niobrara River at Fort Niobrara, Nebraska. 

~ Main Upper Lower Area. Mean Dis- Width. 

1899. 

gage. gage. gage. 

Square 

velocity. 

Feet per Secondcharge. 

~ Feet. Feet. Feet. feet. second. feet. Feet. 

Aug. 30 1.35 2.32 0.60 196 3.57 700 154 1.27 

Sept. 13 1.15 2.20 .60 200 3.47 695 154 1.30 

Sept. 26 1.05 2.10 .40 198 3.70 732 154 1. 29 

Oct. 7 1.15 2.05 .55 215 3.61 776 154 1.40 

Oct. 20 .80 2.08 .30 199 4.27 849 154 1. 29 

As there were three gages read, three different slopes can be determined, as follows: Between the upper and middle gage, between the 

middle and lower gage, and, finally, between the upper and lower 

gage. They do not correspond well, as shown in the table immediately following, the slope between the middle and lower gage being 

constantly less than the slope between the upper and middle gage, 

and of course the slope between the upper and lower gage is the mean 

between them. 

Comparison of slope measurements at Fort Niobrara, Nebraska. 

Gage rod: Aug. 30. Sept.13. Sept. 26. Oct. 7. Oct.20. 

pper and middle. ___ 0.00161 0.00175 0.00175 0.00150 9.00213 I 

iddle and lower ____ .00125 .00091 .00109 .00100 .00083 ower and upper .. __ . 00143 .00133 . 00142 .00125 .00148 I 

I 

The following determinations of the values of C and n are based on 

the slope as found by the readings on the upper and lower gages. 

The computations are not carried out, but the results are shown in 

the following table: 

Table showing values of C and n. 

C n 

1899. 

August SO·------------·----------- 84.1 0.018 September 13 __ . ______ . _ _ _ _ _ _ _ _ _ _ _ _ 83. 5 . 018 

September 26 ____ .. _ ·-- ---·. ___ ____ 86.8 . 018 

October 7 _. ___ • _ • _______ . _____ .... _ _ 86. 5 . 018 

October20 _________________________ 97.7 .016 

---------------------------~-----~------~ 

IRR 35--2 

- t 
18 OPERATIONS AT RIVER STATIONS, 1899.-PART I. [N0.35. 

One comparison is made between the values of C and n as determined by considering the three different slopes for a single measurement, and for this purpose the gaging on September 13 is used. On 

this date R=1.30; V=3.47; S, for. upper and middle gage, =0.00175;, 

C is found to equal 73.5 and n 0.020. For middle and lower rod, 

S=0.00091, and C, therefore, =:=101.0, and n= 0.015. The following 

table shows these values of C and n for the three slopes on September 13: 

Table showing values of C and n on September 13, 1899. 

I Gage rod. c 

0.:2u Upper and middle _ . _____ . ________ . 73.5 Middle and lower __ . _______________ 101.0 .015 

Lower and upper ... ________ .... ____ . 83.5 .018 

For comparison with results obtained on September 13 it is assumed 

that the slope determined was made between the upper and lower 

gages 0.00133. Substituting in Kutter's formula the value of n, as 

found from the determinations of the slope of the upper and middle 

rod, we get a discharge of 840 second-feet. Assuming the same slope 

as above-that is, between the upper and lower rod-and taking the 

value of n as found between the middle and lower rod, =0.015, and 

substftuting again in Kutter's formula, we get a discharge of 610 

second-feet. These latter results are not satisfactory. In this case, 

with 0.015, 0.018, 0.020 as the three assumed val'li.es of n, we get discharges of 610, 695, and 840 second-feet, respectively. The measured 

discharge, as determined by current meter, for this date was 695 

second-feet. 

Readings on slope gages were taken for a short period in 1896 on 

Frenchman River, at Palisade, Nebraska, as shown in the Eighteenth 

Annual Report, Part IV, page 198, and in Water-Supply Paper No. 

11, page 56. 

Bear R·iver at Battlecreek, Idaho, and Collinston, Utah.-Measurements of the fall of the surface of Bear River at Battlecreek, Idaho, 

and at Collinston, Utah, were made by Prof. Samuel Fortier. Stakes 

were driven into the channel of the stream about 10 feet from each 

shore line, at points 100 feet below and 100 feet above the cable suspended across the stream. These four stakes were pointed on the top 

and driven about 1. 5 inches below the surface of the water. A small 

wire nail was driven into the top of each stake until level with the 

surface of the :water, allowance being made for the pulsation of the 

surface. The elevations of the tops of these nails were then carefully 

ascertained with a level. 

At Battlecreek, Idaho, the bed of Bear River consists of clay near 

the right bank, small cobblestones in the center, and gravel and pebbles near the left side. The banks are somewhat irregular. The 

fall, S = 0.00062; water area, A= 443 square feet; mean velocity, 
ESTIMATION OF DISCHARGES AT MILLDAMS. 19 

V = 2. 36 feet per second; hydraulic mean radius,i R = 2. 31; wetted 

perimeter, 191 feet; n = 0.027; C, in Chezy's formula, 62.58; the discharge, D, was 1,046 second-feet. 

At Collinston, Utah, the bed of Bear River consists of cobble rock 

stones and bowlders. The fall was found to be, S = 0.00131; A= 427 

square feet; V = 2.333 feet per second; R = 1.58; wetted perimeter, 270; n = 0.029; C, in Chezy's formula, 51.28; the discharge, 996 

second-feet. 

ESTIMATION OF DISCHARGES AT MILLDAMS. 

On rivers which, like those in New England, have been used for 

water power, it is often difficult to find a section where measurements 

with the current meter can be readily made. The milldams placed at 

short intervals back lip water or introduce conditions unfavorable to 

direct measurement of flow. On the other hand, the facilities at the 

milldams are often excellent for noting the height of water, as gages 

are frequently maintained in the interest of the mill owners. In a 

number of cases where controversies have arisen concerning water 

power or there now exist contracts for the division of the available 

flow, elaborate computations have been made showing the discharge 

over the dams and through the various openings leading to the mill 

wheels. Occasionally these computations of flow are sufficiently 

extensive to have- general interest in showing the run-off from a given 

drainage area, but more often.the results are fragmentary. 

Probably the earliest and most thorough determination of the flow 

of a river by estimating the amount taken by mills and passing over 

the dam is that begun by Mr. J. B. Francis over a half century ago 

on the Merrimac River at Lawrence, Massachusetts .. This may be 

considered as the model of all attempts of this kind. Similar computations, based upon the Francis formula, have been made on other 

New England streams, notably on Connecticut River at Holyoke, Massachusetts, and on Kennebec River at Waterville, Maine. The uncertainty as to the application of certain constants or factors is such 

that estimates of this kind are apt to be misleading unless made by an 

engineer thoroughly familiar not only with the fundamental data, but 

with all of the varying local conditions. In order to make computations of daily discharge and correction for changes in the conduits 

diverting water above the dam, it is necessary to maintain rec~rds of • various facts besides the height of water. To facilitate the keeping of 

such records blanks have usually been prepared with a space for 

entering the depth of water on the crest of the dam, and the length of 

this in linear feet-especially when modified from day to day by the 

use of flashboards. These records of depth are usually made night 

and morning, and occasionally are noted every two or three hours 

throughout the day. Besides these, spaces are provided for reading 

the height of water at the headrace and tailrace of each mill, giving 

data for the working head on the water wheels. The number of 
-20 OPERATIONS AT RIVER STATIONS, 1899.-PART I. [No.35. 

wheels, the size and kind, the number of hours operated, and other 

facts concerning their use are also given, in order to compute the 

probable flow through each wheel and add this to the amount passing 

over the dam; Corrections must usually be introduced for leakage 

and for the amount escaping through waste ways. It is evident that 

for-any given locality with a number of mills the recording of the facts 

not only requires care and time, but some display of intelligence on 

the part of the workmen, to whom the recording is necessarily 

intrusted. 

All of the conditions above noted, and tho uncertainty regarding 

accuracy of the constants used in the computations, tend to make the 

estimates not only complicated, but introduce more or less doubt as 

to the value of the results. This is particularly true when there are 

a number of mills taking water from the impounded river and in seasons of low water when the greater proportion passes through the mill 

wheels. At a number of localities where such estimates are made all 

of the water enters the mill races during the summer, leaving the 

crest of the dam dry. 

Estimates of the flow of streams at milldams have been recently 

extended to certain streams in New York, most of which are tributary to Mohawk River. These were begun in October, 1898, by Mr. 

George W. Rafter, who was at that time employed on special watersupply investigations for the United States Board of Engineers on 

Deep Waterways. This board, consisting of three engineers designated by the President, one from the Engineer Corps of the United 

States Army, one from the Coast and Geodetic Survey, and one from 

civil life, was authorized by act of Congress approved June 4, 1897 

(30 Stat. L.,, 50). Its purpose is to make surveys and examinations, including estimates of cost of deep waterways between the Great 

Lakes and the Atlantic tide waters, as recommended by the report of 

the Deep Waterways Commission, transmitted to Congress on January 

18, 1897.1 The work of the board was continued by the act of July 1, 

1898 (30 Stat. L., 636), providing that estimates should be prepared 

for cost of waterways 21 and 30 feet in depth, and by act of March 3, 

1899 (30 Stat L., 1109). 

Under the direction of J\'Ir. Rafter about 20 stations for studying 

sources of supply for deep waterways have been established in the 

State of New York, the locations of w~ich are shown by fig. 12, on 

page 79 of Part IV of the Twentieth Annual Report of the Geological 

Survey. 

In each case these points of measurement are at dams built to furnish power for millA, or constructed by the State for supplying water 

to the Erie Canal and its feeders. The dams thus employed as weirs 

are of various sections and materials. A few are of stone, solidly built, 

but most are of timber. Some of the latter are tight, while others 

1 Report of the United States Deep Waterways Commission, prepared at Detroit, Michigan, 

December 18-22, 1896, House Doc. No. 192, Fifty-fourth Congress, second session. 
ESTIMATION OF DISCHARGES .AT MILLDAMS. 21 

leak, and in these cases estimates have been made of the quantity 

flowing through the dam: Usually the estimate was made at the 

establishment of the river station, and leakage was considered as 

being constant. In a few instances current-meter measurements were 

made of the leakage, and the quantity found was used as a correction 

in the computations. 

In exam_ining the dams in the. rivers it was found that many of them 

were irregular in longitudhial profile of crest. In a number of cases 

they were so repaired as to give a horizontal crest, but at several 

localities it was impossible to eliminate this irregularity. In these 

cases a careful profile of the crest was plotted and divided into parts 

in such a way that the· crest of each portion could be considered as 

horizontal without introducing serious errors. Computat.ions were 

then made of the flow through each sec~ion irrespective of its neighbor, and the quantities in all sections were added together to give the 

total flow over the dam. These comphtations were made for different 

heights of water and plotted graphically with the head on the crest in 

feet as ordinates and the discharge in second-feet as abscissas. A 

smooth curve was then drawn through these points, from which discharges have been read for various heads. In a number of instances 

these curves have been revised, using coefficients determined at a 

later time. 

In order to compute the discharge over dams, it is necessary to make 

certain assumptions or employ coefficients obtained by experiment. 

'l'he coefficients for determining the flow over broad-crested weirs 

are somewhat uncertain, especially with high heads. The most 'reliable coefficients are those determined by experiments of Bazin's, published in the Annales des Pouts et Cbaussees. 1 In those experiments 

the head on the crest of the weir never exceeded 1 t feet. As the 

coefficients over broad-crested weirs vary considerably with the head, 

it is a matter of judgment what coefficients to apply when the heights 

exceed those experimented upon by Bazin. Profiles of the dams as 

constructed in the river seldom correspond exactly with the profile 

for which the coefficients were determined. For each case it is necessary to assume an experimental profile which corresponds most closely 

with _the measuring dam. In order to eliminate these two sources of 

error, experiments were instituted at Cornell University to determine 

coefficients for experimental flat-crested weirs as used by Bazin with 

heads on crest as high as 6 feet, and also upon other forms of weirs 

corresponding to those of the dams over which measurements are 

made. 2 

In making these experiments the first question that arose was to 

determine the actual quantity of water flowing over the experimental 

1 Annales des Pouts et Chaussees, Ire parti~, 1898, 2e Trimestre, No. 24, p. 151 to 264. Experiences 

Nouvelles surl'Ecoulement en Deversoir (6e article), par M. H. Bazin,lns*teur general des 

Ponts et Chaussees. 11 On flow of water over dams, by George W. Rafter: Proc. Am. Soc. Civ. Eng., March, 1900, · 

Vol XXVI, No. 3, pp. 226-319. 
22 OPJ4~RATIONS AT RIVER STATIONS, 1899.-PART I. [NO. 35. 

weirs. To determine this a sharp-crested weir was constructed of 

exactly the sam!3 dimensions as that experimented upon by Bazin, for 

which he (Bazin) has published accurate coefficients. Bazin's coefficients for this sharp-crested weir were determined only for small 

heads. 

In order to obtain accurate coefficients for sharp-crested weirs for a 

greater head, another weir of shorter length was placed below the 

Bazin weir in the same flume. Knowing the actual quantity flowing 

over the Hazin weir, and carrying the height on crest to the limit of 

the Bazin experiments, it was possible to determine coefficients for 

sharp-crested weirs for heads as high as about 6 feet. The coefficients 

determined from this second sharp-crested wMr were then used to find 

the actual quantity of water flowing over all experimental sections 

used thereafter. Gates were so arranged that the quantity of water 

flowing in the fluiQ.es could be varied at will, and starting with a high 

head the water was gradually I'educed in quantity, reducing thereby 

the head on the crest to zero. The gates were allowed to remain in 

each of the eight or ten positions from ten minutes to an hour, so 

that the flow for that interval was constant. By reading the head 

of the sharp-crested weir, the water flowing at the given width of 

gate opening could be determined. At the same time the head on 

the experimental weir was read and, noting the quantity, the coefficients computed for use in the formula q = CLHf. In this formula 

C = m .V2g of Bazin's formula. One run was made for each experimental weir, and eight or ten points of the curve were determined. 

The experimental weir, which was constructed of wood, ,was then torn 

out and one of another section put in its place. When all worked 

well it required one day for experimentation on each section. Experiments were made on forms of weirs corresponding to nearly all of 

the dams over which the flow was measured. 1 

Practically all the computations of the flow of streams made by the 

Board on Deep Waterways had been completed before these coefficients 

for high heads were determined, so that Bazin's coefficients were used 

instead of the Cornell coefficients, although in Mr. Rafter's opinion 

the Cornell coefficients would be more accurate. It was proposed to 

recompute back records, using the Cornell coefficients, but lack of 

time and funds have prevented. The monthly totals have, however, 

been approximately corrected. There are some discrepancies between 

Bazin's and the Cornell coefficients, even for low heads, which are 

attributed to difference in the construction of the experimental weirs 

and the consequent action of the air cushion. It is possible that the 

conditions in the Cornell experiments are nearer those in actual dams. 

As has been stated, most of the measuring stations are dams furnishing power for mills, and of course a large quantity of wa_ter passes 

1 0n flow of water over dams, by George W. Rafter: Proc. Am. Soc. Civ. Eng., March, 1900, 

Vol. XXVI, No. 3, pp. 226-819. 
ESTIMATION OF DISCHARGES AT MILLDAMS. 23 

through the mill race and wheels and not over the dam. In order to 

determine this quantity of water, gages are used, as before noted, 

above the wheels in the headrace and below the wheels in the tailr:ace, 

so that by simultaneous readings the head on the wheels at any time 

may be determined. The size and type of wheels used in each mill 

and the dimension of the gates were ascertained. In many cases, 

especially in the case of new wheels, records of careful ratings made 

at Holyoke, :Massachusetts, were obtained for the particular wheels 

installed in the mills. Where these could be obtained they were used 

to determine the flow through the wheels. In other cases it was necessary to rely upon the figures published in the trade catalogues for the 

quantity of water flowing -through the various wheels at the various 

heads, although these quantities are not always accurate. In some of 

the headraces there are overflows which must be taken into account 

as the head increases, and over which the flow is somewhat uncertain. 

When the State dams were used, as in most cases, in New York the 

flow through the canal feeiers was measured once and assumed to 

be constant thereafter. 

The following table gives a list of the New York streams, the flow 

of which has been computed as described above: Their drainage areas 

are also given. The numbers in the first column are those shown in 

the Twentieth Annual Report, Part IV, fig. 12, where the location of 

the points of observation is given. 

Streams measured by the United States Board of Engineers on Deep Waterways. 

I 

No. Streams. Locality. Drainage area. 

1 Seneca River _. ____ . ___ . __ Baldwinsville __ .... _____ . __ Sq. miles. 

3,103 

2 Oswego River __ ... _________ Fulton,- __________________ 4,916 

3 Chittenango Creek_. _ . ___ . Bridgeport _ . ________ . __ . _ 307 

4 Oneida Creek _ . _________ .. Ken wood _ . _ . _________ . ___ 59 

5 Wood Creek __________ Near mouth·----------· __ ___ ,..., _____ 

6 Fish Creek, west branch __ McConnellsville _______ .... 187 

7 Fish Creek, east branch. __ AbovePointRock ________ 104 

8 Salmon River_ . ___________ About 1 mile above falls __ 191 

9 Mohawk River_. ___ .--·-- __ Ridge Mills __________ . __ . _ 153 

10 Ninemile Creek ____________ 1 mile below Stittville 63 

11 Oriskany Creek_. ________ . State Dam, Oriskany ______ 144 

12 . __ .. do ____ .. _ . ___ ..... __ . __ . Coleman. __________ ... _____ 141 

13 Sauquoit Creek _____ . _____ New York Mills-----·---· 52 

14 West Canada Creek_ . ____ . Middleville ____ . _______ . __ 519 

15 Mohawk River. ___ . _______ Little Falls_ ... _____ .. _. ____ 1,306 

16 East Canada Creek _______ . Dolgeville _____ . _____ . ___ 256 

17 Garoga Creek _____________ 3 miles above the Mohawk_ 81 

18 Cayadutta Creek ______ . ___ Below Johnstown. ___ .. ___ 40 

19 Schoharie Creek ____ .. __ .. _ State Dam. Fort Hunter __ 947 

20 Mohawk River _____ .. _____ State Dam·, Rexford Flats_ 3,385 

21 Hudson River_ ... ·----- __ Mechanicville ____ . _______ . 4,500 l_!l &hr~n Ri~.;,::::::::::::: Fort Edward _ .. __________ Warrensburg _____________ ---------- 563 

Black River _. _____ .. _ .. __ Watertown ______ • _____ . __ 1,J89 
24 _oPERATIONS AT RIVER STATIONS, 1899.-P.ART I. [No.35. 

The results obtained at the localities named above, from September, 

1898, to May, 1899, inclusive, as computed by Mr. George W. Rafter, 

are given in the following table. The numbers in the first column of 

the preceding table refer to the same numbers in this table:· 

Estimated monthly discharge of various New York rivers in cubic feet per second. 

No. I-S-ep_t __ ---,--0-c-t-. ---,--N-o-v-. --,--D-e-c-. -I--J-a-n-. ~-F-e-b.-.--M-a_r_. 

l&m. 

~-A-p-r-. -., 

~ May. 

1898. 

l_ _____ ---------- ---------- 3,137 2,689 2,851 1,769 3,875 4,543 2,568 

2------ ------ --- ·--------- 6,220 5,300 6,150 4,075 7,830 11,000 6,586 3------ 129 320 550 530 600 450 711 820 230 4_ _____ ------ ---- 76 95 75 97 79 126 160 58 

5 ______ ---------- ---------- -------------------- ---------- ··--------- ---------- ----·------ ---------- 6._____ 108 300 340 180 385 170 530 1,040 215 

7------ 250 310 080 201 209 251 342 751 295 g ______ ---------- ---------- 490 315 522 200 468 2,220 605 

9 ______ ---------- 324 356 216 332 199 422 952 275 

10______ 398 98 92 135 225 85 210 340 47 

11------ ---------- 325 327 327 295 291 342 466 119 

12 ______ ---- ·----- ---------- ---------- ·-- ------- ---------- ------ ---· ---------- ---------- ------ ---· 13.----- 27 56 57 57 58. 58 111 127 38 

}4 ______ ---------- 1,071 1,125 922 1,028 1,422 1,058 3,365 1,456 15. _____ 2,378 2.493 2,891 2,036 2,753 1,510 3,757 8,102 2,651 

16.----- 638 581 689 564 816 439 519 1, 978 633 

17 ______ ---------- 140 190 77 43 47 160 500 99 

18______ 16 64 91 44 39 31 74 251 31 

19______ 409 1,422 2,447 1,853 2,584 2,224 4,072 4,38u 8.1)8 

20 ______ ------ ·- ·- ---------- ---------- 4,550 5,850 4,000 9,250 17,400 4,150 

I 

~ 

~:,~:::: ----~~;::- ----~~:- ----~::. ----~~:- ----~~:- ----~~:- ----~~:- ---~~:- ---:~;:-- 1,744 3,607 4,510 2,752 4,704 2,381 5,112 !4,172 5,840 

TURBIDITY. 

Many attempts have been made to determine. the amount of silt 

carried by water in suspension, but as a rule these necessitate elaborate operations of filtering, drying, and weighing. One of the most 

convenient methods for field work is that recently applied by Mr. 

Allen Hazen, who has prepared an arbitrary scale dependent upon 

the degree of opacity of the water. Observations of turbidity are 

taken by putting a stick into the water under examination and noting 

the distance beneath the surface at which a given object::_usually a 

small wire-can be seen. The turbidity is then read .from a scale 

gr~duated on this stick. This is most conveniently accomplished by 

having a second or smaller stick placed in front of the first, the end 

of which is brought to the water line at a point where the .. wire can 

ju~t be seen. Upon removing the two together the position of the 

smaller stick on the scale gives the turbidity. 

Observations are taken in the open air, as too high results are 

obtained under a roof, even .with good light. They preferably should' 

be made in the middle of the day, and not in direct sunlight. In 

case the sun is shining the observer can stand so that his shadow 

covers the water immediately above the stick and wire. The observer 

stands erect with his feet a little above the water, although some 

variation in this respect does not materially influence the results. 
MAINE. 25 

The stick should be about 5 feet long and five-eighths of an inch 

square. A platinum wire should be inserted at a point about 1 inch 

from the end at rightangles and projecting 1 inch. rrhis wire should 

be about 0.04 inch in diameter. The stick is then graduated, the 

figures being inversely proportional to the distances from the wire, 

1.00 coming at 1 inch. The following table gives the graduations up 

to 50 inches: 

Scale of turbidity. 

Turbidity. Iucbes. Turbidity. Inches. Turbidity. ~ches. i 

2. 00- --.. --. - 0.50 0.10 __ -- ---· 10.00 0.05 ________ 20.00 

1.50 ____ ---- . 66 

I 

.09 ________ 11.11 .04.-~----- 25.00 1.20 ________ .83 . 08 __ ------ 12.50 . 03 ... - ---- 33.30 

1.00 ________ 1. 00 .07 ________ 14.30 .02. _______ 50.00 

.50 ________ 2.00 I .06 ________ 16.70 . OL _______ 100.00 

I 

MEASUREMENTS AT RIVER STATIONS. 

KENNEBEC RIVER AT WATERVILLE, MAINE. 

This river has been described by Prof. Dwight Porter in the Nineteenth Annual Report, Part IV, pages 65 to 84, the general location 

of the stream being shown on Plate IX. Computations of discharge 

at Waterville, Maine, were made by Mr. Sumner Hollingsworth from 

about 1892 to the time of his death, which occurred June 27, 1899. ~ 

Additional figures have been furnished by Mr. James L. Dean, engineer of the Hollingsworth & Whitney Company, a slightly different 

system of computat{on being employed by Mr. Dean, as it has been 

impracticable to introduce the corrections made by Mr. Hollingsworth, 

the principles upon which he worked not being fully recorded. Corrections were probably made for loss of head in the tailrace and leakage. The figures of daily discharge from 1892 to August 31, 1898, as 

computed by Mr. Sumner Hollingsworth, are given in Water-Supply 

Paper No. 27, page 14; those subsequent to the above date have been 

furnished by Mr. Dean. 

Concerning those for 1899, Mr. Dean states that the figures subsequent to May 1 have not been computed with the same care as previous records, but they are believed to be correct for most practical 

purposes.. · The discharge over the dam was computed as usual, but 

that from the wheels was not estimated separately for each day, using 

the head of each wheel, and the speed of rotation, as heretofore done. 

Instead of this the average performance was taken. A comparison 

of gage readings and water discharges shows little connection, as 

flashboards are used on the dam. The Sunday flow is also irregular, 

as the mill at Waterville is sometimes operated Saturday night, drawing the water from the pond, so tftat there is no flow except leakage 

on Sunday. During the season of low water there is usually less 

passing on Sunday than on week days, as at many mills on the river 

the dams are closed in order to fill the ponds. 
• 

26 OPERATIONS AT RIVER STATIONS, 1899.-PART I. (No.35. 

Daily discharge in second-feet of Kennebec River at Waterville, llfaine. 

1898. 

Day. Jan. Feb.! Mar. Apr. May. June. July. Aug. Sept. Oct. Nov. Dec. 

1 ---- 2,475 2,539 4,170 20,385 36,00l 14,341 4,385 3, 790 2,477 2,691 6,382 3752 

2--·- 2,284 2,955 4,188 16,556 39,372 13,776 4,343 2, 707 2,489 2,862 5,182 3:74o 

3---- 2,222 2,687 5,648 13,871 38,301 10,900 3,440 2,887 2,453 2,180 4,691 3,667 

4---- 2, 715 3,090 5,163 12,143 37,358 8,791 3,490 2,833 1,437 1,831 4,115 1, 747 

5---- 2, 771 2, 775 2,997 10,830 37,730 9,846 4,343 2,809 2,510 1,865 3,467 3,336 

6---- 3,431 3,068 4,094 10,150 37,569 10,301 4,272 3, 712 2,002 2,119 3,231 3,227 

7---- 1,807 3,475 5,070 7,080 31,580 9,189 4,477 3,252 3,093 1,570 3,880 3,221 

8---- 4,826 2,994 5,033 6,563 29,880 9,098 4,203 4,374 3,073 1,269 3,675 3,262 

9 --·- 5,434 3, 744 4,767 7,472 28,753 12,541 5.464 4,218 3,018 1,150 4,133 2,995 

10---- 4,492 3,154 4,623 10,457 25,6.'36 14,318 1, 745 4,017 3,042 961 3,351 2,635 n ____ 3,025 3,829 5,329 15,299 22,059 12,086 4,111 3,048 3,050 1,585 5,332 1,792 

12 ---- 3,286 3,317 6, 752 19,848 21,899 11,322 4,484 3,413 3,057 1, 731 5,856 3,268 

13---- 3,240 3,680 8,397 44,854 24,042 11,003 4,267 2,927 2,505 1,585 4,896 2,235 

14---- 3,287 3,912 9,880 47,141 34,332 10,777 3, 776 1,130 1,913 1,288 3,332 1,873 

15---- 4,909 4,026 11,534 50,381 32,988 12,514 4,327 3,443 1,480 1,299 3,465 1,888 

16 --·- 3, 717 4,042 12,816 49,415 27,500 11,295 3,994 2,499 1,560 3,665 3,264 1,883 

17 ---- 3,891 3, 764 12,215 47,112 24,756 10,584 3,611 2,560 1,530 6,031 3,490 2,160 

18 ---- 3,453 3,221 11,918 47,321 23,440 9,478 3,896 2,491 1,570 5,055 3,698 1, 723 

19---- 3,460 3,267 12,484 44,700 23,153 9,196 3,938 2,622 1,607 4,454 5,018 2,315 

20---- 3,505 2,885 13,218 39,327 20,592 11,129 3, 747 2,526 1,876 3,264 8, 798 2,447 

21 ---- 3,89:l 3,172 14,580 36,671 19,088 10,855 3,835 913 2,223 2,872 8,935 2,560 

2'Z ---- 4,614 3, 764 17,177 33,789 18,570 9,950 5,038 3,425 1,851 2,690 8,046 2,274 

23---- 2,542 2,133 16,615 30,792 17,073 8,334 3,871 2,866 1,888 6,0.36 7,184 2, 778 

24---- 2,.321 3,437 15,987 34,352 15,277 9,483 3,418 3,425 1,916 6,318 6,007 3,013 

25---- 2,866 4,352 17,812 52,119 15,993 8,864 3, 747 2,849 3,689 4,924 7,811 2,489 

26---- 2,032 3.933 17,029 45,520 15,589 7,508 3,879 trr~ 5,443 4,288 7,923 2,471 

27---- 3,136 3,653 16,560 38,083 15,639 5,267 3,385 4, 788 6,514 10,037 2, 761 

28---- 2,905 4,387 18,928 37,354 14,611 4,326 4,189 3,940 3,581 15,319 3,672 2,464 

29---- 2, 727 ------- 19,762 33,652 16,632 5,689 3,444 3,396 3, 778 11,127 2, 758 2,499 

30---- 1, 738 _____ .,._ 17,711 31,767 16,962 6,715 3,204 3,555 3,247 9,229 3, 723 2,067 31 ____ 2,607 ------- 27,4.'32 -------- 16,298 -------- 2,832 2,857 -·----- 7,672 ------- 2,178 

------------------ 1------ Mean, 3,213 3,402 11,287 29,833 25,120 9,983 3,908 3,133 2,618 4,047 5,178 2,620 

1899. 

Day. Jan. Feb. Mar. Apr. May. June. July. Aug. Sept. Oct. Nov. Dec. 

--,.-----------------------------

1 ---- 2,529 2,458 3,382 6,343 41,348 13,292 6,386 4,020 1,985 1,200 1,405 1,405 

2 -~-- 2,202 2,198 3,047 6,114 39,433 12,783 4,924 3,800 1,985 1,297 2,759 1,405 

3---- 2,274 2,187 3,333 6,080 36,354 10,632 5,164 4,380 1,403 ·1,445 4,025 1,000 

4---- 2, 159 ' 2,163 3324 5,945 36,864 11,573 3,178 4,088 1,695 1,269 4,025 2,855 

5---- 2,452 1,580 1:960 6,125 30,725 12,183 5,080 4,380 1,985 1,823 1;636 3,476 

6---- 2,451 2,509 3,331 6,135 30,358 11,076 4,943 2,865 1,695 1 303 3,258 3 040 

7---- 2,449 2,173 3,563 6,343 30,025 10,516 5,264 4, 788 1,985 1;330 3,039 1:950 

8---- 1, 739 2,071 3,516 6,859 29,257 11,679 5,164 4,968 1,985 800 2,565 1,985 

9---- 2, 757 2,057 3,502 7,441 26,688 12,450 3,836 4,234 2,275 1,069 2,275 1,695 

10---- 2.519 2,152 3,428 8,904 24,760 12,450 4,943 4,015 1,646 755 2,058 900 n ____ 2,400 2,141 3,357 9,472 22,244 10,638 4,943 4,015 2,275 561 1,695 1,405 

12---- 2,386 2,244 2,302 9,272 20,182 10,213 4,832 3,880 1,985 1,564 1,200 1,105 

13 ---- 2,404 2,348 3,353 10,999 18,665 6,024 4,9'±3 2,420 1,985 1,822 1,478 1,985 14,_ ___ 2,436 1,964 3423 19,504 19,543 7,006 5, 738 3,880 1,985 1,245 1,985 4,898 

15---- 1,678 1,844 a:624 22,940 14,849 6,693 4,943 3,400 1,985 924 1,985 4,501 

16---- 2, 731 2, a.q2 3, 773 37,830 14,944 7,432 4,943 3,400 1,695 1.405 1,985 4,608 17 ____ 2,439 2,434 3,501 30,458 17,275 5,881 4,832 3,120 1,200 1,695 1, 768 2,400 

18---- 2,631 2, 727 3,253 30,190 •15,044 6, 707 5,180 3,500 1,405 1,405 1,695 2,638 

19---- 2,434 2,198 1,960 36,964 15,044 7,274 5,180 2,560 1,985 1,115 1,100 1,985 20 ____ 2,628 2,915 3,320 41,348 15,597 6,453 4,832 1,670 2,275 1,405 1,405 2,565 

21 ·--- 2,440 2, 734 3,080 34,395 16,162 7,006 5,424 2,634 2,275 1,115 2,275 2,275 

22---- 2,094 2, 744 2, 778 30,090 18,296 7,237 6,210 3,220 2,565 918 1,695 2,275 

23---- 2,709 2,451 2,711 38,466 17,275 7,237 5,588 2,840 2,275 1,405 2,058 2265 

24---- 2,154 2, 745 2,837 45,172 15,872 9,432 6,368 2,534 1,500 1,400 1,985 1:900 

25---- 2,435 2,929 2, 770 41,348 15,791 fi,593 5, 785 2,180 1,885 1,105 1,985 1,900 

26---- 2,450 1,420 2,030 42,736 11,380 7,274 5, 785 2,158 1,615 1,115 1,400 1,900 

27---- 2,454 3,039 2, 786 45,422 12,539 7,237 5,424 1,620 1,320 1,115 1,405 2,275 

28---- 2,434 3,362 2, 740 39,533 12,203 6,849 5, 785 2,120 2,104 1,115 1,695 2, 775 

29---- 1,245 ------- 2,998 41,248 13,027 7,006 4,088 2,560 2,116 1,000 1,695 1,695 

30---- 2,513 ................ 3962 29,200 13,!)35 6,386 2400 2,100 2,100 1,115 1,100 1,405 31 ____ 2,453 ------- 6:820 -------- 12,783 -------- 4:020 2,QSO ------- 1,115 __ .. ____ 1,405 

----· --------.------- --- Mean 2,357 2,364 3,218 23,429 21,228 8,807 5,036 3,217 1,906 1,22i 2,021 2,254 
MAINE. 27 

~ANDROSCOGGIN RIVER A.T RUMFORD FALLS, MAINE. 

This river receives the drainage from the Rangeley and other lakes, 

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

ip a general southerly and southeasterly direction, descending wit.h 

rapid fall and furnishing considerable power. It is described by 

Prof. Dwight Porter in the Nineteenth Annual Report, Part IV, pages 

84 to 97.· The discharge at Rumford Falls since 1892 has been ascertained by Mr. Charles A. Mixer, resident engineer of the Rumford 

Falls Power Compa1~y. Figures of daily discharge up to the end of 

December, 1895, have been printed ... in Water-Supply Paper No. 27, 

pages 11 t614. The table is continued for the years 1896 to 1898 in the 

Twentieth Annual Report, Part IV, pages 67 to 69. These figures are 

obtained by adding the actual measured quantities passing through 

the wheels and the computed flow over the dam, using the customary 

Francis weir formula. 

• 

Mr. Mixer has prepared a table giving the departure of the precipitation of 1899 from the normal, which is taken at 43.41 inches, showing 

that for this latter year there was only 31.58 inches, or a deficiency of 

27 per cent. This emphasizes the importance of water storage, not 

only for such rare periods, but also for equalizing the fluctuations 

from month to month during every year. The lowest monthly run-off, 

0. 71 inch in depth, was in August, the month of greatest evaporation. 

At this time the run-off was 0.07 inch more than the precipitation. ·· 

The lowest daily discharge for the year, 1,124 second-feet, was 0.48 

second-foot per square mile. The total annual run-off averages 53 per 

cent of the total precipitation as measured at Rumford Falls; but in 

1899 the percentage rose to 59, the increase presumably being due to 

storage. The records of precipitation have not been kept for a sufficiently long period to give a wide range in fluctuation, but, judging 

from the effect on the wells, there has been no such period of drought 

for from fifty to seventy-five years. 

Comparison of rainfall at Rumford Falls, Maine. 

Jan. Feb. Mar. Apr. May. June. I July. Aug. Sept. Oct. IE Nov. Dec. 

------------------

Normal__ __________ 3.23 4.28 3.55 2.99 3.92 3.63 4.48 3.49 3.34 2.78 4.74 2.98 

1899 •... ____________ 3.18 2.56 5.89 1.50 1.59 2.27 4.71 .64 3.00 2.05 1.94 1.95 

====== ===== :::::=::::=:=: =====-====== ===== .==::= =-==== ===== ===== ======= Normal accumu- lation____________ 3.23 7.51 11.06 14.05 17.97 21.60 26.08 29.57 32.91 35.69 40.43 43.41 

1899accumulation. 3.18 5.74 11.63 13.13 15.02 17.29 22.00 22.64 25.64 27.69 29.63 31.58 
28 OPERATIONS AT RIVER S'I·.A.TIONS, 1899.-P.ART I. [N0.35. 

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

for 1899. 

[Drainage area, 2,320 square miles.] 

I Day. Jan. Feb. Mar. Apr. May. June. July. Aug. Sept. Oct. Nov. De~ I 

1 ---· 2,398 1,832 1,926 2,029 24-,057 3,773 3,224 1,521 1,359 2,130 2,186 1,230 

2---- 2,441 1,861 1,955 2,088 24,077 3,495 3,600 1,557 1,453 1, 784 3,172 1.247 

3 --·- 1,933 1,736 1,877 1,998 21,468 3,383. 2,800 1,492 1,247 1, 709 2,865 1;1oo 

4---. 2,124 1,825 1, 791 1,974 19,480 3,400 1,700 1,601 1,455 1,532 2,232 1, 792 

5 ·--- 2,255 1,810 1, 738 2,024 16,631 3,042 1,510 1, 758 1,466 1,566 2,uJO 1,289 

6---- 2,613 1, 789 1, 780 2,009 15,111 2,988 1!485 1,717 1,469 1,454 1,bt5 1,170 

7---- 2,675 1, 768 1,978 2,129 14,368 3,574 1, 718 1,630 1,434 1,527 2,(J6(} 1,290 

8---- 2,275 1,773 2,017 2,436 14,358 3 625 1,823 1,325 1,332 1,330 1,899 1,018 

9---- 2,267 1,619 1,801 2,460 13,970 3:2M 1,900 1,442 1,328 1,368 1,843 1,016 

10---- 2,192 1,606 1,712 2,688 12,874' 3,295 1, 779 1,274 1,141 1,400 1, 778 1,010 11 ____ 2,074 1,462 1, 706 2,954 12,035 3,761 1,934 1,335 1,281 1,482 1,674 1,084 

12---- 1,931 1,812 1, 754 3,147 11,182 3,150 1,589 1,357 1,357 1,351 1,230 1,253 

13---- 2,316 1,814 1,646 2,975 10,721 2,984 2,366 1,317 1,319 1,231 1,170 5,274 

14---- 2,059 1,957 2,037 3,054 10,054 3,012 1,818 1,261 1,368 1,452 1,171 3,354 

15---- 2,084 1,981 2,007 4,236 9,122 2,797 1,494 1,209 1,529 1,230 1,516 1,965 

16---- 2,127 1,929 1,913 6,808 7,630 3,494 1,651 1,250 1,274 1,234 1,476 1,626 

17---- 2,135 1,919 1,846 6,490 7,134 3,524 1,250 1,221 1,243 1,413 1,561 1,183 

18---- 2,137 1,920 1,843 7,457 5,960 3,230 1,232 1,326 1,300 1,432 1,343 1,331 

19---- 2,325 1,886 1,834 9,509 5,340 3,186 1,56.3 1,455 1,470 1,405 1,300 1, 781 

20---- 1,924 1,824 1,826 11,127 5, 706 .3,079 ~173 1,453 1,524 2,096 1,489 1,795 21 .•.• 1,848 1,899 1,819 11,543 6,497 3,WA 1,271 1,349 1, 788 1, 744 1,860 2,051 

22---- 1,835 1,960 1,823 12,461 6,028 3,529 2,433 1,331 2,043 1,500 1,914 1,929 

23---- 2,093 2,029 1,818 14,599 5,369 3,198 3,682 1,676 2,202 1,368 1,866 1,805 

24---- 2,058 2,111 1,816 17,372 4,821 3,049 1,927 1,462 1, 794 1,347 1,825 1,412 

25---- 2,003 1,928 1,818 17,371 4,443 3,060 1,634 1,571 1,124 1,455 1,628 1,298 

26---- 2,106 1,819 1,862 20,017 4,328 2,793 1,490 1,557 1,381 1,443 1,500 1,689 

27---- 1,944 1,816 1, 763 23,287 4,019 3,127 1,443 1,265 2,971 1,637 1,370 1,343 

28---- 2,098 1,931 1,831 20,787 4,151 2,717 1,233 1,329 2,397 1,511 1,571 1,278 

29---- 1,697 ------- 1,839 21,3~ 4,465 3,297 1,142 1,382 2,223 2,767 1,382 1,097 

30---- 1, 760 ------- 1,948 22,9 4,290 3,282 1,170 1,464 2,124 2,548 1,224 1,048 31 ____ 1,721 1,976 3,849 1,267 1,372 2,220 1,437 

Mean 2,111 1,843 1,848 8, 709 10,114 3,238 1,817 1,428 1,580 1,604 1, 733 1,~ 

COBBOSSEECONTEE RIVER AT RESERVOIR DAM NEAR AUGUSTA, 

MAINE. 

This stream receives tne overflow from a group of lakes lying from 

5 to 15 miles westerly from Augusta, Maine, and empties into Kennebec 

River 8 miles below that city. It is described by Prof. Dwight Porter 

in the Nineteenth Annual Report, Part IV, page 79. A record of the 

wnter passing the upper dam on this stream has been furnished by 

Mr. Alexander H. Twombly, engineer of the Forest Paper Company, 

Yarmouthville, Maine. At the reservoir dam are gates by which the 

supply of water for the mill is regulated, and there is also a water 

wheel which operates a pumping station. When this wheel is in 

operation the regulating gates are shut down enough to deliver a constant supply of water to the mill, as shown by the tables on page 29. 

The great Cobbosseecontee dam furnishes a supplemental supply to 

this reservoir and water is occasionally drawn from it. At the point 

of measurement the water is shut back entirely on Sundays and holidays, as shown by the table. ·I11 the tables the reference "Gates up; 

all that flows" covers the period when there was no means of ascertaining the discharge, it being less than 220 second-feet and from that 

as low as 120 second-feet, diminishing probably at a constant rate. 

After November I, 1899, the discharge, however small, can be measured. 
MAINE. 29 

Daily discharge in second-feet of Cobbosseecontee Rive·r, at the upper dam, near 

Augusta, Maine. 

[Drainage area, 230 square miles.] 

1890. 

r;;--~~Y~----------- --~~~e·-· Jul: A: Sep:~ Oc:0 N: D: I 

2--------------------------- ---------- 300 290 290 290 379 300 

t====~-======~=~=========== ====~===== ------~- ------200- ~g Wo gf~ ~~ 5--------------------------- ---------- 306 290 290• ---------- 368 300 6-------·------------------- ---------- 326 290 290 290 357 300 

~~==~:====~=========~======= =~~======= ~~ ~ ------200- ~ ~~ ·----300 

9--------------------------- ---------- 374 290 290 300 333 300 

i~~========================== ========== gt~ ------290" ~g ~ ~ ~ I~~====================-==========~==== m ~ r~ ------300- ~ ~ U:::~==--===::::::=:::::::::: :::::::::: ~ Wo ------29o- ggg ~ -----300 

16.-------------------------- 340 300 290 290 300 300 17___________________________ 356 300 290 300 300 300 

18--------------------------- 356 290 290 f- 300 379 300 19 .. _________________________ 356 290 290 ---------- 445 300 

20. ·------------------------- 340 290 290 290 300 431 300 21.__________________________ 326 290 290 290 300 418 -· --

22--------------------------- ---------- 290 290 290 30Q 405 -- "3oo 

23 .. ·------------------------ 300 290 290 290 300 393 300 

24--------------------------- 300 290 34 290 337 379 300 

~==================~~======= ~ ~ ~g Wo ~+ gg~ -----290 27 .• _________________________ 314 280 290 345 347 290 

28 _______ -------------------- 306 290 290 345 337 29 ___________________________ ---------- 290 290 290 345 337 290 

I ~=========================== ------~~- --~ ------~~- ------~- __ m -----~- ~ J 

~ean_________________ 324 307 290 290 313 356 298 

1891. I Day. _:::_ Feb. Mar. Apr. May. June. July. Aug. Sept. Oct. Nov. Doo-1 ------------

1.... 290 850 839 2, 169 300 300 300 290 285 260 (a) (a) 

2---- 290 780 774 2,114 300 300 300 """285" 285 260 (a) (a~ 

3---- 290 713 713 2, 059 ----300- 300 300 280 260 · (a5 (a 

4 ---- ------- 713 653 2, 059 300 ~-- ... --.. 285 280 ------- (a (a) 

5---- 290 682 594 2, 059 300 300 ------- 285 280 260 (a) (a) 

6 ---- 290 620 567 1, 940 300 300 300 285 """280" 2.'50 (a) 220 

7---- 290 590 540 1, 836 300 ----300" 300 200 250 (a) 220 

8---- 290 ------- 540 1, 782 300 300 290 280 250 (a) 220 

9.... 290 373 515 1,598 300 300 300 ---- ~ -- 280 250 (a) 220 

10---- 290 435 540 1,567 ·---300- 300 300 285 280 250 (a) (a) 

11 ---- ------- 458 743 1,495 300 300 285 280 ------ (a) (a~ 

12 ---- 300 458 807 1,514 300 300 ------- 285 270 250 (a) (a 

13 ---- 300 458 807 1,514 300 300 290 285 ------- 250 (a) (b) 

14---- 300 548 1,801 1,365 300 """"300" 290 285 270 250 (a) (a~ 

15 ---· 300 529 1, 753 1,223 300 290 285 270 250 (a) (a 

16---- 300 590 1,573 1,270 300 300 290 ------- !70 250 (a) (a) 

17---- 300 602 1,364: 1,318 -------- 300 290 285 270 250 (a) (a) 

18---- 300 574 1,286 1,318 300 300 290 285 .. ~g ---220- (a) (a) 

19 ·--- 300 516 1,241 1,318 300 300 ------- 285 (a) (a) 

20---- 300 516 1,204 1,318 306 300 290 285 ------- 220 ~a) (b) 21.... 300 483 1,167 1,273 314 ----300- 290 285 270 220 a) (a) 

22---- 300 483 1,531 1,050 316 290 285 270 220 (a) (a) 

23---- 503 063 2,199 1,013 300 300 290 --·---- 270 220 (a~ (a) 24. ... 1,120 363 2,365 300 ----300- 300 290 285 260 220 (a 220 

25---- 1,100 393 2.365 300 300 290 285 260 """220" (a) (b) 

26 ·--· 1,063 620 2,585 314 300 300 ------- 285 260 (a) (b) 

27---- 1,063 942 2,531 306 300 300 290 285 """200" (a) (a) (b) 

28 ---- 1,063 907 2, 344 306 300 -------- 290 285 (a) (a) 220 

29---- 1,063 ------- 2,344 300 300 300 290 285 260 (a) (a~ 220 

~1,1119 ------- 2,344 300 300 300 290 ---285" 260 (a) (a 220 

1,001 ------- 2,295 -------- ...................... -------- 290 (a) -----·- 220 ----.----------- ----- 516 576 1, 385 1, 277 301 300 293 286 272 242 ------- ................... 

a Water so low only gage record ke_pt. b Water shut back Sundays and holidays. 
30 OPERATIONS AT RIVER STATIONS, 1899.-PART I. [No.35. 

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

Augusta, Maine-Continued. 

1892. 

Day. Jan. Feb. Mar. Apr. May. June. July. Aug. Sept. Oct. Nov. Dec. 

------------------------------ 1 •... 220 270 280 280 ----286" 280 280 280 280 280 280 280 

2 •... 220 270 280 280 280 280 280 280 """28()" 280 280 

3 ---- ------ ~ 270 280 ----zso- 280 280 --.......... 280 280 280 280 

4---- 220 280 280 280 280 ·--28iY 280 ------- 280 280 --------- 5---- 250 280 280 280 280 -------- 280 280 280 280 280 

6 .... 250 280 ----28o· 294 280 280 280 280 280 280 ---280- 280 

7 ---· 250 ------- 294 280 280 280 -·-28o· 280 280 280 

8---- 250 280 280 294 -------- 280 280 280 280 280 280 

9---- 250 280 280 286 280 280 280 280 280 -·-2so· 280 280 

10 .... ------- 280 280 ----300- 280 280 280 280 28u 280 280 

11 .... 250 280 280 280 280 (a~ 280 ··-2so· 280 280 ----286-- 12---- 250 280 280 294 280 ----280 (a 280 280 280 

13---- 250 280 -------- 280 280 (a) 280 280 280 ------- 280 

H .... 250 ---280- 280 280 280 280 ~a) ---28() 280 280 280 280 

15---- 270 280 280 ·---28o· 280 a) 280 280 280 280 

16---- 270 280 280 280 280 (a) 280 280 -·-28o· 280 280 

17---- .. ----- ~ 280 280 ............. -- 280 280 (a) 280 280 280 280 

18---- 270 280 280 280 280 ................. 280 280 """28()" 280 280 -- --28o·· 19---- 270 280 280 280 280 -------- 280 280 280 280 

20---- 276 280 -------- 280 280 280 280 280 280 280 --·2so· 280 

21 •.•• 276 ------- 280 280 280 280 280 ---2so· 280 280 280 

22 ...• 270 280 280 280 280 280 280 280 280 280 2.80 23 •••• 270 280 280 280 280 280 280 280 280 ---28()" 280 280 24---- .............. 280 280 ----280- 280 280 """28()" 280 280 -·-28o· 280 

25---- 270 280 280 280 280 280 """28()" 280 ----280"" 26 ..•. 270 280 280 280 280 --;-! 280 280 280 280 

27---- 270 280 ---·28o· 280 280 280 280 280 280 """28()" 280 

28---- 270 --·2so· 280 280 280 ---2so· 280 280 280 

29---- 270 280 280 280 280 280 280 280 280 

30 •••. 270 ------- 280 280 280 280 280 280 280 ---2so· 280 280 

31 •.•. ------- 280 -------- 280 --------~------- 280 ---·--- ------- 280 ----- Mean 258 279 280 283 280 280 280 280 280 280 280 280 

a Water shut back. 

1893. 

rTJ--w- 280 280 535 435 300 280 280 (a) 280 280 314 458 300 ---28iY 280 (a) """25()" 

~g ~~ ----:-- 280 280 280 300 509 300 280 (a) 250 

280 280 280 300 596 -·-·ooo· ------- 280 270 250 

5---- 280 280 ---·---- 300 1,079 280 280 ~~5 220 ------- 220 

6---- 280 280 280 300 1,295 300 280 --·2so· ~~~ 220 220 

7---- 280 280 280 300 1,179 300 280 (a) 2'~ 220 

8---- ................ 280 280 300 985 300 280 270 (a) (a) 220 220 

9 .... 280 280 280 --··aoo· 713 300 """28()" 270 270 220 220 220 

10---- 280 280 280 620 300 270 ------- 220 220 ----22()"" 11 .... 280 280 280 314 590 ---·2Ba· 280 270 270 220 220 

12---- 280 ··-28o· ---·2so· 481 562 280 270 270 220 ------- '220 

13---- 280 682 562 280 280 ···27o· 270 t) 220 220 

14---- 280 280 509 650 887 280 280 270 ~~ 220 220 

15---- ------- 280 620 650 1,262 280 280 270 (a) 220 220 

16 ---- 280 280 620 1,040 1,354 280 ---28o- 270 (a) 220 220 220 

17---- 280 280 535 1,079 1,552 280 270 (a) 220 220 --------- 18 ·--- 280 280 909 1,001 2,680 -------- 280 270 270 220 220 220 

19---- 280 ---280- 458 962 2,481 280 280 270 270 (a) ---220- 220 2() ____ 280 435 925 2,002 280 280 .................. 270 (a) 220 

21 .... 280 280 aru 887 1,900 280 280 270 270 (a) 220 220 

22---- --- ~--- 280 393 962 1, 752 280 280 270 (a) (a) 220 220 23---- 280 280 356 962 1,660 280 ............... 270 (a) (a~ 220 220 24---- 280 280 356 925 1,428 280 280 270 (a) (a 220 --------- 25---- 280 280 356 780 1,~ ·--·28o· 280 270 250 250 220 ----226"" 26---- 280 ---28o· 458 713 280 270 250 250 --·220- 27---- 280 590 620 326 280 280 ---27o- 250 250 220 

28 ·--- 280 280 620 650 326 280 280 250 250 220 220 

29---- ............. ------- 562 620 326 280 280 270 250 ------- 220 220 

30---- 280 ............ - 780 393 326 280 270 250 250 .............. 220 

31 •••. 280 ........... - 620 -------- 307 

=~;r-=- 270 ............ - 250 ...... -- ---~ 

Mean 280 280 422 629 1,025 272 263 236 225 220 

a Water shut back. 
MAINE. 31 

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

Augusta, .. Maine-Continued. 

1894 .. 

Day. Jan. Feb. Mar. Apr. May. June. July. Aug. Sept. Oct. Nov. Dec. 

-------------------------------. 1 .... 220 220 220 --··ai4- 300 925 ------- 280 280 270 250 250 2---- 220 220 220 300 889 280 280 ................. 250 250 ----250"" 3---- 220 220 220 314 300 674 280 280 --·28o- 250 250 4---- 220 --.......... -------- 306 280 326 -·-28o- 280 250 ---25o· 250 

5---- 220 220 220 306 280 326 ---28o· 280 2.'i0 250 6 ..... 220 220 220 306 -------- 326 280 280 250 250 250 7---- --........... 220 220 306 280 326 280 280 270 ------- 250 2.'i0 

8---- 220 220 220 26 280 326 .. --280" 280 270 250 250 250 

9 ---- 220 29...0 220 326 280 326 280 ---27o· 250 250 ----250"" 10---- 220 220 220 314 280 200 280 280 250 250 11 ..... 220 ------- ----276" 314 280 326 280 280 270 250 ------- 250 12---- 220 220 314 280 314 280 --·28o· 270 250 250 250 

13---- 220 220 483 314 -------- 300 280 270 250 250 250 

14 ---· ------- 220 483 314 280 300 280 280 270 ------- 250 250 

15---- 220 220 426 ----430- 280 280 ------- 280 270 250 250 250 

16---- 220 220 426 280 2SO 280 280 ---27o- 250 250 ----25()"" 17---- 220 220 410 430 280 ----286" 280 280 250 250 

18---- 220 ---220- 405 430 280 280 280 270 250 ------- 250 

19---- 220 405 314 280 280 280 .................. 270 250 250 250 

20---- 220 220 630 314 ................ 280 280 280 270 250 250 250 21 ..... ------- 220 900 314 280 280 280 280 270 ---250- 250 250 22---- 220 220 887 26 2b0 280 ------- 280 270 250 250 

23---- 220 220 692 326 280 280 280 280 ------- 250 250 --------- 24---- 220 2'ZO 306 314 280 -------- 280 280 270 250 250 250 

25---- 220 ------- 14 314 280 280 280 280 270 250 ............... --------- 26---- 220 220 314 306 336 280 280 ------- 270 250 250 250 

27---- 220 220 314 300 523 280 280 280 270 250 250 250 

28---- ................. 220 314 300 499 280 280 280 270 ................ 250 250 

29---- 220 -----·- 300 --·-aoo· 370 280 ................ 280 270 250 ---250 .. 250 

30---- 220 ................ 300 523 280 280 280 ------- 250 31 ____ ---·250"" 220 ------- 300 -------· 862 -------- 280 280 ------- 250 ------- ------------------------------- Mean 220 220 364: 303 333 350 280 280 272 251 250 250 

1895. 

1 ____ 250 250 .................. 250 385 280 280 280 ---27o- 220 (a~ ····22o-- 2 ..•. 250 250 ................. 250 318 ---·28o- 280 280 220 (a 

3---- 250 ---220" ----220- 250 300 280 280 270 220 --(a)·- 220 

4---- 250 250 290 280 --·28o- ---280 .. 270 (a) 220 5 ____ 250 220 220 250 -------- 280 270 (a) (a) 220 

6---- ------- 220 220 250 280 280 280 280 270 ---220- !"' 220 

7---- 250 220 220 14 280 280 ---280" 280 270 a) 220 

8---- 250 220 ----220- 343 280 280 280 ---27o .. (a) a) ----220--

9---- 250 220 733 280 ----28o- 280 280 

!~l a) 

10 ---· 250 ---220" ----220" 2,619 280 280 280 250 

--r~r- 220 n ____ 250 1,301 280 280 280 ---270 .. 250 220 12 .... 250 220 220 _1,~ -------- 280 280 250 a) 220 

13---- ·------ 220 220 280 280 280 270 250 --<"a( t~l 220 

14---- 250 220 220 74 280 280 ---280 .. 27(} 250 220 

15---- 250 220 220 2,603 280 280 270 ---25o· (a a) ----220-- 16---- 250 220 220 2,461 280 -------- 280 270 ~~~ a) 

17---- 250 ---220- ----220- 1,698 280 280 280 270 250 ---220 .. 220 

18 ---· 250 1,609 280 280 280 ---27o· 250 ~a) 220 

19---- 250 220 220 1,400 ----·--· 280 280 250 a) 220 220 20 ____ ................. 220 220 1,271 280 280 280 270 {a) ------- 220 220 21 ____ 250 220 220 480 -------- 280 -------- 270 a) (a~ 220 220 

22---- 250 220 220 664 280 280 280 270 ---29.11" (a 220 ----220-- 23---- 250 2"20 220 358 280 ---·28o- 280 270 (a~ 220 

24---- 250 ---220- ----22o- 385 280 280 270 220 (a """220" 220 

25 --·- 250 385 280 280 280 ---27o- 220 (a ----250-- 26---- 250 . 220 220 385 ----28(1" 280 280 220 (a) 220 

21---- ................. - 220 220 385 280 280 270 220 

--r~r- 220 250 

28---- 250 ............ - 220 409 280 280 ---280 .. 270 220 ---220" 250 

29 ---· 250 ............ "220 409 280 280 270 ---220- 14 

30---- 250 ........... - 220 409 280 ................. 280 270 a) 220 264 31 ____ 250 ................. .................... -------- 280 ........ ---- 280 270 ........... - (a) ............. 343 

----------------------------- Mean 250 223 220 785 287 280 280 273 247 220 220 222 

aGates up; natural flow. 
32 OPERATIONS AT RIVER STATIONS, 1899.-PART I. [No.35. 

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

Augusta, Maine-Continued. 

1896. 

Day. I Jan. Feb., Mar. Apr., May. June., July. Aug., Sept., Oct., Nov. Dec. I 

1____ _______ 270 ________ 901 300 280 280 280 250 250 _______ 250 I 2.... 451 ------- 1,959 993 300 280 280 ------- 250 250 220 250 3---- 276 270 2;698 901 -------- 280 280 280 250 250 220 250 4.... 264 270 1,959 856 300 280 ------- 280 250 ------- 220 250 5---- ------- 270 1,637 856 300 280 ------- 270 250 250 220 250 6 ____ 210 210 1,219 856 300 280 280 210 ••• 2

.

50

... 250 220 ----25--

0

--- 7 ---- 270 270 1,219 856 280 280 270 250 220 8---- 270 270 1,226 856 280 ----28<)" 280 270 250 250 250 9 ____ 210 ••• 

27 

.. 

0

. _ 1,368 769 280 280 280 ______ _ 250 250 ---2?JJ- 250 

10---- 270 1,368 727 -------- 280 280 270 250 250 220 250 11 ---- 270 270· 946 727 280 280 280 270 250 ------- 220 250 12 •••. -----·- 270 1,038 727 280 280 ---28--0-- 270 250 250 220 250 13---- 270 270 1,086 727 280 280 270 -------- 250 220220 ____ 2_5_0 __ _ H ---- 270 270 1,038 812 280 ____ ____ 280 270 250 220 

15---- 270 270 901 812 280 • 280 280 270 270 220 --·----· 250 

~~ :::: ~~g ---27() ~~~ im ----~~- ~ ~ ---27C" ~~g ~ ~ ~ 

}~ ==== ---~~~- ~g g~~ l:~ ~g ~ ---28~0~- ~g ~g ---220- ~ ~g "20 ---- 270 270 993 1,039 280 280 270 ------- 2'.W 250 ------ -- 21____ 270 270 1,581 901 280 -------- 280 270 250 220 250 250 22---- 270 270 1,429 992 280 280 280 270 250 220 ------- 250 

~ :::: ~~g ---2so· l:5~g 1'ggi ----~~~- ~g ~g --·21o· ~ ~ ~ ~g 25---- 270 280 728 769 280 280 280 270 250 -----·- 250 --------- 26 ____ ------- 280 686 6H 280 280 ------ _ 270 250 220 . ------ 250 27---- 270 280 812 526 280 280 280 270 ___ 2_5_0__ 220 250 --------- 28.---- 270 280 769 300 280 -------- 280 270 220 250 250 29---- 270 280 727 300' 280 280 280 270 250 220 ------- 250 

30---- 270 ------- 644 300 ,-------- 280 280 ------· 250 220 250 250 

:.::~,~~~~~~~---:-~,~ $3 : 

1897. 

1---- 250 250 250 497 280 600 280 ---28o· 280 280 270 270 

2---- 250 250 250 517 ----368" 477 280 280 280 270 270 3 •••• -.......... - 250 250 574 573 280 280 280 ---28o- 270 270 

4---- 250 250 250 350 624 523 ------- 280 280 270 270 

5---- 250 250 250 620 630 477 100 280 ---2so· 280 270 ------·-- 6---- 250 250 250 650 320 262 280 280 280 270 210 

7---- 250 ------- ----·--- 650 320 336 280 280 280 280 ---27o· 270 

8 ---- 250 250 250 650 320 336 280 ------- 280 280 270 

9---- 250 250 250 620 74 320 280 280 280 280 270 270 

10 ---- .............. 250 250 620 373 320 280 280 280 ------- 270 270 n ____ 250 250 250 650 393 512 ................... 280 280 280 270 270 

12---- 250 250 250 590 393 .559 280 280 ---28o· 280 270 --------- 13---- 250 250 250 421 393 679 2lill 280 280 270 270 

14---- 250 ------- -------- U10 -------- 679 280 280 280 270 ---27o- 270 

15---- 250 250 250 356 489 436 280 ------- 280 (a) 270 

16---- 250 250 250 522 244 354 280 280 280 (a) 270 270 

17---- ------- 250 250 497 509 320 280 280 280 (a) 270 270 

18 ---· 250 250 250 497 833 294 ---2so· 280 280 (a) 270 280 

19---- 2.')0 550 250 473 769 286 280 """28()" (a) 270 --------· 20---- 250 "250 250 453 739 6 :~o 280 (a) 270 280 21 . .! •• 250 ---250" ................... 320 709 286 280 280 280 (a) ---27o- 280 

22 ---· 250 250 294 391 436 280 ------- 280 (a) 280 

23---- 250 250 250 286 6 654 280 280 280 (a) 270 280 

24---- ------- 250 250 280 280 365 280 280 280 ---27o· 270 280 

25---- 250 250 250 H 280 294 ------- 280 280 270 21 

26---- 250 250 250 286 280 286 280 280 ------- 270 270 ---------

I 

27---- 250 250 250 280 280 -------- 280 280 280 270 270 280 

28---- 250 ___ r.., ..... -------- 286 320 280 280 280 280 270 ---27o- 280 

29---- 250 ------- 250 286 19 280 280 ------- 280 270 280 

30---- 2.1)0 -----·- 250 280 914 280 280 280 280 270 270 280 31 .... ------- 306 -------- 772 -------- 280 280 ------- ------- ------- 280 ---------------------------- Mean 250 250 252 438 425 397 273 280 280 276 270 265 

aGates up; all that flows. 
MAINE~ 33 

Daily discharge in second-feet o..f Cobbosseecontee River, at the upped darn, near 

Augusta, Maine-Continued. 

1898. 

Day. Jan. Feb. Mar. ~ May. June. July. Aug. Sept. Oct. Nov. Dec. I 

1 ---- 280 280 413 -------- 478 280 280 280 270 250 250 250 

I 2---- ------- 280 394: -------·· 478 280 280 280 270 ------- 250 250 

3---- 280 280 443 1,016 478 280 ------- 280 270 250 250 250 4,____ 280 280 408 1,038 455 280 19 280 ------- 250 250 ·-------- 5 ---· 280 280 4()8 1,038 455 ----- 280 280 250 250 250 270 6 ---· 280 387 1,038 433 ·-- 280 280 280 250 250 --··--· 270 7---- 280 ---200- 466 1,038 433 280 280 ------- 250 250 250 270 

8 ---. 280 280 529 1, 038 213 280 280 280 250 250 250 270 

9---- ------- 280 503 1,038 333 280 280 280 250 ---250- 250 270 

10.... 280 280 474 1,~ 333 280 ---280- 280 250 250 270 

u____ 280 280 456 UO't: 314 280 280 ------- 250 250 ----27--

0

--- 12 ---. 280 280 559 531 300 - -- 280 280 250 250 250 

13---- 280 ------- 597 326 300 --- 28o 280 280 250 250 ·-----· 270 

14.... 280 280 821 326 300 280 280 250 250 250 270 

15---- 280 280 1,148 334 ·------- 280 280 280 250 250 2iiO 270 

16 -··· ------- 300 1,111 376 300 280 280 270 250 250 270 

17---- 280 300 1,039 413 300 280 270 250 ---220- 250 270 

18---- 280 300 900 433 300 280 ---280 270 ------- 220 250 

19 ---- 280 300 009 433 300 ·--· ---· 280 270 250 220 250 

20.... 280 300 1.016 433 300 280 280 270 250 220 ---·--· 21.... 280 328 1,222 433 300 280 280 ---27--0-- 250 220 250 

22---- 280 328 1,184 433 -------- 280 280 250 220 250 

23 •••• ------- 333 1,147 433 300 280 280 270 250 250 

24---- 280 «5 1,222 433 300 280 - 270 250 ---220-

270 

270 

270 

270 

270 

270 

25---- 280 504: 1,261 555 280 280 ---280- 270 ------- 220 250 

26---- 280 477" 1,222 732 280 . ·------ 280 270 250 220 250 270 21 ____ 280 435 1,125 682 280 280 280 270 250 220 _______ 270 I 

28---- 280 433 1,147 478 280 280 280 ---·--- 250 250 250 270 

29---- 280 ------- 1,184 478 -------- 280 280 270 250 250 250 270 ------ ------· 1,147 620 280 280 280 270 250 ------- 250 270 

280 ------- 1,147 -------- 280 ·--·---- -----·· 270 ------- 250 ------· 270 ----------------------------- 280 324 843 633 337 280 270 275 252 238 250 268 

1899. 

1 ---- ------. 270 270 300 300 280 280 280 270 (a) 160 160 

2 ---- 270 270 270 306 300 280 ---- 280 270 (a) 3 ---- 270 270 270 306 300 280 280. 280 (a) 

180 160 

4 ____ 270 270 270 306 300 19 280 · --210· (a) 

5---- 270 ------- -------- 359 300 --~-280- 280 280 250 (a) 

i~8 ----i80"" 

6 ____ 270 270 270 373 300 280 280

280 

••• 

280

•••. 250

250 

(aa)} --·iso" 7 ---- 270 270 250 395 280 ( 175 

8---- ------· 270 270 502 ----300- 280 280 280 250 (a) 170 

9 ---- 270 270 270 842 300 280 -·---- 280 (a) (a) 170 

180 

180 

170 

150 

135 

10 ____ 270 270 270 1,198 300 280 280~-

280

280 280 ---=:···· ~a~))) 150 n.... 210 210 210 1,262 300 ________ ( 150 ··-·w·· 

i; :::: ~g --·27o- ----27() ~ ~ = 2

280

80 .•. 28 .• 

0

•. (a250) ~aa) -·"iso· ~ 14 ---- 270 270 270 809 280 ) 150 120 

15 ---· ------· 270 270 809 ····200· 280 280 280 (a) aa) 140 120 

16---- 270 270 270 787 290 280 ••••••• 270 (a) ) 130 140 

17---- 270 270 270 947 290 280 280 270 ----·-- (a) 130 

18 •••. 270 270 270 1,243 290 -------- 280 270 250 (a) 130· ----i40"" 

19 ---· 270 ------- -------- 1,387 290 280 280 270 (a) fa) ••• 1

.

60

••. 135 

20 ---· 270 270 270 1,427 290 280 280 ------- (a) (a) 135 

21 ---- 270 270 270 1,400 280 280 270 (a) (a) 170 135 

22---- ------. 270 270 1,331 ----280- 280 280. 270 (a) (a} 180 135 

23 .. -- 270 270 270 1,145 20 280 -----· 270 (a) (a) 180 135 

24:.... 270 270 270 1,130 280 280 280

280- 2

21

7

0

0 .•• 220 

•••. (a) 180 ---------

25 --·· 270 . 270 270 870 280 -------- (a~ 180 ----i50-- ~ :::: ~8 ···21o- ----27o· := ~ ~ ~ ___ ::~- ~~~ (~) ---i7o- 150 

28---- 270 270 270 470 -------- 280 280 270 (a) (a) 165 140 

29 •••. ------. -----·- 280 324 280 280 280 270 (a) (a) 150 140 

:l :::: ~g ::::::: ~ :::::::~ ~ ----~- .... 280. ~g --~~! ... --~~! __ ::::::: ----~~--

' Mean 270270-270803281-280270--m-252~-162~144 

aGates up; all that flows. 

IRR 35--3 
34 OPERATIONS AT RIVER S'l'ATIONS, 1899.-PART I. [No.35. 

MERRIMAC RIVER AT MANCHESTER, NEW HAMPSHIRE. 

This stream receives the drainage from a considerable portion of 

the White Mountain area in New Hami>shire. Its flow is regulated by 

a number of large lakes near the headwaters, the outlets of many 

of which are controlled by dams. The fall of the stream is considerable and developments of water power have taken place to an extent 

probably greater than in any other part of th~ United States. At 

Manchester records of the height are taken several times a day, generally on the even hours. Mr. H. W. Allen, of the Amoskeag Manufacturing Company, states that the ordinary flow of Merrimac River 

at that place for eight months of the year is 2,100 second-feet. With 

this quantity all the water wheels can be run. The minimum lowseason flow for this year he would call1,084 second-feet. The length 

of the main dam is 400 feet, and the wing 231 feet. The dam is 177.99 

feet above mean tide water at the mouth of the river. Three-foot 

• flashboards can be used in all months except March, April, and May, 

and then only 2-foot bo~rds. The pondage extends t.o Hooksett, 8 

miles, and covers 443.65 acres. The highest water on the dam of 

which there is record was on March 2, 1896, when there was 10.95 

feet in height, flowing over. The drainage area above Manchester is 

2,839 square miles. 

MERRIMAC RIVER AT LAWRENCE, MASSACHUSET~S. 

The longest and most eareful series of computations of river flow 

are probably those kept at Lawrence, Massachusetts, having been 

begun by Mr. J. B. Francis for the Essex Company, and maintained 

by Mr. Hiram Mills and lVIr. R. A. Hale. These extend over fifty 

years, but have never been published in full. The maximum, minimum, and mean discharge by months, from 1890 to 1897, has been 

printed in the Nineteenth Annual Report, Part IV, pages 113 to 115, 

and similar figures for 1898 have been given in the Twentieth Annual 

Report, Part IV, page 73, accompanied by a diagram showing the 

fluctuations from 1891 to 1898, inclusive. 
MASSACHUSETTS. 35 

Daily di3charge of Merrimac River, at Lawrence, Massachusetts, in cubic feet per 

second. 

1897. 

Day .. Jan. I Feb. Mar. Apr. May. June. July. Aug. Sept. Oct. Nov. Dec. 

1 ••.•• 2,807 3,776 3,963 14,238 9,957 9,153 5,642 9,220 3,074 2,647 2,374: 5,150 

2. ··-· 1, 94:3 2,931 3,636 14:,616 !0,049 8,090 7 037 8,574 3,4:67 1,872 2,782 4,4:06 

3----- 2,180 2,775 3,669 15,34:8 10,908 '1,394: 6:4:97 7,539 3,84:0 4:4:0 4:,666 4,24:6 

4: ----- "4,009 2, 74:0 4:,780 15,908 11,538 7,673 5,470 6,576 2,4:38 3,449 9,216 3,591 

5----- 4,000 2,730 5,943 16,067 12,514 9,028 5,010 6,352 2,547 2,757 7,604 3,216 

6----- 4,,816 1,902 6,944 18,116 11,949 10,517 5,4:54, 6,877 2,864 2,544 5,474 6,430 

7----- 6, 707 2,390 8,042 21,048 10,727 10,469 4,805 6,374 4,460 2,570 3,897 8,992 

8 ·---· 7,325 5,779 10,500 22,974 9,44,3 9,068 4,725 5,027 2,854 2,496 4,879 7.925 

9 ·---· 5,285 7, 94:6 9,385 22,611 '1,829 8,397 4,969 5,164 2,685 1,534 3,741 6,598 

10 ···-- 4:,032 9,427 9,125 24,513 7,613 15,264 3,803 4,551 2,760 34:0 4,109 5,971 

11 ...•. 5,005 9,004: 10,100 24,483 6,582 4:0,872 3,393 4,575 2,072 2,542 5,~ 5,172 

12----- 3,990 7,589 12,300 21,510 '1,714 35,923 4,841 5,043 1,424 2,498 6,9 5,334 

13 ··--· 3,313 6,214 1:},680 17,953 8,84:0 26,829 3,370 5,006 3,736 2,582 8,033 8,124 

14 ----· 3,364 4,821 13,350 16,235 14,051 21,473 16,921 4,280 2,934 2,669 7,923 9,850 

15 ·---· 2,989 5,4:29 11,243 15,873 24,681 . 19,643 32,498 3, 729 2,644 2,428 7,441 15,100 

16----- 2,026 4,759 10,365 18,789 19,305 17,539 41,499 4,983 2,684 2,4:54, 6,259 32,300 

17 ...•. 1,834 t.m 8,904: 23,407 14,171 14,996 26,568 4,073 2,658 1,892 6,231 36,800 

18 ·---- 4:,030 8,472 23,271 11,448 12,675 16,903 4,159 1,930 3,805 6,909 28,504 

19----- 3,231 4,392 8,092 20,629 9,481 11,416 13,672 4, 721 1,044 2,770 7,378 20,203 

20 ...•• 3,104 3,398 9,216 18,710 8,301 9,217 11,113 4,522 3, 717 2,716 6,019 14,157 21. .... 2,965 3,4:67 11,156 17,085 7,607 10,34:8 9,853 2,860 3,020 2,502 4:,801 12,113 

22----- 3,025 4,84:7 13,373 14,605 6,657 10,297 9,137 3,169 2,804 2,390 5,331 10,563 

23----- 2,357 4,306 13,627 13,W.8 5,752 9,375 8,650 5,118 2,768 1,525 4,960 10,878 

24----- 2,322 3,812 16,735 12,203 6,313 '1,931 9,098 3,520 2,446 398 4,851 9,169 

25----- 4,049 4,241 18,717 13,761 5,676 '1,117 10,241 4:,480 1,886 3,096 3,022 9,170 

26----- 2,997 4,036 17,871 15,884 6,716 6,877 12,121 5, 4:67 1,370 2,566 5,424 7,00.1) 

27----- 2, 783 3,4:27 15,549 16,933 8,226 6,478 11,661 . 5,285 4,019 2,341 4:,390 '1,633 

28 -·--· 2,771 2,869 12,944 15,214 9,060 6,376 10,4:66 3,996 3,087 2,506 7,816 6,116 29 ••... 2,699 11,758 12,341 10,277 5,569 9,070 . 3, 64:0 2,874 2,268 9,714: 5,831 

30 .••.• 1,994 11,498 10,947 10,'626 5,24:6 9,782 5,007 2,671 1,648 6,924 5,658 31 ....• 1,721 ------- 12,777 -------- 9,616 ----·--- 10,448 3,340 .............. - 176 ............ - 5,410 

----1-----------f---~ 

--------- Mean 3,409 4,571 10,571 1'1,611 10,117 12,708 10,799 5,072 2,759 2,207 5,827 10,376 

1898. 

. 1 ..... 4, 751 5,000 10,050 19:; 16,279 9,964, 3,853 3,575 3,357 2,455 8,384 9,;-I 

2----- 4,.246 5,550 9,500 17, 14,774 8,697 2,826 2,883 3,224 2,077 7,759 9856 

3----- 8,200 5,100 9,240 15:; 13,387 7,771 2,623 2,617 2,580 3,951 7,157 9:141 

4 ----· 6,520 5,325 8,84:0 13, 12,708 '1,131 2,741 2,575 2,163 3,034 6,525 8,271 5 ..... 5,790 5,250 8,350 12,195 12,535 '1,124 4,516 2,624 2,714 3,055 5,871 11,050 6 ..... 1';,650 5,400 6,850 11,4,59 12,64-7 7,865 3,225 1,893 3, 84:7 3,761 5, 204, 16,808 

7 ----· 5,380 6,150 8,800 11,004, 12,630 7,163 2, 721 1,969 3,14:6 5,827 6,114 17 398 

8----. 5,500 6,070 8,350 10, 7i0 11,583 6,774 2, 768 4:,112 3,134 5,759 5,477 15:190 9 ..... 5,260 5,600 8, 94,0 10,128 11,144 6,58.1} 2,015 3,056 3,043 5,393 5,319 

10----. 7,580 6,200 10,080 9,529 10,035 6,276 1,135 2,94,9 2,307 6,080 5,617 ~·~ 11 ...•. 6,~ ·6,150 11.380 9, 742 8,452 5,6l!l 3,805 3,563 1, 705 4,897 9,353 8;591 12 ...•. 5,910 7,330 14,080 10,058 8,109 5,267 2,918 4,020 3,750 4,667 15,304, 8,85.1) 

13 ·---- 6,04,0 7,320 17,600 10,386 8,552 5, 706 2, 707 3,221 2,910 4,484 14,74:6 '6,699 14 ..... 7,180 10,460 28,800 11,072 12,530 5,598 2,620 3,032 2,630 4,043 12,781 6,330 

15----- 8,170 10,120 36,000 11,507 11,834 6,832 2,533 4, 744- 2,556 3, iJ67 10,971 6;532 16 ••••. 7,54:0 9,980 35,100 13,588 10,458 8,511 1,859 3,64,5 2,483 4,361 9,784 6,715 

17----- 9,700 s,; 30,000 17,111 9,959 7,213 1,018 3,412 1,720 6,023 8,962 6,279 18----- 7,770 7,7 26,100 17,021 9,505 5,205 3,551 3,115 372 5,325 8,622 g·:lr 19----- 6,790 8,460 25,200 15,048 8,858 4,,506 2,517 3,337 2,800 4,982 9,810 20 ..•. - 6,0W 6,850 25,000 14,330 8,307 5,923 2,568 3,359 2,460 5,055 15,303 6:378 21. ... 7,300 9,080 2'7,600 13,717 '1,472 7,026 2,581 5,459 2,335 6,075 19,785 6,144 

2'2 ----- 9,340 9,270 30,200 13,493 '1,302 7,908 2,920 6,261 2,264 7,421 17,553 6,084 23 ..... 9,14:0 9931. 25,800 12,121 7,404, 6,r~ 2,360 5, 4:69 2,399 10,178 14,351 6,876 24. .... 11,480 10~430 22,300 13,666 6,160 6,5 2,327 4,439 1,760 u,r,s3 11,625 9,007 

25 •.••• 11,100 10,m 21,800 25,342 7,316 5,790 3,919 4,892 1,867 9,962 11,699 10,290 26 ..... 10,500 10,7 20,000 30,362 10,501 5,142 2,851 5,4:03 6,075 8,307 11,113 9,534 

27 ·--·- 9,450 8 900 17,000 27,394 14,041 5,458 2,724 4,913 5,144 8,909 9,627 g.m 28 ----- 8,960 1o:1oo 17,900 22,139 15,785 5,110 2,709 4,527 4:,525 13,699 6,872 

29 ·---· 8,oro 18,000 19,424 15,081 !,567 2,713 5,306 4:,198 14:,473 6,253 6:572 30 ..... 6,620 18,400 18,612 13,713 3,908 1, 753 3,806 3,830 10,534 8,677 6 024 31 ..... 6,750 19,700 11,811 1,081 3,657 9,565 _____ .. _ 5:792 

----------------------------- ~ean 7,394 7,797 18,612 15,229 10,996 6,464 2,660 3,799 2,910 6,429 9,887 8, 779 
36 OPERATIONS AT RIVER STATIONS, 1899.-PART· I. (N0.35. 

Daily discharge of Merrimac River, at Lawrence, Massachusetts, in cUbic feet per 

second-Continued. 

1899. 

Day. Jan. Feb. Mar. Apr. May. June. July. Aug. Sept. Oct. Nov. Dec. 

1--------------------------

1 ---- 5,661 5,145 7,360 16,700 22,870 4,277 2,019 2,925 2,188 497 2,829 2,677 

2---- 6,511 4,919 7,810 14,840 23,647 3,907 387 2,370 1,666 3,156 3,542 1,941 

3---- 6,004 4,841 7,379 15,160 23,410 3,231 2,131 2,423 509 2,519 3,632 904 

4---- ~.643 3,659 6,837 14,590 23,158 2, 701 1,500 2,659 1,987 2,337 3,692 3,219 

5---- 7,863 3,531 6,002 14,680 18,876 4,292 3,691 1,806 3,359 2,193 2,889 2,834 

6---- 10,816 5,~ 10,630 15,190 15,125 3,601 2, 770 749 3,120 2,282 4,645 2,846 

7---- 11,519 4:,240 13,059 16,400 12,428 3,065 2,927 3,604 2,743 1,739 3,617 2,768 

8---- 10,373 4,501 12,859 18,400 11,694 2,944 2,044 2, 784 2,378 288 3,205 2,847 

9---- 10,024 4:,087 11,968 25,000 10,618 3,214 570 2,186 1,745 2,244 3,034 1,868 

10---- 8, 747 4,308 10,62R 29,200 9,652 2,450 3,984 2,248 426 2,156 3,024 665 

11 •••. ~,572 3,344 9,194 29,400 8,827 1,981 3,346 2,635 2,664 2,204 2,473 3,192 

12---- ,831 3,075 9,161 28.200 8,564 3,806 2,996 1,886 2,307 2,107 863. 2,715 

13---- 6,358 4, 731 13,795 26,000 7,706 3,076 3,176 372 2,247 2,007 3,729 2,236 

14---- 5,611 3,576 18,900 25,600 7,131 2, 731 2,948 3,123 2,250 959 3,069 3,369 

15 --·- 6,126 3,740 18,600 30,000 7,440 2,457 2,055 2, 768 2,217 6J 2,879 5,051 

16 ---· 8,214 3,845 17,500 34:,400 6,376 2,857 685 2,196 1,441 2,020 2,770 3,772 

17---- 9,681 3,933 15,200 38,200 6,422 2,317 3,678 2,125 69 1~ 2,846 2,478 

18 ---- 11,329 3,617 15,000 35,527 5,932 2,481 2,810 2,468 1,960 2: 1 1,999 3,969 

19---- 10,799 4:,092 12,330 33,498 5,650 4,430 2,851 1,857 1, 762 2,354 548 2,814 

20 ---· 9,211 5, 747 12,920 34,623 5,213 2,866 2,476 355 1,804 2,460 3,462 2,892 2] ____ 7,823 5,749 12,040 34,310 5,468 2,894 2,488 2,098 2,168 1,373 3,076 3,387 

22---- 6,839 6,083 12,210 30,583 6,800 3,101 1, 706 2,257 2,496 50 2,914 3,868 

23---- 7,317 6,550 11,500 27,846 5,897 2,865 525 2,187 1,816 2,126 2,805 2,851 

24---- 6, 713 7,098 11,340 29,483 5,654 2,066 3,808 2,123 293 1,667 2,603 2,383 

25---- 7,396 6,885 11,260 31,656 4,909 1,134 2,905 2,136 2,560 1,820 2,312 2,798 

26---- 8,291 6,309 9,400 31 367 4823 3,582 2,893 1,674 2,633 1,978 1,291 4,334 

27---- 8,192 6,988 11,130 31,157 4:022 2,883 2,599 78 2,453 2,333 3,380 3,667 

28---- 6,870 6,637 10,360 3l,816 3543 2,841 2,949 2,067 2,191 1,399 2,909 2,954: 

29---- 5,906 ------- 11,240 26,805 5:2.55 2,506 2,241 2,153 2,452 123 2,789 2,916 

30---- 6,808 ................. - 14,600 23,507 3,862 2,846 1,984 2,222 1,906 2,513 947 1,898 31 ____ 5,504 .............. 17,200 ----............ 4,383 ........... ........ 3, 781 2,132 .......... ,. ..... 2,460 ------- 593 

------------------- ----- Mean 7,857 4,882 11,948 26,438 9,528 2,980 2,481 2,086 1,994 1, 789- 2,792 2, 797 

NASHUA RIVER AT CLINTON, MASSACHUSETTS. 

This river receives the drainage of a portion of central Massachusetts, and flows in a general northerly course into New Hampshire, 

emptying into· Merrimac River. The principal part of the drainage 

basin is shown on the Worcester, Marlboro, Framingham, and Groton 

topographic atlas sheets. On its head waters, near the town 9f Clinton, 

the metropolitan water board has under construction what is known as 

Wa~husett reservoir, for the supply of Boston and neighboring towns. 

Measurements of the flow of Nashua River have been made at Clinton 

since July, 1896, but these have not been published, as there are 

unsettled claims for the diversion of the water. The rainfall on the 

watershed during 1897 was measured at four localities, and ranged 

from about 50 to 53 inches. The area and capacity of Wachusett resm·voir are given for each 5 feet in elevation in the Report of the State 

Board of Health of Massachusetts for 1895 on "Metropolitan water 

supply," pages127 and 128. The outline of the reservoir is also shown 

on an accompanying plan. 
MASSACHUSETTS. 37 

SUDBURY RIVER. 

This small stream of eastern Massachusetts, receives water from 

an area west of Framingham. It flows in a northerly course through 

meadows and swamps, and joins Assabet River to form Concord 

River, which in turn. continues northerly, entering Merrimac River 

immediately below the city of Lowell. Storage reservoirs have been 

constructed by the city of Boston, controlling the greater part of the 

flow from this basin. The available water has been systematically 

measured by Mr. Desmond FitzGerald, the record beginning in 1875. 

The run-off in cubic feet per second, by months, fro:tn 1875 to 1898, is 

given in the Twentieth Annual Report, Part IV, page 75. 1 The following is a continuation of this table. It should be noted that during 

August the yield of Sudbury River is a minus quantity. 

Run-off of Sudbury River and Lake Cochitudte watersheds in second-feet per 

square mile. 

Sudbury. River. Lake Cochituate. 

Month. 

January--·--·--····--··----------.. -- 3.54: 1.94 2.99 1.78 

February------- ...... ----------...... 2.14 2. 90 2.22 2. 53 

March ....... ----------------------.... 6.51 4.49 5.51 3. 32 

ApriL ................ ---------------- 3.00 3.12 2.55 2.60 

May ........ ,.......................... .79 1:68 .60 1.51 

June ......................... :........ .10 .74 .10 .70 

July................................... .03 .31 .03 .47 

August ..... ~.......................... -.05 .48 .08 .67 

~¥~:.~~==::::~:::::::=::::::::::::: jg jg :~ :gg November............................ .47 1.47 .45 1.331 

December............................. .34 1. 61 .35 l. 46 ------------- 'rhe year........................ 1.51 1.66 1.32 1.49 

LAKE COCHITUATE. 

This lake drains into Sudbury River below the point of diversion 

for the water supply of the city of Boston, and has been considered as a separate watershed, with an area of 18.87 square miles, of 

which 7.6 per cent is water surfac('!. Dudley Pond, which lies just 

north of the lake, is connected with it, and water is occasionally 

drawn into the lake. ·The watershed of this pond is not included in 

the 18.87square miles; thus a corresponding deduction must be made 

in computing the yield. This correction has been made in the 

accompanying table. Figur('!S of catchment on this area since 1863 

are available, these not being considered quite as accurate as those 

for Sudbury River. The results in inches of depth of run-off from 

the watershed are given in the following table. The average yield 

per square mile of this watershed for thirty-seven years, 1863 to 1899, 

1 For low water flow, see Engineering Record, September 16, 1899. 
38 OPERATIONS AT RIV~R STATIONS, 1899.-PART I. 

inclusive, is given in the second table, which shows by months the 

second-feet per square mile, the corresponding depth of run-off in 

inches, the depth of rainfall, and the percentage collected: 

(NO,Bi. 

Yield of Lake Cochituate watershed in inches in depth. 

[Drainage area, 18.87 square miles.J 

Year. Jan. Feb. Mar. Apr. May. June. July. Aug. Sept. Oct. Nov. Doo. T~ I ------------ ----1----

1863------ 1.91 3.12 3. 71 4. 41 1. 44 0. 66 2. 94 1.54 0.99 1.31 2.64 2.19 26.i!7 1864 ______ 2.41 1.56 4.09 2. 6.5 1.61 .49 .41 .67 .49 1.42 1.24 1.17 18.22 1865. _____ 2.06 1. 76 4.66 2.71 4. 75 .33 .46 .48 .44 .69 1.02 1.13 20.49 

1866------ . 74 2.84 1. 78 1.62 1.29 1.09 1.26 .64 1.32 .94 .97 1.55 16.03 1867. _____ 1.10 5.24 3.47 2.86 2.18 .66 .56 2.10 .31 1.05 1.11 1.12 21.77 1868 ______ 1.23 1.12 3.85 3.49 6.18 1.60 .46 1.15 1.82 .95 1.99 1.17 24.99 

1869 ••.... 1.82 1.87 3.33 2.48 2.17 1.05 . 75 .59 1.11 2.33 1.30 3.16 21.96 

1870 ...... 4.73 3.95 3.37 6.86 1.66 .97 .53 .40 .64 .96 .80 . 78 25.66 

1871 ... --- 1.03 2.28 2.53 1.58 2.00 .87 .43 .70 .28 .61 1.23 1.18 14.74 

1872 ...... 1.10 .89 1.35 2.96 1.10 1.48 .14 1.32 1. 70 1. 70 1.99 1.20 16.94 1873 ______ 3.10 1.58 3.90 6.08 2.66 .45 .61 1.43 . 79 2.02 1.86 2.69 27.17 

1874 ••...• 3.12 2.20 1.84 3.18 2. 79 1.96 .95 .92 .53 .52 .57 .51 19.09 

1875 •..... .15 2.93 2.66 3.17 1.39 1.50 .25 .61 .58 1.21 1.98 1.22 17.65 

1876 •..... 1.08 1. 77 5.20 4.21 1.43 .51 .85 .28 .58 .36 1.85 1.00 19.12 

1877------ 1.20 1.37 6.81 3.24 2.04 .92 .64 .66 .40 1.12 2.69 1.97 23.06 

1878 ....... 3.25 3.97 5.40 2.86 1.66 . 76 .47 .84 .29 .73 2.07 4.04 26.34 

1879 ...... ·1.29 2.32 3.30 4.48 1.40 . 71 .33 .95 .61 .60 . 72 1.04 17.81 1880. _____ 1.47 2.24 1.79 1.57 .44 .06 .33 .23 .24 .28 .66 .59 9.90 1881_ _____ 1.19 2.23 5.66 1.79 1.26 1.31 .16 .09 .23 .18 .84 1.40 16.34 1882 ______ 1.84 3.00 3.67 '.93 1.55 .62 .06 .07 .97 .84 .58 .92 15.05 

1883 ...... .84 1.59 2.04 1.66 1.26 .07 .02 .07 .44 .44 .40 .94 9.'i6 1884 ______ 1.84 2.86 4.67 4.00 1.39 .61 .26 .61 .13 .34 .62 1.82 19.21 

1885 .•.... 1.90 2.00 2.21 2.36 1.61 .43 .00 .33 .25 .79 2.05· 1.64 15.57 1886 ______ 2.28 7.93 3.51 2.52 1.09 .18 .25 .14 .30 .42 1.20 2.10 21.92 1887 ______ 4.06 4.34 4. 70 3.36 1.35 .82 . 72 1.33 .64 .49 .70 .96 23.47 1888 ______ 1.13 2. 77 4. 76 3.45 2.37 .53 .47 . 9~l 2.31 2.57 4.21 5.46 30.97 1889 ______ 4.50 1.85 2.08 2.17 1.20 1.18 1.63 3.43 1. 79 1.91 2.95 3.26 27.95 1890. _____ 1.92 2.04 5.87 2.23 1.85 1.41 .33 .46 1.40 3.40 1.49 2.11 24.51 1891. _____ 6.26 6.62 8.03 4.31 .88 . 77 .50 . 7'J . 76 .79 .83 1.26 31.73 1892 ______ 8.03 L.54 3.02 .90 2.03 .49 .33 .56 .60 .57 1.09 .84 15.02 

1893 ·----- .64 2.55 4.12 2.42 1.83 .75 .38 . 77 .42 1.08 0.83 1.48 17.27 1894 ______ 1. 21 1.67 2.55 2.15 .91 .45 .38 .41 .46 .66 .92 1.14 12.91 1895 ______ 1.58 .75 3.50 3.35 .97 .40 .55 .50 .69 1.97 3.51 2.40 20.17 1896. ______ 1. 72 3.69 5.52 2.01 .62 .71 .38 .47 1.03 1.28 1.40 1.31 20.14 

1897------ 1.64 1.65 3.22 1.85 1.39 1.19 . 75 .63 .46 .43 1.68 2.16 17.05 1898 ______ 2.27 4.06 3.11 2.69 1.86 .78 .37 1.30 .31 1.61 2.31 2. 74 23.41 1899 ______ 3.45 2.31 6.35 2.84 .69 .11 .03 .09 .50 .63 .50 .41 17.91 

------------------- ------- Mean .... 2.056 2.662 3.828 2,903 1.738 . 784 .539 . 761 . 725 1.059 1.482 1.677 20.220 

Average yield per square mile of Lake Cochituate watershed, 1863 to 1899, inclusive 

[Drainage area, 18.87 square miles.) 

Second- Ru ff Rainfall 

feet per 0 in Per cent. 

~j!_e inches. inches. 

Month. 

1--------------1----------------

~~~~~~;~==~~=--==~=====~~=:==== ====== ~:zg ~:~ ~:~ g~J March-------------------------------- . 3.32 3.83 4.34 88.2 

tr~~~====:=========::::::~=~::::::::::: i:~ i:~ g:~~ ~:b June----------------------------______ . 70 .78 2.96 26.5 

July---------------------------------- .47 .54 4.21 13.0 

August------------------------------- .67 . 77 4.49 17.1 

September----------------- --------- .65 .72 3.44 21.1 October. ______ ------------____________ . 92 1. 06 4.56 23.2 

November---------------------------- 1.33 1.48 4.38 ~-9 December----------------------------_ 1.46 _ 1.68 _ 3.40 ~ 

The year ____ -------------------- 1.49 20.28 47.00 43.0 
v MASSACHUSETTS. 39 

MYSTIC LAKE. 

The area tributary to Mystic Lake lies about 10 miles north of 

Boston and contains 26.9 square miles, including about 3 per cent of 

water surface. It has been the source of water supply for the city of 

Charlestown since 1864. Upon the annexation of that city to Boston 

the source of supply passed into the control of the Boston'waterworks, 

this being in 1876. The records of run-off extend from 1878 to 1897, 

inclusive. On January 1, 1898, the lake was abandoned as a source 

of water supply and records after that date are not available. The 

table given below is from the third annual report of the water commissioners of the city of Boston. These records arA somewhat less 

accurate than those for Lake Cochituate, as they involve not only 

storage in Mystic Lake, which has been determined with a fair degree 

of accuracy, but also the quantity of water pumped by five engines, 

the slip of which was somewhat uncertain, and the flow through a fishway. There are also a number of other points on the watershed whose 

storage should have been considered. 

, The yield from this water:shed in depth in inches for the years 

1878 to 1897, inclusive, is given in the·table on page 40. The average 

yield per square mile is given in the following table, these figures 

being· obtained from the engineering department of the Metropolitan 

Water Board, through Mr. Charles W. Sherman, assistant engineer: 

Average yield per square mile of Mystic Lake watershed, 1878 to 1897, inclusive. 

[Drainage area, 26.9 square miles.] 

Month. 

Second- R ff R . f ll feet per U}l·O ai}l a square . m . m Per cent. mile. mches. mches. 

1-------------1------------

January------------------------------ 1.81 2.09 4.21 49.5 

Jt~~~~a~=-======~:~==~~==========::::~: ~j~ ~:~Y ~:~~ lzg-~ 

June-----------.---------------------- ~~~==========~--=========~~=========== r:rz . 96 1.07 r:~~ 3. ~:g'i 20 33.5 ~J July------------- ____ .... -------------· .49 . 56 3. 58· 15.6 

August------------------------------- .56 .65 4.00 16.3 

~~~~~~~~====~~======~~====~===~=== :~~ J5 ~J~ MU November·--------------------~------ 1.14 1.28 3.79 ~-1 December----------------------------~~~~ 

The year ••...• ------.----------- 1. 46 19.85 ~-82) 45.3 

Records are not available after 1897, although observations have 

been continued. The watershed is no longer in use as a source of 

supply, and so many complications enter into an estimate of yield that 

it is probable that it will not be computed. 
40 OPERATIONS AT RIVER STATIONS, 1899.-PART I. [No.35. 

Run-off in inche.'j on Mystic Lake watershed, 1878 to 1897, inclusive. 

[Drainage area, 26.9 square miles.] 

Year. Jan. Feb. Mar. Apr. May. June. July. Aug. Sept. Oct. Nov. 

----

~%W.I 1878 .••.•• 3.5.1) 3.97 4.91 2.21 2.16 o. 78 0.48 1.11 0.56 0. 71 1.75 3.63 25.82 

1879 ...... 1.21 2.33 3.31 3.97 1.95 .97 .M .70 .48 .34 .45 .69 16.94 

1880 ...... 1.70 2.54 1.95 1.50 .96 .51 .67 .54 .45 .36 .44 

188L ..... .82 2.14 6. 79 2.17 1.51 2.05 .87 .35 .31 .29 .50 -~ .87 18.67 La~ I 

1882 ...... 1.37 3.03 4.19 1.16 1. 8.1) . 81 .35 .22 .53 .58 .39 .57 15.05 

1883 ...... .70 1.43 1.88 1.63 1.20 .52 .30 .22 .18 .39 .42 .44 9.31 

1884 ...... 1.49 3.89 5.42 3.85 1.48 .85 .58 .60 .23 .27 .35 1.17 20.18 

1885 ...... 1. 79 1.81 2.05 2.03 2.18 .86 .47 .M .34 .68 2.41 2.39 17.55 

1886 ...... 2.31 7.70 3.91 3.24 1.27 .55 .41 .25 .32 .38 .88 1.43 22.65 

1887------ 3.16 3.61 3.60 3.75 1.89 1.27 .87 1.35 .48 .57 .71 .91 22.17 1888 ______ 1.43 3.32 4.28 3.27 2.88 .84 .39 .54 1.31 2.74 5.04 5.08 31.12 

1889 ...... 4.51 1. 8.3 1.60 2.27 2.18 1.89 1.33 2.05 1.06 1.21 2.49 3.06 25.48 

1890 ...... 2.07 2.23 5.37 2.93 3.00 1.92 .43 .46 .58 2.61 1.95 2.49 26.04 

1891. ••••• 6.29 5.97 7.21 3.43 1.40 1.01 .42 .44 . 42 .58 .56 .87 28.60 . 1892 ...... 2.49 1. 76 3.03 1.33 2.10 1.17 .66 .49 .56 .45 1.07 .87 15.98 

1893 ...... .75 2.14 4.52 2.72 4.?2 1.04 .47 .69 .41 .55 .71 1.27 19.69 

1894 ...... 1.37 1.87 3.05 2.27 1.31 .91 .49 .38 .36 .58 .91 .90 14-.40 

1895 ...... 1.55 .87 3.16 2.9S 1.13 .54 .60 .80 .36 1.46 2.37 2.12 17.91 1896 ______ 1.85 3.40 4.50 3.26 . 77 . 75 .39 .34 1.06 .89 1.11 1.23 19.55 

1897------ 1.39 1.40 3.46 2.14 1.83 2.19 .50 .95 .41 .39 1.0'~ 1.96 17.64 

--------------------------- Mean ... 2.09 2.86 3.91 2.61 1.87 1.07 .56 .65 .52 .80 1.28 1.63 1J.85 

CONNECTICUT RIVER AT HOL Y.OKE, MASSACHUSETTS. 

This river, rising in northern New Hampshire and Vermont, :flows 

· in a general southerly course, forming the greater part of the boundary bet.ween these States, and crosses Massachusetts and Connecticut, 

emptying into Long Island Sound. Computations of discharge have 

been made in the southern part of its course at Holyoke, Massachusetts, 

a short distance above the Connecticut State line. The :flow of the 

river is controlled at this point by the Holyoke Water Power Company. Data of stream :flow have been obtained from Mr. A. F. Sickman, assistant engineer of the company. The quantities given are 

the daily amounts drawn from the pond above the dam, representing 

the discharge of the river excepting at such times as the surface falls 

below the crest, when water is ponded over night and Sunday. The 

results by months, from 1880 to 1895, are published in Bulletin No. 

140, pages 37 to 41; for 1896 and 1897, in the Nineteenth Annual 

Report, Part IV, page 116; and for 1898, in the Twentieth Annual 

Report, Part IV, page 76. 
MASSACHUSETTS. 41 

Daily mean discharge in second-feet of Connecticut River at Holyoke, Massachusetts. 

[Drainage area, 8,660 square miles.] 

1896. 

Day. Jan. Feb. Mar. Apr. May. June. July. Aug. Sept. Oct. Nov. Dec. 

--------------------------- 1 •••.. 47,350 5,500 1~:; 34,400 18,300 6,550 3,900 2:~ 2,700 4,650 12,050 17,900 

2----- 39,050 4,850 36,100 16,050 6,350 3,800 2, 2,850 4,700 11,750 15,750 

3 ----- 29,700 5,350 103,450 32,300 14,700 6,450 2,350 3,900 2,700 3,600 11,550 12,300 

4 ---·- 23, 850 4, 850 65,050 24;650 15,000 6,200 750 3,700 2,700 3,500 12,100 8,250 

b ----- 12, 200 4, 800 37,; 19,600 14,350 5,800 1,700 3,750 2,100 4,550 12,800 6,450 

6----- 9,300 5 550 25,1 18,550 13,000 4,650 2,050 3,650 700 4,600 26,800 6,500 

7-----

7, "'"!": lll<J 22,050 18,350 13,700 3,850 2,900 3,800 6,150 5,200 30,450 8,550 

8 ----- 7,300 20,750 19~~ 17,550 13,550 5,100 3,450 2,850 7,750 5,250 25,300 8,850 

9----- 7, 600 19, 700 17, 17,700 11,000 4,000 4,450 4,100 8,050 5,550 23,000 9,700 

10----- u 7,8:10 17,700 16,000 19,900 11,000 7,100 6,050 4,650 7,200 4,750 21,000 13,900 _____ 7,100 14,300 14,Q{'IQ 22,700 11,050 8,850 4,500 4,000 6,450 4,300 17,650 13,800 12 _____ 7, 250 11,650 10,900 26,950 10,700 8,750 4,300 3,750 4:,800 4,50() 15,800 11,000 13 ..•.. 8,250 10,600 9,350 37,300 10,700 7,750 4,150 3,750 3,000 4,250 15,050 10,400 14----- 8,250 9,600 9,300 ~:~ 11,000 6,450 4,100 3,800 4, 400 6,~ 12,550 9,000 

15----- 7, 700 8, 750 8,000 11,000 6,600 4,000 2,050 4,100 10,20Q 11,600 9,350 

16----- 7,; 7,600 8,550 77,500 9,050 5,950 .f-,150 1,300 3,800 20,100 11,400 5,950 

17----- 7,7 7,800 8,950 84,450 7,800 5,700 4,100 2,800 3,650 16~ 10,700 4,300 

18----- 5,800 6,400 10,350 89,200 7,650 5,050 2,~ 2,800 3,450 u: 750 10,000 4,650 

19----- 6,450 6,250 10,750 88,600 7,700 5,050 2,800 2,350 13,~ 9,650 5,000 20 ..•.. 7,400 6,600 25,250 81,200 7,3.1}() 4,250 4,200 2,800 4,650 H:~ 9,150 5,150 2L •... 7,100 6,400 29,250 71,050 7,150 3,500 3,000 2,800 6,200 7,900 6,050 22 _____ 7,100 5,550 25,150 61,950 6,900 4,300 3,400 2,800 6,850 18,~ 8,150 5,250 

23----- 6,950 5,150 22,300 54,600 5,900 4,400 3,700 550 8,450 22,1QO 9,; 4,750 24 ..... 6,900 6,550 18,400 46,450 5,650 4,450 4,300 3,300 8,100 21,~ 8,7 3,900 

25 --~-- 6,200 6,800 15,300 38,300 6,050 4:,300 4,150 3,350 6,850 ~:~ 8,400 3,650 26 _____ 6,000 6,500 15,0.50 30,800 5,800 4,350 4,100 3,300 4,550 10,500 4,200 

27----- 6,800 6,300 19,750 26,750 5,850 2,550 4,550 2,950 4;~ 16,~ 13,300 3,400 

28 -·--- 6,350 6,100 23,250 23,150 4,850 3,300 4,450 2,700 4,500 14,~ 13,600 4,550 

29----- 6,100 9,600 22,250 20,900 5,350 4,050 4,300 1,900 4,450 13,QQO 14:,600 4,400 so _____ 6:~ ------- 24,050 19,500 5,150 4:,150 4,350 450 4,400 

~:~ 17,550 4,250 

31. •... 6, --·---- 26,150 5,100 4,000 2,800 4,000 -------------------- --- Mean 10,882 9,096 27,216 42,363 9,684 5,357 3,684 2,965 4,768 10,97} 14,115 7,624 

1897. 

2 1 ..... _____ 3,350 3,900 4,400 21,900 32,950 22,900 10,200 22,350 6,200 4,950 3,850 21,050 1 3,350 3,600 3,550 22,950 27,800 19,300 9,550 18,950 6,150 3,450 4,550 16,650 

3 -·--- 3.350 3,600 3,500 25.150 . 28,000 16,750 9,900 16,050 5,300 3,350 17,050 12,800 

4----- 4,700 3,750 4,45G 24,600 27~~ 16,100 9,550 13,950 4,550 5,000 19,400 10,700 

5----- 4,700 4,300 5,700 27,050 27, 18,100 8,100 12,800 4,600 4,350 15,850 11,150 

6----- 7,550 2,950 7,550 37,100 26,350 19,600 7,650 12,750 4,800 3,400 13.200 16,800 

7----- 10,100 2,550 11,750 46:~ 23,900 20,350 7,950 10,550 4,650 3,150 10,100 15,600 

8----- 10,350 11,100 12,150 44, 20,550 19,050 9,950 8,750 4,500 3,250 9,850 18,700 9 _____ 8,400 13,600 10,551) 42,!~ 17,050 20,200 13,200 8,950 4,450 2,950 9,150 16,850 

10----- 8,600 H,250 10,250 45,150 16,150 60,600 11,950 8,400 4,450 1,300 14 900 16,500 

11.---- 7,500 11,150 12,550 36;~ 14,500 75,350 9,350 9,150 3,650 3,550 18:050 15,850 ·12 _____ 6,650 8,400 15,700 31,350 15,400 56,950 8,550 13,650 2,550 3,000 17,850 16,650 }3 _____ 5,900 6,500 15,300 26,600 17,500 41,300 13,050 12,600 5,050 3,900 16,200 22,950 14 _____ 5,100 7,250 13,050 25,550 35,800 35,300 37,000 10,200 3,900 5,100 13,700 23,600 

15----- 4, 750 6,150 12,250 28,700 44,050 30,000 57,250 8,150 3,450 5,300 12,900 59,850 

16----- 3,750 5,100 10,300 41:iW 36,550 24,500 58,350 9,600 3,450 4,400 11,550 70,650 

17----- 3,450 5,200 ·9,~W 48, 30,000 21,050 50,200 9,150 4,000 2,050 15,400 63,850 

18----- 5,100 5,250 8,200 50,950 24,900 17,800 39.350 11,050 3,700 4,000 19,300 52,600 

19----- 4,900 4,950 8,100 49,350 19,700 15,250 31,350 12.300 2,; 4,700 17,700 37,050 2() _____ 4,900 3,950 15,650 44,500 16,850 12,300 23,250 11,800 3,7 4,350 14,600 25,550 

21 .•.•. 4,400 3,600 23,750 39,700 14,600 13,300 18,750 9,750 3,550 3,900 12,700 18,950 

22----- 4,700 4,950 23,750 34,500 13,600 13,800 17,550 9,050 3,550 4,650 12,650 15,750 

23----- 3,350 4,900 25,850 30,250 12,450 12,750 19:; 8,650 3,950 2,900 12,350 14,100 

24 -·--- 3,000 4,800 34,650 21,300 13,400 11,250 21, 8,750 4;6@ 3,050 11,150 13,200 25 _____ 4,100 4,850 33,350 29,050 14,050 10,000 20,550 9,400 4,450 4,400 8,250 10,35Q 26 _____ 3,500 4,850 25,850 34,650 16,250 8,300 21,100 9,700 4,050 3, 750 9,000 8,950 

27----- 3,350 3,700 18,600 37,350 18,950 1,900 27,300 9,500 "5,150 3,700 22,050 10,450 

28----- 3,600 2,700 16,750 37,; 20,350 9,~~ 24,800 7,850 4,950 3,150 29,550 10,450 

29----- 4,200 16,350 36,9 23,050 9,7 «:~ 7,050 4,900 3100 28,300 9,550 

ao ----- 2,300 16,250 37,050 24,600 9,900 53, 7,250 4,850 3'050 25,250 9,050 31_ ____ 2,400 ............ - 19.350 -------- 24,350 .................... 32,900 6,450 ------- 1:750 --· ........ - 8,950 

-------------r---1-------- Mean 5,011 5,780 14,471 35,478 2'Z,524 22,320 23,458 10,792 4,313 3,668 14,880 :U,779 
42 OPERATIONS AT NIVER STATIO~S, 1899.-PAR'l' ~· [No.35. 

Daily mean dii:Jcharge in second-feet of Connecticut River at Holyoke, Massachusetts-Continued. 

1898. 

Day. Jan. Feb. Mar. Apr. May. June. July. Aug. Sept. Oct. Nov. Dec. 

---------------------------

1 ---·-· 7,650 7,000 8,100 4.'3,500 23,800 14,300 6,000 4, 750 5,000 6,300 16,250 12,050 2------ 7,500 6,600 8,400 37,300 ~.150 12,950 6,050 3,800 4,650 4,650 14 050 12,600. 

3 ·----- 7, 700 7,050 8,050 29,550 20,450 11,550 5,600 3,450 3,600 5,600 12:700 11,500 4------ 7,650 7,350 8,050 25,850 20,550 10,250 4,800 3,650 3,550 5,050 11,550 11,100 5------ 7,750 6:; 7,500 22,450 22,100 8,650 4,550 4, 700 4,000 6,600 10,700 14,150 6------ 7,6.1)(} 6, 6,950 20,450 22,650 9,200 4,250 4,350 5,500 23,000 8,950 15,250 

7------ 8,100 7,500 7,800 19,400 20,850 9,000 3,300 4,800 6,850 15,500 10,350 14,800 8------ 9,050 7,350 8,000 18,400 17,950 8,800 3,450 6,250 6,550 12,550 9,850 13,050 

9 ------ 8,600 7,350 8,550 16,950 17,300 8,000 3,8.50 6,150 5,950 12,200 9,_700 11,550 10------ u 8, 750 7,650 9,650 16,0.50 15,600 8,050 2,850 5, 750 5,050 11,650 10,850 12,250 ______ 8,450 7,850 11,750 18,650 14,400 7,600 4,400 5,450 3,550 9,550 28,750 9,900 12------ 8,300 8,100 16,950 20,000 14,400 8,300 4 250 4,800 5,050 8,600 29,150 9,400 

13------ 8, 750 9,250 30,700 21,950 18,250 10,500 3;850 4,000 4,850 7,800 21,350 5,800 H, ______ 13,150 12,250 66,500 23,950 22000 15,000 3,450 3,150 3,500 7,200 18,800 5,850 15-----. 12,300 12,450 74,900 26,300 22;450 17,900 3,600 4,750 3,900 7,200 16 600 6,150 16------ 15,450 11,750 64,700 3.5, 750 

~·~ 17,000 3,~ 3,800 4, 700 9,800 14;950 6,400 

17------ 14,700 10,400 53,500 37,000 15,850 3,500 3,550 11,550 13,700 6,050 

18------ 11,850 9,900 50,750 34,200 19;200 13,800 4,050 3,450 650 10,400 13,500 6,600 

19 ------ 10,000 9,350 55,850 31,500 16,550 12,200 3,350 4,600 4,200 10,150 16,200 7,250 

20------ 9, 700 8, 750 59,750 28,500 15,150 14,800 3,500 3,950 3,550 11,950 24,550 6,500 21 ______ 12,950 9,850 76,150 27,350 14,500 14,350 3,250 4,550 3,400 12650 26650 6,500 22 ______ 16,050 9,350 68,600 25,400 12,350 13,800 3,200· 5,350 3,300 13:250 23;750 7,200 23 ______ 14,650 9,250 52, 100' 23,300 12,450 12,800 3,200 4,850 3,200 16,000 20,700 8,550 

24------ 15,000 9,200 49,050 28,450 13,050 11,750 2,21">0 4, 750 3,000 15,450 18,000 11,550 

25------ 13,100 9,000 44,250 46,850 14,550 10,500 4,100 6, 700 6,950 13,450 16,450 12,300 

26------ 11,300 8,800 37,900 50,450 23300 9,050 4,350 7 550 12000 12050 14200 12 650. 

27------ 10,500 7,650 35,450 46,700 23:600 9, 750 4,450 s:850 12:siio n:sso 12:750 n;ooo 28------ 9, 700 8,600 38,500 39,200 26,800 9,100 4,600 4,950 12,050 22,400 10,850 9,650 

I ::: = ::::: 

8,500 41, 550 33, 500 22,350 8,500 4,500 6,950 10,050 21,000 8,850 8,450 

8,050 43,900 28, 450 19,450 7,550 3,~~ 6,950 8,000 18:~ 10,550 7,600 . 31 ______ 7,650 46,100-------- 16,900 1,5 6,150 18, 7,700 ---- Mean __ 10,339 8,673 35,4821 29, 245 19,079 11,395 3, 798 4,958 "5,423 12,207 15,840 9,689 

The figures for 1899 have not been computed at this time, April, 1900. 

CONNECTICUT RIVER AT HARTFORD, CONNECTICUT 

Observations of the height of Connecticut River are maintained at 

a point near Hartford by the Connecticut River Bridge and Highway District, Edwin D. Graves, chief engineer, as noted in the Twentieth Annual Report, Part IV, page 77. Daily readings, beginning 

February 8, 1896, have been obtained, and are given below. Computations of discharge of the river at this point from 1871 to 1886 

have been printed in the Fourteenth Annual Report, Part n; beginning on page 140. The gage now being read was placed at the same 

elevation as the old gage established by the Engineer Corps, United 

States Army, about 1872. 
CONNECTICUT. 43 

Daily noon gage height in feet of Connecticut River at Highway Bridge, 

Hartford, Connecticut. 

1896. 

Day. Jan. Feb. Mar. Apr. May. June. July. Aug: Sept. Oct. Nov. Dec. 

------------------------------- 1 ..•... ------- ------- 18.0 10.6 7. 7 3.5 2.5 1. 7 1.5 3.0 3.7 7.0 

2 ....... ------- -- ~- -- - 20.0 11.3 7.6 3.7 2.0 1.5 1.5 2.8 3.6 6.8 

3------ .............. ------- 26.5 12.0 7.0 3.7 2.1 1.6 1.9 2.7 3.7 6.0 

4------ ------- .............. 25,6 11.6 6.5 3.5 2.2 2.4 2.4 2.5 4.0 5.5 5 ______ ------- ------- 20.0 10.0 6.4, 3.5 2.3 2.0 2.7 2.4 4.8 4.4 6------ 16.0 9.5 6.0 3.3 2.3 1.8 3.3 3.0 6.0 3.2 7 ------ ------- ------- 13.0 9.0 5.8 3.0 2.3 2.5 3.6 4.1 10,0 4.0 

8 -----· ------- 12.5 9.0 8.5 5.7 2.6 2.3 1. 7 4.4 3.2 10.6 4.0 

9 ·----- ------- 12.5 7.8 7.6 5.7 3.0 2.4 2.0 4.0 3.3 10.0 5.0 

10 n ·----- ------- 11.4 6.3 7.5 5.5 3.0 2.4 2.6 3.6 3.4 7.6 5.0 ______ ------- 10.3 5.3 7.8 5.2 3.5 2.4: 2. 7 4.3 3.4 7.4 6.5 

12------ ------- 9.0 4.8 8.3 5.0 4.0 2.4 2.4 4.0 o. 7 6. 7 6.4 

13 -- -· ·- .............. 7.3 4.4 10.0 4.6 4.4 2.4 2.4 3.6 3.8 6.4 5.3 

14------ 6.5 4.5 12.0 4.6 4.5 2.0 1.8 3.4 4.4 6.0 5.0 

15 ---··- ------- 6.3 4.5 15.0 4.7 4.4 2.4 1.9 2.8 5.0 5.5 4.8 

16------ ,. ______ 6.3 4.5 16.0 4.7 4.3 2.5 2.0 2.3 4.9 5.0 4. 7 17 ------ ------- 6.3 4.6 18.0 4.2 4.0 2. 7 1.8 2.4 4. 7 4.5 2.5 

18------ ------- 6.3 4.8 20.8 3.5 3. 7 2.5 1. 7 2.0 4.5 4.0 4.0 

19------ ------- 6.3 4.!} 22.0 3.4 3.7 1.5 1.6 2.3 4.4 4.0 4.5 

20------ ------- 6.0 8.0 22.2 3. 7 3.2 .6 1.5 2. 7 4.0 3.8 4.6 21 ______ ------- 5.3 10.8 21.0 3.5 3.0 1.3 1.5 3.2 4.0 4.0 4. 7 22 ______ ------. 5.3 11.4 19.8 3.4 2.4 2.0 1.5 3.5 4.0 4.0 4.5 

23------ ------- 5.5 10.0 18.4 3.0 2.4 2:2 1.6 3.4 4.8 4.0 4.3 24------ ------- 5.9 9.0 17.0 2.8 2.5 2.0 1.6 3.4 5.2 4.5 4.2 

25------ 6.0 8.0 15.5 3.6 2.0 2.6 1. 7 3.4 5. 7 4.0 3.9 

26 ------ ------- 6.0 7.0 13.5 3.3 2.4 2. 7 1.5 3.3 6.0 4.6 3. 7 27 ------ 11.0 6.0 11.0 3.0 2.6 2. 7 1.5 3.5 5.5 5.0 3.5 

l~J- ::::::: 14.0 

6.9 11.0 3.4 2.8 2.8 1.5 3.6 5.0 5.5 4.0 - ------- 16.5 8.9 9.0 3.4 3.0 2. 7 1.5 3. 7 5.0 5. 9 3. 5 

--------------- 9.5 8.0 3.5 2.0 2.6 1.6 4.0 5.0 6.5 4.0 

--------------- 9.8 -------- 3.5 -------- 2. 5 1.6 ------- 4.0 ------- 3.5 

- 1897. 

1------ 3.4 3. 7 3.81 2 ______ 3.4 3.8 4.0 

8.8 

9.6 12.4 

13.5 10.0 

9.0 

5.0 

5.1 

17.0 4.3 2.5 3.0 9~ 13.0 3.8 3.3 3.9 8.0 

3------ 4 3.4 3.9 3.8 9.8 11.7 8.0 5.0 10.5 4.6 3.5 5.0 6.8 ______ 3.4 4.5 4.8 10.2 11.0 8.0 4.8 8.6 3.9 3.0 8.0 6.0 

5 .......... 4.8 4.0 5.0 10.5 11.4 7.0 4.8 8.5 3.5 2. 7 7.3 6.0 6 ______ 5.9 3.8 6~ 5 12.2 11.0 8.0 4.5 8.2 3.3 2.6 6.8 7.4 7------ 5. 7 4.1 7.0 13.5 10.3 6.7 4.2 7. 7 3.3 2. 7 5.6 10.0 

8 -----· 5.6 6.8 8.2 15.5 9.3 8.6 4.0 6. 7 3.3 2.8 4. 7 9. 7 9------ 5.5 9.4 7.5 15.3 7.6 7.1 5.0 5.5 2.8 2.8 4.6 8.8 10 ______ 5.5 9.5 6.8 17.4 7.4 12.0 5.8 5.5 2.8 2.0 4. 7 8.0 

11 ........ 4.5 9.0 7.1 17.0 7.0 18.0 5.0 5.0 3.3 1.6' 5.5 8.0 12 ______ 5.0 8.1 8.0 15.2 6.5 20.6 4.6 7.2 3.0 3.0 8.0 8.0 

13 --···· 4 5 7.0 9.0 13.7 7.0 18.3 5.0 8.2 3.0 2.5 8.5 9.1 14 ______ 3.9 6.4 8.9 11.4 9.6 16.3 11.5 7.0 3.2 2.~ 7.8 11.5 

15------ 3.5 .5. 7 8.8 10.8 15.0 13.8 18.6 6.2 2.8 3. 6.8 14.0 

16 ---·-· 4.0 5.8 7.8 11.0 14.7 12.0 20.8 5.0 3.0 3.0 6.0 19.6 

17 --···- 3.0 5.4 6.7 15.0 14.0 10.1 20.0 6.8 3.0 2.6 5.8 20.4 

18 --···· 3.4 5.2 5.6 16.5 12.1 9.0 18.3 6.9 3.0 2.4 6.5 19.0 

19 --·-·· 3.5 5.5 5.6 17.3 10.5 8.0 16.8 6.0 2.9 2.8 7.5 16.0 

20 -----· 3.8 5.4 7.8 16.7 9.4 7.2 14.0 6.0 2.8 3.0 7.6 13.0 21 ______ 4.3 5.3 10.0 15.6 8.0 6.0 10.0 6.5 2.8 3.7 7.1 9.4 

22 ---··- 4.5 5.2 11.0 14.5 7.9 6.0 9.0 5.0 2.6 4.0 6.5 8.0 

lM ........ 3.9 5.9 11.0 13.0 6.8 6.0 12.2 5.3 2. 7 3. 7 6.0 6.5 

24------ 3.5 6.2 12.2 11.8 6.4 5.8 12.7 5.2 3.0 3.6 5.5 5.5 

25 ---··· 3.2 5.6 13.8 11.8 6.3 5.3 12.7 4. 9 3.0 3.Z 5.0 6.2 

26 ----·· 2.7 5.0 12.8 12.0 6. 7 4.6 11.5 5.2 3.0 2. 7 5.3 7.5 

27------ 2.6 5.0 11.4 '13.3 7.0 4.4 10.2 6.0 3.0 4.0 6.0 8.5 

28 ·-·---- 2.8 4.0 9.8 13.5 8.0 3.8 12.0 5.2 3.0 3.0 9.0 8.6 

29 ---·-· 3.0 ------- 8.5 13.4 8.6 4.4 12.4- 5.6 2.9 3.0 11.0 8.6 

30------ 3.6 ------- 7.8 13.5 9.2 4.7 19.3 4.2 3.4 3.0 10.4 8.6 31 ______ 3. 7 ------- 8.0 --·----- 10.0 ----........ 20.6 4.5 ............. - 3.0 ............... - 8.4: 
44 OPERATIONS AT RIVER STATIONS, 1899.-PART I. (N0.35 

Daily noon gage height in feet of Connecticut River at Highway Bridge, 

Hartford, Connecticut-Continued. 

1898. 

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

~-- 8.0 7.8 6.0 15.4 13.2 8.0 4.5 4.0 3.7 5.0 8.1 ---6~5-- 2 -- --- 7. 7 7.8 5.8 15.5 12.5 7.0 4.2 4.0 3.2 4.0 7.4 

3 ---·-· 7.5 7.8 5.6 13.8 11.6 6. 7 4.0 4.3 3.0 4.5 6.6 6.6 

4------ 7.4 7.7 5.4 12.4 10.9 6.4 4.0 4.6 3.0 3.2 6.3 7.5 

5 ----·- 7.2 7.6 5.0 10.5 10.0 6.2 4.0 4.5 3.0 4.0 5.8 8.5 

6------ 6.9 7.5 4.6 9.9 10.4 6.0 3.8 4.4 3.2 6.1 5.6 9.5 I 7 _____ , 6.8 7.4 4.9 9.4 10.5 5.8 3.4 4.2 3.4 9.0 5.4 8.8 

8 ---·-· 7.5 7.3 5.4 9.~1) 9.8 5.6 3.0 4.0 3.7 6.0 5.1 8.5 

9 ---·-· 7.4 7.3 5.8 8.6 9.0 4.8 3.0 3.9 3.6 5.8 5.3 7.3 

10------ 7.3 7.5 6.4 8.5 8.4 4. 7 2.8 4.0 3. 7 5.6 5.0 6.2 

11 ------ 7.2 7.5 6.8 8.4 7.9 4.5 2.7 3.8 3.4 5.1 8.6 6.3 

12------ 7.0 7.4 8.0 8.7 7.6 4. 7 2.6 3.2 3.0 5.0 13.0 6.3 

13 ...... 6.8 8.5 10.8 9.0 8.0 5.0 2.4 3.5 3.0 4.5 12.0 5.8 

14------ 8.1 9. 7 l7.4 9.5 .9.6 6.5 2.2 3.4 3.2 5.0 10.0 5.7 

15 ------ 9.5 9.8 20.0 9.7 9.8 8.0 2.0 3.2 §·2 5.5 9.0 5.9 

16------ 9.8 9.0 21.0 10.0 10.2 7. 7 1.9 3.0 .4 5.8 7.9 6.0 

17 -----· 9.8 8.4 20.0 12.0 10.4 7.4 1.8 2.7 3.0 6.0 7.6 6.0 

18 ------ 8.8 7.6 19.0 14.5 10.2 7.0 1.6 2.6 2.5 5.8 7.2 5.9 

19 ·----- 7.5 7.8 18.0 13.0 9.0 7.2 3.0 2.6 2.0 5.5 10.0 6.0 

20 ------ 6.0 8.2 18.8 12.2 8.2 7.4 3.1 4.0 2.2 5. 7 11.3 6.0 

21 ------ 8.2 12.0 19.1 11.6 7.8 7.5 3.1 4.6 3.2 6.3 12.4 6.0 

22 ------ 10.0 12.0 21.2 12.5 7.3 7.0 3.3 3.9 2.4 7.2 11.7 5.9 23 ---·-- 10.6 10.3 20.5 13."5 6.8 6.5 3.3 3. 7 3.2 7.1 10.7 6.0 

24 -----· 11.4 9.0 18.2 14.5 7.4 6.0 3.4 3.4 3.0 7.0 9.6 8.0 

25 -----· 10.4 7.8 17.3 15.5 8.0 5.8 3.5 4.4 4.5 7.2 9.0 7. 7 26------ 9.0 6.8 16.5 16.5 10.0 5.5 3.5 5.2 5.5 6.6 8.2 7.5 

27------ 9.0 6.5 15.5 . 17.0 11.2 5.4 3.6 4.9 6.3 7.1 7.5 7.0 

I 

28 ------ 8.5 6.0 14.5 16.5 13.6 5.1 3. 7 4.0 6.6 9. 7 6.4 6.5 

29------1 7.8 _____ .,_ 14.8 14.9 12.7 4.8 3.8 4.0 6.3 9. 7 6.1 6.5 30 ------ 7.5 ------- 15.3 14.0 11.8 4.5 3.8 4.3 5.0 9.2 6.0 6.4 

31 ------ 7.0 ------- 15.4 -------- 10.3 -------- 3.9 4.5 ------- 8. 7 ------- 6. 7 

1899. 

I 

1 ------ 7.5 6.0 8.7 9.2 19.3 4.0 2.7 3.1 2.2 1.5 4.5 3 

2 ------ 7.6 5. 7 8.7 :J.3 18.4 ~ 3 ------ 7. 7 5.6 8.5 9.5 18.1 

4 ------ 7. 7 5.4 7.5 9.2 18.0 

5 ...... 7.8 5.5 7.2 8.5 17.0 

6------ 10.2 5. 7 8. 7 8.6 15.8 

7 ------ 11.5 5.6 9:8 9.0 14.0 

8 ------ 11.0 6.2 9.0 11.0 12.5 

9------ 10.5 5.6 8.6 13.1 10.9 

10 ------ 8.0 5.0 8.0 I 15.4 9.4 

11 ------ 8.5 4.5 7.5 15.1 8.5 

12 ------ 8.6 4.5 8.5 14.5 8.0 

13 ------ 8.2 4.5 9.7 15.1 7.5 

14 ------ 8.0 4. 7 11.0 15.5 7.0 

15 ------ 8.1· 5.0 11.0 18.5 6.5 

16 ·----- b.2 5.2 11.2 20.0 6.5 

17------ 8.5 5.5 10.5 21.5 6.2 

18 ------ 10.0 5.5 9.5 20.6 6.0 

19 ------ 9.5 6.61 9. 7 20.2 5.7 

20 ------ 8.5 6.0 10.1 20.5 5.5 

21------ 7.9 6.5 9.2 21.5 5.5 

22 ---~-- '7.3 6.6 8.4 21.2 5.5 23 __ . ____ 6.8 6.8 7.8 20.9 5.5 

24------ 7.0 7.2 7. 7 20.8 5.2 

25 ------ 8.0 7.1 7.4 21.3 5.2 26------ 8.0 7. 7 7.0 21.6 4.6 

27------ 8.0 7. 7 6.5 22.0 4.5 

28------ 7.5 8.5 6.5 21.9 4.3 

29------ 7.0 -----.- 7.5 21.0 4.2 

30 ------ 6.5 ................. 8.8 20.0 4.5 

I 

31 ______ 6.2 ................ 9.0 .................. 4.3 

4.0 2.7 2.5 3.0 

4.0 2.8 3.0 2.7 

3.7 2.9 2.9 2.9 

3.4 2.9 3.4 3.0 

3.3 3.0 3.6 2.8 

3.2 3.0 2.5 2.7 

3.7 3.0 2.5 2.7 

3.0 3.1 2.6 2:8 

3.0 3.1 2.2 2.5 

3.0 3.2 3.2 2.2 

3.0 3.2 3.2 2.3 

2.7 2.5 3.2 2.3 

2.6 2.6 2.8 2.8 

2.6 2.6 2.2 2.4 

2.6 2.7 2.6 3.2 

3.0 . 2.7 3.4 2.8 

3.0 2.7 3.5 2.8 

3.0 2.8 3.2 2.4 

3.0 2.9 3.4 2.7 

3.0 2.9 3.2 2.6 

3.0 3.0 3.0 3.2 

3.4 3.0 2.6 3.5 

3.3 3.1 2.2 3.1 

3.2 3.0 3.0 2.7 

3.1 4.2 2.7• 3.0 

3.0 3.7 2.6 3.0 

2.9 4.4 2.5 2.8 

3.2 4.2 3.2 3.1 

2.7 3.0 3.2 3.0 -- ............. 2.5 2.8 -.............. 

.6 4. 7 

.8 4.8 

1.9 4.9 

2.2 5.0 

2.] 5.0 

2.1 5.0 

2.0 4.5 

2.0 4.4 

2.5 4.3 

2.5 4.2 

2.5 4.1 

2.4 4.0 

2.5 4.5 

2.7 4.0 

2.8 3.5 

2.9 3.5 

3.0 3.5 

2.5 3.4 

2.0 3.4 

2.2 3.4 

2.4 3.6 

2.6 3.7 

2.8 3.9 

3.0 4.0 

3.0 4.5 

3.0 5.0 

4.0 5.0 

4.1 5.0 

4.2 3.4 

4.3 -------

3 

3 

3 

.6· 

.7 

,s 

3.9 

4.0 

4.2 

4 .3 

4.4 

4.5 

4.6 

4.7 

4.8 

4.8 

4.8 

4 .8 

4.8 

4.8 

4.7 

4.6 

5.0 

4.9 

4.8 

4. 7 

4.6 

4.6 

4.5 

4.4 

4.3 

4.2 

4 .1 
NEW YORK. 45 

MORA WK RIVER AT RIDGE MILLS, NEW YORK. 

Mohawk River rises in Lewis County, New York, and flows southerly 

through Oneida County, and turning to the east finally empties into 

Hudson River. It is shown through the greater portion of its length 

on the Oneida, Oriskany, Utica, Fonda, Amsterdam, Schenectady, 

p,nd Cohoes topographic sheets of the United States Geological Survey. The measurements on this stream and its tributaries were 

instituted as previously described on page ~0 by Mr. George W. 

Rafter for the Un:ted ·States Board of Engineers on Deep Waterways. The station at Ridge Mills is located at the dam of the Rome 

waterworks, 3 miles above Rome. The drainage area of the Mohawk 

River at this point is 153 square miles. Two gages are read twice a 

day by Daniel Brown, engineer at pumping station-one above the 

dam showing the height on the crest and one in the tailrace in order 

to determine the head on the wheels. The crest of the dam has an 

irregular profile, and in order to facilitate computation is divided into 

three parts. The flow over section A was computed from Bazin's 

experiments of November and December, 1895, series No. 162, with 

q=8.025 mLHi. The flow over sections Band 0, which is over flashboards, is computed from Francis's formula for sharp-crested weirs. 

Experiments were conducted at Cornell University on an experimental 

weir corresponding to Bazin's series No. 162, and from the coefficients 

obtained a discharge curve plotted to correspond with the discharge 

curve of Bazin's. All c~mputations of flow at this point made before 

June 1, 1899, were made by using Bazin's coefficients, but in subsequent computations the Cornell coefficients were used. The dam is 

of timber, backed with stone, a:nd has very little leakage. 1 

1 On flow of water over dams, by George W. Rafter: Proc. Am. Soc. Civ. Eng., March, 1000, 

Vol. XXVI, No.3, p. 311. 

• 
46 OP'ERATIONS AT RIVER STATION_:S, 1899.-PART I. [No.35. 

Estimated daily discharge in second-feet of Mohawk Ri'/Jer at Ridge Mills, New 

York, for 1899. 

[Drainage area 153 square miles.] 

Day. June. July. Aug. Sep• Oct. Nov. n.:C.I 

1.------------------- 339 262 218 -------- 93 75 339 

2.-----.------------- 319 252 233 203 75 75 

3-----·-·------------ 279 232 248 233 105 75 

4.------------------- 259 249 131 253 135 129 

5.---------·--------· 214 202 146 200 95 158 

6-------------------- 232 127 131 310 135 158 

7-------------------- 232 262 126 290 145 172 

8.------------------- 262 322 121 260 135 190 

9.----------------·-- 259 669 125 85 290 135 575 

10.-------------··---- 279 499 129 85 310 165 575 

11--------------·-·--- 249 379 139 85 340 125 147 

12 ..... ------ ·------· 282 359 169 95 260 135 13 ____________________ 282 339 265 89 310 145 

14.-------·----------- 302 339 245 85 260 145 

ft===== :=======~===== ~ ~8 ~~ 1~ ~lg i~ ---ii5-- 17 ..................... 359 519 230 135 2'.l0 135 158 

18 •..... ---- ·- ··-- ---- 339 399 230 112 290 135 158 

19.------------·------ 282 382 245 85 290 145 

20.-----·------------- 279 339 245 79 290 165 

21. ..... -------------- 262 302 265 79 240 165 

22------------ ---· ---- 259 382 295 56 260 145 151 

23 ...... -----------· 299 299 272 56 260 145 151 

24.------------------- 259 282 289 56 310 145 129 

25 ...... -------------- 259 275 262 60 540 135 151 

26-------------------- 259 262 269 69 22C 145 172 27 ________________ --· 249 289 309 69 310 135 172 

28.------------------· 249 165 309 53 340 165 172 

29.------------------- 249 13H 278 53 360 -------- 172 

31....~~~:::::::::: ~~-~~~~~- 30.------------------- 229 178 315 79 260 ·------- 3391 

• NINEMILE CREEK AT STITTVILLE, NEW YORK. 

This stream rises in the northern part of Oneida County, New Y or}r, 

and flows south into Mohawk River. A portion of its course is shown 

on the Oneida topographic sheet of the Geological Survey. Observations were made on this creek at Stittville, which is reached by the . 

Rome, Watertown and Ogdensburg Railroad. ·The drainage area of 

Ninemile Creek at Stittville is 63 square miles. The station was 

located at an old timber dam built ·to furnish power to a gristmill 

and sawmill. One gage was read at the bridge above the dam, giving 

the height on crest, and one at tailrace below the dam, which, with the 

upper gage, gave the head on wheels. The dam had a somewhat irregular crest, but was repaired by the Board on Deep Waterways. The 

flow over section A, w;hich is the bulkhead, is co~puted from Bazin's 

experiments in October, 1887, series No. 115, with q=8.025mLH1

• 

The flow over section B, which is a spillway, is computed from Bazin's 

experiments of July, 1894, series 130, with q=8.025mLH1. A new 

curve was later drawn, based upon experiments carried on at Cornell 

University, corresponding to Bazin's series, Nos. 115 and 120. This 

dam leaks badly, so that low-water flows are of questionable accuraey. 

There are in the mill two standard Leffel wheels, one a 23-inch wheel 

and the other a 40-inch wheel, and a record was kept of the head on 
NEW YORK. 47 

the wheels and the amount of openings, so that the quantity of water 

passing through the wheels can be computed. 'rhe results obtained 

from this station were of such questionable accuracy that the station 

was abandoned on June 30, 1899. 

ORISKANY CREEK AT COLEMAN, NEW YORK. 

This stream rises in Oneiila County, New York, and flows in a 

northerly direction, emptying into Mohawk River. It is shown 

through a )>art of its course on the Oriskany topographic sheet of the 

United States Geological Survey. Observations for the computation 

of flow of Oriskany Creek have been made at Coleman, 5 miles above 

the junction of the creek with Mohawk River, and at Oriskany, 2 

miles farther down. The station at Coleman was located at Reeders 

Mills. The dam located here impounds water to furnish power for 

the picking mill and. cotton mill on the west bank and for the gristmill and sawmill on the east bank. 'rhe gages were read above 

the dam, giving the height on crest, and in the headraces and tailraces 

of each of the mills, giving the heads on wheels. The dam is of earth, 

with a timber erest, irregular in profile. For convenience in computation the crest has been divided into nine parts. The flow over this 

dam was computed from Bazin's experiments of November, 1895, series 

No. 170. The station was established Septem~er 20, 1898, and continued until February 28, 1899, when it was abandoned. 

ORISKANY CREEK AT ORISKANY, NEW YORK. 

The drainage area of Oriskany Creek at this station is 144 square 

miles. The flow is measured ~ver the State dam~ the gage showing the 

height on crest being located on the left bank just above the dam. The. 

crest is of irregular profile, and in order to facilitate computation is 

divided into three parts. No experiments have been made to determine coefficients for a dam of this section, so it was considered by 

Mr. George W. Rafter that the mean between the coefficients obtained 

by Bazin in his experiments, series Nos. 141 and 117, would best fit 

the conditions at this dam. Experiments were afterwards conducted 

at Cornell University on a similar section. For a cross section of 

this dam reference should be made to the paper on ''Flow of water 

over dams," by George W. Rafter: Proc. Am. Soc. Civ. Eng., March, 

1900, p. 312. All computations of discharge up to June 1 were made 

from coefficients as determined by Bazin; all subsequent observations have been computed by using the Cornell coefficients. Water 

passing through the Erie Canal feeder is determined by knowing the 

relative h~ights of the gage above the dam and of the one below the 

gates in the feeder. 'rhe difference between these two readings gives 

.the head on the gate. The stem of the gates is marked so that the 
48 OPERATIONS AT RIVER STATIONS, 1899.-PART I. [No.35. 

amount of openings at any time can be determined. Readings of 

the two gages and the two gate stems are made twice a day by Frank 

Baker. 

Estimated daily discharge in second-feet of Oriskany Creek at Oriskany, New 

York, for 1899. 

[Drainage area, U4 square miles.] 

r=:; .. D:~· .......... June. July. Aug. . Sept. Oct. No~ ------------

90 (a) 206 83 180 320 90 

2 •••••• -------------- 80 (a) 206 87 138 175 103 

3 ...... ------ ·------- 80 ~a) 167 73 108 115 73 4 ______ -------------- 80 126 10 99 138 108 

5 .....•••. ----------- 80 (~~ 126 75 119 144 80 

6 •.•••• ·----- ·------· 80 138 177 108 132 346 107 

7 ••.••• -------------- 80 184: 177 101 122 374 99 

8 ..•••••••• ······---- 80 170 195 133 138 429 40 9 ••••.•.••.•...•..... 80 104 195 176 95 364 30 

10.--- ---------------- 80 100 195 180 58 394 10 

11 ..•••.• ------------- 89 117 195 159 106 634 45 12 .•.•.•..•..••••••••• 94 124 195 95 97 534 340 

13 .•.. -- ········------ 89 124 195 73 92 564 330 

14 ...• ----·· ---------- 94 124 195 87 26 584 80 

15.--·-- ----------•••• 104 124 206 85 72 564 65 

16 .......••. ------···· 101 208 206 89 45 484 80 17 •..... -------·-·-··· 94 208 206 115 106 524 40 

18 .. ----------------·- 113 197 206 123 58 584 65 

19 .••• -------.•••• ---- 113 183 206 119 71 202 250 

2(1 ______ ---------····· 113 183 206 138 48 53 130 

21 -----· -------------- 113 270 206 161 82 124 110 

22 •...••..•••••• -····· 113 270 206 129 73 154 50 

23 .••• ---------- •••••• 118 270 206 162 85 174: 50 24 .••.••••••..••••...• liB 196 206 102 88 214 70 

25 ..• --. --. ----- •••••• 118 196 206 112 70 174 50 

26.------------------- 118 196 194 181 70 438 40 

27-------------------- 118 196 184: 222 54 318 30 

28 ••.• ---------------- 113 196 184: 216 158 318 35 29 •••••••••••••••••••• 113 196 184 185 7'~ 582 30 30 .•.•.••..••••.•••••• 113 '196 98 206 55 789 65 31 .................... ........................ 196 98 ...................... 115 .. .................... 70 

--1---------r-- Mean ..•.•...•. 99 180 186 126 91 360 89 

aN o record July 1 to 5. 

SAUQUOIT CREEK AT NEW YORK MILLS, NEW YORK. 

This creek rises in Oneida County, New Y m:k, and :flows in a northerly direction, emptying into Mohawk River. It is shown in a part of 

its course on the Oriskany topographic sheet of the United States Geological Survey. Observations of flow are made on this creek at New 

York Mills, at which point the creek has a drainage area of 52 square 

miles. One gage is located at the dam, which furnishes power ·for 

mill No. 3, and is read by E. D. Cronk. A gage in the headrace near 

the mill wheels and one in the tailrace, are read by Robert Hughes. 

The first gage gives the head on crest of weir, and the two located at 

the mill give the head on wheels. The quantity :flowing through the 

wheels is added to the :flow over the dam to give the total :flow of the 

creek. The dam is of earth, with plank facing, and there is little 

leakage. For a cross section of this dam see Mr. Rafter's paper on 

''Flow of water over dams." The profile of the crest of the dam is somewhat irregular, and in order to facilitate computation has been divided 

into nine parts. Each part is assumed to have a rhorizontal crest line. 
NEW YORK. 49 

The flow over each part has been computed separately for various 

heads and a curve drawn showing the relation of the total quantity 

flowing over the dam to various gage heights. From this curve the 

total quantity for each head can be read off at once without making 

a separate computation for each part of the dam. The flow over sections A to. E, inclusive, in this dam was computed by using the coefficients determined by Bazin's experiments of 1895, series No. 175, 

with q=8.025mLHi. The flow over sections F and G, which is over 

flashboards, was computed from Francis's formula for sharp-crested 

weirs, with q=3.33LH1• In the mill there are two 27-inch Hercules 

turbines, and 1·ecords are made of the head on wheels and the opening of the gates twice each day. These turbines were rated by the 

Holyoke Power Company, so that by noting the head and the gate 

openings the quantity of water passing through the wheels can be 

computed. 

Estimated daily discha'ltf}e, in second-feet, of Sauquoit Creek at New York Mills, 

New York, for 1899. 

[Drainage area, 52 square miles.] 

~~:~ ......... 

June. July. Aug. Sept. Oct. 

--------

42 12 17 18 0 

2 ..•.•• -------------- 34 -----27" 11 5 29 

3-------------------- 18 43 0 24 

4 ••.•.• -------------- 30 10 30 0 21 

5 ••...• ·--- ---------· 42 30 12 33 15 

6 •....• -------------- 56 27 0 32 16 

'l ------ -------------- 48 18 26 6 8 

8.--- ------------.--. 39 16 25 21 13 

9 •••.•• -------------- 23 25 22 12 18 

10 .•..•• -------------- 34 31 0 0 18 

11 •.•..•..•• ---------- 31 30 25 22. 18 12 ...... ____________ ·_ 28 27 14 19 18 

13------ ---· .• -------- 20 19 0 19 16 

14 •••... ---- •••• ------ 19 1 22 211' 8 7 

15 .....• --·--· ···------ 30 13 22 5 13 

16.----------------·-· 34 30 18 15 18 

17----------•••..• ····· 38 23 5 0 15' 

18 .•••....••..•• ------ 34 27 18 19 16 

19 ...... ------ ..... ---- 30 27 5 19 18 

20 ..•. --------- 30 19 0 13 14 

21.--- --..• - ----: :~~:: 23 11 22 14 12 

22 •••••• -------------- 21 3 19 21 18 

23 •••••• -. ---- ---- --·- 25 0 16 10 24 

24 .••• ---· ------------ 23 27 5 0 18 

25 •.•• ------ -·---· •. -- 24 30 15 22 22 

26 .•••••••.• ------···· 26 22 10 15 19 

27---------- ••.. ------ 20 27 0 22 15 

28 ...•••••.• ---------- 19 11 22 13 7 

29 ....•.•••• ---------- 20 14 30 18 19 

30 •••••••••• __________ 21 0 18 10 32 

31 ••..•••••••••• ·----- ...................... 27 5 ...................... 26 ----------- Mean ••.... : ...••.... 29 20 15 14 17 

-

Nov. ---; :I 

42 13 

2 1 23 

2 6 32 

29 22 

32 26 3 2 26 2 4 19 

2 4 12 

1 9 14 

2 9 16 

29 72 29 64 

2 4 38 

2 4 32 

21 

24 

21 

35 

35 

38 

2 4 32 

2 6 42 26 54 26 

25 

21 

18 

35 

32 

30 

25 22 32 

24 

24 

21 

21 

28 

16 

-----·-

- ~HJ· 26 

WEST CANADA CREEK AT MIDDLEVILLE, NEW YORK. 

This creek rises in the southwestern part of Hamilton County, New 

York, and flows in a southwesterly direction through Herkimer 

County, emptying into Mohawk River. It has considerable fall 

throughout its length, with chances of water-power development. 

Measurements of flow have been made at Middleville, at the dam of 

the Nelson Knitting Company. Tbe drainage area of West Canada 

"'lRR 35-4 

• 
50 OPERATIONS AT RIV~R STATIONS, 1899,-PART I. (N0.35. 

Creek at this point is 519 square miles. There is a gage located just 

above the dam which gives the depth of water on crest; also a gage in the 

headrace and one in the tailrace of the Nelson Knitting Mill. There 

are also gages in the tailraces of the gristmill and planing mill located 

below on the same headrace. By these gages the flow is determined 

over the dam, through the wheels of the Nelson Knitting Company's 

~ill, and at the gristmill and planing mill. The dam is of timber, with 

very little leakage. In theN elson Knitting Millis one 66-inch standard 

Leffel turbine, in the planing mill one 24-inch Rochester turbine, in 

the sawmill one 28-inch Chase turbine, and in the gristmill one 36-inch 

Camden turbine. Observations of the height and amount of gate 

opening of these wheels are made twice a day by E. J. Nelson. Near 

the center of the dam there is an ice slide 56 feet in length. The profile of the crest is nearly horizontal except at the ice slide. The flow 

over this dam is comp.uted from Bazin's experiments of December, 

1895, series No. 170. The experimental section of weir corresponding 

to the Rexford Flats dam agrees more closely to the form of the 

Middl(wille dam than the experimental weir used by Bazin. A revised 

discharge curve has been drawn, using the coefficients as found in the 

Cornell University experiment No. 15, corresponding to the Rexford 

Flats dam. For a cross section of this dam see Mr. Rafter's paper 

'' On flow of water over dams." 1 

Estimated daily discharge in second-feet of West Canada Creek at Middleville, · 

New York, for 1899. 

[Drainage area 519 square miles.] 

f;;_~~~------- ... June. July. Aug. Sept. Oct. Nov. 

------------ 1,114. 198 273 257 480 1,281 

2 -------·-··--------·-- 763 140 292 191 • 510 2,867 

3------------- ··------- 593 200 345 145 470 1, 744 

4---------------------- 550 116 316 145 436 1,199 5 ______________________ 531 240 237 210 337 1,040 

6 ---------------------- 480 240 155 205 253 83] 

1---------------------- 294 256 286 195 288 469 

8 ---------------------- 314- 204 262 219 190 542 

9---------------------- 258 675 256 169 232 482 

10--------- ·------ ------ 182 293 242 145 220 390 

11 ---------------------- 130 807 246 188 2:34 420 

12-------------- ------·- 283 443 214 201 210 410 

13---------------------- 297 445 125 221 239 342 

14---------------------- 248 343 254 :!05 219 313 

15 -------- ·------- ------ 753 236 246 204 140 372 

16 -----------·--·- ------ 839 430 253 189 241 343 

17 ---------------- ------ 499 600 239 145 238 363 

18 ------------ •. -------- 320 560 235 197 235 372 

19---------- ·----- --·--- 339 479 174 208 217 220 

20 -·-------------------- 331 345 110 213 152 337 21 ______________________ 373 327 226 239 261 310 

22 ---------------------- 346 225 ~45 238 190 363 

23---------------------- 263 140 257 204 245 293 

24 ---------------------- 203 241 229 14.1) 225 273 

25 ---- ·-·--- ------------ 155 241 254 209 238 273 

26---------------------- 283 241 183 476 231 249 

27 ------- ·------ ---- ~--- 273 244 110 433 267 312 

28 ---------------------- 280 239 255 248 224 292 

29---------------------- 308 171 247 213 965 310 

30---------------------- 275 115 262 386 1,040 310 

31 ---- .••• ·······-··---- ----......... 234 269 ................. 629 ----............ --------------- Mean------------ 397 324 235 221 324 577 

1 Proc. Am. Soc. Ci v. Eng., March, 1900, Vol. XXVI, No.3, p. 315 • 

• 

D: I 580 

7t0 

710 

518 

540 1,750 

1,670 

840 

700 

640 3,150 

4,710 

2,530 

740 

840 

640 1,060 

1,880 

3,520 

2,530 

1,400 990 

1,150 

900 

840 

580 

540 

~ 60 

9 
NEW YORK. 51 ~ 

MORA WK RIVEJ=t AT LITTLE FALLS, NEW YORK. 

The second point of measurement of Mohawk River was at Little 

Falls, where the drainage area of the Mohawk River is 1,306 square 

miles. There is at this point a stone dam which furnishes power for 

the Astronga Knitting Mill and the Little Falls Paper Company's mill. 

The gage in the headrace of the Astronga Knitting Mill gives the 

height on the crest of the dam and with the gage in the tailrace gives 

the head on the wheels. These two gages are read by J. J. Gilbert. There is a gage in the headrace and one in the tailrace of the _ 

Little Falls Paper Company's mill, giving the head on the wheels. 

Record of these gages is kept by William Hoffman. The da~ varies 

somewhat in section from one side of the river to the other. The 

crest of the dam is horizontal and is divided into two parts to facilitate computation, on account of the variation in sections. The ·flow 

over section A was computed from Bazin's experiments of July, 1887, 

No. 117; and that over section B, from Bazin's experiments of June, 

1894, series No. 135. A revised discharge curve was later used, based 

upon Cornell experiments Nos. 16 and 17. In the Astronga Knitting 

Mill there is installed one 43-inch and one 54-inch T. H. Risdon & Co.'s 

turbine; and in the Little Falls Paper Company's-mill one 60-inch Camden, one 36-inch Camden, and one 42-inch Camden, also one 60-inch 

wheel built by _M. Reddy. Records are kept of the flow through all 

of these wheels whenever running. 

Estimated daily discharge, in second-feet, of Mohawk River at Little Falls, New 

· York, for 1899. 

[Drainage area, 1,306 square miles.] 

\nay. · · .'nne. July. Aug. Sept. Oct. Nov§ 

~~-------------- 1,957 569 506 278 704 2,829 1,425 2____________________ 1,610 493 506 271 651 6,600 1,130 3 ________________ !___ 1,321 359 135 30 651 4, 7'd8 1,950 

4____________________ 1,075 424 136 396 491 3,081 1,475 

5____________________ 1,466 490 166 545 534 3,262 1,425 

6____________________ 1,216 663 0 382 399 2,847 1,000 7 ____________________ 1,016 627 133 272 240 1,908 800 

8 ____________________ 1,oo2 651 131 275 100 1,718 920 

9____________________ 962 1,660 131. 211 357 1,628 1,050 

!~:::::::::::========= 1J~ i:= Arg 27~ ~r ·~~ ~::m 12 ______ -------------- 660 1,320 383 270 305 1,112 5, 950 

13____________________ 660 1,222 0 270 274 -1,526 10,300 

14____________________ 685 941 329 211 2fi8 1,448 7, 750 

}5 ______ ---------- ---- 960 884 352 2311 196 1.150 6, 650 

16 ••.. ---------------- 1,860 643 351 184 354 1,069 2,875 17 ______ -------------- 1,800 1,315 244 55 339 1,120 1,280 . 18____________________ 965 1,211 251 278 344 1,037 1,000 

19 •••.•• ·------------- 568 1,086 216 267 339 984 4,130 20____________________ 1,010 1,008 65 281 355 1,070 7,850 

21____________________ 1,105 767 158 220 331 1.120 6,500 

22-------------------- 985 95 223 249 142 1,145 5,120 23____________________ 866 363 235 129 350 1,066 4,450 

24____________________ 745 496 203 55 401 987 1,575 

25____________________ 851 496 203 238 392 900 1,525 

26-----~-------------- 759 516 246 225 369 829 1,175 27 ____________________ 634 496 136 556 387 822 875 

28 ______ -------------- 585 510 348 920 314 969 950 

29 ____ ---------------- 560 460 188 642 1,398 969 700 

30 -~----------------- 535 50 219 723 2,293 886 450 31_ ___________________ -------- 697 277 1,882 380 

Mean __________ 1,014 803 223 298 509 1, 700 2, 959 
52 OPERATIONS AT RIVER STATIONS, 1899.-PART I. [No.35. 

EAST CANADA CREEK AT DOLGEVlLLE, NEW YORK. 

r.rhis creek rises in Hamilton County, New York, and flows in a 

southerly direction between Fulton and Herkimer counties into 

Mohawk River. Observations are taken on this creek at Dolgeville, 

about 7 miles from its junction with the Mohawk, reached from Little 

Falls by a branch of the New York Central Raik'oad. The station is 

located at t.he stone dam, which furnishes power for the Dolgeville 

Electric Light Company. The dam is about 19 feet high, of solid 

~ stone masonry, and the water impounded is conducted from the dam 

to the power house, a distance of about 500 feet, through a wroughtiron fl-qme 10 feet in diameter. A gage located on the abutment of 

the dam and one in the tailrace of the power house are read twice 

each day by Henry Meyer, who is employed in the power house. The 

crest of the dam is horizontal, and flow over it is computed from -

Bazin'sexperimentsof July, 1887, series No.117. Experiments known 

as No. 13 were carried on at Cornell University to determine coefficients 

of flow over a weir of similar form. In the power house there are 

installed three Smith-Vaile Victor wheels; two of them 36 inch and 

one 15 inch. Records are kept of the daily head on these wheels and 

the amount of gate openings. 

Estimated daily discharge in second-feet of East Canada Creek at Dolgeville, New 

York, for 1899. · 

[Drainage area 256 square miles.] I '-----=~: ... ______ J: _J_u_::-· __ A_u_:-~ _s_ep-,:-· _o_c_:_

0 

_N_

1

_o-:-· :.I ~==~~~==~~:::::::::: ~ ~~ ~ g~ }gg 1,:J ~ 4-------------· ----- ·--·---- 94 180 99 150 710 400 

5----------------·-- ----·--- 150 135 128 145 480 310 

6.------------------ -------- 150 99 118 •140 520 260 

7------------------- 220 170 165 113 140 410 190 8___________________ 260 230 160 108 130 380 190 

g _____________ ------ 220 309 160 75 120 360 190 to ____ ._______________ ~ 383 160 108 140 340 200 

11.-------------- ·-·. 238 283 170 108 130 310 230 

12.------------------ 220 213 180 120 125 110 1,850 13 ___________________ 220 213 50 108 120 260 2,820 

14------------------- 230 213 40 108 120 260 1,420 

15------------------- 280 195 20 108 150 260 1,040 

16.------------------ ~70 294 125 108 120 310 880 

17-----··------------ 192 380 30 108 125 230 710 

18.------------------ 154 280 125 108 160 260 . 1,240 19___________________ 180 210 40 108 150 150 1,590 

20 ....... ---------·-- 200 170 40 125 155 260 610 

21.-------·---------- 300 165 120 125 150 240 1,330 

22------------------- 230 135 120 120 115 220 840 

23------------------- 210 99 120 120 125 220 740 

24---·--------------- 162 145 130 120 150 220 ·490 25 ___________ .. _______ 134 165 140 120 145 190 390 

26------------------- 190 175 120 225 14.') 180 240 

27----------------·-· 190 160 40 225 140 180 360 

28------------------- 180 175 120 180 140 180 310 

29----'--------------- 160 165 120 170 300 180 310 

30------------------- 160 120 190 380 180 _!~I 

3L ... ~e~~~~~~~~~~~ _------~-~- _-----~=- -~: _-----~- -:-2 __ --_--36_---;· ~ 
NEW YORK.· 

GAROGA CREEK AT FORT PLAIN, NEW YORK. 

This stream rises in Fulton County, New York, and flows in a southwesterly direction into Mohawk River. Observations for the compution of flow have been taken at Levi Yoran's mill, at Fort Plain. The 

dam here located is of wood and fairly tight. Gages were read above 

the dam, giving the height on crest, and in the tailrace of the mill. 

The water is conducted from the creek above the dam through the 

mill by a 4-foot circular flume laid underground. The flow over this 

dam is computed from Bazin's experiments of July, 1894, series No. 

130, with q=8.025mLHi. Experiments were afterwards conducted 

at Cornell University, from which new coefficients were determined 

and a revised discharge curve plotted. In the mill there is installed 

one 28-inch and one 11-inch Lesner turbine, made at Fultonville, New 

York. These wheels were seldom used, but when they were run careful records were kept of the head and gate openings, so that the 

quantity passing through the wheels added to the flow over the dam 

would give the total flow of the creek. On May 30, 1899, observations 

at this station were discontinued. 

CAYADUTTA CREEK AT JOHNSTOWN, NEW YORK. 

This creek rises in Fulton County, New York, and flows in a southerly direction into Mohawk River near Fonda. Observations are 

made at the dam of the Johnstown Electric Light and Power Company, 1 mile below Johnstown, the record being kept by E. Shook., 

superintendent. The dam is 33 feet high, is built of timber, and has 

very little leakage. The impounded water is carried from above the 

dam to the wheelhouse through . a 5-foot circular wooden flume. 

Gages are read above the dam, giving the height on crest, and in 

the tailrace, which show the head on wheels. The profile of the crest 

is somewhat irregular, and to facilitate computation has been divided 

into four parts, the crest lines of each part being assumed horizontal. 

The flow over section 0, which is the regular spillway, is computed from 

Bazin's experiments of July, 1894, series No. 130, with q=8.025mLHi. 

The flow over sections A, B, and D, which are the bulkheads, is computed from Bazin's experiments of July, 1887, series No. 115. Experiments upon sections which are considered to correspond more closely 

with the conditions at Johnstown were carried on at Cornell University, and a revised discharge curve derived, using the coefficients 

determined by the Cornell experiments. In the computation for the 

revised discharge curve the coefficients derived from experiment No. 

12, corresponding to Bazin's experiment No. 115, were used for sections 

A, B, and D; and those determined by experiment No.2, corresponding to Bazin's series No. 135, were used for section 0. . 

\. 
"54 OPERATIONS AT RIVER STATIONS, 1899.-PART I. [No.35. 

For a cross section of this dam see Mr. Rafter's paper" On flow of 

water over dams." 1 

Estimated daily discharge in second-feet of Cayadutta Creek at Johnstown, New 

York, 'for 1899. 

[Drainage area, 40 square miles.] 

I Day. June. July. Aug. Sept. Oct. Nov. 

1 •••.•. -----· ••••••••· 30 21 20 16 12 33 ~I 19 

2. ···-·· ····•,• -------- 28 15 22 20 24 31 ----i4"" 3--------------------- 29 24 32 12 24 28 

4.-------------------- 17 17 22 19 25 48 37 

5----------·---------- 29 20 21 28 17 34 27 

6--------------------- 28 20 11 16 15 26 23 1------------- 18 19 19 23 19 28 23 

8.-------- ..... :=~ ==~~ 30 34 20 22 9 26 23 9 ....... -------------- 21 16 20 17 18 22 23 

10 .... -------------. --- 19 27 20 7 20 27 13 

11 .... ----------------- 18 25 17 16 24 26 

12 ... ------------------ 30 18 23 19 23 20 :i 

13---------"··----- ---· 25 18 8 20 13 28 207 

14----·---------------- 24 16 20 17 20 28 145 

15 .•...••••............ 25 18 20 19 17 30 55 

16.------------.------- 25 13 20 20 24 20 40 

17--------------------- 25 23 20 11 26 21 44 

18 ..•... --------------- 17 25 20 19 33 20 36 

19.-------------------- 25 26 19 20 21 6 51 

20 .•••.•• -------------- 37 20 9 21 (a) 27 85 

21--------------------- 32 19 15 20 (a) 27 62 

22.------ -------------- 33 23 16 17 (a) 26 42 

23.------------·------- 32 8 14 19 (a) 25 26 

24.-------------------- 32 18 16 14: 21 24 19 25.-------------------- 18 22 16 20 18 26 56 

26--------------------- 29 19 14 32 18 14 60 

27--------------------- 26 16 11 36 19 30 25 

28.----------.--------- 30 17 15 26 16 28 24 

29 .•••••• ···--·-------- 30 17 16 27 30 28 20 

I 30 .•••••••••• ---------- 22 14 16 26 30 

-----~~-1 19 

I 31 ..•• •••••• ····------- -------- 25 16 ........................ .................... 11 

---------- Mean ........... 26 20 18 20 21 26 49 

a Repairing dam; water drawn off October 20 to 23. 

SCHOHARIE CREEK AT FORT HUNTER, NEW YORK. 

Schoharie Creek rises in Green County, N~w York, and flows in a_ 

northerly direction through Schoharie and Montgomery -counties, and 

empties into Mohawk River near Tribes Hill Station. Observations 

for the computation of flow are made on this creek at the State dam, 

which impounds water for the feeder of the Erie Canal at Fort Hunter. 

The dam is of timber and practically free from leakage. The profile 

of the crest of the dam is somewhat irregular, and to facilitate computation is divided into six parts, each part being assumed horizontal. 

The value of the coefficients of flow over this dam has been obtained 

by taking the mean of the coefficients for series Nos. 117 and 141 of 

Bazin's experiments. Cornell experiments No. 114, performed upon 

the section corresponding to the Rexford Flats dam, was considered 

to conform more closely to the conditions at Fort Hunter than the 

sections used by Bazin, and a revised discharge curve was drawn, 

1 Proc. Am. Soc. Civ. Eng., March, 1900, Vol. XXVI,No.3,p.316.-
NEW YORK. 55 

using the Cornell coefficients. 1 .A measurement of Schoharie Creek 

was made near the village of Schoharie, New York, by students of the 

Summer School of Surveying of the Massachusetts Institute of Technology in June, 1889, under the direction of Prof. George F. Swain. 

Measurement was made by means of a Fteley meter. The results 

showed a discharge of 972 second-feet. 

Estimated daily dilscharge in second-feet of Schoharie Creek at Fort Hunter, New 

York, for 1899. -

[Drainage area 947 square miles.] 

I '-----=~: _________ Ju: tu!y:~ ~~·:~:pt.~ :::, :.o: De:1 

2___________________ 495 -------- -------- -------- 2,247 1,895 661 3 _____________ ------ 595 -------- -------- --- ---- 2,047 1, 795 711 

4___________________ 595 -------- --·----- -------- 2,527 1,215 761 

5___________________ 495 ------------------------ 2,747 1,215 841 

6___________________ 495 -------- -------- -------- 2,247 1,045 841 

7 _________ ---------- 495 ------ - -------- -------- 2,047 1,215 786 

8 ------------------ 425 -------- -------- -------- 1,827 1,215 786 

9_ ------------ ------ 405 --- ----- -------- -------- 2, 047 1, (}6.1) 841 

10___________________ 395 ----------------- ------ 1,247 1,045 786 

ll___________________ 395 ---------------- -------- 1,247 1,215 841 

12___________________ 395 ------------------------ 1,827 1,895 786 

13___________________ 395 -------- -------- -------- 1,827 2,115 881 

14.------------------ 395 -------- -------- -------- 2,247 1, 795 961 

15___________________ 395 -------- -------- -------- 1,827 1,795 1,111 

16___________________ 395 -------- -------- -------- 2,527 1,215 1,181 17___________________ 395 -------- -------- -------- 1,247 1,215 1,051 

18___________________ 395 -------- -------- -------- 1,077 1,045 1,111 

19___________________ 395 ------------------------ 867 1,045 1,261 

20----·-------------- 395 -------- ---------------- 1,247 1,045 1,111 2L------------------ 395 ------- -------- -------- 1,077 915 1,261 22------------------- 395 -------- -------- -------- 867 915 1,261 23___________________ 395 -------- -------- -------- 1,247 735 1,261 

24 _______ ------------ 395 -------- -------- -------- 1,077 735 1,111 25------------------- 395 -------- -------- -------· 2,247 795 1,051 

26------------------- 395 -------- -------- -------- 2,047 735 1,051 27___________________ 395 -------- -------- -------- 2,427 705 961 

I i~~~~~~~=-:::::::-=~§§~~~~~~1! a Data not sufficient to compute record for July, August, and September 

MORA WK RIVER AT SCHENECTADY, NEW YORK • 

.A few measurements of the flow of Mohawk River have been made 

at Freeman's toll bridge, about one-fourth of a mile above the Delaware and Hudson Canal Company's railroad bridge and about 1 mile 

below the New York Central and Hudson River Railroad- bridge. .A 

temporary station was established here on January 28, 1899, and 

maintained until September 30, 1899, by Prof. Elton D. Walker, of 

Union College, Schenectady, New York. The observer is Mrs. J. 

Diggin. The equipment consists of a wire gage with a 4-pound iron 

sash weight and galvanized line~ The graduated rod is fastened to 

the guard rail on the upstream side of the northwest section of the 

1 On flow of water over dams, by George W. Rafter: Proc. Am. Soc. piv. Eng., March, 1900, 

Vol. XXVI, No.3, p. 317. 
56 OPERATIONS AT RIVER STATIONS, 1899.-PART I. [No.35. 

bridge and is marked in tenths of a foot from zero to 17 feet. There 

is a bench mark on the upstream· end of the top of the capstone on 

the pier nearest the northwest or right bank of the river. A second 

bench mark is the southerly corner of the top of the masonry bridge 

.seat on the upstream end of the northwest abutment. Both bench 

marks are 23.96 feet above the zero of the gage. The initial point 

for soundings is the face of the bridge seat on the upstream end of 

the southeast abutment. The channel is approximately straight and 

of uniform width for 600 feet above and ·half a mile below the site. 

The section is obstructed by three piers and crib foundations, but is 

otherwise good. The swiftest current is through the southeast span. 

The right bank is low and liable to overflow, but the road running to 

the northwest prevents the overflow passing around the bridge except 

in unusually high freshets. The left bank is high, being the towpath of the Erie Canal, and is not liable to overflow except in extremely 

high freshets occurring at the time of an ice jam in the river below. 

Measurements are made from the upstream side of the bridge. The 

three following discharge measurements were made during 1899 by 

Prof. E. D. Walker: April 3, gage height 7.18 feet, discharge 5,298 

second-feet; May 26, gage height 6.22 feet, discharge 2,092 secondfeet; June 30, gage height 5.38 feet, discharge 482 second-feet. 

Daily gage height in feet of Mohawk River at Schenectady, New York, for 1899. 

Day. Feb. Mar. Apr. May. ~ July. Aug. Sept.l 

L........... 6.60 8.15 7.45 8.60 (a) 5.33 5.20 5.10 

2 ............ 6.80 8.05 7.60 8.45 (a) 5.80 5.18 5.17 

3 ............ 6.10 7.50 7.40 8.75 (a) 5.30 5.35 5.15 

4. ........... 6.10 7.20 7.10 7.95 (a) 5.30 5.35 5.17 

5 ............ 6.10 8.00 7.80 7.40 ·(a) 5.23 5.40 5.20 

6............ 6.70 13.80 8.43 7.00 (a) 5.23 5.38 5.18 

7 ••..•.•••••• 6.10 10.93 9.53 6.70 (a) 5.22 5.20 5.15 

8 ............ 6.10 9.00 10.15 6.55 5.50 5.30 5.20 5.20 

9 ------------ 6.20 8. 80 11.13 6. 45 5. 45 5. 33 5.15 5. 20 

10 ------------ 6.30 8.20 9.80 6.25 5. 43 5. 78 5.15 5.12 n____________ 6.1o 7.85 9.30 6.20 5.40 6.1o 5.15 5.1o 

12 ·----- ------ 5. 90 7. 65 10.90 6. 20 5. 38 5. 98 5.18 5.10 

13----·· ...... 5. 90 11.84 11.80 6.45 5.30 5. 70 5. 20 5. 08 

14.----- -----. 5. 90 10. 15 12. 93 6. 50 5. 28 5. 50 5. 20 5. 05 

15 ............ 5.95 9.40 13.50 6.60 5.33 5.48 5.15 5.05 

16____________ 6.00 8.70 12.88 6.55 5.30 5.45 5.12 5.05 

17------------ 6.00 8.60 11.55 6.40 5.70 5.40 5.10 5.00 18 ____________ 6.00 7.70 11.25 6.58 5.72 5.70 5.12 5.03 

19 ____________ 6.00 7.30 11.20 6.80 5.53 5.68 5.05 5.00 

20 ............ 6.15 8.40 11.50 6.98 5.43 5.55 5.12 5.10 

21 ............ 6.30 8.50 11.55 7.35 5.45 5.45 5.10 5.10 

~:::::::=:::= ~1~ ~:~ lAJ8 ~:~ g:rJ g:~ g:~ ~Jg 24:.----------- 8.84 7. 75 10.00 6. 58 5. 45 5. 25 5.10 5.10 

25 ---·------·- 8.00 7.95 10.60 6.35 5.40 5.23 5.10 5.08 

26------------ 7.70 7.70 10.45 6.22 5.40 5.~ 5.08 6.53 

27------------ 7.35 7.80 10.40 6.10 5.38 5.20 5:10 8.05 

28------------ 8.10 7.25 10.00 6.05 5.33 5.20 5.12 6.35 29------------ ·------- 7.10 9.45 6.20 5.38 5.20 5.05 5.90 

30 ............ -------- 7.75 8.85 6.70 5.35 5.32 5.10 5.75 

31 ............ -------- 7.23 7.00 -------- 5.15 5.10 (b) 

a Repairing bridge. bDiscontinued September 30. 
NEW YORK. 57 

MORA WK RIVER AT REXFORD FLATS, N:EW YORK. 

Observations of river height are made at Rexford Flats, 4 miles 

below Schenectady, for the computation of flow of Mohawk River. 

This is a State dam, built of solid masonry, with a timber apron, and 

furnishes water for the feeder of the Erie Canal. Gages are read 

showing the height on crest of the dam and the head on the feeder 

gate, so that the amount of water flowing over the dam into the feeder 

can be determined. The profile of the crest of the dam is irregular, 

and to facilitate computation has been divided into five sections. The 

value of the coefficients for any depth on the crest of this dam has 

been obtained by taking the mean of the corresponding coefficiep.ts for 

series Nos. 117 and 141 of Bazin's experiments. Experiments were 

carried on at Cornell University to determine the coefficients of flow 

over an experimental weir of the exact form of the one located at Rexford Flats. This was known as "Cornell experiment No. 14. '' A 

revised discharge curve was computed, using the coefficients as determined by these experiments. H. R. Betts is the observer at this 

station. In comparing the results obtained at Little Falls and Rexford Flats, Mr. Robert E. Horton, who has made the computations, 

states that he has not been able to reconcile them, the former appearing 

to be the more accurate and the latter too small in proportion. For 

a cross section of this dam see the paper" On flow of water over dams," 

by George W. Rafter: Proc. Am. Soc. Civ. Eng., March, 1900, p. 312. 

Daily discharge in second-feet of Mohawk River at Rexford Flats, New York, for 

1899. 

[Drainage area, 3,385 square miles.] 

I Day. June.~ Aug. Sept. Oct. Nov. 

1..____ 2,288 928 328 228 2,728 1,368 ~ 1,328 

2------ 2,288 928 328 228 2,928 1,368 1,328 

3------ 2,078 679 438 228 2,928 2,928 3,208 

4------ 2,078 608 438 228 2,628 5,028 2,448 

5------ 2,078 608 528 228 2 628 6,528 2,628 

6-~---- 1,538 608 608 2'Z8 2:628 6,528 2,908 

7------ 1,538 438 328 228 . 2,478 8,628 3,578 8 .•...• 1,538 438 278 228 2,328 9,028 4,548 9 .•..•• 1,378 -608 278 228 2,178 7,928 6,078 10 •...•. 1,378 528 278 228 1,428 4,828 8,328 

11 •••••• 1,128 438 278 228 728 2, 778 8,958 12 •...•• 1,128 i38 278 228 728 2,178 10,028 13 ••.•.• 928 378 278 228 728 1,578 10,828 14 •••.•. 928 328 278 228 728 1,928 15,828 15 ....•• 1,038 328 278 238 1,228 2,078 21,358 16 ••.... 1,038 328 278 278 1,578 1,578 24,228 17------ ' 2,928 758 278 278 1,828 1,368 19,128 18 ••..•. 3,528 928 278 278 1,928 l·~ 13,128 19 •••••. 4,628 678 278 278 1,428 8,128 

20 .•.••• 5,128 678 228 278 1,348 1:128 10,228 21. •.... 2,628 438 228 278 1,348 1,228 6,328 

22 ••.••• 3,228 328 228 278 1,348 1,478 4,9~ 

23 •••••• 2,168 328 228 278 1,228 1,578 4,578 

24 .•.••• 2,168 308 228 278 1,H8 1,578 4,578 

25 •••••• 2,078 288 228 fJ 278 1,128 1,468 2,428 

26 •••••• 1,538 288 278 ,2'Z8 1,028 1,368 2,928 27 ••.••• 1,538 328 278 9,178 828 l·~ 2,928 28 29 ••...• 

______ 1,538 438 238 6,328 728 2,828 

1,428 328 208 1,678 1,228 1:128 2,628 30 •••••• 1,538 378 208 2,778 1,348 1,368 2,428 

31 •••••• -........................ 338 208 .. ...................... 1,348 .......... --·- 2,228 

-------------------- Mean .. 2,014 498 294 980 1,608 2,824 7,001 
58 OPERATIONS AT RIVER S~ATIONS, 1899.-PART I. [No.35. 

SCHROON RIVER AT WARRENSBURG, NEW YORK. 

This river rises in Essex County, along the southern slopes of the 

highest mountains in theAtlantic group, and flows in a general southerly direction for about 45 miles, until it joins Hudson River, as 

described in ·water-Supply Paper No. 24, page 43. There are no 

developed water powers excepting that at Warrensburg, near the 

mouth. At this point records of river height have been kept by J. 

Goodfellow, the superintendent of the Schroon Riyer Pulp Company, 

The dam at this point was built in 1893, and is said to be as tight 

as any of its kind. The observations were begun hi 1895, the gages 

being established by Mr. George W. Rafter in connection with his 

investigations of the Upper Hudson storage surveys, in progress at 

that time. Mr. Wallace Greenalch, as assistant to Mr. Rafter, computed the flow of the river, but in his opinion these computations 

were to a certain extent vitiated by the possible leakage through the 

dam and complications introduced by flashboards being continually 

changed. 

HUDSON RIVER AT FORT EDWARD, NEW YORK. 

This river, as a whole, has been described in Water-Supply Papers 

Nos. 24 and 25. Estimates of flow have been mado at two points, the 

upper at Fort Edward, about halfway between the mouth of Schroon 

River and Albany, and the lower at Mechanicville, above the mouth 

of Mohawk River. Records are being kept of the height of water 

surface above the crest of the dam at Fort Edward by the International 

Paper Company, B. A. Carr, superintendent. The estimated discharge 

was computed at the office of the State engineer and surveyor, but 

without taking the modifications introduced by the flashboards jnto 

account. The data were later placed in the hands of Mr. Robert E. 

Horton, but li.e has had opportunity to compute the flow during only 

one or two months. There is a peculiarity in regard to the method 

of reading the gage, but otherwise the results are satisfactory and 

worthy of computation. 

HUDSON RIVER AT MECHANICVILLE, NEV\'" YORK. 

A daily record of the height of water passing over the dam of the 

. Duncan Company, at Mechanicville, New York, has been kept, with 

few omissions, since 1887, as desm;ibed in the report prepared by 

George W. Rafter. 1 These observations are made twice daily, at 7 

a.m. and at 4 p.m., except Sundays, when the afternoon 3bservations are omitted. The depth of the water on the crest of the dam is 

measured at a point sufficiently removed from the crest not to be 

influenced by the curve of the water surface. Besides these readings. 

I Water-Supply and Irrigation Paper No. 24:, page 78. 
NEW YORK. 59 

the difference in elevation between the surface of the water at the 

entrance and discharge from the water wheels is noted. The flow, as 

stated by R. P. Bloss, the engineer of the Duncan Company, is 

obtained by the use of Francis's formula for weirs with wide crests: 

q =3 LHi-, in which q is the discharge in cubic feet per second, H the 

head in feet on crest of. the dam, and L the length of the dam, which, 

in this case, is 794 feet. The coefficient used (3) was determined for 

dam of similar cross sect.ion. When the water wheels are in operation the head on wheels is determined by observation, and the amount 

of water used on each wheel under the given head is taken directly 

from the table given by the water-wheel builder. There being no 

leakage of the dam or canal the sum of the flow over the dam and the 

flow through the wheels gives the total flow of the river at the time 

of the observation. 

Da~'ly discharge in second-feet of Hudson River at Mechanicville, New York. 

Day. Jan. Feb. Mar. 

1 _____ 24,147 3,177 22,189 

2----- 22,847 3,289 32,900 3 _____ 19,547 3,402 27,525 4 _____ 15,627 3,402 25,880 

5----- 11,652 3,527 26,230 6----- 7,677 3,477 18,122 

7----- 5,677 13,327 17,247 8 _____ 5,602 7,427 16,822 

9----- 5,677 6,302 16,397 10 _____ 5,602 5,177 14,247 11. ____ 5,377 5,177 11,837 12----- 5,139 4,377 8,502 13 _____ 4,902 4,202 7,327 

14----- 4,902 4,027 7,127 

15----- 4,702 4,377 6, 789 

1l\ ----- 4,302 3,864 6,452 

17----- 4,152 3,352 6,027 

18 ----- 3,877 3,677 5,602 

19----- . 4,127 4,077 5,677 20 _____ 4,377 4,152 15,702 21. ____ 4,152 3, 752 11,977 

22----- 4,027 3,677 10,077 23 _____ 3,952 3, 739 8,177 24 _____ 3,677 3,802 6,102 

25----- 3,802 3,952 6,302 

26----- 3,877 3,802 7,877 

27----- 3,952 3,677 13,997 28 _____ 3,527 3,677 9,177 

29----- 3,277 11,477 12,787 

30----- 3,177 16,397 31 _____ 3,177 20,147 

------- Mean 6,791 4,668 13,600 

[Drainage area, 4,500 square miles.] 

1896. 

Apr. MaiJ=e. July. Aug. 

21,647 9, 6,627 2,324 2,374 

20,147 7,252 6,027 2,324 2,736 

18,947 7,027 6,027 2,234 3,099 

16,097 6, SO'Z 4, 752 2,324 2,94-9 

14,774 6,202 4,477 2,324 2,674 

13,452 6,202 4,477 2,324 2,324 14,327 5,677 4,389 2,999 2,324 

13,127 5, 4:02 4, 302 2, 724- 2,324 

13,127 4,902 5,277 2,799 2,412 

13,677 5,002 6,227 2,774 2,499 

13,827 5,102 8,127 2, 774 2,449 

15,708 4,477 7,927 2,624- 2,399 

17,589 4,527 6,027 2,474 2, 424- 25,314 3,802 6,127 2, 624- 2,399 

34,414 3,602 6,227 2,324 2,374 

39,775 3,877 5,677 2,324 2,384 

48,300 3,877 6,127 2,324 2,394 

55,400 3,877 4,677 2,324 2,424-

59,393 3,352 4,152 2,324 2,499 

52,050 3,227 4,077 2,324 2,474 

45,400 3,227 4,139 2,949 2,394 

37,436 2,977 4,202 '4,324 2,374 

32,314 2,952 3,177 5,349 2,361 

ir·230 3,052 3,002 4, 774 2,349 

,672 3,152 2, 777 3,~ 2,374 

18,349 2,977 2,677 3,074 2,324 

15,027 3,152 2,427 2, 724- 2,324-

12,102 3,527 2,489 2,449 2,324 

10,077 3,802 2,552 2,349 2,324-

9,477 5,027 2,377 2,474 2,324 

5,827------- 2,374 2,324-

Sept. 

2,fff7 

1,770 

1, 770 1,770 

1, 770 3,055 

4,341 

3,316 

2,916 

2,791 

2,616 

2,541 

2,441 

2,341 

2,491 

2,491 

2,291 

2,241 

2,266 

3,503 

4,741 

4,691 

4,116 

3, 716 3,666 

2,991 

2,991 

2,991 

2, 791 

2,866 

----------- -- 24,972 4,610 4,738 2,772 2,442 2,879 

Oct. Nov. Dec. 

2,991 3,484 13,028 

3,441 3,652 11,650 

3.916 3,332 8,200 

4,016 3,332 7,290 

4,116 3,652 7,450 

3,841 23,33.1) 7,575 

3,666 25,735 7,700 

3,916 24-,235 6,853 

3,916 22, 73.1) 7,850 

3,441 19,085 11,493 

3,678 16,985 10,922 

3,916 15,735 10,067 

3,391 14,135 9,259 

3, 791 12,680 8,450 

7,416 11,582 7,950 

6,166 10,485 6,253 

5, 741 10,680 9,125 

5,278 9,635 6,750 

4,816 8,380 5,350 

4,366 7,635 5,138 

4,016 6,965 4,925 

4,541 7,025 4,300 

4,166 7,085 4,400 

4,166 6,&!5 3,435 

4,141 6,385 3,918 

4,116 9,185 4,400 

3,116 10,485 4,350 

2,916 11,535 4,300 

3,116 12,110 3,675 

3,24.1 12,685 3,950 

3,316 4,300 

------- 4,106 11,352 6,913 
60 OPERATIONS AT RIVER STATIONS, 1899.-PART I. [N0.35, 

])aily discharge in second-feet of Hudson River at Mechanicville, New York- ~ 

Continued. 

1897. 

~Jan. Feb. Mar. Apr. \May. ~ July. Aug. Sept. Oct. Nov. r;:l 

~-~-~-~t 4,110 3,595 H,OOO 13,028 13,950 9,300 5,950 14,290 4,000 2,290 2,1~~~ 2 ---. . 4, 550 3, 300 2, 664 12, 906 13, 100 8, 400 5, 050 13, 650 3, 800 2, 245 3, 4 75 15, 655 

3 ---. . 4, 485 3, 675 3, 065 13, 028 12, 250 6, 830 4, 500 11, 810 3, 295 3, 065 10,550 13,539 4_ ____ 4,420 4,512.11,193 13,789 12,11411,950 4,50011,650 3,295 2,290 10,149 11,466 

5..... 4,300 3,300 7,050 14,550 12,728 13,950 4,500 9,450 3,033 2,170 8,817 13,509 6 -.--- 6, 623 4, 230 13, 950 18, 670 12,250 12, 425 4, 500 8, 825 2, 770 2, 150 7' 314 20, 531 7 . --.. 5, 600 6, 346 11,225 21, 4aO 13, 150 10, 900 3, 932 7. 400 2, 715 2, 150 5, 915 16,404 

8 -- --- 5, 350 8, 450 8, 500 21, 300 11, 810 8, 72.5 4, 650 6, 485 2, 664 2, 150 5, 752 15, 435 9 ----- 5, 185 5, 975 8, 815 20, 750 10,155 10,600 5, 430 5, 570 2, 540 2, 150 5, 752 14, 437 

10 ----- 5, 130 5, 350 12, 900 23, 806 8, 500 25, 986 4, 750 5, 150 2, 450 3, 180 9, 266 13, 462 

11.____ 5,075 4,200 14,550 18,890 8,400 27,188 4,650 6,025 2,340 2,150 9,224 12,927 12 ----- 3, 880 3, 932 14, 110 13, 973 9, 350 24, 790 4, 550 13,350 2, 370 2, 150 11, 254 13, 000 

13_____ 3,595 3,180 12,900 15,918 10,450 22,170 6,750 11,350 2,400 2,450 12,243 17,150 

14.---- 3, 370 3, 328 10, 925 15, 550 22, 550 19, 550 23, 150 9, 650 2, 664 3, 000 13, 7tl8 15,559 

15_____ 3,300 3,475 8,950 16,940 19,625 17,280 31,060 9,238 2,370 3,135 10,794 31,178 

16 - __ - _ 3, 595 3, 180 8, 400 22, 26il 17, 188 15, 900 2'Z, 750 8, 825 2, 715 3, 065 10, 000 35, 706 

17 ----- 3, 853 3, 291) 7' 150 23,340 14, 750 13, 150 18, 670 9, 450 2, 450 4, 110 13, 300 32, 515 

18 . ---. 4, 110 3, 135 6, 830 23, 908 13, 650 11, 200 16, 390 8, 250 2, 34.0 2, 664 11, 800 29, 702 

19_____ 3,300 2,930 6,830 24,476 11,500 9,220 14,110 7,550 4,000 2,900 11.620 23,114 

20 _____ 3,300 2,820 12,900 23,62112,100 9,220 11,95G 7,775 2,290 2,664 10,650 15,379 

21 .••.. 3,300 3,058 15,375 20,95011,300 9,22011,193 7,050 2,664 2,370 8,628 12,207 22----- 3,350 3,295 17,8.'10 19,625 11,810 8,950 11,350 6,500 2,540 2,346 9,354 8,486 

23_____ 3,435 4,120 18,470 17,150 10,980 7,025 11,950 5,950 2,180 2,150 8,182 6,900 24----- 3,555 4,212 23,010 16,941 10,150 7,250 12,230 6,830 2,380 3,070 7,451 4,819 

25--- ·- 3,675 3,135 23,957 19,346 9,300 6,220 11,425 7, 775 2,290 2,290 6,368 2, 785 

26 _____ 2,925 3,050 19,950 21,75010,000 5,82010,620 7,775 3,930 2,151) 7,395 2,293 

27----- 2,875 3,000 17,973 25,200 10,330 5,485 9,450 6,750 2,664 2,150 15,402. 4,122 

28. ____ 3,350 3,000 15,912 22,45011,650 5,150 8,950 6,025 2,770 2,150 15,848 7,047 29----- 3,1)30 ······- - 13,850 19,017 10,950 4,400 19,550 5,513 2,370 2,150 19,456 6,467 

30----- 3,530------- 13,0'~ 17,625 10,700 7,400 20,950 5,000 2,380 2,150 16,984 6,467 

31_____ 3,56;3 -----·- 13,350-------- 10,450------- 14,930 4,550 3,135-------- 6,467 

Mean 4, 007 3, 895 12,214 19,074 12,167 11. 855 11, 109 8, 241 2, 756 2, 524 9, 995 14,382 

1898. 

1 _____ 5,512 5,235 5,295 20,306 13,474 9,490 3,179 3,005 a4,345 3,222 7,954 6,300 2 _____ 4,689 5,095 5,280 18,018 11,545 8,159 3,014 3,888 a4,007 2,877 7,667 6,130 3 _____ 5,035 5,272 5,208 15,810 9, 702 7,558 3,007 6,225 a4,145 2,835 6,590 5,698 4 _____ 5,186 4,151 5,208 13,890 10,820 6,292 3,007 5, 722 a4,340 2, 780 6,500 5,185 5 _____ 5,306 4,353 5,055 11,932 10,570 5,808 3,;364 6,031 4,547 11,210 5,890 5,994 6 _____ 5,485 6,475 5,200 10,692 11,300 5,508 2,588 5,832 4,145 20,089 5,R03 6,500 7----- 6,626 5,203 5,250 9,928 11,032 4, 729 2,453 5,415 4,007 9,472 5,890 6,322 8 _____ 7,256 5,000 5,186 8,787 10,250 4,399 2,314 5,091 4,930 8,261 5,503 5,456 9 _____ 5,890 4,826 6,819 8,158 9,700 4,249 2,220 4,335 4,217 7,872 5,872 4,150 

t~-- 6,168 4,826 7,431 7,924 8,695 3,978 1,163 3,926 3,813 6,960 6,238 4,675 

5,951 6,325 10,361 7,915 7,875 3,425 2,000 3, 743 3,368 6,038 20,256 4,345 

5,298 10,022 20,994. 7,646 8,420 3,857 2,182 3,387 3,304 6,109 16,262 4,290 

11,499 13,042 27,300 8,553 11,054 4,299 2,058 3,331 3,188 5,331 14,510 3.739 

10,975 10,425 39,389 9,815 10,58.5 4,945 2,080 3,148 2, 732 4,829 13,202 3.540 

10,160 9,074 36,375 9,824 10,161 7,662 2,184 3,002 2,597 6,888 11,385 3.850 

16 .•••. 10,647 8,100 

~·m 12,188 9,967 6,872 2,159 3,250 2,487 7,838 10,366 4,007 

}7 ----- 9,672 5,682 12,575 10,082 5,681 1,163 3,223. 2,597 8,125 9,7~ 4,495 

18----- 7,515 7,480 32:325 12,188 10,637 4,620 2,192 3,235 2,873 7,250 8,910 4,590 

19----- 7,008 7, 788 29,935 11,155 9,404 4,8."i1 2,224 3,660 2,873 6,500. 8,922 4,590 ·2<_) _____ 7,952 7,571 30,000 11,157 9,412 5,593 2,175 4,507 3,36.'> 6,508 10,505 4,885 

~----- 13,757 8,009 36,235 10,922 8,355 4,603 2, 19"Z 4,495 2,975 6,418 11,167 5,035 

~=:=== 10,170 7,906 34,035 10,127 7,954 4,399 3,188 4, 718 2,899 6,310 10,366 5,035 

9, 780 7,258 30,615 9,815 8,000 4,198 3,56.'> 3,927 2666 6,894 9,610 6,908 

~===== 11,458 6,542 27,450 9,627 8,400 4,348 3,54-9 5, 779 3:297 7,578 8,898 8,369 

9,436 6,263 24,860 20,440 9,491 4,097 3,928 all, 167 5,231 7,178 8,685 7,747 

26----- 8,628 5,992 21,860 24,210 11,953 4,024 4,565 a9,953 6,878 6,693 7,847 6,885 

27----- 7, 788 5,294 19,600 24,338 H,758 4,115 4,258 a8,125 5, 706 9,382 6,413 5,872 

28----- 7, 719 5,911 19,910 20,440 15,327 3,556 3,656 a8,250 4, 775 11,042 5,820 4,618 

29----- 6,624 ······- 20,660 18,165 14,140 3,508 3,352 a6,109 4,345 10,485 6,300 4,628 

30----- 5,.m .......... - 23,560 14,873 12,727 3,238 3,175 a4,829 3,650 10,m 6,300 4,828 31. ____ 4, 2'Z,640 10,490 3,015 a4,217 9,9 5,348 ------ ---------------------- Mean 7, 723 6, 754 20,225 13,047 10,525 5,069 2,751 5,029 3,810 7,516 8,978 5,291 

a Discharge August 25 to September 4, not exact, owing to irregular flash boards. 
NEW YORK. 61 

Daily discharge in second-feet of Hud1wn River at Mechanicville, N~ YorkContinued. 

1899. 

I:·~-- Jan. Feb. Mar. Apr. May. June. July. Aug. Sept. Oct. Nov. Dec. 

---- 4,262 3,910 7,847 7,980 26,900 3,990 2,220 1,520 1, 713 --4,-042 4,56i 3,005 

2----- 4,262 4,268 7,040 7,159 27,617 3, 796 1,047 629 1,561 8,889 3,414 

3----- 5,209 4,268 6,403 6,955 25,551 3,601 2,128 1,213------- 3,453 12,020 3,753 

4--- - 6,005 4,150 7,934 22,472 2,220 --2;74i -1,153 1,293 2,850 11,899 5,545 

5----- 9,146 4,002 --i6;50i 9,405 19,2i2 2,990 1,085 1,860 2, 745 10,346 6,678 

6----- 8,460 4,223 9955 15,152 2,840 1,610 ------- 1,7M 2,650 11,049 5,974 

7 ----- 8,355 4,048 12,266 11:719 12,662 2, 728 1,670 1,494 1, 706 2,571 9,308 5,210 

8 ----- 8,350 4,275 9,077 19,708 10,960 2,805 1,211 1,616 1,680 --2;59G 8,140 4,558 

9----- 8,026 3,448 8,665 18,275 9,270 2,525 --3;ooo 1,475 1,466 7,166 3,806 

10----- 6,562 3,665 7,909 15,062 8,587 2,290 484------- 2,712 6,662 3,265 u _____ 5,766 3,622 7,315 15,582 7,446 --2;399 3,533 1,148 1,480 2,903 6,182 3,569 

12----- 5,250 4,062 11,739 16,875 7,550 3,296 993 1,598 2,874 5,490 4,979 

13----- 5,272 4,196 15,437 17,145 7,155 2,505 3,243 -·----- 1,471 2,926 6,321 11,183 u _____ 5,960 4,508 12,153 21,378 7,060 2,230 3;002 1, 511011, 567 2,353 5,536 14,576 

15----- 7,43.') 4,600 10,555 27,975 7,772 2135 2,800 1,680 1,484 --2;i77 5,179 14,979 

16----- 8,910 4, 798 10,012 29 730 7,346 3;078 --2;86i 1,501 1,549 4,858 13,452 17----- 10,155 5,598 9,080 31:112 5,738 3,060 1,815------- 2,132 5,283 9,646 

18----- 9,685 5,691 7.8~§ 29,667 5, 729 2, 762 3,338 979 711 1,853 4,857 9,534 

19----- 7,339 5,620 9,322 29,711 5,928 2,950 2,860 1,390 1,636 1,798 4,359 9,968 

20----- 6,385 5,267 11,350 33,940 5,917 2,508 2,560 ------- 957 1,997 4,838 10,950 21 _____ 6,297 4,855 9,670 36,210 5,925 2,372 2,485 1,610 941 2,185 4, 729 11,048 22----. 5,770 5,686 9,337 36,210 6,187 2,280 2,295 1,123 1,448 --2;400 4,587 10,721 

~ ;,~~~: 5,697 10,083 8,M5 37,146 5,313 2,105 --2;240 1, 743 1,4M 4,297 9,M2 

5,522 7,501 8,657 38,283 4,756 1,87S 2,460------- 2,698 3,9M 8,068 

25----- 6,950 5,583 8,095 39,064 4,710 304 2,233 1,383 1,516 2,372 3, 731 8,241 ~6 ----- 5, 775 5,255 7,492 41,475 4,462 1,878 2,188 1,463 2,116 2,304 3,472 7,821 

27----- 5,438 6,450 6,895 40,064 4,117 2,241 2,021 ------- 6,000 2,128 4,027 5,~ 

28 ----· 4,545 10,326 6,615 38,300 3,985 2,290 2,140 1, 756 5,127 2,216 3,495 5,435 

29----- 4,290 7,835 33,908 4,125 2,368 1,686 1, 738 4,413 --3;i98 3,439 4,889 

30----- 4,345 8,765 30,292 3,787 2,512 --2;05.~ 1, 739 4,870 3,318 4,075 31 _____ 4,066 7,602 3,918 1,477------- 3,815 2,585 

Mean 6,437 5,141 9,316 24,607 9,591 2,539 2,402 1,417 2,05i 2,616 6,066 7";303 

SAWKILL RIVER NEAR KINGSTON, NEW YORK. 

rrhe Sawkill, a small stream which supplies Kingston, New York, 

with water, has been measured by Mr. William Rich Hutton, at a 

point about 4.5 miles above its mouth in Esopus Creek, its discharge 

being 1.25 second-feet. On two occasions after heavy rains the discharge at the same place has been more than 8,000 second-feet from 

a drainage area of 35 square miles. This quantity continued a very 

short time, probab].y about an hour. The location of this stream is 

shown on the Kaaterskill topographic sheet. It rises behind Overlook Mountain, flows by the village of Woodstock, and joins the 

Esopus about 4 miles below the city of Kingston. Reservoir No. 1 is 

shown on the map, but reservoir No. 2, constructed in 1897, ·about 1i 

miles below W oodstoek, is not given. 

In April, 1895, the mountains being covered with snow 12 inches 

deep, there occurred a south wind and light rain for two days 

followed by twelve hours of very heavy rain. On the evening of 

April 4 the water in reservoir No. 1 began to rise rapidly, and about 

9 p. m. the noise of the floating logs and ice and the rapidly rising 

water alarmed the gate keeper so that he moved his more important 

furniture by boat to higher ground. At midnight the water was at its 

highest a~d by 8 a. m. on April5 it was falling rapidly. From the 

maximum height of water on the spillway it is computed that the outflow of the reservoir was a little less than 8,000 second-feet. In 1896 

it is estimated that a similar flood furnished over 8,000 second-feet. 

• 
• 

62 OPERATIONS AT RIVER STATIONS, 1899.-PART I, [N0,35. 

CROTON RIVER. 

This stream receives its waters from the drainage area :\_mmediately north of the city of .New York and east of Hudson River. It 

flows in a general southerly and westerly course, emptying into 

the Hudson above Sing Sing. A number of reservoirs have been 

built within its basin for the water suppljT of the city of New York, 

and a new dam is being constructed about 3.2 miles above the mouth, 

at what is known as the ''Cornell site." The location of the river 

and principal reservoirs is shown on the West Point, Carmel, Tarrytown, and Stamford topographic sheets of the United States Geolog-

. ical Survey. Figures of the yield of this watershed have been prepared by the engineers of the aqueduct commission. The monthly 

disch~rges in second-feet for the years 1870 to 1898 have been printed 

in the Twentieth Annual Report, Part IV, page 83. The following 

table, obtained from Mr. W. R. Hill, chief engineer, gives a continuation of this for 1899. The figures of rainfall are those obtainec} at 

Boyds Corners, in Croton basin. 

Rainfall and run-off of Croton River watershed for 1899. 

[Drainage area, 338 square miles.] 

Month. Rainfall. Run-off. 

Inches. Sec.-feet. January................ 4.38 1,210 

fi~~a~=-~::::~~:::::~:: ~:~ 2J~ 

~~~~~=~::::::::::::::: t~ l.m 

Month. 

te~~~hir::::::::::::::: Cctober ...... ------ .... -- November··-------------

December---------------

Rainfall. Run-off. 

Inches. SiX. -feet. 

0.48 114 

8.81 805 

1.48 237 

2.05 277 

2.75 263 

~J_m __ Y_-·_--_-_ .. _--_--_--_-_--_--_·-~-~-5--oo~.----~--~----Th_e_y_oo_r_._--_--_-_·----~---4_7._m~~-~ '~. 

The total depth of run-off ..in inches during 1899 was 25.55, this 

being 53 per cent of the rainfall, as given in the above table. 

, DELAWARE RIVER AT LAMBERTVILLE, NEW JERSEY. 

This river rises in Delaware County, New York, flows in a southerly 

direction, forming the boundary between the States of Pennsylvania 

and New Jersey, and empties into Delaware Bay. Measurements of 

flow were made in 1891 by Prof. Dwight Porter and students at the 

Delaware Water Gap, Pennsylvania. The results show a flow of 

from 2,000 to 2,200 second-feet during the latter half of June, 1891. 

This was said to be the lowest J nne stage for five years. Measurements were made during the drought of 1895 by Prof. L. M. Haupt at 

Point Pleasant, Pennsylvania, near the intake of the Delaware and 

Raritan Canal feeder. The discharge above the bridge was 1,657 

second-feet and below the bridge 1,328 second-feet. Delaware River 

was measured by E. G. Paul, June 4, 1~99, at Martins Creek, Pennsylvania, 7 miles above the mouth of Lehigh River, and a discharge 
NEW JERSEY. 68 

of 2, 724 Recond-feet was found. Lehigh River was measured on June 

5, 1899, by E. G. Paul, at the Glendon Bridge at Easton, Pennsylvania, 

and was discharging 991 second-feet. Systematic measurements of 

river height were begun on July 23, 1897, at the covered toll bridge 

at Lambertville, New Jersey, a town on the Belvidere division of 

the Pennsylvania Railroad, 16 miles above Trenton. The gage, 

established by E. G. Paul, consists of a stamped-link brass chain 33 

feet long, with a 6-pound sash weight attached. The chain passes 

over a pulley and the index is referred to a scale painted on a 

horizontal board 32 feet long, fastened to the studding and inclosed 

in a wooden cover. 1 The zero of the gage chain is marked by a 

copper rivet, which is 28.85' feet from the end of the weight, and 

reads 2 feet when the water is at zero on a gage on the first bridge 

pier. Measurements are made from the windows of this covered 

bridge. The initial point for soundings is on the left bank. The 

channel above and below is nearly straight, the water being sluggish for a short space on the left side. The right bank is high 

and the bed of the stream is of gravel and sand. The observer is 

Charles H. Naylor, collector of bridge t.olls, Lambertville, New Jersey. 

Records of measurements may be found as follows: 1897, Nineteenth 

Annual Report, Part IV, page 122 ; 1898, Twentieth Annual Report, 

Part IV, page 85. Three measurements were made during 1899, by E. 

G. Paul, as follows: March 31, gage height 6.30 feet, discharge 27,737 

second-feet; June 2, gage height 3.70 feet, discharge 6,410 secondfeet; September 19, gage height 2.75 feet~ discharge 2,430 second-feet. 

Daily gage height, in feet, of Delaware River at Lambertville, New Jersey, for 1899. 

I 

Day. Jan. Feb. Mar.[Apr. May. June. July. Aug. Sept. Oct. Nov. Dec. 

-- 1 ______ ---------- 4.95 (a) 6.80 6.25 4.75 3.60 4.40 4.20 3.45 4.65 3.40 3.80 

2 ....•. ---------- (a) (a) 6.80 6.25 4.60 3.60 4.30 4.00 3.35 4.45 3.80 3.80 

3 .....• ---------- ta) ~a) 6.30 5.95 4.60 3.30 3.95 4.00 3.35 4.25 4.05 3.80 

4 •..... ---------- (a) a) 6.25 5.80 4.50 3.20 3.75 3.90 3.30 4.10 4.65 3.80 

5 ______ ---------- 5.40 4.50 7.95 5. 6.1) 4.40 3.05 3.65 3.8.1) 3.45 4.05 4. 75 3.95 6 ________________ 6.05 4.45 8.30 5.70 4.30 2.90 3.65 3.70 4.90 3.95 4.60 3.85 

7---------------- 7.00 4.40 9.65 5.90 4.20 2.95 3.65 3.90 4.35 3.90 4. 5.1) 3.90 

8 .•. ------------ 6.55 4.40 '8.20 7.40 4.10 2.85 3.60 3.65 3.95 3.85 4.35 3.75 

9 .•.••• ··-- ------ 6.10 (a) 7.20 9.10 4.00 2.90 3.90 3.55 3.85 3. 75 3. 75 3.75 10 ________________ 5.80 (a~ 6.45 8.70 3.90 2.90 3.80 3.45 3.75 3.70 4.10 3.85 ]] _______________ 5.35 (a 6.20 7.65 3.85 2.85 3.75 3.65 3.50 3.60 4.10 3. 70 

12 .....• ---------- 5.00 (a) 6.30 7.15 4.00 2.70 3. 70 3. 5.1) 3.90 3.60 4.10 3.75 

13 .••••• ---------- 4.80 (a) 7.50 7. 75 4.00 2.60 3.75 3.35 3.65 3.60 i.25 4:.20 

14 .•.•.. ---------- 4.90 (a) 9.15 8.45 4.00 2.65 3.55 3.15 3.45 3.50 4.50 5.30 

1!)_ --------------- 5.05 (a) 8.10 8.85 3.90 2.60 3.55 3.10 3.35 3.50 4.45 5.60 16. _______________ 5.40 (a) 7.70 9.00 3.80. 2.60 3.45 2.95 3.15 3.40 4.35 5.30 

17---------------- 5.95 (a) 6.90 8.90 3.80 2.50 3.60 2.80 3.10 3.40 4.35 5.10 

18.------ ~--- ----- 6.10 (a) 6.45 7.85 3.70 2.60 3.60 2.75 2.85 3.45 4.50 4.85 

19 ______ --·-- ----- 5.50 (a) 7.40 7. 2.1) R80 2. 4.1) 3.70 2.50 2.75 3.40 4.50 4.70 

20 .•...• ---------- 5.30 7.60 8. 70 7.05 3.90 2.40 3.75 2.80 3.90 3.40 4.45 4.65 21 ___________ • _____ 5.30 6.6.1) 9.00 7.15 3.90 2.40 3.55 2.65 3.90 3.40 4.30 4.75 22 __________ ------ 4.95 5.70 8.05 7.00 3.80 2.45 3.50 2. 75 3.90 3.45 4.20 4. 75 23 __________ ------ 5.05 6.05 7.70 6. 70 3.70 2. 75 3.35 2.90 3.75 3.35 4.20 4.65 

24---------------- 4.95 5.95 7.35 6.15 3.60 3.00 3.25 2.85 3.70 3.30 4.20 5.~ 25 ...••....••...•. 7.30 5.65 7.25 5.95 3.60 3.25 3.10 2.60 3.65 3.25 4.10 5. 26 ________________ 6.00 5.45 7.00 5.70 3.50 3.70 3.15 2. 75 5.40 3.20 4.00 5.45 

27 .• c ••••• ---··--- 5.60 8.25 6.65 5.50 3.40 4.30 3.40 3.95 6.05 3.20 4.00 5.20 

28 ....•... ·------- 5.25 7.20 6.60 5.40 3.40 4.05 4.15 4.20 6.25 3.20 3.95 5.00 29 ________________ 4.95 ----·- 7.40 5.10 3.20 4.00 4.00 3. 75 5.40 3.45 3.90 (a) 

30 ...•••••........ 4.95 .............. 6.80 4.90 3.20 4.00 3.85 3.55 5.00 3.25 3.90 (a) 31 ________________ 4.75 ............ 6.40 .......... 3.40 ---..... - 4.30 3.65 ............... 3.20 .. .......... (a) 

alee. 
64 O?ERATIONS AT RIVER STATIONS, 1899.-PART I. [No.35. 

TOHICKON CREEK AT POINT PLEASANT, PENNSYLVANIA. 

This stream drains an area of 102 square miles in the eastern portion of Pennsylvania and,. flowing easterly, discharges into Delaware 

RiYer about 8 miles above Lambertville, New Jersey. Measurements 

of the stream were begun in 1885 by Mr. Rudolph Hering, and continued by Mr. John E. Codman, hydrographer for the water department of the city of Philadelphia. The results by months from 1890 

to 1898, inclusive, are given in the Twentieth Annual Report, Part 

IV, beginning on page 98. The following table gives the figures of 

daily flow for 1899: 

Daily discharge in second-feet of Tohickon Creek at Point Pleasant, Pennsylvania, 

for 1899. 

[Drainage area,102.2 square miles.] 

Day. Jan. Feb. Mar. Apr. May. June. July. Aug. Sept. Oct. No 

------------------

1 ••.•••••.••••••. 144 158 793 178 35 15 14 4 18 46 ~- :1 2 ---· -·-·-· ·-·--- 136 125 601 131 31 9 11 399 13 40 18 1 34 

3 ---········-···· 154 118 601 97 31 9 19 267 !l 27 1 21 44 

4 ---- ---··- -- .•• 204 151 708 79 31 10 12 113 93 25 92 1 49 5 ...........•.... 1,172 184 2,819 68 31 9 10 52 42 23 36 

6---------------- 1,360 210 1,109 61 2i 8 10 28 28 18 121 

7 -----· ----·- ---- 1,400 189 520 73 23 7 8 22 19 20 7 

8 -----··--- ------ 503 142 277 1,328 23 7 8 17 16. 23 

9 -----· --··-· ---- 503 180 217 389 23 5 7 15 287 20 

6 44 

39 3 39 58 39 53 31 

10 ---·------------ 413 183 203 160 20 8 6 254 210 17 40 23 

11 ---···-··· ------ 124 110 418 108 28 6 7 417 203 17 35 27 

12 --···· ---·-- ---- 158 90 1,225 92 35 6 5 182 499 16 

13 -----· ---------- 169 119 1, 70'Z 87 27 7 7 66 163 13 51 

14 ---------- ---··· 186 102 416 79 31 5 11 38 58 11 

42 44 

95 53 101 

15---------- ·-·--- 311 65 709 70 31 3 9 28 46 10 4 7 60 

16---------------- 432 157 994 153 20 5 5 19 36 9 

17 -----------·---- 569 416 308 393 17 5 7 H 18 9 44 ~ ~ 18. ----· ---------- 488 782 502 144 20 4 7 1~ 18 9 4 5 39 

19 ·----· ---- ·----· 258 767 2,492 84 23 3 8 11 23 9 3 

20---------- ---· - 177 695 938 68 20 2 8 8 708 9 8 39 34 85 

21 •..... ---- ---·-- 116 914 308 61 17 2 3 8 545 9 33 J01 

22 -···------------ 84 1,414 1,051 58 17 7 5 6 404 9 

23 ---------· ------ 79 1,582 1,006 53 20 2 3 7 239 14 4 

24---------------- 526 1,000 449 49 17 2 3 7 61 16 5 

25 -----·---------· 2,032 541 220 49 17 7 3 3 42 18 4 

33 65 9 53 7 879 4 913 

26---------------- 392 616 624 45 15 7 4 2 1,522 18 

27 ------------·--- 230 3,222 633 41 12 12 4 359 604 11 

28 ----·----·-··--- 145 1,058 779 39 9 5 4 317 158 11 3 

29---------------- 166 1,307 39 12 17 6 62 78 10 3 

30 --------------· 169 ............. 520 39 14 27 7 34 51 12 31 ••...••....••... 184 ............. 239 ------ 15 .............. 4 27 ------ 17 .. ---- ------------------·-- Mean------ 419 546 797 144 22 7 7 90 27 17 9 

35 203 30 97 1 79 

~- ~I 4 113 

NESHAMINY CREEK AT FORKS, PENNSYLVANIA. 

The drainage basin of this creek is immediately south of that of 

Tohickon Creek. The waters of Big N eshaminy flow in a general 

easterly course, and after joining the Little N esh~miny continue 

southerly and empty into Delaware River about 12 miles above the 

city of Philadelphia. Measurements of the discharge of the stream 

have been made at the fork~, where the drainage area is 139 square 

miles. The monthly discharges from 1890 to 1898 are given in the 
PENNSYLVANU. 65 

Twentieth Annual Report, Part IV, beginning on page 104. The following table gives the daily discharge for 1899: 

Daily discharge in second-feet of Neshaminy Creek at Forks, Pennsylvania, for 1899. 

[Drainage area, 139.3 square miles.] 

~ ay. Jan. Feb. Mar. Apr. May. June. JJ}ly. Aug. Sept. Oct. Nov. Dec. 

----------------------

......................... 527 213 611 349 67 31 15 27 15 36 144 54 2 _____ _ 

---------· 453 213 569 280 73 31 13 248 15 Hl 154 51 a _____ _ 4 _____ _ 5 _____ _ 6 _____ _ 

--- --- -- ~- 97 213 540 243 67 27 9 2,}8! 28 31 162 48 

---------- 71 213 686 221 tH 19 10 41 27 1,257 r,r ---------· 405 173 3,687 201 5-'3 17 H 43 32 22 252 5! 

2,105 119 913 176 50 17 13 23 19 38 145 48 7 _____ _ 8 _____ _ 9 _____ _ 

--------- 1,298 97 573 255 47 13 10 15 15 59 107 41 

--------. 306 97 377 1,047 45 13 13 15 15 53 85 41 ............................ 277 105 388 362 46 15 14 14 13 36 81 36 10 _____ _ 

------ ---- 213 97 343 245 38 19 ·u 488 43 27 81 36 n ____ -- 12 ____ - ---------- 213 80 510 204 64 19 13 2,577 ;;s 22 81 36 

------------ 213 72 959 186 89 17 10 151 EO 19 85 36 

13 •.. --- 14, ____ - ---------- 213 72 1,318 176 73 17 10 71 68 19 85 65 .............................. 228 72 407 166 53 15 10 48 23 22 77 80 15 _____ _ 

16 .•. --- ---- ------ 203 72 1,172 159 48 15 8 36 15 19 72 60 

-- ......... -- ·- 189 89 813 193 48 15 8 27 15 19 68 45 17 _____ _ 

------ ---- 457 319 242 301 43 15 9 22 15 22 68 36 18 _____ _ --------- 252 553 722 177 54 15 9 19 13 123 68 31 19 _____ _ 

20 .... - ---------- 145 574 2,490 149 68 15 8 19 41 113 56 36 

----------- 115 974- 742 139 57 15 6 17 430 57 51 57 21 ___ -- 22 _____ _ 

23 ____ -- 24, _____ _ 

25 ____ _ 26 _____ _ 

-----·---- 105 1,373 382 129 36 15 6 14 166 H 48 72 

------ .... -- 105 1,373 1,~~ 115 36 15 6 19 138 32 41 57 100 1,402 105 44 15 6 19 65 27 77 41 

1,117 849 405 105 51 13 6 19 41 27 147 79'Z 

----------- 1,927 446 41! 105 47 11 6 19 41 22 90 401 333 809 490 105 36 13 11 13 578 22 74 125 27 ____ - 28 _____ _ 29 _____ _ 

-

M 

----------- 242 3,950 417 101 31 13 23 11 204 22 72 89 213 815 1,398 92 31 13 27 13 89 17 63 72 213 2,417 88 27 14 22 13 63 24 63 72 213 588 73 22 15 325 u 4.8 17 --;:-. :I 213 443 27 68 15 24 

ean .. ----- 411 551 895 208 49 16 23 174 80 34 

PERKIOMEN CREEK AT FREDERICK, PENNSYLVANIA. 

The drainage area of this stream is immediately west of that of 

Tohickon Creek. It flows in a general sout.herly course, emptying 

into Schuylkill River about 18 miles above Philadelphia. The point 

of measurement is at Frederick, about 12 miles above the ~outh and 

above two large tributaries, known as West Swamp Creek and Northeast Br;tnch. The monthly discharges from 1890 to 1898, inclusive, 

are printed in the Twentieth Annual Report, Part IV, beginning on 

page 90. 

IRR 35--5 
66 OPERATIONS A'l' RlVER STATIONS, 1899.-PART I. [No.35. 

The following tables give the daily flow from the time the gage was 

established to 1899: · 

Daily discharge in second-feet of Perkiomen Creek at Frederick, Pennsylvania. 

[Drainage area, 152 square miles.] 

1884. 8 .Tan. Feb. I M=. AJ>r May 1-Tnne.l Jnly.l Ang. Sept. Oct. Nov. De:l 

t ~ ~ ~ ~ : ~ ~ ~ ~ ~ ~ ~ = ~ ~ = = J ~ ~ ~ ~ ~ : ~ ~ = ~ = = ~ = ~ =: =: = ~ ~ ~ = ~ = - = ~ ~ =: ~ - ~ = ~ = = = ~ 1~ ~ 1~ ~t 3 _____ --------------------- ·----- ·------ ------- ······- ·------ 71 58 57 64 4 ..... -------------- ----------------------------------- ····-- 63 61 71 79 5 _____ ------- ---·-- ------- ------- -----·- --··--- ------ ------- 60 58 342 78 6 _____ ------- -----·- ------- -----·- -------------- ------- 53 46 140 828 7 _____ ---·--- -----·- ---···-- -------------- --··--- ------- ------ 53 48 91 3,425 

8 _____ ---------------------------- ------------ ·------ -------- 50 41 70 380 

tb:~:~T:~:==: ~=~~::· ::~~=:: :::~::: ::::::: _::~::: :_::=:: ::::::: ~ !~ ~ ~ 11 --- ! _______ -------------- ------- ------- -------------- ------- 38 37 47 187 

~~=:=:: -~==~:: ::~:::: :::~:::1::~~:== -~~:~:: :::=~== :~~=::: .::.~:: ~ ~~ g~ ~ ~~:::~: ::~==~: :::::~: :::::::1.:::::: ::::: __ :::=·:.: ::::::: ·::·::: ~ ~ f~ 2,~ 16- ---- ------ - . - --- -- ---- .. -- ------- ------ - ------- -- ---- - -- ---- - 37 25 73 516 17 ... -- ------- -------------- ------- -------------- --·--·- ·------ 37 25 52 292 18... ------- ------- ------- ------- ------- ------- ------- ------- 37 20 48 236 19.---- ------- ------- ------ ------- ------- ------- ------- ------- 38 16 48 186 20 ..... ----·- ------- ------- ---·-- ------ ------- ------- 60 37 16 57 139 21 ---- ------ ------- -- ----- --- .. - ------- .. --- -- ------- 58 37 21 76 lOti 

22 ..... -------------- -------------------- ·------ ------- 56 47 23 96 465 23 _____ ------- ------ ------- ------- ------ ------- ------- 56 47 48 93 449 24.. ... -- --- ------ ------ ------- ------- ------- ------- 45 41 51 768 320 25. --- ------- ------- ------- ------- ------- ------- ------- 47 37 43 223 247 26 ..... ··----- ------- ---------------------------- ------- 50 32 40 142 182 27----- ------._ ---- --- ------- ------ ------- ---- --- ------ 54 23 41 121 171 28 ..... ------- ------- ------- ------- ------ ------- ------- 58 23 45 121 199 29 _____ ------- ------- ------ ----- - ------- ------- ------- 89 29 87 262 241 

:~~~-:::~:~-~~~~:~~~~~~~::;-?.1 

L 

2. 

3. 

4. 

5. 

6. 

7. 

8. 

9. 

--·-

.......... 

----

----

----

----

----

----

---- 10. ---- lL 

12. 

18. 

14. 

15. 

16. 

17. 

liL 

19 .. 

20. 

21.. 

22. 

2-'L 

2·L 

25 .. 

26 .. 

27. 

28. 

29 .. 

30 .• 31. 

----

----

........ 

----

---

----

----

----

---

----

---

----

---

---

---

---

----

___ .. 

---

---

·---

~a n. 

1,639 113 373 109 229 109 174 111 173 112 2,600 104 981 100 435 100 359 98 

291 2,,107 232 210 251 252 615 217 313- 184 290 193 587 1, 795 1.372 832 283 857' 271 274 228 234 201 190 181 149 163 147 144 130 141 115 153 121 151 111 155 101 145 ------· 120 ------- 113 .......... - ------

431 327 

123 1,582 124 20! 710 126 242 495 129 

222 3,192 115 521 627 102 703 4-54 93 568 319 244 238 315 805 

197 273 358 189 255 227 164 237 192 

Hil 238 161 151 209 133 211 189 128 2~1 157 132 418 1!3 120 322 H3 95 20! 133 87 176 112 90 

136 117 77 136 115 (j9 

93 98 80 67 92 92 81 94 95 185 100 87 652 150 94 

911 201 90 

992 171 74 538 139 62 250 124 58 985 ------- 60 

------- 331 373 142 

188.'5. 

851 35 28 28 79 25 19 36 

581 2.'5 1,582 24 47 17 1,673 8 44 9 174 9 44 24 89 16 

28 17 65 25 41 29 217 23 65 26 135 30 

47 2.'5 73 31 46 32 60 27 35 31 51 24 36 30 43 20 31 22 76 . 24 

33 33 86 28 41 35 61 32 34 27' 50 27 28 23 37 19 28 12 34 25 28 21 41 15 

23 24 34 20 32 23 32 16 22 15 29 14 

28 14 39 21 

29 14 41 19 25 10 42 19 21 15 40 10 16 17 46 19 18 26 35 17 30 29 26 24 

------- 17 28 -------

----mr-:;-,---w-----22 

23 86 23 706 21 306 26 155 34 113 35 89 41 78 31 613 31 862 26 267 8 162 15 132 22 113 70 101 67 83 45 81 42 81l ;26 73 24 60 2'Z 65 ::18 57 243 46 95 349 

54 685 37 440 38 3d2 46 348 39 261 39 206 228 192 175 ------· 

~-1 _240 1 

1 

--::l 

i94 I 

200 

184 

166 

153 

124 

115 

250 

970 

340 

181 

2 

,250 

,546 

583 

308 

239 

217 

201 

159 

140 

143 

133 

139 

113 

79 

67 

85 

100 

87 

-~ 
PENNSYLVANIA. 67 

Daily discharge in second-feet of Perkiomen Creek at Frederick, PennsylvaniaContinued. 

1886. 

I Day Jan. Feb. Mar. Apr.J May.l June.J July. Aug. Sept. Oct.~l~ )V.I Dec. I 1- -------- -------

L -·-- 452 280 237 1,548 96 101 83 95 38 30 52 141 I 

2_____ 218 23.~ 21! 482 79 88 73 86 41 29 67 114 

3_ ---- 167 236 193 335 89 111 67 74 35 22 33 73 

4_____ 950 304 174 303 87 137 71 57 28 27 30 62 

5.---- 3,044 214 177 449 84 1it4 59 50 22 2'2 51 55 

6_____ 516 172 163 4,021 83 76 52 47 28 17 36 44 

7----- 300 155 143 1, 6~6 90 79 47 57 29 23 53 65 

8.---- 222 159 163 640 3, 094 78 50 61 34 20 55 59 

9_____ 255 162 143 445 893 72 42 57 32 23 53 71 

10.---- 237 163 153 365 323 181 329 62 26 16 49 63 11. _ _ _ _ 245 4, 388 134 282 242 255 190 56 34 29 41 59 

12. ---- 199 3, 638 138 267 209 12'2 101 50 30 24 36 50 

13. ---. 152 4, 395 150 358 466 73 93 42 29 23 96 116 

14. ---· 153 1,120 139 327 816 1,007 68 35 33 19 131 374 

15_____ 143 809 151 241 349 780 215 34 29 21 77 268 

16.---- 148 711 160 203 584 311 280 38 28 19 68 173 

17. ---· 156 349 152 191 311 231 368 47 36 17 46 171 

18.---- 171. 304 141 174 217 217 171 44 44 25 373 212 

19. --- 164 310 173 • 176 246 143 401 43 40 25 330 820 2()_____ 177 282 184 160 253 111 161 37 31 25 143 445 

2L .. __ 168 135 1,163 146 297 98 120 33 33 30 99 252 

22 _____ 234 213 651 131 196 .... 97 133 26 31 28 54 172 

23. --- . 213 202 329 118 278 839 120 25 29 27 382 138 

24.---- 152 182 219 125 204 447 84 33 28 23 385 182 2.~----- 146 1,555 196 127 198 276 64 34 26 28 1,236 762 

26_____ 143 1,661 180 108 173 216 90 30 31 23 1,597 249 27 _ _ _ _ _ 156 363 184 131 138 153 225 32 30 58 280 20a 

28.---- 707 225 550 136 181 120 378 27 27 114 168 179 

29 _____ 1,191 ------- 535 121 148 100 171 25 25 87 145 lZ3 30_____ 877 ------- 1,302 106 101J 88 111 23 35 89 134 102 

I :~~:~~:~~·~~~~-~~·-~~-~~h 

1887. 

l_ ____ 425 274 326 203 us 93 36 1,416 52 101 :Til 2 _____ 338 193 264 212 120 136 34 537 50 79 49 40 3 _____ 246 184 269 250 110 140 1H 259 50 65 42 42 4 _____ 153 269 217 242 109 103 l,J8 158 42 82 41 42 5 _____ 90 244 198 197 103 57 133 42 6.~ 49 67 

6_ ---- 85 196 194: 157 92 55 1,474- 117 53 84 22 95 

7. ---· 110 674 395 144 173 101 290 139 71 54 23 77 8 _____ 99 1,160 969 133 279 115 156 95 53 47 26 63 

9. ---· 90 874 788 138 286 89 130 83 31 39 39 58 10 _____ 76 515 1,156 121 180 71 437 66 29 36 47 124 

11 _____ 112 899 649 128 139 61 168 66 25 47 59 1,250 12 _____ 102 592 324 117 119 47 107 82 559 46 68 372 13 _____ 92 244 285 104 96 41 74 84 278 41 51 195 14 _____ 908 206 277 104 79 47 62 66 151 46 42 163 15 _____ 1,107 648 208 102 63 41 54 54 111 41 54 384 16 _____ 401 658 190 112 71 37 49 68 56 33 52 523 17 _____ 288 377 163 98 74 36 373 67 63 30 48 207 18 _____ 356 2,369 162 143 64 47 129 114 51 40 47 128 19 _____ 280 2,061 170 279 55 52 79 128 49 48 47 180 20 _____ 205 530 149 322 54 50 68 77 74 45 106 187 21_ ____ 152 412 160 166 52 55 ·oo 58 53 77 126 267 22 _____ 261 501 530 133 4:5 49 70 58 52 136 91 325 23 _____ 641 428 469 . 146 41 887 627 239 66 72 70 300 24 _____ 4,099 703 365 201 54 295 56! 919 50 54 57 238 25 _____ 869 ·.117 763 155 71 123 214 266 39 66 60 177 

26---~- 560 291 546 252 67 73 140 140 48 65 58 174 27 _____ 324 809 314 209 54 56 313 96 59 59 47. 155 28 _____ 255 504 883 159 47 60 126 69 53 48 52 756 29 _____ 1,987 ------- 477 227 48 47 104 6~ 62 50 66 995 30 _____ 1,069 .............. , ... 226 176 57 38 131 70 106 46 56 517 31 _____ 445 ----·-- 227 ------- 60 ------- 1,198 58 ................ 44 _____ .,._ 432 

---------------------- Mean. 523 615 397 171 96 103 273 189 83 58 ~-r2~ 
68 OPERATIONS A'.r RIVER STATIONS, 1899.-PART I. [No.35. 

DaUy dischm·ge in second-feet of Perkiomen Creek at Frederick, PennsylvaniaContinued. 

1888. 

r Day. I Jan., Feb. Mar. Apr. May. June. July. Aug. Sept. Oct. Nov. Dec. 

I L .... 4,305 109 278 424 129 136 50 31 55 110 108 179 2 ..... 3,318 103 279 369 124 82 43 77 49 117 1« 149 3..... 765 121 311 317 112 69 38 24 38 96 136 138 4 .. :.. 429 95 338 248 92 62 31 26 « 72 130 143 5 ... -. 363 257 2.52 432 75 57 29 36 40 70 120 13.') 

6_____ 279 604: 207 2, 750 88 55 29 63 38 69 124 I« 'i . .. -. 318 461 183 556 104 52 30 85 34 M8 119 134 8..... 773 272 168 M7 101 51 27 52 33 161 101 128 9.-... 528 321 153 279 92 48 25 64: 175 109 160 143 10..... 325 253 193 1, M5 92 43 84: 60 157 83 Ml 262 11... .. 241 241 692 1, 937 117 46 67 38 99 71 491 173 12 .... - 209 156 1,150 525 173 50 « 111 211 79 227 146 13..... 186 146 3.'>2 424 186 82 36 180 229 87 176 120 14..... 288 150 396 Ml 155 40 30 99 142 87 159 92 15..... 234: 1M 380 314 H8 391 22 58 101 87 1,307 115 16. .... 25.'> 168 521 517 138 37 19 42 99 81 715 80 17--.. - 209 172 862 456 109 4:2 22 38 2, 691 81 381 4, 786 18. .. .. 201 125 :.12 284: 87 47 19 40 5, 305 00 249 2, 775 19. .... 174 159 m 247 123 43 18 3! 576 88 t,M4 601 20..... 151 1,167 779 251 139 35 27 28 34:2 107 825 328 21..... 128 3,285 3,539 24:1 96 36 27 912 2,804: 104 370 265 22 .. -.. 121 1, 171 1, 533 198 79 32 24 3, 336 424 81 275 230 23..... 112 843 429 174 75 29 19 311 253 85 220 201 24.---- 104 708 34:7 159 82 32 13 137 194 114 193 17! 25 .. --. 113 2, 459 403 151 95 33 15 92 170 141 100 179 26..... 99 2,322 934: 1M 118 28 17 60 207 100 225 191 27..... 121 1,290 1,656 124 111 24 23 52 167 525 368 364: 28. .. .. 1 « 368 1, 009 127 129 32 4:5 52 125 833 327 469 j 29..... 121 312 1,412 120 313 14:7 55 40 106 592 224: 235 

30 .. --- 108 --- ·--- 691 118 171 72 46 43 93 270 201 161 

31. .... 114 ------- 5« . ------ 124 ------- 53 48 ------- 184: ------· 186 

/ Mean. 4:75 64:3 676 470 122 53 33 209 500 165 338 ~-~ 

-

-

- 5 .... . 6 ... .. 7 .... . 8 .... . 9 .... . 10 .... . 11 .... . 12 .... . 

13 .. ---- 14. ·---- 15. ---- 16 ..... 

17 ... 

18 ..... 

19.----

20 ..... 

21. --- 22 ..... 23 ____ _ 24, ____ _ 

25 ..... 

26.----

27 ..... 28 ____ _ 

190 

177 

168 

159 

215 

787 

508 

310 

8M 

918 

360 

290 

220 

203 

183 

178 

1,553 6M 

374 

209 

578 

526 

480 

281 

340 

359 

724 

871 

393 

248 

235 -- S

29 ____ _ 

-

. 436 

208 75 190 125 185 605 169 4,235 174 1,480 190 628 166 364: 143 282 142 218 128 185 123 175 101 165 104 160 122 165 104 158 197 150 791 150 1,182 166 452 173 219 167 185 257 149 558 113 302 101 206 113 184: 114 150 102 137· 82 173 -........... 175 

------- 143 __ .,._ ... __ 126 

----- 216 395 

. 

1889. 

351 24:1 2,187 

850 199 729 

333 171 320 231 155 ~ 

190 H2 209 168 125 182 H2 115 1M 123 105 118 115 94 116 106 93 172 100 158 170 109 119 374 139 104 239 143 127 153 113 137 387 105 110 7M 93 86 4:46 91 76 752 91 60 2« 82 343 162 71 745 133 82 339 168 81 189 119 71 134 93 63 115 90 593 H8 881 1,894 630 627 

1,210 723 249 536 268 175 262 177 225 

------- 232 ------- -------- 285 208 361 

245 1,648 60 153 268 352 775 657 80 162 226 335 1,401 461 78 187 1,004 314 1,063 393 70 113 679 278 715 412 67 103 353 236 334 334 71 104 266 246 ~ 229 80 123 224 246 182 181 71 115 246 305 150 164: 72 103 5,389 523 133 181 78 90 1,14:7 327 

398 173 83 87 560 287 

264: 136 13'.-l 90 453 281 361 131 222 193 1, 792 221 

440 1,234 252 285 1,421 300 

4:,016 1,613 208 389 508 366 

550 352 219 231 . 373 322 276 227 3,130 150 300 616 199 181 3, o:ro 131 330 537 188 158 603 119 2,268 282 

458 143 410 115 1,029 355 

223 131 302 209 725 297 157 123 234 186 926 252 130 115 173 207 471 ~ 

113 115 173 178 34:7 198 104 107 439 140 816 193 96 100 416 134 620 M9 132 98 261 3,356 670 285 172 90 185 1,202 2,803 202 163 84 153 451 715 181 

598 74 139 294 462 171 

5,567 67 ................. - 256 .................. 161 

------------ 64:0 326 383 311 913 298 
PENNSYLVANIA. 69 

Daily discharge in second-feet of Perkiomen Creek, at Frederick, PennsylvaniaContinued. 

1890. 

Day. Jan. Feb. Mar. Apr. May. June., July. Aug. Sept. Oct. Nov. Doo.l 

L .... W m e ill ~ M ~ M ~ M 140 tit 2----- 189 156 372 377 135 136 ·447 62 71 57 129 84, a _____ 171 213 289 290 117 176 535 49 60 948 125 78 4, _____ 193 249 237 1,246 153 167 304 49 64 249 118 125 5 _____ 188 298 225 1,124 1,084 117 149 M 69 137 115 130 6 ..... 238 192 ~ 387 536 127 95 74 63 182 112 110 7 _____ 186 148 190 360 l56 179 71 77 62 451 106 116 

8. ·--- 172 3,699 245 31'1 283 120 60 65 59 329 89 133 9 ..... 152 7,051 165 1,149 220 98 58 148 59 192 sa 124 10 ..... 141 ~ 215 847 181 89 52 88 64 135 91 94 

11 ---- 142 1,521 736 407 165 .92 48 64 54 112 138 93 12 ..... 132 303 806 316 243 243 43 70 57 108 196 86 

13.---- 143 .257 444 277 1~ 664 38 62 796 102 140 85 14 _____ 132 1,030 1,156 254 510 189 H7 85 331 135 117 80 

15.---- 1,368 874 1,397 225 1,172 125 52 95 842 143 104 70 

16.---- 1,215 325 626 199 436 103 72 64 876 122 92 71 

17. ·-· 440 287 412 191 268 97 88 45 453 821 200 314 ts _____ 202 

~I ;u 177 202 95 125 92 213 264 308 1,QOO 

19.---- 236 171 175 79 89 119 161 186 174 298 20 _____ 386 827 352 167 288 60 61 803 120 191 136 1~ 

21. ..•• ' 341 827 1,507 157 375 67 46 260 95 156 112 132 

22----- 201 248 4,048 146 187 122 54 267 91 129 102 145 23 .•.•• 144 212 2,082 139 147 105 53 162 87 623 92 136 24 ..... 1M 363 699 143 133 107 48 106 75 1,7M 91 121 25 ....• 154 357 510 198 122 93 109 91 71 632 94 104 26 ..... I~ 332 85.1 215 1,514 64 1,018 91 60 349 80 135 Z'[ _____ 190 259 425 200 2,510 M 212 699 98 246 79 108 2!L .... 129 527 1,~ 203 497 49 115 256 86 191 73 97 8 29----- 138 801 160 278 48 113 139 71 173 76 100 

008 ::::::: 459 Ill! 206 50 100 JU 68 238 71 !"' ::- --·;;~- ~= ---~- :: ---~~- 1:- ~:~- ---~;~~ : ·--;~~- 1: 

r 

L .... 

2-----

3 .... . 4 .... . 

5-----

6 ..... 

7 ...•• g ____ _ 

9.---- 10 ____ _ 

1L ... 12 ...•• 

13.----

. 14-----

15.----

16. --· 17 ... -- 18 ... -- 19 .... . 20 ... - 2L .. . 

22-----

23 ..... . 24 .... . 25 .... . 26 ____ _ 

27 ____ _ 

28 .. , •. 29 ..... ao ____ _ 31 ____ _ 

75 1,931 

941 

298 

219 

176 

149 

128 

101 

94 

1, 705 3,431 

400 

246 

206 

168 

206 

483 

004 

239 

209 

3,945 

970 

390 

539 

4:46 

379 

341 

782 1,315 

852 

1,917 892 

760 

607 

322 

260 

451 

762 

652 

977 

424 

303 

272 

239 

181 

1,312 

1,~ 

781 

410 

36.1 

832 

1,012 

432 

339 

342 

.397 

381 

215 

238 

206 

288 

201 

211 

199 

217 

236 

711 1,260 

509 

Ml 

1,352 

630 

314 

462 

233 

224 

209 

883 

4,803 

1,Z75 

1,007 . 

64:0 

426 

325 

298 

299 

Z78 

245 

433 

364 

870 

421 

315 

242 

211 

179 

174: 

165 

379 

786 

320 

233 

205 

181 

180 

177 

160 

147 

135 

140 

158 

1M 

129 

107 

111 

113 

104 

103 

105 

103 

214 

243 

139 

115 

94: 

90 

92 

78 

83 

76 

.65 

67 

68 

96 

97 

77 

78 

72 

70 

67 

59 

61 

59 

-~ 6.') 

51 

55 

1891. 

48 

M 

50 

46 

45 

40 

~~I 78 

52 

4:1 

37 

36 

32 

34 

38 

38 

M 

69 

65 

58 

84 

73 

M 

36 

30 

20 

27 

26 

28 

28 

28 

34 

36 

33 

36 

33 

43 

77 

53 

37 

29 

23 

31 

45 

43 

38 

162 

413 

142 

73 

54 

47 

81 

91 

47 

45 

46 

812 

425 

352 

163 

113 

84 

172 

187 

146 

144 

74 

53 

48 

46 

45 

58 

58 

220 

151 

86 

228 

406 

1M 

109 

176 

116 1,169 

1,915 

374 

355 

573 

274 

362 

368 

230 

210 

156 

129 

2,367 

880 

396 

235 

178 

145 

120 

108 

99 

91 

85 

80 

77 

71 

66 

51 

52 

66 

49 

45 

53 

49 

47 

47 

40 

52 

54 

48 

50 

38 

38 

38 

42 

73 

88 

59 

42 

49 

51 

~ 

42 

49 

49 

40 

31 

275 

173 

134 

220 

118 

72 

67 

79 

79 

70 

48 

48 

1\1 --:::1 42 ~; I 42 51 37 1.2'Z5 44 1,184 49 256 37 734 27 ~ 

30 2'~ 

38 169 89 113 124: 71i 

11 'i5 59 75 41 'i5 52 75 123 75 • 

193 75 110 75 71 60 79 59 50 80 114 895 303 1,197 138 928 100 791 94 779 83 408 66 307 49 725 

------- 261 

I· M"an. 699----wl-624-m--s9~1uf"272_---:i)9_74_so_ 379 ,I 
70 OPERATIONS AT RIVER STATIONS, 1899.-PART I. [N0.35. 

Daily discharge in second-feet of Perkiomen Creek at Frederick, PennsylvaniaContinued. · 

1892. 

8-Jan. I Feb. I Mar. Apr.l May.! June. 

201 184 2, 073 229 83 127 2 ____ _ 3 ____ _ 4 ____ _ 5 ____ _ 6 ____ _ 7 ____ _ g ____ _ 

9 ____ _ 1{1. ___ _ n ____ _ 12. ___ _ 

11L ... 

14. ·--- 15. ---- 16 ...•. 

17 ..... 

18~---

19 ..... 

20 ...•. 

21. .... 

22--~-- 23 ____ _ 24 ____ _ 

25-----

26 ..... 27 ____ _ 28 ____ _ 

1. 482 202 610 861 217 246 303 178 338 

235 201 319 196 146 311 204 155 393 214 191 1 673 198 216 1:341 180 185 625 158 173 437 182 126 458 3,674 121 262 

3,769 137 190 1,066 147 207 572 154 178 412 113 167 404 96 145 1,879 97 153 699 131 150 412 159 165 316 154 153 300 158 . 173 275 151 462 288 144 906 251 189 570 207 209 1,688 178 155 1,074 176 158 1,479 185 ------- 315 168 259 

213 100 105 237 167 90 238 153 479 203 122 150 - 183 106 144 164 114 124 153 95 96 138 85 93 125 84 429 122 71 182 120 77 110 112 74 84 127 94 69 265 263 53 212 214 50 146 102 297 133 111 149 128 117 71 111 397 71 129 365 77 204 420 57 247 337 41 169 241 49 131 160 65 125 872 59 106 1,491 64 87 400 171 91 219 102 102 175 80 

29 ____ _ 

-

- 634 166 565 ---~-r : 125 

1893. 

L ____ 258 257 213 157 249 78 

2----- 1,169 597 264 144 343 78 3 _____ 268 702 252 138 998 158 4 _____ 166 535 202 136 5,139 96 

I 

5 ..... 128 335 184 118 857 86 6 _____ 128 244 187 101 979 156 I 7. ·--- 94 1,021 168 113 479 197 I 

I 8 _____ 93 714 217 208 349 107 9 _____ 122 383 ..... , 177 283 68 10 _____ 138 3,247 3,546 190 185 59 1L ____ 128 1,534 1,221 392 201 51 12 _____ 165 512 3,401 345 185 54 13 _____ 170 602 1,493 172 177 58 

14.---- 145 854 1,039 436 177 49 15 _____ 132 913" 937 1,537 183 44 . 16 _____ 138 1,190 385 506 260 38 

17.---- 169 566 320 299 548 37 I 18 _____ 190 300 325 235 249 37 I 19 _____ 174 318 297 196 175 43 I 20 _____ 165 251 275 486 138 40 2L ____ 172 224 353 1,061 122 38 22 _____ 173 226 369 407 115 63 23 _____ 171 193 315 268 116 86 24 _____ 160 173 340 212 115 71 25 _____ 138 163 335 201 106 43 26 _____ 118 153 300 195 97 77 27· _____ 102 147 240 320 91 93 28 _____ 102 166 206 355 88 67 

29. ·--- 116 ·----·- 178 211 97 54 3() _____ 258 172 186 96 39 

31. --- 304 169 84 

Mean. 192 591 649 317 428 • 72 

July. Aug. Sept. Oct. Nov. Dec I 

275 239 75 26 ' 31 174 184 146 67 24 29 tao I 375 211 56 22 26 117 557 126 36 26 26 106 192 71 32 28 34 100 I 111 52 33 24 32 89 78 45 34 2'2 26 a 58 41 32 27 27 427 51 37 29 28 32 369 46 36 28 2'1 295 186 45 134 31 30 319 130 

42 359 23 32 133 l16 

40 135 20 26 76 120 38 62 71 26 54 357 

39 51 90 29 652 550 37 51 54 23 2,836 297 27 39 40 24 472 231 32 34 34 29 769 180 31 35 27 31 602 152 

26 28 23 30 268 _142 

36 25 27 31 192 124 

36 24 33 30 156 112 23 24 42 29 168 117 18 26 56 40 88 100 

18 51 59 43 76 48 

20 571 61 33 84 58 23 155 58 30 68 58 22 87 46 29 326 52 88 68 40 17 506 45 176 62 57 4 229 35 379 .7:'. 32 33 

101 100 44 27 288 15.1) 

36 21 50 26 43 108 37 30 46 30 41 143 37 25 46 27 42 301 36 22 44 24 867 806 36 19 43 25 1,470 265 34 16 4.1 25 372 199 

35 14 36 30 202 204 35 15 38 29 158 158 63 18 41 26 386 137 62 22 32 27 168 168 46 24 32 28 10'2 24a I 

40 24 38 29 84 171 .. 39 22 28 32 87 126 39 22 25 1,939 91 101 33 19 40 105 160 109 97 14 978 53 177 989 

118 13 315 50 112 1,091 60 13 140 36 88 346 42 16 93 30 71 226 33 1,~ 67 34 76 137 24 52 34 84 139 22 92 43 34 341 121 26 55 39 38 231 135 31 1,166 34 74 133 137 28 269 33 78 104 141 

-23 no 36 45 78 177 21 59 38 43 83 113 24 44 29 263 1,118 98 26 187 21 161 347 129 23 150 25 93 199 

~ 14 69 65 7 

39 129 83 113 251 1 
PENNSYLVANIA. '71 

Daily discharge in second-feet of Perkiornen Creek at Frederick, PennsylvaniaJan. Feb. Mar. Apr. 

--------

109 138 166 120 101 120 197 120 101 98 464 109 97 68 776 149 120 74 822 333 153 88 1.045 175 14.1) 80 I;O'.U 135 125 88 524 12b 111 704 390 123 92 1,002 311 117 74 638 280 168 62 343 249 329 59 198 214 1,119 58 182 188 898 67 172 169 446 80 160 176 239 89 152 170 229 112 975 136 190 80 1,175 136 170 69 1,284 142 163 56 632 132 183 74 442 Hil 269 88 308 479 262 !ill 163 291 168 97 187 156 138 88 165 195 121 62 154 161 113 55 157 126 105 76 ------ ~ 158 93 147 --- ~--- 168 94 168 ------- 1:38 ------- -----------

93 I 3551 314 234 

L ____ lO'Z 138 1,192 168 

2----- 80 128 1,235 327 3 ..... 80 122 454 463 4 _____ 86 136 418 252 fi _____ 84 143 416 181 

6.---- 115 86 240 158 

7. ·--- 607 98 249 143 8 _____ 839 158 1,238 1,910 

9.---- 544 178 789 4,203 

10. --- 354 222 689 682 11. .... 2,372 243 711 380 

12.---- 905 I 214 323 296 13.---- 566 196 845 1,018 

14.---- 333 186 1,528 845 }f) _____ 244 171 448 393 

16.---- 242 152 312 286 17 .. ___ 249 136 . 242 232 18.---- 187 13! 313 200 19. ____ 157 141 512 175 

20. ---· 137 154 476 151 21.. ___ 136 184 317 156 

2"Z ---- 142 225 004 154 

23----- 151 193 306 154 

24 ---- 148 118 334 138 

25----- 125 114 456 126 

26----- 2.212 117 496 126 27 ..... 559 198 282 266 28 _____ 235 820 280 247 29 .. ___ 191 ------- ~ 177 30. ____ 178 ------- 181 236 

'31. ---- 165 ............ - 161 .............. ---------- Mean. 404 182 516 475 

Continued. ' 

1894. 

Ma.y. June. July. Aug. Sept. 

----------

96 ~ 131 23 17 7ti 82 88 27 57 277 70 154 25 61 235 45 109 14 64 212 40 57 15 103 207 571 42 15 128 206 241 35 17 91 191 99 29 249 ti7 1671 68 31 483 52 143 55 33 137 48 131 43 31 292 48 118 38 31 101 41 118 38 35 59 36 121 36 -52 43 38 - 104 34 57 43 38 91 224 47 40 37 84 44 43 63 40 80 29 35 1,123 52 81 23 41 2,~ 1,634 77 23 57 8, 769 72 

1~ I 50 243 3, 787 ti4 46 144 539 I 60 38 40 99 3,541 132 48 38 90 1,398 298 75 36 71 708 113 45 30 47 566 94 38 24 54 2,442 85 38 22 51 1,822 68 37 32 46 541 132 35 26 43 519 --·---- 31 14 ·------ --------- 885 . 154 77 -45r~ 

1895. 

236 51 393 31 

001 163 47 151 34 30 133 43 70 34 33 128 62 56 35 31 114 79 667 39 31 101 138 489 31 29 108 115 172 22 22 100 70 105 24 l!J 94 50 71 28 23 78 50 48 24 26 73 55 45 75 26 134 44 40 133 22 151 52 39 104 18 205 68 37 58 }{j 

271 55 33 39 6 151 40 37 31 24 114 36 43 31 20 101 34 40 31 18 i7 30 36 29 Z2 80 28 31 18 26 91 30 26 18 26 120 34 23 26 20 92 36 26 27 27 76 32 33 23 27 72 31 36 18 24 59 35 27 19 24 236 88 21 23 22 348 104 23 24 22 139 87 21 26 4 85 141 -34 38 18 66 ------- 30 41 ------- ---1--------- 129 59 94 37 23 

Oct. 

1-

36 

36 

46 

55 

63 

51 

38 

45 

36 

2,335 

530 

182 

209 

290 

160 

118 

98 

80 

59 

51 

48 

49 

55 

61 

717 

309 

179 

130 

108 

98 

513 

NO\" 

-·~l 41' 2 78 I 

19 

9 3 339 1 

'428 os ~~ I 

78 

36 

805 126 

1

. 

6 114 9 100 ' 350 125 429 387 3 00 223 261 638 8 4,132 

5 1,641 18 

16 

161 

1 . 446 4ti 326 1 23 266 1 . 33 226 17 8 187 1 30 161 111 151 11 5 145 12 6 136 11 9 117 12 u 114 101 111 9 5 137 10 u 123 7 8 '1BO 

7 

7• 

------ - 102 ----

g~~1~ I 

219 25' z 374 

16 84 51 

I 16 82 43 18 64 155 20 47 95 25 54 67 5 54 55 21 44 45 8 45 43 19 44 38 13 33 41 17 49 45 25 65 37 117 38 33 177 43 33 63 26 30 50 52 31 41 46 25 29 49 29 33 55 30 11 52 119 22 4I 127 25 36 486 24 35 197 26 18 118 22 39 80 24 37 71 12 39 117 33 131 117 21 85 71 21 55 110 24 ------- 1,191 

---

32 51 120 
72 OPERATIONS AT RIVER ~TATIONS, 1899.-PART I. [No.35. 

Daily discharge in second-feet of Perkiornen Creek at Frecl..erick, Pennsylvania-

. Continued. 

~ 2 ___ _ 3 ___ _ 4_ __ _ 

5 ___ _ 

ti ___ _ 

7---- 8. ____ _ 

9----

10----

II ---- 12----

13- -- 14_ __ _ 

15----

16----

17----

18----

19----

20---- 21 ___ _ 

22----

23----

24----

25----

26- -- 27----

28----

29----

-

n 

:I 

-I 

IT] 

5-----

6-----

7-----

8----

9----

10----- n ___ -- 12-----

13-----

14-----

15.----

16-----

17-----

18-----

19----- 20 _____ 

21. ____ 

22----- 23 __ -

24-----

25-----

26-----

27-----

28.----

29-----

30-----

31. ---

Mean. 

Jan. 

:!27 

150 

124 

91 

58 

47 

42 

31 

37 

40 

35 

34 

34 

37 

38 

31 

20 

2'Z 

30 

31 

34 

34 

36 

193 

379 

156 

105 

86 

60 

43 

43 --

78 

51 

78 

85 

124 

318 

547 

83 

76 

til 

51 

52 

47 

38 

49 

45 

39 

46 

117 

150 

96 1,291 

504 

157 

115 

136 

130 

93 

81 

69 

51 

48 

156 

1896. 

Feb. Mar. I ~pr. May. June. July. Aug. Sept. Oct. _R Nov 

42-i---;;-1 

43 160 50 586 351 63 . 65 51 123 21 179 

91 338 322 55 53 39 84 20 60 

106 188 256 57 42 44 73 21 45 54 126 

Ill 124 189 71 39 41 64 2'Z 38 5 7 12S 439 llti 29 97 

5 109 4 120 

d5 11!-l 161 71 36 38 45 38 45 2, 

6, 789 !:!5 156 50 34 36 40 758 66 8' 

2,181 991 166 4.1) 28 39 40 212 60 29 

381 92 148 49 30 60 35 81 41 34 7 406 7 '223 347 72 117 42 41 260 28 52 41 37 

335 78 120 34 91 4.'l7 83 42 39 21 

291 80 133 37 95 133 66 39 33 19 1 150 

196 59 120 38 44 69 35 30 585 282 WI l 102 8 100 177 fi3 108 37 31 47 34 23 2, 711 23 

569 67 99 23 36 41 32 Z3 476 17 

300 55 86 39 78 40 2.'> 30 259 13 7 98 415 60 80 39 82 41 25 39 164 11 9 85 

121 82 81 25 118 38 26 ~ 37 122 11 3 87 

123 !!6 98 25 177 33 31 358 98 1( 10 !J5 9 81 

82 60 

7 73 5 70 

112 1,854 109 32 75 25 34 95 82 8 

112 3,150 89 34 49 23 32 81 71 

90 875 12.'> 65 39 1,532 32 56 63 7 

54 618 127 92 40 863 31 52 03 7 

4 55 8 58 7 58 

521 521 83 65 36 1,143 25 39 52 8 

93 259 81 38 37 169 26 31 125 8 

116 316 149 35 66 115 31 30 138 8 

75 655 114 35 94 79 26 33 82 7' t 55 

70 700 8.! 38 125 70 26 34 68 65 52 

5 55 5 58 

~: ,: I 

69 301 78 165 71 177 31 26 60 17 

638 2,520 66 300 124 297 24, 36 57 89 

------- 1,052 67 119 88 1,938 17 287 57 37 

------- 465 ------ 74 ------· 250 20 --·---- 53 ------ ---------------------------

4931 504 132 61 6'5 264 41 88 195 

lb97. 

46 131 88 82 105 45 86 35 22 70 136 

55 128 85 2,580 88 46 180 113 18 3,089 113 

55 11}2 76 1,330 80 33 61 159 13 103 95 

49 246 67 381 124 30 54 75 17 169 161 

55 211 139 268 180 :14 213 67 17 100 1,942 

965 545 200 199 15'! 34 117 37 10 70 513 

4,083 315 149 148 105 29 58 3.3 15 47 386 

846 200 115 124 118 35 55 29 2't 34 207 

346 172 1,6-!3 112 899 43 4.'> 34 18 96 168 

204 180 988 124 473 38 53 32 8 120 146 

171 198 311 131 106 30 201 13 15 84 133 

123 221 218 138 127 203 120 8 23 106 300 

110 212 185 4, 747 106 248 66 29 22 88 355 115 168 153 1,566 97 38 49 29 29 41 1,909 

110 199 323 1,003 84 56 48 3-'J 28 44 2,561 

161 189 316 425 75 44 149 36 17 60 229 

184 129 265 365 75 41 167 29 16 87 325 

413 139 216 300 85 213 68 26 27 97 249 

351 32't 166 173 85 < 292 50 23 30 70 185 

153 730 129 153 64 130 47 19 14 51 145 

347 392 116 217 61 104 n 23 16 51 151 

664 242 110 221 63 588 39 2.1) 23 67 166 

1,242 201 99 137 63 231 33 22 20 60 141 

457 564 94 202 51 128 30 35 28 60 99 

244 405 80 442 46 77 112 46 88 62 73 

193 208 84 201 50 60 123 38 89 93 71 

158 167 94 126 37 475 52 29 62 1,117 89 

136 146 76 103 35 1,901 37 31 50 317 94 

128 70 93 38 729 26 27 49 219 82 

======: 120 ___ .,_ :.1 ___ 35 lll1 ~ ___ ':' 1.\ _, .. _ ,~ I ------- 98 ----------------------------- 429 241 m • ~ u m ~ 29 ~ • 
PENNSYLVANIA. 73 

Daily discharge in second-feet of Perkiornen Creek at Frederick, PennsylvaniaContinued. 

Day. 

---

1 ----· 

2-----

3-----

4 -----

5-----

6-----

7-----

8 ·----

9.----

10- ·--· 11- ·--- 12 ---·- 13-----

14 ----· 15 ----- 16- ·--- 17 -· --- 18-----

19-- -r20- ·--- 21 ----- 22-----

23 ----· 24- ·--- 25-----

~-----

27 ----· 28-----

29 -·--- 30 ----- 31 -·---

Mean .. 

-

-

- 5 ..... 

~-----

4.. ---

8 ..... 9. ___ _ 10. ___ _ 

11. .... 12. ·--- 13. ·--- 14. .••. 15 ..... . 

16.----

17 ..... 

18 .. ·-- 19 ____ _ 

20 .... . 21. ... . 

22. ·--· 23 ..... 

24-----

25. ·--- 26 ..... 27 ____ _ 

28 .. ·-- lj8- ----

-

Jan. I Feb. 

163 145 37 137 69 147 62 129 

g~ I 114 

lH 101 I 116 

121 I 125 102 140 94 182 106 318 205 541 302 414 253 307 542 248 661 272 296 159 166 166 147 258 585 5,552 704 1,650 375 739 2,758 474 570 332 323 265 454 218 393 182 261 166 205 ------· 166 .............. 166 ------- -----

338 486 

313 131 239 130 239 120 222 182 1,014 193 1,315 143 1;476 148 394 152 311 174 239 183 195 158 165 170 150 222 245 236 410 225 475 255 789 233 443 683 196 992 192 1,311 

16-t 1,495 145 1,507 147 1, 767 1,081 86!) 

'2,693 469 378 1,184 289 4,043 212 883 201 ................ 153 ------- 129 ------- --- ---- 472 659 

Mar.j Apr.. 

153 292 138 ~13 

168 -178 183 157 153 151 127 171 

115 184 

115 155 107 129 107 113 102 121 99 127 99 108 98 106 89 323 76 259 ·85 170 88 122 88 113 74 126 133 125 426 102 445 95 341 658 340 428 220 438 173 285 282 481 414 641 894 312 456 ------- ------- 206 229 

651 346 635 262 589 248 753 252 

3,525 230 P75 185 588 245 391 1,366 365 428 345 296 475 251 1,519 219 1,552 187 510 178 848 170 879 260 437 501 853 263 

2,423 196 780 160 421 146 1,146 136 893 118 517 113 417 120 534 114 513 99 1,002 87 1,377 81 555 76 466 ------- --·----

86!1 245 

1898. 

May. June. July. Aug. 

201 113 29 32 HiO 103 30 38 147 96 34 .. 46 141 93 29 49 148 75 29 139 19\l 60 30. 104 497 63 28 50 3,493 59 29 43 

1,360 46 57 116 495 37 64 332 398 39 39 393 495 46 35 145 580 54 37 82 415 50 37 56 1,403 41 37 44 ],013 50 37 43 713 56 18 45 377 44 28 46 392 49 39 258 289 64 190 71 345 66 115 60 232 56 73 51 211 .'>3 51 50 . 255 51 ..4-1 47 422 39 37 47 353 36 39 39 268 37 '"! 35 219 41 65 30 168 45 74 24 153 41 48 24 131 ------- 37 1 38 ------

505 56 44183-

1899. 

78 76 84 72 82 66 52 346 118 49 45 722 101 38 41 177 84 36 41 90 83 36 41 77 74 . 38 36 66 70 39 41 52 87 41 816 48 73 48 163 157 101 49 71 1,021 213 43 43 224 129 38 42 90 125 39 43 66 123 44 38 54 83 34 35 46 93 26 38 52 201 29 42 42 210 27 42 37 129 2'G I 40 36 86 82 33 29 70 65 27 53 96 41 25 61 98 {31 25 44 70 83 26 39 57 110 m 34 60 74 82 502 60 165 98 197 71 501 89 84 

122 

---~-1 817 64 93 158 63 ----u-l- 104--- 100 150 

Sept. Oct. 

40 28 28 20 23 29 19 31 27 23 25 21 34 18 51 23 45 26 29 31 25 27 

22 27 19 30 24 30 25 56 17 56 15 40 13 45 12 39 

H 71 17 57 21 162 42 116 54 61 61 60 52 235 

43 475 43 163 45 93 38 111 

·------ H8 ------

3C 77 

53 147 i40 101 922 99 318 101 174 93 106 98 57 119 43 105 290 95 227 80 213 72 369 67 189 57 97 53 71 57 54 48 46 51 55 65 58 80 748 81 385 67 206 63 184 57 115 49 no 34 

3,363 34 

462 60 e58 62 174 51 168 71 

------- 78 -----

332 74 

Nov 

129 

_M 

~1--;;-1 90 242 76 

70 

78 

63 

45 

94 

233 1.916 

3,406 

569 

352 

218 52 100 1,42'l 102 1,1 00 92 27' 2 97 17 

167 3 100 

91 15\ ) 78 1 03 70 202 72 447 78 

3,~08 111 602 890 31 2 384 233 552 7 63 1,3&1 403 452 31 7 308 26 7 215 .20 7 189 21 3 150 

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

41 

~. ;_, 6 428 

:Til 286 114 181 84 724 69 309 71 184 56 138 55 109 64 107 56 104 44 88 43 110 146 112 250 62 127 62 84 92 75 77 67 60 55 

58 133 67 182 65 127 53 79 159 57 200 66t 116 531 79 177 75 133 81 91 66 59 65 51 ................ 47 

----

.139 124 
74 OPEHATIONS A'l' RIVER STATIONS, 189!:1.-PA.UT I. [No.35. 

WISSAHICKON CREEK NEAR PHILADELPHIA, PENNSYLVANIA. 

The drainage basin of this creek is immediately adjacent to Philadelphia, and between Little N eshaminy and Perkiomen creeks. Measurements of flow were begun in April, 1897, under the direction of 

Mr. John E. Codman, at a point about 100 yards above the junction 

of the creek with Schuylkill River. The results for 1897 and 1898 

have been printed in the Twentieth Annual Report, Part IV, and the 

daily- flow to June 1, 1899, is given in the following table: 

Daily discharge in second-feet of Wissahickon Creek, near Philadelphia, Pennsylvania, for 1899. 

1-:~Y··'J: F;l: M: ~:JM:'Ju: :·~· .. J~: F:: A: M:.J~nej :L --- 106 106 245 175 96 42 19...... 118 350 603 129 90 : ..... :l.. ... 106 110 233 175 103 42 20...... 116 466 340 123 73 L .. . I:W 204 233 173 93 33 21...... 115 436 202 115 68 

5..... 412 204 1,059 159 80 21 2:L.... 106 779 521 106 75 

6..... 574 113 360 151 BO ------1 23...... 106 630 328 106 96 "!.. .... 573 113 241 166 87 _.. ... 24.. .... 259 359 232 Hl6 96 

8...... 220 113 204 451 87 25...... 925 250 202 106 75 

9...... 194 113 186 205 75 ...... 26...... 184 245 216 106 64 

10...... 154 113 198 152 75 ...... 27...... 142 1,285 198 106 64 -----· 11 ...... HO 113 198 140 105 ...... 28...... 133 423 434 101 54 •..... 12.... . 132 113 198 140 108 ...... 29...... 136 ------ 813 98 50 ------ 13 118 113 540 140 90 ------ 30...... 136 ...... 260 95 59 

-1 

~ fr=:==:_-.__H_8_c__fi_g_._~_ 232 149 186 9-~ _._i_~~_. 142 __ ;_~_,__=:_::_::--'-'---_ 87, ...... ~--e--~~_--._--_:_· 7-'---.=..:: .. _.~;_~-l· -~-~__,_--_~~-~-...:...._: ~~~:~~~ 

SCH.UYLKILL RIVER NEAR PHILADELPHIA, PENNSYLVANIA. 

This river receives the drainage of the portion of southeastern 

Pennsylvania lying between the Lehigh River on the north and the 

Susquehanna River on the south.. It flows in a general southeasterly 

course, emptying into Delaware River, the city of Philadelphia being 

located at the junction of these streams. Records of the height of 

the river at Fairmount pool have been kept for many years, but not 

in such form as to be useful in computing daily discharges. In 1898, 

however, careful estimates were prepared by Mr. John E. Codman, 

the results being ghTen in the Twentieth Annual Report, Part IV, 

page 97. The figures for 1899 are given in the following· table: 

Thes 1 do not represent the total flow of the stream, but the amount 

wasted over the flashboards at Fairmount dam. To this must be 

added the pumpage from the river, amounting to 275,000,000 gallons 

per day, or 425 second-feet; also the leakage, amou.nting to 71,000,000 

gallons per day, m·110 second-feet; also the quantityused forpower at 

Fairmount, amounting to an average per day of 272,000,000 gallons, or 

421 second-feet. There has been no method for obtaining the daily 

flow when the water does not waste over the flash boards. When the 

water is below the overflow line recourse is had to pumping, and the 

draft is on the storage of the pool. As soon as the water begins to 

rise after ~ rain the turbine wheels are started and, thus it' often 
• 

PENNSYLVANIA. 75 

occurs that no water flows to waste for from one to thre~ months in 

succession. 

Daily discharge in second-feet 6f Schuylkill River above Philadelphia, Pennsylvania, for 1899, being amount wasted over jlashboards at Fairmount Dam. 

Day. .Jan. Feb. Mar. -Apr. I May.: June. July. Aug. I Sept. Oct. Nov. Dec. 

L.... 573 566 11,170 5,321 440 385 514 ------- ------- 60 -------- 2..... 170 566 8,532 4,156 204 ------- ------- ------- ------- 605 

3..... 26 347 6,717 3,352 341 ------- 2,421 964 ------- 477 

4. __ .. 13.15 1. 023 6, 421 2, 910 179 .. ----. 414 217 .... __ . I, 961 

5 _____ 3,033 1,2.:xl 17,735 2,481 ------------------------------------------ 3,(){)2 

6 ..... 6,017 7131 13,186 2,210 -------------- ---------------------------- 1,415 7 ..... 8,945 825 4,748 2,945 "------ ------- -------------- -------------- 703 - 8.---- 2,521 342 7,120 7, 735 ------- ------- ------- -.----- ------- . ------ 831 

9 ..... 1,470 31 5,504 7,651 -------------- 1,185 ~------ ------- ------- 733 

10 ..... 1,035 ------- 4,805 5 OtiS 46 ------- 385 ------- 179 ------- 622 

1L.... 816 ------- 4,468 3:824 .• ----------- ------- 4,775.----- _ ------- ------ -------- 12..... 511 ------- 4,961 3,920 357 -------------- 2,218 173 -------------- -------- 13..... 248 ______ .11,906 2,478 369 -------------- 641 130 -- -- 83 857 

14..... 436 ------- 7,918 2,478 31 ------- ------· ------- ------- ------- 83 1,012 

15'..... 693 ------- 7,046 2,478 ------------------------------------------------- 159 

l~~~:~~ t:m 3.~ g;m ~:~~ ===~;~T=====~ ~==~~~= -_::~=~= ==::::: ~=::::: =~===== ---~-­ ~===== m ~:m i&:~ r:~~ I.~ =~::::: ::::::: ::::~:: -~.-~~-~=::::=.- -:=:::: ~~ 22..... 305 8,656 11,230 849 25 -------------- ------- 1,042 _____ ,_ ------- 331 

23 ..... 305 9,746 11,548 337 --------------------------- 49 ----- --------------- 24 ..... 4,226 4,914 8,004 212 ------- ------· ·------ ------- --~----- ------ 397 1,201 

25 ..... 14,980 4,984 6,326 -------------- ···---- ------- -------------- ------- 397 3,854 

26 ..... 7,082 1,605 6,134 ------- ------- 624 ------- .••...• 10,923 ------- ------- 2,902 

27 ..... 1,752 17,177 5,874 ------- ------- 241 ------- 1,775 5,653 ··-·--·· ------- 2,489 

D::::: ~:lli ~~S: tm ::::::_ ::;;~: :~:~ -~:~: --~ r._~ ::::::: :::::::~~--1 

Total monthly yield, in cub1:c feet, of Schuylkill River above Philadelphia, PennIJylvania, for 1899. 

r-:;-anuary ---·······-"'- •..... 

I 

February ·--- -------------- March ....... ----------- ___ _ 

I 

ApriL ............ ------ ___ _ May ....................•... Lnne ....................... . 

I 

- 11,445,838,000 July .................... ____ _ 12,484,000,000 ~August ------ .... _____ ..... . 28,187,700,000 September ...... -------· ... . 11,957,000,000 October _____________ .... ___ _ 

5, 153,450,000 I November ______ ........... _ 

3,856,560,000 December ...... -----·------

3,475, 700, ~ 3, 964. 400, 000 I fi, 258, 910, (100 

2, 587' 900, 000 

4, 896, 500, 000 

5, 086, 600,..000 I 

NORTH BRANCH OF SUSQUEHANNA RIVER AT WILKESBARRE, 

PENNSYLVANIA. 

This stream riseR in New York State and'flows in a southwesterly 

direction until it, crosses the Pennsylvania State line, when it flows to 

the southeast, turning again near Wilkesbarre to the southwest, and 

joins the \Vest Branch of the Susquehanna on the western border o"f 

Northumberland County to form Susquehanna River. Measurements 

of flow are made at Wilkesbarre and Danville, Pennsylvania. 

Observations of fluctuations of Susquehanna River are made by 

the Weather Bureau abe~ve Wilkesbarre, at Towanda, Pennsylvania, 

where the drainage area is estimated to be 8~000 square miles.· The 

river gage, made of iron 1 foot wide and one-half. inch thick, is on the 

east side of the road bridge over Susquehanna River, and is securely 

bolted to th~ masonry of the pier. The graduation is from 0 to 25 

feet. The highest water was 29 feet in March, 1869~ and the lowest, 
• 

76 OPERA'I'IONS AT RIVER STATIONS, 1899.-P.ART I. [No.35. 

-0.1, in October, 1895. The danger line is-at 16 feet. The elevation 

of the zero is 633.7 feet. 

The Wilkesbarre station was established by E. G. Paul on March 

30, 1899, and is located at the Market street bridge. The gage is a 

sash chain and weight inclosed in a long, narrow box, covering 12 feet 

of the scale board. The scale board is divided into feet and tenths 

and painted the color of the ironwork. The lengt.h of the chain from 

zero to extreme end of weight is 40.83 feet. The initial point of 

sounding is at the end of the iron guard rail on the left bank. The 

channel is straight for a quarter of a mile above a"!ld b~low the station, the current sluggish but unobstructed. The right bank is low 

and liable to overflow; the left bank is above ordinary floods. The 

bed of the stream is of sand and gravel, somewhat shifting. The 

observer is 0. Hemstreet, the bridge superintendent, Wilkesbarre, 

Pennsylvania. When this gage was established there was found 

to be a gage painted on the bridge pier, being a portion of one 

established by the Weather Bureau. rrhe lower part of this gage, 

erected in January, 1898, originally consisted of heavy cast-brass 

plates graduated to feefand tenths. The gage plates were made in 

4-foot sections and bolted to the stone bridge pier. The two lower 

sections of the brass plates had been torn away by ice, so that there 

was no graduation below the 8-foot mark, but readings were made· by 

the figures painted on the stone pier. The zero of this old gage is at 

the base of the dressed-stone pf>rtion of the pier, and is reported to be 

535 feet above sea level. During low stages of the river the water 

recedes from the pier, rendering it impra'cticable to read the gage. 

So far as could be ascertained, this has not been connected with the 

city datum. On account of the low water, which in 1897 had gone 

below the city datum, it was decided to put the zero of the new gage 

4 feet below the zero of the old Weather Bureau gage, so as to obviate 

minus readings. In order, therefore, to compare with former records, 

it is necessary to add 4 feet to the o1d figures. The danger mark of 

this Weather Bureau gage is at 14 feet, or 18 feet of new gage, as at 

this elevation the west bank of the river is under water in places. 

River reports from this locality were furnished as ear1y as 1888. During low water, measurements were made, by wading at a better cross 

section, at Retreat, 10 miles below 'Vilkesbarre. The following measurements were made by E. G. Paul during 189!J: 

Measurements of North .Ji'ork of Susquehanna River at Wilkesbarre, Pennsylvania. 

Date. Gage height. Discharge. Date. . height. Gage D' 1scharge. ~ 

1899. 

September 17 --------· 18 ________ _ 

October 16 ______ ------

Feet. Second-ft. 

2.30 851 

2. 30 q,1, 096 

2.35 al,lH 

1899. Fee"t. Second-ft. March 30 ...... ______ .. 9.00 24,800 

June6_________________ 4.30 3,668 July26 ________________ ... 2

2

._

80

80 a1,924 

Luly 27 -----~ ---------- 1,357 

a Made at Retreat, Pennsylvania, 10 miles below Wilkesbarre. 
PENNSYLVANIA. 77 

Daily gage height, in feet, of Nf!rth Branch of Susquehanna River at Wilkesbarre, 

Pennsylvania, for 1899. 

Mar. Apr. May. June. July. Aug. Sept. Oct . . Nov. Dec. 

- ---------------------

---- -------- 8.40 6.40 4.50 3.60 2. 70 3.10 -2.50 2.50 3.40 

---- -------- 8.10 6.20 5.50 3.30 2.60 2.90 2.50. 3.00 3.40 ......... ----·--- 7. 70 6.30 5.30 3.30 2. 70 2.60 2.50 8.30 3.40 

---- -------- 7.20 6.30 5.10 3.20 2.60 2.60 2.50 6. 70 3.40 

---- -------- 6.90 6.40 4.60 3.00 3.20 2.50 2.50 7.30 3.50 

---- ~--- -. -- 6.90 6.10 4.30 3.00 3.00 2.50 2.60 6.60 3.50 ........... -------· 7.40 5.70 3.60 2.80 2.80 2.50 2.60 6.90 3.50 .......... ---- .. --- 10.35 5.60 3.50 2.90 2.50 2.40 2.50 5.30 3. 70 

---- -------- 14.10 5.40 3.50 2.80 2.50 2.40 2.50 5.00 3.60 

---· -------- 14.20 5.30 3.50 2.80 2.50 2.40 2.50 4.50 3.50 

----- -------- 12.80 5.10 3.30 2.80 2.50 2.40 2.50 4.20 3.50 ......... -------- 11.10 5.20 3.20 2:90 2.50 2.50 2.50 4.30 3.60 .... .,. ... _______ ,. 11.30 5.10 3.20 2.90 2.70 2.50 2.40 4.90 7. 70 

---- -------·· 14.00 5. 00 3.20 3.00 2.80 2. 50 2.40 4. 70 9.60 

---- -------- 14.30 5.00 3.00 3.20 2.80 2.~ 2.40 4.60 9.60 .......... -------- 13.90 4.80 3.10 3.30 2.80 2 . 2.40 4.50 8.50 ........ -------- 13.40 4.80 3.20 3.10 2.90 2.30 2.30 5.20 7. 70 .......... ---- ........ 12.50 4. 70 3.%0 3.00 2. 70 2.30 2.30 5.20 7.30 

---- -------- 11.30 4.90 3.00 3.00 2.40 2.30 2.30 5.30 6.50 ............ -------- 10.50 4.90 3.00 3.00 2.30 2.30 2.30 5.00 6.50 

---- -------- 9.90 5.40 3.10 3.10 2.30 2.30 2.30 4. 70 8.30 

---- -------- 9.40 5.90 3.00 3.00 2.60 2.30 2.30 4.60 8.40 

---- ----·--- 9.00 5.80 3.00 3.00 2.50 2.30 2.30 4.30 ·7.40 

---- ---- --· 8.50 5. 70 2.90 2.90 2.50 2.30 2.30 4.20 6.60 

---- -------- 8.00 5.50 2.90 2.80 2.40 2.20 2.30 4.00 8.40 

---- -------- 7.40 5.40 3.10 2.80 2.40 2.50 2.20 3.80 8.00 .......... -------- 7.60 5.10 3.10 2.80 2.40 2.40 2.30 3.80 7.40 

---- -------- 7.40 4.90 3.30 2.80 2.40 2.50 2.30 "'"it:j ---- -------- 7.10 4.80 3.80 2.80 4.60 2.50 2.50 

·--~:-~_ .. !:~-- .......... 9.00 6.60 4.80 4.00 2.60 4.10 2.60 2.50 

.. - ~- 8.70 -------- 4. 70 -------- 2.00 

3.40 ,-········ 2.50 

NORTH BRANCH OF SUSQUEHANNA RIVER AT DANVILLE, 

PENNSYLVANIA. 

This station, 52 miles below Wilkesbarre and 11 miles above the 

mouth of the West Branch, was established on March 25, 1899, by 

E. G. Paul. It is located at the Mill street bridge, 600 feet south of the 

public square, Danville, Pennsylvania. The length of the wire gage 

from zero to the end of the weight is 42.85 feet. This.gage is referred to 

a pine-board scale nailed to the hand rail of the bridge and diyided into 

feet and tenths. The initial point of soundings is at the end of the 

wooden hand rail on right bank. The channel is straight for half a 

mile above and below the station. The left bank is high, but the right 

bank is subject to overf\ow. The bed of the stream is rocky, with 

some gravel, and is unchangeable. The following measurements 

were made by E. G. ·Paul during 1899: 

March 25, gage height, 10.00 feet; discharge, 47,646 second-feet. 

June 8, gage height, 3.00 feet; discharge, 3,927 second-feet. 

July 27, gage height, 2.40 feet; discharge, 2,272 second-feet. 

September 16, gage height, 2.00 feet; discharge, 1,427 second-feet. 

October 17, gage height, 1.90 feet; discharge, 1,163 second-feet. 
78 OPERATIONS A'l' RIVER STATIONS, 1899.-PART I. [No.35. 

Daily gage height, in feet, of North Branch of Susquehanna River at Danville, 

Pennsylvania, for 1899. 

---~-

Day. Mar. Apr. May., June. July. Aug. Sept.·~~ Nov. Dec. 

1 ...... ---- ..................... 6.95 4.80 3.30 3.20 2.20 2.80 2.10 2.10 3.10 2 ................... --···---- 6.80 4.65 3.40 3.00 2.20 2.60 2.10 2.60 3.00 3 .......... ................. 6.35 4.60 3. 70 2.80 2.60 2.50 2.10 2.60 3.00 4 .......... ----·-··- 6.00 4.60 3.60 2. 70 2.30 2.50 2.10 6.10 3.00 5 .......... -------- 5.65 4.60 3.50 2.60 2.20 2.30 2.00 5.40 3.00 6 ...... --- ------·- 5.50 4.55 3.30 2.60 2.20 2.20 2.00 5. 70 2.90 

7---------- -------- 5.65 4.35 3.20 2.60 2.50 2.20 2.00 5.20 3.10 8 ...... ---- -------- 6.90 4.15 3.00 2.50 2.30 2.10 2.00 4. 70 3.'10 9 .... ------ --·----- 10.50 3.80 3.00 2.50 2.20 2.40 2.10 4.30 3.10 10 __________ -------- 11.60 3. 70 2.90 2.50 2.20 2.20 2.10 3.90 3.00 11 ...... ---- ·------- l0.45 3. 70 2.90 2.50 2.60 2.10 2.00 7.30 3.00 12 .... ------ -------- 9.15 3. 75 2.90 2.40 2.30 2.20 2.00 3.90 3.10 13 ...... ---- -------- 8.95 3.80 2. 70 2.60 2.40 2.10 2.00 3. 70 4.20 14 ...... ---- -------- 10.75 3. 70 2.70 2.70 2.30 2.10 1.90 4.00 6.80 

15 .... ------ 1L55 3. 70 2.60 2.60 2.30 2.10 1.90 3.90 7.80 16 ... ------- ------·· 11.40 3.60 2.60 2.80 2.30 2.00 1.90 3.80 7.60 17 .......... ~ - ----- 10.85 3.60 

• 00 I 

2.80 2.30 1.90 1.90 3.90 6. 70 18.--------- ----·--· 10.05 3.70 2.60 2.'70 2.30 1.90 1.90 4.30 6.10 

19 .... ·----- -------- 9.05 3.60 2.60 2. 70 2.30 1.80 1.90 4.40 5. 70 

20-- ---- -------- 8.25 3.60 2.50 2.50 2.20 1.80 1.90 4.30 5.40 21. ...... ::: --·---- 7. 75 3.60 2.(")() 2.50 2.10 1.90 1. 90 4.10 5.60 22 ...... ---- ·------ 7.35 3.80 2.50 2.50 2.10 1.90 1.90 3.80 6.90 23 .... -----· ----·--· 7.05 3.80 2.50 2.50 2.10 1.80 l. 90 3.90 6.30 24.c ........ --io:oo· 6.65 3.80 2.50 2.50 2.10 1.80 1. 90 3.60 6.30 21) ______ ---- 6.20 3.80 2.50 2.50 2.00 1.80 1.90 3.40 6.50 

I 

26 .. ________ 9.2:; 5.85 3. 70 2. 70 2.40 2.00 1.90 1.90 3.40 7.10 

27---------- 8.10 5.70 3.60 2.60 2.40 2.00 1.90 1.90 3.30 6.90 

~-- 7.35 5.65 3.50 2.60 2.40 2.30 1.80 1.80 3.20 6.40 

---- 7.30 5.35 3.30 2.90 2.40 2.20 1.90 1.90 3.10 5.80 

----- 7.55 5.10 3.20 3.20 2.40 3.50 2.10 1.90 3.10 5.00 

---- 7.45 -------- 3.20 -------- 2.30 3.20 ----·--- 1.90 -------- ------

·wEST BRANCH OF SUSQUEHANNA RIVER AT AL:J;...ENWOOD, 

PENNSYLVANIA. 

The West Branch of Susquehanna River rises in Cambria County, 

Pennsylvania, and flows in a general northeasterly direction, meeting 

the North Branch on the western border of Northumberland County 

and forming Susquehanna River.' 

Observations of height of water on the West Branch have been 

made by ~he Weather Bureau at Lockhaven, Pennsylvania, 47 miles 

above Allenwood. The drainage area is given as 3,740 square miles, 

and the width of river 1,125 feet. The gage is in two sections. The 

lower section is painted on the side wall of the canal lock, and the 

upper is on the highway bridge over the river. The elevation of the 

zero is 555.7 feet. The highest water was '1s feet, on .June ·1, 1889, 

and the danger line is at ten feet. 

Below the junction of the North and West Branches of Susquehanna River observations have been made of height of water by the 

Weather Bureau at Selins Grove, 45 miles above Harrisburg. The 

drainage area is given as 17,600 square miles. The river at this point 

is about 1 mile wide, including an island 400 feet wide. The gage is 

on the west abutment of a railroad bridge. 

A gaging station was established on the West Branch by E. G. Paul 

on March, 25, 1899, at Allenwood, Pennsylvania, 20 miles above the 

junction with the North Branch. Measurements are made from the 

• 
PENNSYLVANIA. 79 

public highway bridge, one-fourth of a mile east bf the railroad station at Allenwood. The wire gage is 42.15 feet from zero to the end 

of the weight, and is referred to a pine-board scale fastened to iron- · 

work of the bridge and divided into feet and tenths. The initial 

point of soundings is at the end of the iron guard rail on the right 

bank. The channel is straight for one-half a mile above and below 

the station. The current is sluggish, but unobstructed. ·rhe banks 

are low and subject to overflow at time of high w~ter. The bed of 

the stream is rocky and constant. The observer is FrankL. Allen, 

a farmer living 200 feet from the gage. The following measurements 

were made by E. G. Paul during 1899: 

March 24, gage height, 4.90 feet: discharge, 3~,031 second-feet. 

June 8, gage height, 3.00 feet; discharge, 3,988 second-feet. 

July 28, gage height, 2.05 feet; discharge, 1,360 second-feet. 

September 15, gage .height, 1.90 feet; discharge, 1,234 second-feet. 

October 17, gaffe height, 1.70 feet; discharge, 842 second-feet. 

Daily gage height, in feet, of West Branch of Susquehanna Rive1· at Allenwo0d, 

Pennsylvania, for 1899. 

~ Mar. >cpr. M•y. June. Jnly. Aug. _Sept. -~c:- Nov. Dec. 

l_ _________ --·---- 6.70 3.80 3.50 2.90 :?.00 2.70 2.00 2.20 2.90 

2 __________ -------- (i.3') 3.80 3.50 2.70 2.00 2.70 2.00 3.60 2.80 

3__________ ________ 5.oo a.HO 3.40 2.so 2.00 2.10 1.90 4.20 2.10 

4.--------- -------- 5. 35 3. !JO 3. 40 2. 50 1. 80 2. 50 1. 90 5. 20 2. 70 

5__________ ________ 5.05 3.80 3.30 2.40 1.70 2.40 1.00 4.uo 2.70 6 __________ ----·--- 4.90 3.60 3.20 2.40 1.70 2.30 1.90 4.00 2.60 7 __________________ 4.80 3.50 3.00 2.30 1.70 2.10 1.90 3.40 2.60 

8 ..... ----- . ------- 6. 45 3. 30 3. uo 2. 40 1. 70 2. 00 1. 90 3. 20 2. 60 

9 __________ . --------! 7.80 3.40 2.90 2.20 1.70 2.00 1.90 3.00 2.60 

10 ___________________ ! 7.40 3.50 2.90 2.00 1.70 2.00 1.80 3.00 2.60 

11 .• ________________ ' 6.60 3.60 2.70 2.10 1.70 1.90 1.80 3.00 2.60 

12 .... ------ ---- ---- 6. 20 3. 70 2. 60 2. 30 1. 70 1. 90 1. 80 3. 20 5. 30 

13 __________ -------- 6.50 3.50 2.60 2.20 1.90 1.90 1.70 3.30 8.40 

14 __________ -------- 7.00 3.40 2.60 2.20 ·1.90 1.90 1.70 3.40 7.40 

15 __________ ·------- 6.90 3.30 2.50 2.30 1.90 1.90 1.70 3.50 6.50 

16 __________ ------- 6.80 3.20 2.50 2.20 1.90 1.90 1.70 3.60 5.80 

17 __________________ 6.40 a.4o 2.so 2.ao 1.9o 1.90 1.70 3.80 5.10 

18 .. ________ -------- 5.60 3.80 2.40 2.40 1.90 1.90 1.70 3.90 4.90 

19. _________ -------- 5.40 7.40 2.40 2.60 1.80 1.90 1. j() 4.10 4.80 

20 ...... ---- -------- 5. 00 6. 50 2. 40 2. 80 1. 70 1. 90 1. 70 4. 30 4. 70 

2L ----- ________ ---- 4. 80 5. 75 2. 40 3. 00 1. 70 1. 90 1. 60 4.10 4. 30 

22 .. ________ -------- 4.70 5.15 2.30 2.70 1.70 1.90 1.60 4.00 4.20 

23__________ 4.90 4.50 4.70 2.20 2.50 1.70 1.90 1.fiJ 3.90 4.20 

24---------- 4.90 4.40 4.35 2.20 2.30 1.60 1.!JO 1.60 3.80 5.15 

25__________ 4.60 4.30 4.00 2.80 2.20 1.60 1.90 1.60 3.70 7.25 

26 __________ 4.20 4.30 3.80 2.50 2.20 1.60 1.90 1.60 3.60 5.60 

?:I.--------- 4. 30 4. 30 3. 60 2. 60 2.10 1. 70 2. 00 1. 60 3. 40 5. 00 

28 __________ 6.20 4.20 3.50 2.70 2.00 3.70 2.00 1.60 3.30 4.50 

29__________ 6.70 4.30 3.40 2.70 1.90 3.00 2.00 1.60 3.20 4.10 

30 __________ 7.80 4.10 3.40 2.80 1.80 2.60 2.00 1.60 3.10 3.60 

31__________ 7.35 3.50 2.00 2.60 1.60 ------·- -----·--

JUNIATA RIVER AT NEWPORT, PENNSYLVANIA. 

Juniata River rises in Center County, Pennsylvania, and flows in 

a general southeasterly direction into Susquehanna River 15 miles 

above Harrisburg. Its drainage area is mountainous and for the 

most part covered with forest growth. The station was established 

at Newport, about 15 miles above its junction with the Susquehanna, 
80 OPERATIONS AT RIVER STATIONS, 1899.-PART I. [No.35. 

on March 21, 1899, by E. G. Paul. It is at the covered wagon bridge, 

800 feet east of the public square, Newport, Pennsylvania. The wire 

gage is 39.54 feet long from the end of the weight to the index. A 

scale board is nailed to the bridge timbers inside of the structure and 

is divided into feet and tenths. The initial point of soundings is at 

the end of the woodwork uf the bridge on the right bank. The 

channel is straight for half a mile above and below the station. The 

current is swift and unobstructed. The banks are high and not subject to overflow. The bed of the stream is rocky and the section 

constant. The observer is A. R. Bortel, a laborer living in Newport, 

Pennsylvania, about 800 feet from the gage. The following measurements were made by E. G. Paul during 1899: 

March 21, gage height, 6.60 feet; discharge, 13,094 second-feet. 

June 9, gage height, 3.20 feet; discharge, 1,903 second-feet. 

July 31, gage height, 2.90 feet; discharge, 682 second-feet. 

September 14, gage height, 4.55 feet; discharge, 4,625 second-feet. 

October 18, gage height, 2.90 feet; discharge, 829 second-feet. 

Daily gage height, in feet, of Juniata River at Newport, Pennsylvania, for 1899. 

I 

Day. Mar. Apr. May. June. July. Aug. Sept. Oct. Nov. Dec. 

-------------------

1---·-- ---- __ , .......... 7.00 3.40 3.11 2.70 3.00 ;J.50 3.20 2. 70 3.30 2 __________ -------- 6.10 3.40 3.60 2.70 3.00 3.50 3.10 4.00 3.311 3 __________ -------- 5.50 3.60 3.50 2.60 3.00 3.40 3.10 4.90 3.30 

4 --------- .................. 5.10 3.70 3.40 2.50 3.00 3.40 3.10 4.60 3.30 5, _________ ..................... 4.90 3.50 3.30 3.00 3.00 3.20 3.00 4.20 3.30 6 _________ -------- 4.50 3.40 3.40 3.00 3.00 3.30 3.00 3.90 3.20 7 __________ ................. 4.30 3.40 3.30 3.00 3.30 3.30 3.00 3. 70 3.10 

8 .. -------- 5.60 3.40 3.20 3.00 3.50 3.30 3.00 3.50 3.10 9 __________ -------· 7.80 3.60 3.20 3.10 3.30 3.30 2.90 3.50 3.10 

i~~~~~=:::::' ................... 6.90 3.60 2.80 3.30 3.20 3.30 2.90 3.40 3.10 

5.80 4.00 2.80 3.30 3.10 3.30 2.90 3.30 3.10 

12 .... ------ ................ - 5.50 4.10 2.80 3.30 3.10 3.40 2.90 3.30 3. 70 

1;J. ___ - ----- 5.10 4.00 2.80 3.10 3.40 4.80 2.90 3.30 4.80 14 __________ -------- 4.90 3.80 2.70 3.10 3.10 4.80 2.90 3.20 5.50 

15 .... ------ -------- 4.80 3.80 2.70 3.10 3.10 3.80 2.90 3.20 5.10 

16 ____ ------ ..................... 4. 70 3.60 2.70 3.00 3.00 3.50 2.90 3.20 4.80 

17.. ..••. ___ .............. 5.50 3.70 2.70 2.90 3.00 3.30 2.90 3.20 4.30 18 ______ --~: ...................... '4.40 4.10 2. 70 2.90 3.00 3.10 2.90 3.10 4.00 19 __________ ........................ 4.30 8.00 2.60 2.90 3.00 3.10 2.90 3.11) 4.00 20 __________ 

-"6:50· 4.10 7.30 2.60 3.00 3.10 3.10 2.110 3.10 3.70 

21 ______ .... 4.00 7.60 2.60 3.00 3.00 3.10 2.90 3.10 3. 70 

22 ____ ------ 6.00 3.90 5.10 2.60 3.00 3.00 3.10 2.90 3.10 5.00 

23 .... ------ 5.70 3.80 4.70 2.50 3.00 2.90 3.10 2.80 3.10 5.00 

24 ______ ---- 6.00. 3.80 4.40 2.50 3.00 2.90 3.10 2.80 3.40 5.00 25 ______ ---- 5.50 3. 70 4.00 2.50 3.00 2.00 3.10 2.80 4.00 5.80 

26 ·--------- 5.20 3.60 3.70 2.50 3.00 2.90 3.10 2.80 4.00 5.50 

27 ·--- ------ 5.10 3.60 3.70 2.50 2.80 2. 90 3.10 2.80 3.80 4.50 28 ____ ------ 5.10 3.60 3. 70 2.60 2.90 4.40 3.20 2.80 3.60 4.30 29 __________ 8.80 3.50 3. 70 2. 70 2.90 4.10 3.30 2.80 3.50 4.10 

30 .... ------ 10.30 3.40 4.10 2. 70 2,90 5.00 3.30 2. 70 3.40 4.10 31 ______ ---- 8.30 ~---- ......... 3.11 ............ ---- 2.90 4.40 ._ ... _____ 2. 70 ..................... 4.10 

SUSQUEHANNA RIVER AT HARRISBURG, PENNSYLVANIA. 

Observations of the height of water in the Susquehanna River have 

been made for several years at the pump house of the waterworks 

located in the western part of the city of Harrisburg, Pennsylvania, 

this being about 55 miles below the junction of the north and west 

branches. A float is located in the pump well connected with the 
PENNSYLVANIA. 81 

river, which indicates the height of water upon a painted scale. The 

datum is the low-water mark of 1804. Observations are made by the 

engineer, C. M. Nagle, each morning before starting the pumps. The 

record since 1890 has been furnished by E. Mather, president of the 

Harrisburg Water Company. Measurements of discharge are made 

from the open iron bridge on Second street. The initial point for 

soundings is the iron upright on the east end of the bridge. The 

stream is divided into two channels, with a large island between. 

The channel above and below the station is straight for about 2,500 

feet, the banks high, and the current of moderate velocity. The first 

measurement was made on March 31, 1897. The results of measurement may be found as follows: 1897, Nineteenth Annual Report, Part 

IV,'pages 122-127; 1898, Twentieth Annual Report, Part IV, page 109. 

The following measurements were made by E. G. Paul during 1899:· 

June 11, gage height, 1.75 feet; discharge, 11,746 second-feet. 

July 29, gage height, 0.91 foot; discharge~ 6,534 second-feet. 

September 12, gage height, 0. 75 foot; discharge, 5,404 second-feet. 

October 25, gage height, 0.16 foot; discharge, 3,625 second-feet. 

Daily gage height, in feet, of Susquehanna River at Harrisburg, Pennsylvania, for 

1899, 

ay. 

1 

2 

3 

4 

5 

6 

7 

8 

9 

10 

11 

12 

13 

14: 

15 

16 

17 

18 

19 

20 

21 

22 

23 

2i 

25 

26 

27 

28 

29 

30 

~ 

---- ~ 

-----

-----

---·-

··----

---·--

-----

·----

-----

-----

-----

.......... 

---·-

-----

-----

-----

-----

-----

-----

-----

-----

-----

-----

----· 

-----

-----

........... 

-----

-----

-----

----· 

Jan. Feb. Mar. Apr. May June July Aug. I Sept. I Oct. Nov. ne-:l 

---!-

3.25 2.50 8.41 7.25 3.41 2.50 1. 75 0. 75 1.83 1.08 0.50 1. 75 

3.16 2.011 8.16 6.41 3.08 2.58 1.66 .75 1.50 .83 1.66 1.58 

2.75 1.91 7.83 5.80 3.08 2.50 1. 66 .75 1.25 .83 2.50 1.50 

3.25 2.25 7.41 5.33 3.41 2.50 1. 50 .75 1.08 . 75 3.25 1.50 

3.50 2.58 8.00 4.91 3.16 2.50 1.33 .75 1.08 .66 4.50 1.50 

5.00 2.66 12.50 4.41 3.16 2.33 1.25 .91 1.00 .66 3.91 1.50 

8.00 2.83 13.00 4.25 3.00 2.08 1.25, .75 .91 .58 3. 75 1.50 

6.83 2.41 11.41 4. 75 2. 75 1. 91 1.16 . 75 .91 .58 3.16 1. 50 

6.08 2.50 9.25 6.83 2.83 1.91 1.16 .83 .83 .58 2.83 1.50 . 5.41 2.41 7.66 8. 75 2.66 1.91 1.16 .75 1.00 .66 2.50 1.50 

4.58 2.41 6.50 8.41 2. 75 1. 75 1. 41 .66 1.00 .58 2.25 1.50 

4.00 4.41 5. 75 7.75 2. 75 1.66 1. 25 .66 . 75 .58 2.16 1.50 

3.33 4.41 5. 75 6.75 2.91 1.66 1.16 1.08 .83 .50 2.08 2. 75 

3.16 4.58 7.50 6.75 2.83 1.58 1.16 1. 08 1.41 .50 2.00 5.50 

3.33 4.58 8.41 8.00 2.58 1.50 1.16 1.25 1.25 .51 2.25 6.33 

3.66 4.66 8.00 8.00 2.50 1.50 1.08 .91 .83 .41 2.41 6.00 

4.83 4.83 7.41 7.83 2.50 1.41 1.00 .66 . 75 .41 2.41 5.33 

7.00 4.83 6.41 7.33 2.58 1.25 1.25 .66 . 75 .41 2. 41 4.58 

6.33 4.91 4.33 6.83 3.75 1.25 1.25 .50 .58 .41 2.83 4.08 

5.66 4. 75 7.16 6.00 4. 75 1.25 1. 25 .50 .66 .33 3.00 3. 75 

4.91 4.91 8.50 5.41 5.16 1.25 1. 25 .50 . 75 .33 2.91 3. 75 

4.33 5.33 8.16 5.08 4.25 1.16 1.33 .50 .66 .33 2.58 3.83 

4.25 7.50 7.50 4.91 3.91 1.08 1.33 .50 .66 .33 2.50 4.50 

4.08 7.50 7.16 4.50 3.58 1.00 1.33 .50 .66 .16 2.25 4.25 

4.16 7.16 7.41 4.41 3.16 1.41 1.16 .50 .66 .16 2.25 5.83 

5.25 6.83 7.41 4.00 3.00 2.00 1.00 .41 .66 .25 2.25 6. 75 

4.50 7.33 6.83 3.91 2.91 1.66 1.00 .66 1.00 .33 2.16 5.25 

3.83 9.00 6.33 3.75 2.66 1.50 1.00 4.00 1.33 .33 2.00 4.58 

3.25 ---·-·- 6.83 3.66 2.50 1.50 .91 2.66 1.16 .41 2.00 3.83 

3.00 . -............. 7.83 3.50 2.50 1. 75 .83 2.50 1.08 .33 1.83 3.00 

3.00 -----·- 8.08 ......... ""' ... 2.50 --·---- .75 2.16 -----·· .33 ---·-- 2.25 

OCTORARO CREEK AT ROWLANDSVILLE, MARYLAND. 

This stream rises in Lancaster County, Pennsylvania, and flows in 

a southwesterly direction between Lancaster and Chester counties 

into Maryland, where it empties into the Susquehanna River about 

IRR 35--6 
82 OPERATIONS AT RIVER STATIONS, 1899.-PART I. [No.35. 

five miles below the State line. This station was established N ovember 21, 1896, at the wagon bridge in the village of Rowlandsville, 

Maryland. The situation is not a good olle for making measurements, owing to an eddy along the left bank and the proximity of the 

mouth of a small tributary, which would cause cross currents in time 

of high water. The channel is straight, the current swift, the banks 

high and not subject to overflow. The observations· and most of the 

gagings have been made by Hugh ,V. Caldwell, of Rowlandsville, 

~faryland. The record having been continued long enough to ·have 

determined the general flow of the stream the station was abandoned 

September 30, 1899. The following measurements were made by 

Hugh W. Caldwell during 18£19: 

Measurements of Octora1·o Creek at Rowlandsville, Maryland. 

r --Date. ----~':i;,'l,\.~DI~harge. Date. h':~c Di~harge.l 

I 1899. ~----11-----18_9_9_--~1---

r Feet. Sec. feet. Feet. Sec. feet. I 

January2L........... 6.40 1,505 June28. ······-········ 3.50 185 

I 

February 4. ...... .... 4. 40 531 June 29. ........ ... .... · 4. 00 387 

March 15.... .. .. . ..... 5. 00 66o July 15 __________ ...... 3. 50 219 

March 3L ......... ____ 4.80 722 July 28 ....... .... ...... 3. 40 186 

April15 ............... 4.30 507 August'i............... 3.50 171 I 

I 

~~~i~~~=~~--~--~:::::::~1 1:~ 1~g I ~~~~:~lL:~.-~:==~=~:: 3:~ I 1,~! May20................ 4.00 413 August28 .. -------~---- 3.60 206 June 5 ...... ...... .... 3.80 338 September 25. _ ________ 5.60 1,113 June 16 ....... .... .... 3. 70 1t19 

Daily gage height, in feet, of Octoraro Creek at Rowlandsville, Maryland, for 1899. 

~: I Jan. Feb. Mar. Apr. May. June. July., Aug. Sept. 

I~--------------------- 1_ ___________ 4.60 3.90 4.30 4.50 4.00 3.80 3.50 3.35 3.50 

2............ 4.80 4.00 4.45 4.40 4.00 3.80 3.40 3.30 3.45 

3 ............ 4.95 4.00 4.50 4.20. 4.00 3.80 3.40 3.25 3.40 

4____________ 4.80 4.3{' 4.80 4.10 I 4.00 3.70 3.40 3.30 3.30 

5............ 4.95 4.40 7 45 4.00 4.00 3.70 3.55 3.30 3.20 6 ............ 5.45 4.40 6.70 3.90 4.00 3.70 3.90 3.30 3.15 7 ____________ 5.55 4.30 5.75 5.30 4.00 3.60 3.60 3.55 3.20 

8 ---·-· ...... 4.80 4.10 5.15 5. 05 4.35 3. 75 3. 85 3. 40 3.20 

9 ... --- ...... 4.55 4. 00 4. 50 4. 85 4. 35 3. 75 3. 85 3. 3.1) 3. 40 

10 ...... ...... 4. 50 3. 90 4. 05 4. 75 4.05 3. 90 3.55 5.30 3.40 

11 ...... -...... 4. 50 3. 85 3. 80 4. 65 4. 20 3. 75 3. 50 3. 55 3. 45 

12 ............ 4.30 4.20 3.75 4.30 4.25 3.70 3.45 3.45 3.70 

13 ............ 4.75 4.85 6.30 4.30 4.05 3.70 3.45 3.45 3.50 

14 ............ 4.40 5.00 4.60 4.30 4.15 3.70 3.45· 3.40 3.40 

15.. .... ...... 4. 30 4. 70 5.15 4. 30 4. 00 3. 70 3. 50 3. 40 3. 40 

16 ............ 4.25 4.65 4.70 4.20 4.05 3.70 3.50 3.40 3.30 

17 ............ 4.15 7.20 4.40 4.25 4.00 3.65 3.40 3.40 3.30 

18...... ...... 4.00 6.90 4.30 4.20 4.25 3.60 3.55 3.40 3.30 

19............ 3.90 6.80 4.25 4.20 4.05 3.60 3.45 3.40 3.35 

20............ 3.85 6.45 4.20 4.20 4.00 3.60 3.40 3.30 3.85 

2L....... .... 3. 70 6.15 4. 05 4.20 4. 00 

1

• 3. 65 3. 35 3.25 3. 70 

22.. .... ...... 3. 70 5. 75 4. 00 4. 20 3. 95 3. 60 3. 35 3. 40 3. 60 

23...... ...... 3. 60 5.50 4.00 4.20 3.90 3.50 3.30 3.35 3.35 

24 .. ----.. .... 6. 30 5. 25 3. 90 4.10 3. 90 3. 50 3. 35 3. 30 3. 30 

25 .......... ". 6.10 5.05 5.20 4.10 3.85 3.65 3.30 3.30 3.50 

26 ............ 5.60 5.55 4.70 4.10 3.80 3.65 3.65 3.30 6.30 

27 ............ 4.90 5.05 4.50 4.00 3.80 3.50 3.65 3.50 4.95 

28----.. ------ 4. 45 4. 55 6. 95 4. 00 3. 80 3. 50 3. 40 3. 551t:J. 65 

29............ 4.25 5.60 4.00 3.so a.8o 3.40 3.50 4.00 

30 ............ 4.10 5.00 4.00 3.85 3.60 3.40 3.50 4.15 

31.----------- 4. 05 4. 80 3. 80 3. 40 3. 50 ---- .... 

Discontinued September 30,1899. 
MARYLAND. 83 

PATAPSCO RIVER AT WOODSTOCK, MARYLAND. 

This river rises in the north-central part of Maryland, flows in a 

southeasterly direction between Baltimore and Howard counties, and 

empties into Chesapeake Bay. Its watershed is a hilly country 

largely under cultivation. A station was established at Woodstock 

August 6, 189G, by E. G. Paul. The drainage area is 251 square 

miles and is partly shown on the Ellicott and Frederick sheets of the 

topographic atlas. .Measurements are made from the county hridge on 

the road from Woodstock to Granite, Maryland, 1 t miles below the 

junction with the North Branch, as shown on the Ellicott atlas sheet. 

The scale is a board graduated to feet and tenths with small nails, 

and fastened to the floor timber of the bridge. The bench mark is a 

United States Geological Survey standard copper bolt, set in the face 

of the retaining wall of the entrance to the college grounds at the 

north end of the bridge. It is 22.06 feet above gage datum. The 

bridge was repaired on January 20-25, 1899, and the gage destroyed. A 

new gage was established on January 30, Us99, and referred to the same 

bench mark. The channel is rough and rocky. The banks are high 

and not subject to overflow. At a time of extreme high water the 

channel is liable to changes. The observer is David Donovan, a storekeeper at Woodstock, Maryland. The three following measurements 

were made by E. G. Paul during 1899; January 30, gage height 4.30 

feet, discharge 431 second-feet; May 22, gage height 4.20 feet, discharge 400 second-feet; September 6, gage height 3.60 feet, discharge 

129 second-feet. 

Daily gage height, in feet, of Patapsco River at Woodstock, Maryland, for 1899. 

lo ay. 

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 

~:l{j--

27 

28 

29 

30 

-----

-----

-----

-----

----·-

-··---

-----

-----

-----

-----

-·---

-----

--·--

-----

-----

----

-----

_ .. ___ 

-----

----- L -----

Jan. 

--

(a) 

Cal 

(a) 

(a) 

(a) 

(a) 

(a) 

(ct) 

(a) 

(a) 

(a) 

(a) 

(a) 

(a) 

(a) 

(n) 

(a) 

(a) 

(a) 

(a) 

(a) 

(a) 

(a) 

(a) 

(a) 

(a) 

(a) 

(a) 

(a) 

4.30 

3.90 

Feb. Mar. 

----

3.80 4.85 5.10 4.90 5.00 4. 70 4.90 4. 75 4.90 8.50 5.20 6. 70 5.35 5.20 Ice. 4.90 

Ice. 4.70 Ice. 4. 70 Ice. 4. 75 Ice. 4. 75 Ice. 4.65 Ice. 4.i5 

Ice. 4.85 Ice. 4..80 Ice. 4.60 Ice. 4. 75 Ice. 5.30 Ice. 4.85 6.20 4. 70 5. 75 5.00 5.40 4.90 

4.95 4.50 5,15 4.40 4.80 4.40 6.15 4.40 5.05 5.30 

------- 4.85 

------- 4. 75 

---·--- 4.65 

Apr. May. June. July. Aug. Sept. Oct. Nov. De-:--1 

------------------

4.65 4.20 3.95 3. 75 3.65 3.60 3.55 3.60 3.70 4.50 4.15 4.15 3.60 4.30 3. 70 3.55 3. 75 3.60 4.45 4.20 3.95 3. 70 4.10 3.80 3.55 3. 70 3.20 4.35 4.30 3.95 3. 75 3.85 3.65 3.40 3.60 3.60 4.40 4.15 3.95 4.25 3.85 3.60 3.60 3. 70 3.60 4.30 4.25 3.95 4.00 3.85 3.45 3.80 3.60 3.65 4.60 4.25 3.80 3.90 3.90 3.40 3.75 3. 70 3.55 5.90 4.35 3.85 3.90 3. 75 3. 75 3.60 3. 70 3.60 4.65 4.45 3.95 3.90 3. 75 3.45 3.70 3. 70 3.65 4.65 4.25 4.20 3.95 3.70 3. 70 3. 70 3. 70 3. 75 4.45 4.15 4.20 3. 75 3.55 3.55 3.65 3. 70 3. 75 4.50 4.35 4.15 3.65 3.60 3.55 3.55 3.50 4.05 4.20 4.2.1) 4.10 3.80 3.65 3.55 3.45 3.50 3.90 4.35 4.25 4.05 4.05 3.85 3.50 3.50 3.75 3.80 4.40 4.20 3.95 3.80 3.35 3.50 3. 70 3.65 3.65 4.45 4.15 4.00 3.80 3.80 3.45 3.65 3.60 3.60 4.45 4.25 4.10 4.15 3.65 3.35 3.65 3.70 3.30 4.40 4.85 4.00 4..15 3.75 3.45 3.65 3.70 3.85 4.30 4.50 3.95 3.95 3.65 3.45 3.60 3.60 3.95 4.30 4.25 3. 75 3.80 3.65 3.35 3. 70 3.80 3.95 4.30 4.20 3.85 3. 75 3.65 4.00 3.55 3. 75 3.85 4.30 4.20 4.00 3. 75 3.60 3.45 3.40 3. 75 3.80 4.25 4.25 3.85 3. 70 3.55 3.40 3.40 3. 70 3.20 4.25 4.20 3.80 3.90 3.50 3. 4.5 3.55 3.65 3.30 4.30 4.10 3.80 3.85 3.50 3.55 3.55 3. 70 4.40 4.25 4.05 3.85 3.90 3.60 5.90 3.60 3. 70 3.95 4.30 4.00 4.00 3.85 3.65 4.25 3.65 3.65 3.80 4.25 4.10 3.85 3. 75 3.90 4.00 3.60 3. 75 3.85 4.20 4.00 3. 75 3. 75 3.90 3.60 3.25 3. 70 4.15 4.20 4.00 3.85 3.50 3.55 3.55 3.60 3.70 4.60 

------- 4.00 ------- 3.80 3.65 ------- 3.60 ------- ·-------1 a Gage out; no readings. 
84 OPERATIONS AT RIVER STATIONS, 1899.-PART I. [No.35. 

NORTH BRANCH OF POTOMAC RIVER AT PIEDMONT, WEST VIRGINIA. 

This stream rises in the western part of West Virginia and flows in 

a northeasterly direction, forming the boundary between Maryland 

and West Virginia. At a point about 15 miles below Cumberland 

it is joined by the South Branch, forming the Potomac River. The 

drainage area is mapped on Piedmont, St. George, Accident, Grantsville, and Frostbu1·g atlas sheets. Systematic measurements of discharge have been made at Piedmont, vVest Virginia. This station, 

established June 27, 1899, by E. G. Paul, is located at the iron 

highway bridge connecting Luke, Maryland, with Piedmont, West 

Virginia. The wire gage is 38.87 feet from index to end of weight, 

and is referred to a scale board 14 feet long, attached to the bridge 

90 feet from. the first pier, and is divided into feet and tenths. The 

channel is straight for an eighth of a mile above and below the station. The current is swift and unobstructed. The right bank is high 

and rocky, but the left bank is low and liable to overflow. The bed 

of the stream is rocky and' permanent in section. The observer is 

Charles W. Beck, a bookkeeper at Piedmont, West Virginia. A 

measurement was made by E. G. Paul on June 27, 1899, at a gage 

height of 3.00 feet, when the discharge was 350 second-feet. 

Daily gage height, in feet, of North Branch of Potomac River at Piedmont, TVest 

Virginia, for 1899. 

l 

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 

dO 

31 

Day. 

---

-------

__________ ·------- .. _____ 

----------------

--------------·-

----------------

----------------

----------------

---------------

---------------- -------------- ---------- _____ .. 

----------------

----------------

---------------

------------- ----------------

---· ------------ ----------------

----------------

----------------

---------- _____ ,. 

----------------

----------------

____________ .,. ___ 

------......... -........... 

----------------

----·-----------

---- ............ ------ ---- ... -.......... ------ ----------------

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

June. July. 

------

--------- 3.15 

---------- 2.90 

---------- 2.80 

---------- 2.70 

---------- 2.65 

---- ------ 2.70 

--------- 2.80 

---------- 2.70 

---------- 2. 70 

---------- 2. 70 ____ ., _____ 2.65 

--~ ------- 2.50 ---------- 2.40 

---------- 2.85 

--· .. ------ 2.85 

---------- 2.50 

---------- 2.70 

---------- 2.90 

---------- 2.65 

---------- 2.50 ...................... 2.35 

---------- ---·------ ---------- 2.30 

---------- 2.30 

---------- 2.30 

-----3.-oo· 2.20 

2.15 

2.90 2.50 

3.85 2.35 

3.50 2.30 

---------- 2.45 

Aug. Sept. 

------

2.50 2.20 

2.35 2.20 

2.25 2.10 

2.40 2.00 

2.40 2.30 

2.40 2.20 

2.55 2.15 

2.30 2.10 

2.30 2.20 

2.25 2.30 

2.10 2.95 

2.15 3.40 

2.10 2.75 

2.10 2.45 

2.10 2.35 

2.00 2.30 

2.00 2.30 

2.00 2.15 

2.00 2.10 

2.00 2.45 

2.00 2.90 

1.95 2.65 

1.90 2.40 

1.90 2.40 

1.90 2.25 

1.90 2.20 

2.10 2.30 

3.00 2.55 

2.90 2.40 

2.55 2.25 

2.35 ----·-----

Oct. Nov. 

------

2.20 3. 75 

2.20 3.90 

2.15 3.05 

2.10 2.80 

2.10 2.70 

2.10 2.55 

2.20 2.50 

2.10 2.40 

2.15 2.40 

2.10 2.40 

2.10 2.40 

2.20 2.40 

2.10 2.30 

2.10 2.30 

2.00 2.30 

2.20 2.30 

2.10 2.30 

2.10 2.20 

2.10 2.40 

'2.10 3.35 

2.10 3.00 

2.00 2.80 

2.00 2.85 

2.10 3.30 

2.10 3.20 

2.10 3.00 

2.10 2.80 

2,10 2.80 

2.20 2.70 

2.15 2.60 

2.15 ----------

De 

2. 

2. 

2. 

2. 

2. 

2. 

2. 

2. 

2. 

2. 

2. 

5. 

4. 

3. 

3. 

3. 

3. 

3. 

3. 

3. 

3. 

3. 

3. 

3. 

3. 

2. 

2. 

2. 

2. 

2. 

2. 

60 

60 

60 

55 

50 

40 

40 

40 

35 

40 

50 

20 

60 

75 

60 

35 

05 

15 

20 

70 

30 

20 

10 

00 

00 

90 

80 

80 

80 

80 

~ 
WEST VIRGINIA. 85 

SOUTH BRANCH OF POTOMAC RIVER AT SPRIN3FIELD, WEST VIRGINIA. 

TJlis stream rises in Highland County, West Virginia, and flows 

in a northeasterly direction, joining the North Branch of Potomac 

River about 15 miles below Cumberland, Maryland, forming Potomac 

River. The drainage area of the South Branch consists of long, 

narrow, mountain valleys, sparsely settled and little cultivated, being 

for the greater part covered with timber. The region being free 

from manufacturing industries and mining operations, no pollution 

of the waters occurs. The drainage area is mapped on the following atlas sheets: Romney, Piedmont, Beverly, Franklin, Woodstock, 

Staunton, and Monterey. A gaging station was established at the 

railroad bridge, 2 miles south of Springfield, West Virginia, in April, 

1894, by Cyrus C. Babb, but was discontinued in 1R96 for want of an 

observer. The present station, established .June 26, 1899, by E. G. 

Paul, is located on the iron highway bridge, one-fourth of a mile 

from Graces Station and 1 mile from Springfield. The wire gage 

is 39.4 feet from the zero to the extreme end of the weight, and is 

referred to a scale graduated to feet and tenths, on the guard rail on 

the upper side of the bridge HO feet from the abutment on the left 

bank. The channel of the streani at this point is curved and the 

current too sluggish to make satisfactory discharge measurements, 

and they are, therefore, made from the railroad bridge over the stream 

1 mile above. The observer is John E. Grace, of Springfield, West 

Virginia. A measurement was made by E. G. Paul, June 26, 1899, at 

a gage height of 4.00 feet, when the discharge was 617 second-feet. 

Daily ga;~e height, in feet, of South Branch of Potoma.c River at Spring.field, West 

Virginia, for 1899. 

I 

Day. June. July. Aug. Sept. Oct. Nov. Dec. 

------------------

1------------.--- -... -...... ~--. 3.20 3.40 3.40 3.40 4.60 4.60 

2---- ---·-· ------ ---------- 3. 70 3.60 3.40 3.40 4.80 4.10 

3 ______ ---------- ---------- 3.70 3.50 3.50 3.40 4.80 4.00 

4---------------- ·--------- 3.70 3.40 3.60 3.30 4.80 4.00 

5---------------- ·--------- 3.60 3.20 3.60 3.30 4. 60 3.80 

6---------- ------ ---- ------ 3.60 3.20 3.60 3.20 4.60 3. 70 

7---------------- ---------- 3.60 3.20 3.50 3.20 4.50 3. 70 

8---------------- ---------- 3. 70 3.20 3.50 3.20 4.40 3.50 

9 ______ ·--------- ---------- 4.20 3.10 3.50 3.20 4.20 3.40 

10---------------- ---------· 3.90 3.10 3.50 3.20 4.10 3.80 

11------ ---·- ----- ---··-- ---- 3.80 3.10 3.40 3.10 4.10 4.00 

12---------------- 3.60 3.00 3.40 3.10 4.00 5.80 13 ________________ ---------- 3.40 3.00 3.40 3.10 4.00 5.60 14. _______________ ---------- 3.20 3.10 3.40 3.20 4.00 5.60 • 

15--.----·-- ------ ---------- 3.10 3.20 3.50 3.20 3.90 5.40 

16 __________ ------ ........................ 3.00 3.20 3.50 3.20 3.80 5.60 

17---------------- ---------- 2.90 3.10 3.50 3.20 3. 70 5.60 

18 ______ ---------- ---------- 3.00 3.10 3.40 3.20 3.60 5.50 19. _______________ ...................... 3.40 3.00 3.40 3.10 3.60 5.50 

20---------------- ---------- 3.20 3.00 3.40 3.10 3.90 5.40 

21. _________ ------ --........ ---- 3.20 3.10 3.30 1UO 4.90 5.40 

22-------·-- ------ ---------- 3.20 3.20 3.30 3.1U 5.90 5.40 23 ________________ ..................... 3.40 3.20 3.20 3.00 5.80 5.00 

24---------------- ---------· 3.50 3.30 3.10 3.00 5.60 4.00 

25-----------·---- 3.50 3.30 3.10 3.20 5.60 Ice. 

26 ________ ·------- ----4~00-- 3.40 3.20 3.00 3.40 5.40 Ice. 

27---- __________ ., 4.20 3.40 3.20 3.00 3.50 5.20 Ice. l!S------ -- 3.00 

3.20 3.10 3.20 3.50 4.80 Ice. 

----------- 4.10 3.20 3.10 3.30 3.80 4. 70 Ice. 

----------- 3.40 3.20 3.20 3.40 4.20 4,60 Ice. 

---.. -.. -.. --- ..... -..... ~ .. -. 3.20 3.20 ---------- 4.40 .............. ____ Ice. 
S6 OPERATIONS AT RIVER S'l'ATIONS, 1899.-PART I. [No.35. 

ANTIETAM CREEK AT SHARPSBURG, MARYLAND. 

This stream rises in the· western part of Maryland and flows in a 

southerly direction, entering the Potomac 10 _miles above Harpers 

Ferry. Its drainage area is mostly of a hilly character and largely 

cultivated. A station was established at Myers Mill, 1 mile east of 

Sharpsburg, Maryland, on the road to Keedysville, Maryland, on 

June 24,1897, by Arthur P. Davis. The measurements are made from 

a three-fourths inch iron cable with 85-foot span, supported by large 

trees on either side of the stream. The gage is a post driven into the 

gravel of the stream bed and bolted to an overhanging tree. The 

initial point for soundings is on the left bank. The channel both 

above and below the station is straight for 300 feet. The right bank 

is low and liable to overflow. The left bank is high and rocky. The 

current is of moderate velocity and the flow unobstructed. The 

results of measurements may be found as follows: 1897, Nineteenth 

Annual Report, Part IV, page 149; 1898, Twentieth Annual Report, 

Part IV, page 122. The following measurements were made byE. G. 

Paul during 1899: January 27, gage height 2.80 feet, discharge 495 

second-feet; May 20, gage height 2.60 feet, discharge 418 second-feet; 

September 5, gage height 1.80 feet: discharge 118 second-feet. 

Daily gage height, in feet, of Antietam Creek at Sharpsburg, Maryland, for 1899. 

Day. Jan. Feb.[ Mar.[ Apr. May. June. July. Aug. Sept. Oct. Nov. Dec. 

1. .. 2.80 2.70 4.75 3.40 2.40 2.40 2.10 1.70 1.80 1.80 2.40 1.60 

2. ---· 2. 70 2.60 4.20 3.30 2.45 3. 75 1.90 1.60 1.80 1.80 2.25 1.60 

3 ..... 2.60 2.60 4.10 3.20 2.90 2.60 2.00 2.55 1. 70 1. 70 2.00 1.60 4 ____ 2. 70 2.60 3.85 3.20 - 2.50 2.60 1;85 1. 90 2.00 1.60 1.80 1.50 

5 ..... 3.00 2.80 4.80 3.10 2.50 2.40 1.90 1.80 1.80 1.60 1.80 1.60 6.---- 3.40 2.80 4.40 3.00 2.50 2.40 1.80 1. 70 1.80 1.50 1.90 1.50 

•----- 3.55 2.50 4.05 2.90 2.40 2.30 2.00 1. 90 1.70 1.50 1.80 1.50 

8 ..... 3.20 2.40 3.90 3.25 2.55 2.30 1.90 1. 70 1. 70 1.50 1.50 1.60 

9 ..... 3.00 2.60 3.60 3.10 2.70 2.45 1.90 1. 70 1.85 1. 70 1.60 1.60 

10 ..... 3.00 2.80 3.50 3.00 2.55 2.70 2.00 1.80 1.60 1.60 1. 70 1.50 

11. .... 2.90 2.60 3.50 2.90 2.50 2.65 1.90 1.80 2.30 1.50 1.60 1.50 12 ..... 2.80 2.80 3.40 2.80 2.50 2.40 1. 80 2.35 2.10 1.50 1. 70 1.60 

13 ..... 2.90 2.80 3.30 2.80 2.50 2.40 2.15 1.90 1.85 1.50 1. 70 1.60 14 ..... 3.00 2.80 3.20 2.80 2.40 2.35 2.00 2.00 1.80 1.50 1.60 1. 70 

15.---- 3.00 2.90 3.20 2.80 2.30 2.30 1.90 1.90 1. 70 1.40 1.60 1.80 16 .. ___ 3.00 2.90 3.50 2.80 2.40 2.30 1.85 1.80 1.60 1.80 1.60 1.80 

17 .. _ .. 3.00 2.80 3.20 2. 70 2.20 2.30 1. 95 1.90 1.60 1. 70 l.HO 1. 70 

18 ..... 3.00 2.90 3.20 2. 70 3.15 2. 20 1.80 1.80 1. 70 1.60 1. 70 1. 70 19 _____ 2. 90 2.90 3. 70 2. 70 2.80 2.25 1. 85 1.80 2.00 1.60 1. 70 1. 60 20 _____ 2.80 2.80 3. 75 2.60 2.60 2.20 1.80 1.60 1.90 1.60 1. 70 1.60 2L ... 2.80 3.20 3.40 2.60 2.50 2.20 1.80 1.80 1.90 1.60 1. 70 1. 70 

22 ..... 2.80 4.30 3.40 2.60 2.50 2.10 1.80 t70 1.80 1.60 1.80 1.60 23 ..... 2.80 4.1G 3.50 2.50 2.50 2.00 2.05 1.80 1. 80 1. 70 1.80 1.60 

24.. ... 2.80 3. 7() 3.40 2.40 2.40 2.10 1.90 1. 70 1. 70 1.60 1. 70 1.85 

25 ..... 3.25 3.50 3.30 2.50 2.30 2.05 1. 70 1.65 1.90 1.60 1.60 2.65 

26 ..... 2.90 4.50 3.20 2.45 2.30 2.20 1. 75 1. 70 1.90 1.50 1.60 1.90 27 _____ 2.90 5.40 3.00 2.50 2.30 2.10 1. 70 3.45 1.80 1.50 1. 70 2.00 

28 ..... 2.80 5.15 3.50 2.50 2.30 2.15 1.60 2.80 1.80 1.50 

''1t~ 29 _____ 2.80 ------- 3.90 2.50 2.20 2.10 1.60 2.30 1.90 1.50 

--~:-~~- --~~-- 30 _____ 2. 70 ·------ 3.70 2.40 2.45 2.20 1.60 2.Q) 1. 90 1.60 31. ____ 2.70 ----·-- 3.50 ------- 2.40 ------- 1. 80 1.90 ·----·- 1.60 

NORTH AND SOUTH RIVERS AT PORT REPUBLIC, VIRGINIA. 

North and South rivers rise in Rockbridge County, Virginia, and 

flow in a southeasterly direction, joining at Port Republic to form the 
VIRGINIA. 87 

South Fork of the Shenandoah River. The drainage areas of these 

two rivers are entirely mapped on Franklin, Harrisonburg, Staunton, 

Buckingham, and Lexington sheets. Systematic measurements are 

made on the North and South rivers at Port Republic. These stations, described in the Eighteenth Annual Report, Part IV, page 25, 

were established in August, 1895, by D. C. Humphreys. 

The gage for the North River is located on the county highway 

bridge at Port Republic, Virginia, 500 feet above the mouth of South 

River. A painted rod is fastened to the third panel of the first span 

on the lower side of the bridge. It is nailed to the wooden uprights 

and fastened by wire to the diagonals. Bench mark No. 1, the lower 

end of the. third floor beam from the right bank, is 24.97 feet above 

zero of the gage. Bench mark No. 2, the bridge seat on lower end of 

right bank abutment, is 24.60 feet above the datum of the gage. 

The gage for South River is located on the county iron b!idge just 

east of the town, 300 feet above the mouth of North River. The 

graduations of the rod are marked by tacks driven into the rail on the 

upper side of the bridge at the fourth panel, the zero being 1 foot 

from the edge of the pulley. Bench mark No. 1, the top of the third 

floor beam from right bank upper side of bridge, is 22.52 feet above 

gage datum. The zero of North River gage is 2. 56 feet below the zero 

of South River gage. AU gagings of South River-include the discharge of mill race. The obRerver at both gages is 'T. S. Davis, storekeeper, Port Republic, Virginia. In September, 1898, a new bridge 

was built to replace the old one, and the stations were soon afterwards . 

abandoned (April1, 1899), as measurements were made lower down, at 

Front Royal. Records of measurements may be found as follows: · 

J895-96, Eighteenth Annual Report, Part IV, pages 25, 26. One 

measurement was made at each station by E. G. Paul in 1899, as follows: North River, March 11, gage height, 4.80 feet; discharge, 3,423 

second-feet. South River, March 11, gage height, 3. 70 feet; discharge, 

1,592 second-feet. 

Daily gage height, in feet, of No·rth River at Port Republic, Virginia, for 1899. 

r-;;;; _ Jan. Feb. Mac. Apr. ~-~D~a~Y· __ 

1

_J_a_n_. Fe"_ Mar. Apr. f 

~~---- 2.75 2.30 7.10 a3.00 17.......... 2.70 3.00 4.00 -------- 2 .......... 2.75 2.30 5.50 ·------- 18 ...... --- 2.70 3.00 3.70 -------- 3 .... ~----- 2.70 2.30 5.00 -------- 19. _________ 2.60 3.40 4.00 -------- 4...... .... 2.65 2.30 7.40 ---· ..... 20.......... 2.60 4..00 4..30 -------- 5.--------- 2. 65 2. 30 14.. 00 21.----- ---- 2. 60 5. 50 3. 90 -------- 6 ....•. __ 5.40 2.30 8.90 2'Z ...•••.... 2,60 7.00 3.60 -------- 7 .......... 6.70 2.30 7.50 23 .......... 2.60 7.60 3.40 8 .......... 5.00 2.40 5.80 24. ••...•••..• 2.60 6.00 3.20 ------- 9.......... 4..00 2.40 4.80 25.......... 2.60 4.90 3.10 ------- 10 .......... 3.60 2.50 5.30 26 .......... 2.60 4..90 3.10--------

11. ----- ---- 3. 40 2. 50 4. 80 27 ----- - -- -- 2. 60 6. 00 3. 00 -- -- --- - 12.......... 3.20 2.50 4.60 28.......... 2.60 9.00 3.00 --·-----

13 .......... 3.00 2.50 4.00 29 .......... 2.50 -------- 3.00-----.---1 

14 .....•.... 2.90 2.70 3.80 3tL ........ 2.50-------- 3.00 ------- 15.......... 2.80 2.80 4.50 31.......... 2.40 -------- 3.00 ---·---- 16.......... 2.80 3.00 4.20 

a Discontinued Aprill. 
88 OPERATIONS AT RIVER STATIONS, 1899.-PART I. [N0.35. 

Daily gage height, in feet, of South River at Port Republic, Virginia, for 1899. 

Day. Jan. Feb. Mar. Apr. Day. Jan. Feb. Mar. 

---- -- 1 ______ .. -- 2.50 2.10 4.00 a2.50 17 -·--·· ·--- 2.50 2.60 3.20 

2-------·-- 2.50 2.10 3.60 -- ---- ~ - 18 .......... 2.40 2.60 2.90 3 __________ 2.40 2.10 3.50 -------- 19 ...... ---- 2.20 2.80 3.20 4 __________ 2.30 2.10 5.10 -------- 20---------- 2.20 3.00 2. 70 5 __________ 2.30 2.10 12.00 -------- 21 ______ ---- 2.20 3.50 3.50 6 __________ 3.40 2.10 6. 70 -------- 22--------~- 2.20 5.00 3.20 

7 ---·-- ·--- 5.00 2.10 5.50 ------- 23 ______ ---- 2.20 5.60 3.10 8 __________ 3.80 2.20 4.00 -------- 24 __________ 2.20 4.10 2.90 9 __________ 3.60 2.20 3.60 -------- 25---------- 2.20 3.50 2.80 10 __________ 3.00 2.30 3.90 ------- 26 __________ 2.20 4.40 2.80 ll __________ 2.90 2.30 3.70 -------- 27 __________ 2.20 6.50 2.80 }2 __________ 2. 75 2.30 3.60 .................... 28 __________ 2.20 5.30 2.70 l!S---- 2.60 2.30 3.40 -------- 29---------· 2.20 -------- 2. 70 

---- 2.60 2.40 3.30 _______ .. 30 __________ 2.20 -------- 2.60 

---- 2.60 2.50 3.40 ·------- 31 __________ 2.10 ---- ___ .. 2.~ 

---·- 2.60 2.60 3.30 -------- I 

1~:~~:~~~1 d a Discontinued April 1. 

NORTH BRANCH OF SHENANDOAH RIVER AT RIVERTON, VIRGINIA. 

This stream rises in Rockingham County, Virginia, and flows in a 

northeasterly direction, joining with the South Branch of the Shenandoah at Riverton, Virginia. The station was established at Riverton by A. P. Davis JunA 26, 1899. Measurements were made from 

an iron-wire cable, about 260 feet in span, stretched across the river 

on timber supports, 2 miles northwest of Riverton. The station is 

most easily reached by a private conveyance from Front Royal, Virgm1a. The gage is a vertical timber, graduated to feet and tenths, 

bolted to a large sycamore tree on the right bank of the stream. The 

initial point of soundings is on the right bank. The channel is 

straight above and below the station for about 600 feet. The banks 

are low and liable to overflow in time of high water. Bed of stream 

is rocky and constant. The observer is 0. Menefee, a farmer, Riverton, Virginia. Two observations of river height are taken daily. 

Two measurements were made by E. G. Paul during 1899, both on 

September 2, with a gage height of 2.85 feet in each case. One measurement was made at the cross section at the point where the cable 

spans the stream, giving a discharge of 270 second-feet. The other 

measurement was made 1by wading, at a better cross section, 300 feet 

below the regular station, giving a discharge of 287 second-feet. 
VIRGINIA. 89 

Daily gage height, in feet, of North Branch of Shenandoah River at Riverton, Vir-

• ginia, for 1899. 

Day. June. July. Aug. Sept. Oct. Nov. Dec. 

------------ ! ____________________ -------- 2.80 2.68 2.88 2. 70 3.20 -----·-- 2--------":.----------- -------- 2.80 2.68 2.88 2.68 2.95 ''2."65"' 3-------------------- -------- 2.78 2.68 2.95 2.60 2.95 

4 .•.. ·----- ---------- -------- 2.80 2.70 2.85 2.65 2.95 2.65 

5 ____ ---------------- -------- 2.73 2.65 2.73 2. 70 2.85 2.63 

6-------------------- -------- 2.73 3.00 2.73 2.68 2.80 2.60 

7-------------------- -------- 2.80 2.95 2.73 2.65 2.80 2.63 8_. __________________ -------- 2.80 2.95 2.70 2.65 2.80 2.65 

9-------------------- -------- 2,80 2.83 2. 70 2.68 2.80 2.10 

10.------------------- -------- 2.80 2.80 2. 70 2.70 2.80 2.63 

lL ................... ................. 2.80 2. 73 ~.70 2. 70 2.78 2.65 12 ________________ .... -------- 2.78 2. 70 2. 73 2.70 2.75 2.68 

13 ...... ------ -------- -------- 2.75 2. 70 2.73 2. 70 2.73 2.80 

14 ...... ---~-- ---- .... -------- 2.75 2. 73 2. 70 2.70 2. 70 2.85 15 ____________________ ----........ 2. 70 2. 70 2.70 2.70 2.70 2.90 

16 ........ ---· -------- ................ 2.68 2. 78 2.68 2.65 2.70 2.90 

17 -----· -------------- ................ 2.68 2. 78 2. 70 2.65 2.70 2.90 

18 .... ---···-..... ---- -------- 2. 78 2. 78 2.68 2. 70 2.70 2.90 

19 ..................... ...... .: ........ 2.75 2. 70 2.60 2.68 2. 70 2.88 20 .............. ------ -------- 2.70 2.65 2.80 2. 70 2.70 2.80 

21 ____ ---------------- -------- 2.68 2.63 2.80 2.65 2.70 2.80 

22.- ------------------ -------- 2.68 2.63 2.80 2.65 2. 70 2.80 

23 ____ ---------------- -------- 2.65 2.68 2.80 2.65 2. 70 2.80 

24, __________ ---· ------ -------- 2. 58 2.65 2.80 2.65 1.70- 2.80 

25.------------------- 2.63 2.63 2.80 2. 70 .70 2.83 

26 ____ ---------------- ''2:85" 2.70 2. 6.5 2.80 2.70 -------- 2.88 

27---------------- ---- 2.88 2.68 2.63 2. 78 2. 70 ............... 3.00 

28 ____ ---- 2. 88 2.85 2. 70 2. 75 2.70 ................. 3.00 

29------ ---~=~~~== ==== 2.88 3.13 2.68 2. 70 2. 70 --·----- 3.00 

30 ____ ---------------- 2.80 2.80 2. 95 2. 70 2.68 -------- 3.00 3L _____________ ------ -------- 2.70 2.90 ·------- 2. 75 ................ ·-------

SOUTH BRANCH OF SHENANDOAH RIVER AT FRONT ROYAL, VIRGINIA. 

This stream rises in Augusta County, Virginia: and flows in a northeasterly direction, joining the North Branch of the Shenandoah at 

Riverton to form Shenandoah River. A station was established on 

the South Branch by A. P. Davis, June 26, 1899. The meas11rements of flow are made from an iron wire cable 300 feet in span, 

stretched across the stream 3 miles southwest of Front Royal, Virgtnia. The gage is a vertical timber divided into feet and tenths and 

bolted to the trunk of a tree on the left bank of the stream. The 

initial point for sounding is on the left bank. The channel is straight · 

600 feet above and below the station, and the current sluggish. The 

left bank is low and liable to overflow. The bed of the stream is 

rocky in part, with patches of sand somewhat shifting. The observer 

is Miss Brentie Johnson, Front Royal, Virginia. One measurement 

of discharge was made by E. G. Paul, September 1, 1899; gage height, 

4.40 feet; discharge. 616 second-feet. 
90 OPERATIONS A'l' RIVER STATIONS, 1899.-PART I. (N0.35. 

Daily gage height, in feet, of South Branch of Shenandoah River at Front Royal, 

~ Virginia, for 1899. 

I Day. June. July. Aug. Sept. 

------

1---------··· ··------ -------- 4.30 4.40 4.40 

2-------------------- ·------- 4.30 4.35 4.35 

3 ____ ---------------- -------- 4.20 4.20 4.30 4 ______ ---------· ---- ---- ·--- 4.20 4.25 4.20 

5 ______ ·--·--. ·-· ---- -------- 4.10 4.25 4.50 6 ______ --.----------- ----··--- 4.20 4.20 4.30 

7------ ·- --- ·-- ------ -------- 4.20 4.30 4.20 

s ______ -------------- -------- 4.25 4.65 4.15 9 ____________________ --·----- 4.55 4.30 4.25 10 ____________________ ------- 4. 70 4.50 4. 75 11. ___________________ -------- 4.30 4.45 4.65 12 ______ ·- ------------ -------- 4.20 4.30 4.55 13 ________ -------- 4.15 4.20 4.45 

14..-·---- ~==:=: =====~ -------- : 

4.20 4.20 4.40 

15 ______ -------------- ------ 4.15 4.20 4.30 16 ______________ ------ -------- 4.25 4.30 4.30 

17 ---· ·- -------------- -------- 4.15 4.35 4.30 

18 ______ -------------- -------- 4.15 4.25 4.20 

19 ______ ------ ------·- -------- 4.15 4.30 4.20 20 ______________ -------- 4.10 4.25 4.55 21 ______ -------- ~=:::: -------- 4.10 4.20 5.80 

2'2 ______ -------------- -------- 4.10 4.10 5.30 23 ____________________ -------- 4.15 4.10 4.85 

24 ________ ------------ ---- -- ~- 4.10 4.00 4.60 25 ______________ ------

"""4.'40' 4.10 3.90 5.00 26 ____________________ 4.05 4 00 4.60 

27 ____ ---------------- 4.30 4.10 4.00 4.55 

28 ...... -------------- 4.25 4.20 4.30 4.60 29 ______________ ------ 4.35 4.30 5.15 4.50 30 ____________________ 4.30 4.80 5.05 4.50 ~~--:--- -------- .. ___ T _______ 4.25 4.60 --------

Oct. Nov. 

----

4.45 5.50 

4.40 8.05 

4.30 6. 70 

4.30 5.85 

4.30 5.80 

4.30 5.65 

4.30 5.35 

4.35 5.20 

4.40 5.05 

4.40 4.85 

4.40 4.80 

4.40 4. 70 

4.30 4. 70 

4.30 4.60 

4.30 4.60 

4.20 4.55 

4.20 4.50 

4.20 4.50 

4.20 4.50 

4.20 4.50 

4.10 4.50 

4.15 4.40 

t20 4.40 

4.20 4.50 

4.20 4.50 

4.20 4.55 

4.20 4.50 

4.20 4.40 

4.20 4.40 

4.20 4.40 

4.2J ____ .. __ .,. 

I 

D ec. J 

4. 

4. 

4. 

4. 

4.' 

40 

40 

30 

30 

20 

20 

20 

20 

30 

30 

30 

45 

95 

25 

75 

45 

25 

15 

00 

95 

85 

75 

70 

90 

90 

10 

10 

00 

11() 

4.' 

4. 

4. 

4. 

4. 

4. 

4. 

6. 

6. 

5. 

5. 

5. 

5. 

5. 

4. 

4. 

4. 

4. 

4. 

4. 

5. 

5. 

5. 

5. 

5. 15 

----=1 

SHENANDOAH RIVER AT MILL VILLE, WEST VIRGINIA. 

This river, formed by the junction of the North Fork and the South 

Fork at Riverton, Virginia, flows in a northeasterly direction into 

West Virginia, where it empties into the Potomac at Harpers Ferry. 

Observations of the height of Potomac River at the junction of 

Shenandoah River have been made by the Weather Bureau at Harpers Ferry, West Virginia. The gage is on the west face and north 

end of the seeond abutment of the old railroad bridge from the West 

Virginia side of the river. It is of Portland cement, 15 inches wide, 

plastered on the face of the pier extending to 32 feet, and continued 

on the iron upright- of the bridge to 36 feet. The top surface of the 

6-by-6-inch-square capstone corresponds to the 32-foot mark on the 

gage. The elevation is 235.5 feet above mean sea level. 

A station was established at :Millville, West Virginia, April 15, 1895, 

on Shenandoah River, 4 miles above its mouth. A vertical gage was 

placed in the river and fastened to a tree, a deep notch being cut in 

the tree opposite the 8-foot mark. This gage is referred to a bench 

mark consisting of a copper bolt driven in the foot of a large sycamore 

tree on the left bank of the river 150 feet below the gage rod, at an 

elevation of 6. 78 feet above the zero mark on the gage. Measurements are made from a cable stretched across the river. The old 

cable was carried away by the flood of 1896, and a new three-fourths 

• 
WEST VIRGINIA. 91 

inch galvanized iron wire cable was_ put in p\ace on June 23, 1897. 

The cable, about 500 feet in length, is supported on either bank by a 

large sycamore tree, and is securely anchored on both sides. The 

channel is straight, current swift and unobstructed. The banks are 

low and subject to overflow. The observer is W. R. Nicewarner. 

The results of measurements may be found as follows: 1896, Eighteenth Annual Report, Part IV, page 28; 1897, Nineteenth Annual 

Report, Part IV, page 151; 1898, Twentieth Annual Report, Part IV, 

page 127. The following measurements were made by E. G. Paul 

during 1899: 

January 27, gage height, 2.40 feet; discharge, 3,156 second-feet. 

March 10, gage height, 5.00 feet; discharge, 10,838 second-feet. 

May 16, gage height, 2.10 feet; discharge, 2,7.53 second-feet. 

September 3, gage height, 0.90 foot; discharge, 1,086 second-feet. 

October 29, gage height, 0.60 foot; discharge, 766 second-feet. 

Daily gage, height in feet, of Shenandoah River at Millville, West Virginia, for 

1899 • 

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

----------------------

2.50 2.30 Ice. 3.10 1. 70 2.05 0.90 1.00 1.10 0.80 1.55 0.80 

2.20 2.10 Ice. 3.00 1.00 2.35 .90 .80 .90 .70 2. 75 .80 

2.80 1. 70 Ice. 2_.80 1.60 3.00 .80 .90 .90 .70 3.20 .75 

2.60 2.00 Ice. 2. 70 1.60 2.10 .80 1.30 1.10 . 70 2. 40 . 70 

3.30 2.40 Ice. 2.60 2.00 1. 80 .80 .90 .80 .70 1.90 . 75 

3.80 2.50 Ice. 2.50 L90 1.50 .80 .80 . 70 . 70 1.80 . 70 

4.60 2.30 Ice. 2.40 1. 90 1.40 .70 1.10 .80 .70 1.60 . 70 

6.70 2.50 Ice. 2.50 1.80 1.40 .80 1.00 . 70 . 70 1.40 . 70 

5.00 2.50 Ice. 3.10 2.00 1.50 .90 1.20 . 70 .80 1.30 . 70 

4.50 2.30 5.00 3.00 2.30 1.40 1.00 1.00 . 70 .80 1.20 .70 

3.80 2.40 5.50 2.90 3.10 1.30 .90 1.60 .80 . 70 1.10 . 70 

3.50 (a) 5.20 2. 70 2.80 1.40 .80 .. 90 1.20 .80 1.00 . 75 

3.30 (a.) 4.60 2.60 2.60 1.40 .80 .80 .90 .70 1.00 .90 

3.00 2.38 4.00 2.50 2. 70 1.30 . 70 .90 .80 .70 1.00 2.90 

2.90 2.40 4.00 2.40 2.20 1.30 .70 .80 .80 .70 .90 2.20 

3.00 2.50 4.00 2.30 2.10 1.30 .90 . 70 . 70 '60 .90 1. 90 

2.90 2. 70 4.50 2.20 1.90 1.20 .80 .80 . 70 .60 .90 1.60 

2.90 3.00 3.90 2.20 1. 90 1.10 .70 .80 .60 .60 .80 1. 40 

2.90 3.00 3.80 2.20 2.50 1.00 .70 .80 .60 .60 .90 1.30 

2.80 3.40 3.80 2.20 2.30 1.00 .70 .70 .80 .60 .80 1.20 

2.60 4.00 11.80 2.20 2.00 1.00 . 70 .70 .90 .60 .80 1. 20 

2.40 Ice. 3.70 1.90 1. 90 .90 . 70 .60 .90 .60 .80 1.10 

2.40 Ice. 3.50 1.90 1. 70 1.00 .60 .60 1.50 .60 .80 1.10 

2.40 Ice. 3.30 1.90 1. 70 .90 .60 .60 1.10 .60 .80 1.10 

2.40 Ice. 3.10 1.80 1.60 .90 70 .50 1.00 .60 .80 1.30 

2.30 Ice. 3.00 2.00 1.50 .90 .60 .50 .90 .50 .85 1.20 

2.50 Ice. 2.90 1.90 1.50 .90 .60 .60 .90 .60 .85 1. 70 

2.30 Ice. 2.90 1.80 1.40 .90 .60 . 70 .90 .60 .80 1.40 

2.20 ------- 3.00 1. 80 1.40 .90 .60 .80 .80 .60 .80 1.65 

2.10 ------- 3.60 1. 70 1.30 LOU 1.50 1.00 .80 .60 .80 1.10 

2.10 ------- 3.30 .............. 1.60 ------- 1.00 1.30 ----·-- .70 ------· 1.10 

a No readings. 

POTOMAC RIVER AT POINT OF ROCKS, MARYLAND. 

This station· was established February 17, 1895, as described in 

Bulletin 140, page 54. It is about 6 miles above the mouth of Monocacy River, and also above a number of smaller streams, and therefore. 

the measurements of discharge do not represent the entire :flow of 
92 OPERATIONS AT RIVER STATION~, 1899.-PART I. [N0.85. 

Potomac River. The 'drainage area here is estimated to be 9,654 

square miles. It is largely mapped on topographic atlas sheetsHarpers F!3rry, Winchester, Romney, Piedmont, Warrensburg, Luray, 

Woodstock, Franklin, Beverly, Harrisonburg, Staunton, Monterey, 

Buckingham, and I .. exington. Catoctin Creek enters the Potomac 

1,000 feet, above the station. The measurements are made from the 

highway bridge at Point of Rocks. The wire gage is on the east side 

of t.he first span, the scale being marked on the hand rail of the bridge. 

The gage is referred to two bench marks-one, a copper bolt in a 

large capstone on the lower wing wall of the north abutment, about 

10 feet from the north end of the first iron truss, is 41.30 feet above 

the datum of the gage. rrhe length of the wire gage is 44.22 feet. 

The gage was verified on October 29, 1899. The observer is G. H. 

Hickman. The records of flow may be found as follows: 1895-96, 

Eighteenth Annual Report, Part IV, page 32; 1897, Nineteenth 

Annual Report, Part IV, pages 152-153; 1898, Twentieth Annual 

Report, Part IV, page 131. The following measurements were made 

by E. G. Paul during 1899: 

January 28, gage height, 3.80 feet; discharge, 17,330 second-feet. 

May 20, gage height, 8.15 feet; discharge, 45,986 second-feet. 

September 5, gage height, 0.80 foot; discharge, 2,360 second-feet. 

October 29, gage height, 0.50 foot; discharge, 1,628 second-feet. 

Mr. William Rich Hutton, of 35 Broadway, New York, states that 

in the summer of 1856 he made a careful examination of the flow of 

Potomac River a short. distance below the Great Falls, using loaded 

poles reaching as near as possible to the bottom and placed at 5-foot 

intervals across the width of the river. The water was then at the 

lowest stage known to persons who had observed the river for many 

years. The discharge was 1,063 second-feet. Mr. Hutton was of the 

opinion that the river was as low in 1862, but no measurements were 

made in that year. 

In 1839 a civil engineer, Mr. M. C. Ewing, assistant to Major Turnbull, United States topographic engineer, during the construction of 

the Alexandria Aqueduct above Georgetown, reported the discharge 

below J.Attle Falls to be 1, 904 second-feet. Mr. Thomas L. Patterson, 

of Cum berland, is reported to have found the discharge at that point 

in the low water of] 838 to be 24 second-feet, and at Patterson Creek, 

some 12 miles below, 48 second-feet~ Figures of discharge of Potomac 

River are given in the stat.ement, regarding the ext.ension of the Chesa..: 

peake and Ohio Canal in House Ex. Doc. No. 208, Forty-third Congress, 

first session; also in House Ex. Doc. No. 137, Forty-fourth Congress, 

first session. 
MARYLAND. 93 

Daily gage height, in feet, of Potomac River at Point of Rocks, Maryland, for 1899. 

~-1~1-

Jan. 

3.00 2 ____ _ 3.40 3 ____ _ 2.90 4 ____ _ 2. 70 5 ____ _ 2.30 6 ____ _ 4.10 7 ____ _ 6.90 

8.---- 8.10 9 ____ _ 6.RO 10 ____ _ 5.40 lL ___ _ 4.60 }2 ____ _ 3.90 13 ____ _ 3.60 }4 ____ _ 3.40 15 ____ _ 3.40 16 ____ _ 4.00 

17. ·--- 5. 70 

18. ---- 5.20 19. ___ _ 4. 70 20 ____ _ 4.40 2L ___ _ 4.00 22 ____ _ 3.50 23 ____ _ 3.30 24, ____ _ 3.20 25 ____ _ 3.30 26 ____ _ 4.80 27 ____ _ 4.70 

3.90 

- 3.20 

- 2.80 

2.60 

. 

Feb. 

--

2.40 

2.00 

2.10 

2.10 

2.00 

2.00 

2.00 

2.30 

2.30 

3.60 

4.20 

4.20 

4.00 

3.90 

3.80 

4.00 

4.50 

5.00 

5.20 

5.40 

6.00 

8.50 

14.80 

13.70 

9.00 

6.00 

9.25 

13.90 

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

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

------

Mar. Apr. May. June. 

----------

11.90 5.30 1.60 2.00 

9.20 4.50 1.60 2.40 

8.20 4.00 2.10 3.80 

7.60 3.60 1. 70 2.60 

8.50 3.30 1. 70 2.10 

16.55 3.00 .2.10 1.80 

12.90 2.80 2.00 1.60 

10.00 3.00 1.90 1.50 

8.10 3.50 2.00 1.40 

6.00 3.40 2.40 1. 70 

5.80 4.20 4.50 1.80 

5.60 4.50 3.80 1. 70 

5.00 3.40 3.40 1. 70 

4.80 3.20 3.20 1.60 

4.50 3.00 2.80 1.50 

4.60 2.80 2.50 1.50 

4.70 2.70 2.30 1.40 

4.40 2.60 2.40 1.40 

5.20 2.50 8.55 1.30 

5.40 2.40 6.30 1.30 

5.30 2.20 5.00 1.20 

4.70 2.10 3.60 1.20 

4.20 2.00 3.00 1.10 

4.00 2.00 2.70 1.10 

3.90 2.00 2.40 1.00 

3.70 1.90 2.10 1.00 

3.50 }:~ 2.00 1.00 

3.40 1.80 1.20 

3.60 1. 70 1. 70 1.10 

8.60 1. 70 1. 70 1.00 

7.00 ............. - 1.80 -------

July. Aug. Sept. Oct. Nov. Dec. 

------------

1.00 0.70 0.90 0.70 0.80 0.80 

1.00 . 70 .90 .60 1.50 .80 

1.10 .70 .80 .60 2.50 .so 

1.00 .90 .80 .60 2.00 .80 

.90 1.00 .80 .60 1.80 .80 

1.00 1.10 . 70 .60 1.40 . 70 

2.00 1.10 .70 . 70 1.40 . 70 

1.00 1.10 .60 . 70 1.30 . 70 

1.00 1.00 .60 . 70 1.20 .70 

.90 1.00 .60 .60 1.00 . 70 

.90 .90 .60 .60 .90 .70 

.so .so .80 .60 .90 .80 

.so .60 1.20 .60 .so .80 

.80 .60 1.10 .50 .80 1.20 

.90 .60 1.00 .50 .80 3.00 

1.10 .70 .90 .50 .80 2.10 

.90 .70 .80 .50 .so 1. 70 . 70 .60 .70 .50 . 70 1.50 

.70 .60 .70 .50 .70 1.60 

.70 .60 .90 .50 .70 1.50 

.70 .60 . 70 .50 . 70 1.30 

.70 .50 .80 .50 .70 1.10 . 70 .50 .90 .50 . 80 1.00 . .60 .50 .90 .50 .80 1.20 

.60 .50 .llO .50 .90 I 1.80 

.60 .50 1.00 .50 .90 2.10 

.60 1.20 .80 .50 .80 1.60 

.60 1.10 . 70 .50 .oo 1.50 

.50 1.10 .70 .50 .80 1.60 

.80 1.00 .80 .50 .80 1.60 

.80 1.00 .............. .60 _____ ..,_ 1.60 

M DNOCACY RIVER AT FREDERICK, MARYLAND. 

acy 

s in 

erin 

as e 

ge < 

ing 

tab 

f T1J 

nage 

the 

e of 

ark 

wa 

.17 

nels 

tion 

River rises in the south-central part of Pennsylvani 

a southerly direction through Frederick County, Ma,r 

~Potomac River near the Montgomery County line. 

stablished by E. G. Paul, August 4, 1896, at the count 

n the t-s.rnpike, 4 miles northeast of Frederick, on th 

a 

yA 

y 

e 

t 

e 

t. 

~rom FredericMo Mount Pleasant, Maryland, and abou 

rve the mouth of Israel Creek and 3,000 feet below th 

scarora Creek, as shown on the Frederick atlas shee 

area is 665 square miles at this point and 1,000 squar 

rnouth. The gage is attached to the floor timber on th 

the bridge. The length of the wire is 35.20 feet. Th 

e 

e 

e 

s a cross cut in the top face of the capstone on the lowe r 

1 of the bridge abutment on the right bank of the strea 

eet above gage datum. The stream at this station ha 

, being divided by a small, low island, which serves a 

for the middle pier of the bridge. The right chann 

Monoc 

and flow 

land, ent 

station w 

iron brid 

road lead 

2,000 fee 

mouth o 

The drai 

miles at 

lower sid 

bench m 

retaining 

and is 29 

two chan 

a founda 

is measu 

from the 

continuo 

ject to h 

upper w 

ick, Mary 

red 

m, 

s 

s 

el 

el 

a 

rrom the lower side of the bridge, and the left chann 

up 

us s 

igh 

ater~ 

lan 

per side, as th~se sections are freer from rocks than 

3ction on either side of the bridge. The stream is su 

water and sudden floods, owing to the character of it 

bs 

rs: 

he d. The observer is E. L. Derr, a farmer near Frede 

d. Records of measurement can be found as follow 
94 OPERATIONIS A'l' RIVER !STATIONS, 1899.-PAR'l' I. [No.35. 

1896, Eighteenth Annual Report, Part IV, page 35; 1897, Nineteenth 

Annual Report, Part IV, pages 153-155; 1898, Twentieth Annual 

Report, Part IV, page 129. Two measurements were made by E. G. 

Paul during 1899. The first, May 22, at a gage height of 5.20 feet, 

when the dischage was 633 second-feet. The second one was on September 6, at a gage height of 4.00 feet, with a discharge of 153 secondfeet. 

Daily gage height in feet of Monocacy River at Frederick, JJiaryland, for 1899. 

§J= Feb. Mar. Apr. j May. June. July. Aug. Sept. Oct. Nov. Doo.l I 

------

1.. 5.40 5.20 11.50 7.10! 4.80 7.10 4.10 3. 90 4. 30 4. 00 7.30 4.10 

2---- 5.00 5.20 10.10 6. 90 I 4.80 11.10 4.10 4. 00 4. 30 3. 90 6.40 4.10 

3---- 5.50 5.80 9.20 6.50 5.00 7.05 4.10 5.10 . 5. 40 3. 90 6.30 4.10 

4 ---- 6.00 5.60 8. 70 6.10 I 4. 90 5.20 4.00 5. 00 !}_ 00 3. 90 6.00 4.10 

5----1 6.30 5.90 17.15 6.00 4. 90 4.UO 4.00 5.00 4.50 3.80 5.30 4.10 

~ ~~~~1, t!J~ 5. 70 11.45 6.00 4.80 4.70 4.50 4.90 4.00 3.80 5.00 4.00 

5.50 8.90 7.60 4.80 4.50 4.40 4. 50 3. 90 ! 3. 90 4.50 4.00 

8 ---- 12.50 5.40 7.80 12.60 5.20 4.50 4.20 4.00 .3.80 3.90 4.40 3. 90 

9 ---- 10.20 6.00 7.50 8.50 6.60 5.50 4.30 4.00 3. 70 4.10 4.30 3.90 

10---- 6.10 6.00 7.40 6.90 5.60 6.85 4.20 4.00 4.00 4.10 4.30 3.90 

11 ---- 6.10 6.00 7.40 6.50 5.40 6.90 4.20 4.00 4.00 4.00 4.20 3.90 

12---- 5. 70 6.00 7.30 6.20 5.80 6.50 4.10 4.20 3.90 4.00 4.10 4.80 

13---- 5.80 6.01) 7.10 5.90 5.40 5.20 4.30 4.00 3.90 .3.90 4.10 5.95 

14---- 6.00 6.00 ti.50 5.60 5.00 4.90 4.20 3.90 3.80 3.90 4.10 5.50 

15---- 6.8Q 6.00 6.50 5.60 5. Otl 6.20 4.20 3.90 3.80 3.90 4.10 4.50 

16---- 6.60 6.00 9.70 5.60 4.90 5.10 4.50 3.90 3.80 3.90 4.10 4.40 

17---- 6.60 6.20 6.90 5.60 5.20 4.80 4.30 3.90 3. 70 3.90 4.10 4.40 

18---- 7.10 6.80 7.90 5.60 6.50 4.50 4.30 3.80 3. 70 4.00 4.10 4.30 

19 --·· 6.40 7.90 13.90 5.60 7. 70 4.40 4.20 3.80 3. 70 3.90 4.10 4.20 

20---- 5.60 9.00 10.10 5.40 6.90 4.40 4.10 3.80 6.00 3.90 4.10 4.20 

21 .... 5.60 12.50 7.90 5.20 6.50 4.40 4.00 3.80 5.30 3.80 4.10 4.50 

2'Z ---- 5.60 13.50 7.80 5.10 5.20 4.30 3.90 3.80 5.00 3,80 4.10 4.40 

23---- 5.60 15.65 7.60 5.10 5.20 4.30 3.90 3.80 4.90 3.80 4.10 4.30 

24 ·--- 5. 70 11.60 7.20 5.00 5.00 4.30 3.90 3.80 4.50 3.80 5.00 7.10 

25---- 10.40 9.10 6. 70 5.00 4.90 4.20 4.30 3.80 4.30 3.80 4. 70 0.90 

26---- 8.20 9.10 6. 70 5.00 4.80 4.20 4.50 3.80 5.25 3.80 4.40 6.20 

27---- 6.50 17.80 6. 70 5.00 4. 70 4.20- 4.40 4. 70 5.50 3.80 4.30 6.00 

28 ---- 5.20 12.50 10.15 4.90 4.70 4.20 4.30 4.95 5.30 3.80 4.30 5.10 

29 ·--- 5.20 ------- 11.00 4.90 4.60 4.20 4.20 4. 70 5.00 3.80 4.30 5.10 

30---- 5.20 ------- 8.10 4.80 5.00 4.20 4.00 4.30 4.50 3.80 4.20 5.10 

31 ---- 5.23 ___ .,. ___ 7.90 ------ 5.00 ------- 3.90 4.30 ------- 5.00 -- ~--- - -------- I 

ROCK CREEK AT ZOOLOGICAL PARK, DISTRICT OF COLUMBIA. 

This creek rises in Montgomery County, Maryland, and flows in a 

southerly direction through the District of Columbia, emptying into 

Potomac River. A study of the discharge of Rock Creek was 

begun in 1892, at the ·request of the Commissioners of the District of 

Columbia, and a gage rod established by Cyrus C. Babb at Lyons Mill. 

In August, 1892, a self-registering gage was placed at the bridge, and 

the record continued until November 30, 1894. The present station 

was established January 18, 1897-, by E. G. Paul, at the bridge of the 

National Zoological Park, District of Columbia. The upper part of 

the gage is vertical and is fastened to the bridge abutment, the lower 

part being inclined and fastened to the iron rods. The bench mark 

consists of a cross cut in the stone of the bridge pier. It is 9.13 feet 

above the zero of the gage. The· observer is W. V. Kramer, a park 

watchman. 
DI8TRIC'l' OF COLUMBIA. 95 

Daily gage heigh{ in feet of Rock Creek at Zoological Park, District of Columbia, 

for 1899. 

I ~·Y_: Jan. Feb. Mar. Apr. May. June. Jn1y.~~ug. Sept. Oct. Nov Dec I ---- ----

3.05 2. 78 3.30 3.00 2. 75 2.88 2.40 2.35 2.40 2.58 3. 65 2.53 2. ____ 2. 75 2.88 3.23 2.93 2. 70 2.68 2.40 2.35 2.40 2.50 2.83 2.58 3 _____ 2.88 2.88 3.13 2.90 2. 73 "2.63 2.35 3.90 2.40 2.50 2.80 2.53 4 ..... 2.90 2.95 3.10 2.90 2. 70 2.60 2.35 3.20 2.40 2.50 3.10 2.50 5 _____ 3.33 3.13 4.50 2.90 2. 70 2.55 2.60 2. 6.1 2.38 2.50 2.80 2.50 6 _____ 3.60 3.00 3.40 2. 90 2. 70 2.55 2.58 2.90 2.30 2. 75 2. 70 2.50 7 _____ 4.25 3.00 3.18 2.95 2. 75 2.55 2.70 2.55 2.30 2.m· 2.63 2.50 

8. ---- 3.23 2.93 3.10 3.80 2. 75 2.55 2.50 2.50 2.30 2.58 2.60 2.50 9 _____ 3.05 2.63 3.10 3.08 3.23 2.50 2. 78 2.48 2.30 2.60 2.60 2.50 ]0 _____ 3.00 2.93 3.08 3.00 2.83 3.63 2. 48 2.53 2.30 2. 58 2.60 2.50 u _____ 3.00 2. 78 3.23 2.90 2.83 2.98 2.43 2.50 2.40 2.55 2.60 2.50 u _____ 3.10 2. 78 3.18 2.90 2.98 2. 73 2.40 2.48 2.43 2.50 2.58 2. 78 13 ____ - 2.90 2. 78 3.13 2.90 2. 78 2.65 2.50 2 .. 45 2.30 2.50 2.55 2. 75 H _____ 3.00 2. 78 3.00 2.90 2. 73 2.63 2.70 2. 75 2.30 2.50 2.55 2.63 15 _____ 3.00 2.95 3.10 2.85 2. 70 2.55 2.45 2.50 2.30 2.50 2.55 2.53 16 _____ 3.00 2. 95 3.30 3.05 2.68 2.50 2.45 2. 70 2.25 2.50 2.55 2.50 17 ..... 3.10 4.00 3.00 3.00 2. 73 2.50 2.90 2.50 2.25 2. 50 2.55 2.50 18 _____ 3.08 4.25 3.05 2.90 3.25 2.50 2.58 2.45 2.30 2.50 2.55 2.55 19.---- 2.98 4.43 3.90 2.85 2.95 2.50 2.45 2.43 2.43 2.50 2.58 2.60 20 ..... 2.93 4.05 3.33 2.85 2. 78 2.50 2.40 2.40 3.00 2.50 2.55 2. 60 2L ____ 3.13 3.88 3.10 2.80 2. 70 2.48 2.40 2.40 2.63 2.50 2. 5,:") 2.60 22 _____ 2.85 4.18 3.18 2.80 2. 70 2.45 2.40 2. 73 2.55 2.45 2.55 2.55 23 _____ 2.85 4.10 3.18 2.80 2.68 2.45 2.40 2.45 2.40 2.45 2.60 2.50 24. ____ 2.85 3.50 3.03 2.80 2.65 2.45 2.40 2.35 2.35 2.48 2.63 2.93 25 _____ 3.68 3.20 3.00 2.80 2.60 2.48 2.40 2.30 2.65 2.45 2.60 2.95 26 _____ 3.08 3.15 3.00 2.80 2.60 2.53 2.50 2.30 5.25 2.45 2.60 2.68 27 _____ 3.00 3. 70 3.00 2.83 2.60 2.50 2.50 2.55 3. 75 2.50 2.55 2.53 

[ill 2.88 3.33 3.23 2. 78 2.60 2.48 2.40 2. 75 2.85 2.50 2.55 2.60 2.85 _____ .. - 3.4..1) 2. 75 2.65 2. <iS 2.40 2.48 2.60 2.50 2.55 2.53 

- 2.83 ------- 3.15 2. 75 2.60 2.43 2.40 2.40 2.60 2.50 2.55 2.53 

- 2.85 ------- 3.03 ------- 2.60 ------- 2.38 2.40 ------- 2. 6.1 --·---- 2.50 

NORTH ANNA RIVER, VIRWNIA. 

Measurements of North Anna River, a tributary of Pamunkey 

River, were made in August, 1896, by J. 0. Smith and A. Langstaff 

Johnston, of Richmond, Virginia, at :Mr. Smith's mill, at a point 

about 1 mile above the Hanover County line; also at McGeehees 

. Bridge, about 3 miles above the mill. At that time the river was at 

its lowest stage for the year. During the winter the volume is believed 

to be four or five times greater. The measurements at the mill gave 

an av_erage area of 148 square feet and an average velocity of 0.69 

foot per second, the total discharge being 102 second-feet. The measurements at McGeehees Bridge showed an average area of 184 square 

feet and an average velocity of 0.50 foot per second, giving a discharge 

of 92 second-feet. 

NORTH RIVER AT GLASGOW, VIRGINIA. 

This river rises on the western slope of the Shenandoah :Mountains, 

and flows in a southeasterly directfon across the valley between the 

Shenandoah and Blue Ridge ranges, emptying into James River about 

17 miles south of Lexington, Virginia. Its watershed is largely under 

cultivation, except in the upper part, where it is mountainous and 

covered with forest growth. The entire drainage area is mapped on 

the Lexington, Monterey, Staunton, and Natural Bridge atlas sheets. 

This station was established at the East Glasgow County Bridge, . 
96 OPI!:RATIONS AT RIVER STATIONS, 1899.-PART I. tNo.35. 

about 1 mile above the mouth of North River, by C. C. Babb and D. 

C. Humphreys, on August 21, 1895. 1-,he height of water is observed 

by means of a wire gage, the board being placed on the guard rail on 

the lower side of the bridge, and graduated in feet and tenths. 11his 

gage is referred to a bench mark at the top of the top chord of the 

bridge over the gage pulley at an elevation of 32.24 feet. The distance 

from the end of the weight to the marker of the gage is 27.86 feet. 

The measurements of discharge are made from the bridge, the initial 

point for soundings being on the left bank. The channel is straight 

for' about 200 feet above and below the station; the current rather 

sluggish, but with sufficient velocity for measurements. There is a 

dam on the North River 10 miles above the station, but its influence on 

the flow is scarcely noticeable. The right bank is high, but the left 

bank is subject to overflow in very high water. The bed is of rock 

and gravel, and fairly permanent. The observer is B. G. Baldwin, a 

merchant of Glasgow, Virginia. Results of measurements may be 

found as follows: 1895-!J6, Eighteenth Annual Report, Part IV, page 

38; 1897, Nineteenth Annual Report, Part IV, page 162; 1898, Twentieth Annual Report, Part IV, page 135. The following discharge 

measurements were made during 1899 by D. C. Humphreys: 

March 30, gage height, 2.82 feet; discharge, 2,039 second-feet. 

June 27, gage height, 0.95 foot; discharge, 227 second-feet. 

August 7, gage height, 0.92 foot, discharge 218 second-feet. 

At this last measuremen~the velocity was barely sufficient to turn the meter 

and'surface floats indicated that the discharge should be somewhat greater. 

Daily gage ]J,eight, in feet, of North River at Glasgow, Virginia, for 1899. 

lnay. Jan. Feb. Mar. Apr. May. June. 

---------------

L----- 2.05 1.80 (a) 2.60 1.42 1.38 2 ..... 2.10 1.72 (a) 2.43 1.42 1.48 3 ..... 2.00 1.80 (a~ 2.35 1.43 1.40 4 ...... 2.30 2.30 (a 2.20 1.42 1. 30 5.---- 2.52 b2.80 13.05 2.15 1.42 . 1. 25 6 ....• 4.01 3.30 (a) 2.10 1.48 1.21 7 _____ 7.00 3.15 (a) 2.10 1.52 1.15 8 ..... b5.38 2.80 r 2.80 1.62 1.12 9 .... 3. 75 2.30 a) 2.55 3. 75 1.10 10 ..... 3.'80 2.30 a) 2.42 2.85 1.10 11 .•••• 2.95 2.28 a) 2.35 2.4.5 1.08 12.---- 2.60 b2.27 (a) 2.30 1.85 1.30 13 ...•• 2.45 2.26 (a) 2.22 2.30 1.40 14 ..... 2.45 2.25 (a) 2.12 2.25 1.30 15.---- 2.38 2.25 (a) 2.10 2.15 1.20 16.---- 2.35 2.26 (a) 2.00 2.00 1.20 17 ..... 2.28 2.30 (a) 1.94 1.90 1.18 18 ..... 2.25 2.45 (a) 1.90 1.80 1.10 19 ..... 2.20 2. 75 (a) 1.82 1.80 1.02 20 ..... 2.10 3.30 ~a) 1.80 1.62 1.00 21. .... 2.05 4.80 a) 1. 77 1.58 .95 22 ....• 2.02 6.85 (a) 1. 72 1.55 .92 

23 ..... 2.00 5.45 (a) 1.68 1.52 .90 

24 ....• 1. 90 5.35 (a) 1.65 1.46 .90 

2.5. ---· 2.00 5.15 (a) 1.62 1. 38 .95 

26 ..... 2.05 ''6.'i5" (a) 1.65 1.30 1.00 27 ..... 2.00 (a) 1.62 1.28 .95 28 ..... 2.00 ------ (a) 1.60 1.25 .95 29 ..... 1. 95 -----·- (a) 1.53 1.22 1.00 30 ••••• 1.90 ·- ...... _ 2.90 1.48 1.48 .97 

I 31. .... 1.85 ------- 2.72 -____ ... - 1.46 -----·-

aN o observations. 

July. Aug. Sept. 

------

0.90 0.72 0.85 .80 . 72 .82 .82 . 73 .82 .80 . 75 .82 .80 . 75 .80 . 78 . 75 .71 .80 .90 .71 .80 .80 . 70 .80 . 73 1.10 .95 . 73 1.00 .88 . 72 .90 .80 .72 1.00 .80 . 73 . 95 .80 . 77 . 90 .80 1. 9'Z .80 .80 1.10 . 75 .80 .88 .73 .80 .80 . 72 . 75 . 72 . 72 . 72 . 72 2.62 .72 . 72 1.32 . 72 . 70 1.22 . 70 . 70 1.15 . 70 .63 1.00 .71 .62 1.00 .72 .62 .98 . 75 b 1.00 1.10 . 75 1.62 1.08 . 74 1.35 1.00 . 72 1.02 .98 .72 .92 -------

Oct. Nov. 

----

0.95 2.50 .90 1.50 .85 1. 35 .85 1.25 .85 1.20 .85 1.10 .84 1.05 .87 1.00 .1!8 .95 

.90 .93 .85 .92 .82 .92 .80 .92 . 75 .84 . 70 .80 .65 .80 .68 .83 .68 .80 . 70 .65 . 70 .80 .72 . 79 . 70 . 78 . 73 . 78 . 73 . 74 . 72 .74 . 72 .72 . 72 . 70 . 72 .65 .71 . 70 . 70 '. 75 .85 ·------

b Interpolated. 

D e-:--1 

o . 

1 . 

2 . 

1. 

1. 

1. 

1. 

1. 

1. 

1. 

1. 

1. 

1. 

1. 

1. 

1. 

1. 

1. 

1. 

1. 

1. 

73 

75 

78 

76 

76 

78 

75 

78 

78 

75 

73 

25 

10 

85 

50 

42 

25. 

12 

12 

08 

05 

00 

10 

12 

rol 15 

20 

21 

~ 
VIRGINIA. 97 

JAMES RIVER AT BUCHAN AN, VIRGINIA. 

This river rises in the Allegheny J\II~:mntain.s, on the western border 

of Vir-ginia, and flows in an easterly direction across the State into 

Chesapeake Bay. The upper part of its drainage area is mountainous 

and largely covered with forests, while in the eastern part of the State 

the river flows through a flat and cultivated area. Measurements of 

flow are made at Buchanan, in Botetourt County, and at Cartersv.ille, 

50 miles above Richmond. The station at Buchanan was established 

by C. C. Babb and D. C. Humphreys, August 18, 1895. It is about 

20 miles above the mouth of North River and one-half mile above the 

mouth of Purgatory Creek, as shown on the Natural Bridge topographic atlas sheet. The area as far as this point is mapped on the 

Natural Bridge, Staunton, Monterey, Lewisburg, Dublin, Christiansburg, and Roanoke sheets. The United States Weather Bureau had 

maintained a gage here for abou1, two years before measurements were 

made by the Geological Survey. The wire gage is suspended from 

the steel highway bridge which crosses the river on two spans. On 

April 3, 1~97, the zero of this gage was lowered 2 feet to avoid negative readings. '"rhe gage is referred to a scale divided into feet and 

tenths, and to two bench marks. First, the top of the upper end of 

the third floor beam from left bank is 30.00 feet above the zero of the 

gage. Second, the top of a stone post under the southwest 'corner of 

the porch of the Chesapeake and Ohio Railroad passenger station 

is 24. 68 feet above zero of gage. A third bench mark is on a permanent ledge of rock on the left bank about 500 feet above the bridge, 

and at an elevation of 17.48 feet above the zero of the gage. "rhe 

initial point of soundings is on the left bank, upper side of the bridge, 

marked with the end pin of the truss. The channel is straight, the 

flow fairly swift, and without obstructions. The bed is rocky; banks 

high and not subject to overflow. The observer is U. H. Hyde, a 

telegraph operator for the Chesapeake and Ohw Railroad, at Buchanan, Virginia. The results of measurement may be found as follows: 1895-96, Eighteenth Annual Report, Part IV, page 41; 1897, 

Nineteenth Annual Report, Part IV, page 172'; 1898, Twentieth 

Annual Report, Part IV, page 136. During 1899 three measurements 

of discharge were made by D. C. Humphreys; the first on March 30, 

at a gage height of 5.54 feet, gave a discharge 6,804 second-feet; the 

second on July 6, at a gage height of 2.06 feet, gave a discharge 558 

second-feet, and the third on August 11, at. a gage height of 1.80 

feet, gaYe a discharge of 364 second-feet. 

IRR35--7 
98 OPERATIONS AT RIVER STATIONS, 1899.-P.ART I. [No. as. 

. Daily gage height, in feet, of James River at Buchanan, Virginia, for 1899. 

8 2----- 3 ____ _ 

4-----

5-----

6-----

7----- g ____ _ 

9. ---- 10 ____ _ 

11-----

12 .. --- 13 ____ _ 14 ____ _ 

15.---- 16 ____ _ 1j ____ _ 

18 ____ _ 19 ____ _ 20 ____ _ 

2L. __ _ 9•) 

23===== 24_ ___ _ 25 ____ _ 26 ____ _ 27 ____ _ 

. 

-

-

Jan. 

3.45 

3.55 

3.40 

3.40 

3.95 

5.95 

10.25 

7. 70 5.95 

5.20 

4.60 

4.20 

4.00 

3.85 

4.15 

4.30 

4.20 

4.20 

4.05 

3. 75 3.60 

3.50 

3.50 

3.40 

3.40 

3.60 

3.50 

3.40 

3.30 

3.20 

3.10 

Feb. I Mar. Apr. May. June. July . .Aug. Sept. Oct. 

3.10 7.45 4. 75 3.80 3.60 3.00 1.90 1.90 1.90 3.00 6.55 4.40 3.80 3. 70 2.10 1.90 1.90 1.90 3.00 6.40 4.30 3.80 3.60 2.10 1.80 1.90 1.90 3.40 11.20 4.20 3.80 3.60 2.00 1.80 2.00 1.90 

4.90 19.05 4.10 3. 70 3.60 2.00 1.80 2.10 1. 90 6.80 13.55 4.10 3. 70 3.50 2.05 1.80 2.00 1.80 8.40 8.15 4.00 4.05 3.40 2.12 1.80 1.90 1.80 7.30 6.70 5.00 5.35 3.30 2.35 1.90 1.8(' 1.80 6.30 5.90 5. 75 7. 70 3.30 2.35 1.90 2.00 1.80 4.50 5.55 5.40 6.65 3.30 2.15 1.90 2.10 1.80 4.05 5.35 5.00 5.85 3.30 2.00 1.90 2.20 1.80 4.00 5.15 4.85 5.65 3.30 2.00 1.90 2.10 1.80 4.00 4.95 4. 70 5.60 4.45 2.00 1.90 2.10 1.80 3.95 4.65 4.60 6.20 4.50 2.00 2.00 2.00 1.80 3.50 4. 75 4.45 5. ':'0 4.25 1.90 2.60 2.00 1.80 3.60 5.55 4.45 5.20 3.95 1.90 2.45 1.90 1.80 3. 75 5.30 4.30 4.85 3. 70 1.90 2.20 1.90 1.80 4.15 5.05 4.05 4.65 3.55 1.90 2.00 1.80 1.80 4.85 7.15 4.00 4-.50 3.40 1.90 1.90 2.45 1.80 5. 70 7.80 3.90 4.35 3.30 1.90 1.90 3.60 1.80 8.20 6.35 3.90 4.05 3.20 1.90 1.80 3.40 1. 70 10.20 5.65 3.80 4.00 3.10 1.80 1.80 2.65 1. 70 9.35 5.20 a.80 3.90 3.10 1.80 1.80 2.35 1. 70 7.35 4.80 3. 70 3.90 3.00 1.80 1.80 2.20 1. 70 6.15 4.55 3. 70 3.90 3.15 1.80 1.80 2.10 1. 70 5.40 4.25 3.85 3.80 3.10 1.80 1.80 2.10 1. 70 8.90 4.10 4.20 3.60 3.65 1.90 1.90 2.00 1. 70 9.65 4.00 4.00 3.60 3.30 1. 90 1.80 2. (K) 1. 70 

------- 4.go 4.00 3.50 3.20 2.00 2.00 2.00 1. 70 

------- 5.55 3.90 3.60 3.10 2.00 1.90 1.90 1. 70 

------- 5. 75 ------- 3.60 ------- 1.90 1.90 ................. 1. 70 

JAMES RIVER AT CARTERSVILLE, VIRGINIA. 

~~ Nov 

1,8 o-r~l 1. 90 1.80 2.1 0 1.80 2. 30 1.80 2. 20 1.80 2.' 20 1.80 2.1 0 1.80 2.1 0 1.80 2.1 0 1.80 2. 00 1.80 2. 00 1.80 1. 90 2.::!0 1.9 0 3.50 1. 90 3.05 1.9 0 2. 95 1. 90 2.60 1.8 0 2.45 1. 80 2.30 1.8 0 2.20 1. 80 2.20 1. 80 2.10 1. 80 2.10 1.8 0 2.10 1.8 0 2.10 1. 80 2.10 1.8 0 2.25 1. 

1.8 

1. 

1.8 

--........ 

:8illj!:_~ 0 2.20 - 2.20 

Observations of the height of James River are made by the Weather 

Bureau at Lynchburg, Virginia, 48 miles below Buchanan and about 

100 miles above Cartersville. The drainage area is given as 3, 700 

square miles. The gage is on t,he first pier of the Amherst bridge, at 

the foot of Ninth street, on the side facing Lynchburg, about 100 

feet from the shore. The elevation is 494.7 feet above mean sea 

level. The highest water was about 27 feet on September 30, 1870, 

and the lowest -0.3 foot on September 12-15, 1895. 

Gages were established on James River in 1893 by J\'Ir. F. B. Isaacs, 

engineer for water power of·the Chesapeake and Ohio Railway Company, at Ninemile Locks, Columbia, Scottsville, Lynchburg, Balcony 

Falls, Buchanan, Eagle Mountain, and Clifton Forge. Records of 

heights of water at these points were made twice daily from 1893 to 

1897, and freshet reports were obtained for these years. The gages 

were not referred to any fixed datum, but the zero of each gage was 

set at what was considered ordinary low water in the river. During 

the latter part of 1899 records have been resumed, excepting at 

Scottsville, Balcony Falls~ and Eagle Mountain, where the gages have 

been abandoned. 

. At Bosher's dam, ~miles above Richmond, is a gage where the height 

of water is recorded twice daily, showing the supposed head on the crest 

of dam. This crest, however, is so irregular that the coefficient of discharge has not been ascertained. Another complication exists in the 

fact that water is clefle.cted into a canal, the quantity not being known. 
VIRGINIA. 99 

Observations are maintained by the Weather Bureau at Richmond, 

Virginia, the gage being at the foot of Virginia street, near Fourteenth, immediately east of the Richmond and Danville Railroad 

bridge. It is a standard brass Weather Bureau gage embedded in 

the cement buttress. The elevation of the zero is 2.8 feet. 

A gaging stat.ion was established January 1, 1899, by Prof. D. C. 

Humphreys, and is located at the highway bridge crossing the James at 

Cartersville, on 11alf mile from railroad station· and 50 miles above 

Richmond, Virginia. The drainage area is mapped on the following 

atlas sheets: Goochland, Farmville, Palmyra, Gordonsville, Harrisonburg, Buckingham, Lexington, Lynchburg, Appomat,ox, Natural 

Bridge, Lewisburg, Christiansburg, Roanoke, Staunton, Monterey, and 

Dublin. The wire gage is attached to a horizontalgagerodfastened to 

the bridge and is referred to a bench mark, the top of the lower end 

of the fourth floor beam from the right bank, which is 32.04 feet above 

t.he zero of the gage. The gage was verified J nne 23, 1899. The channel is straight for one-third of a mile above and 1 mile below the 

station, t,he current fairly swift, and the bottom somewhat sandy and 

shifting. The banks are high and not subject to overflow excevt in 

extreme high water. The observer is Julien I. Palmore, clerk in a store 

at Cartersville, Virginia. The following measurements were made 

by Prof. D. C. Humphreys and F. H. Anschutz. Prior to 1899 two 

measurements were made, which have not previously been published: 

September 8, 1897, gage height, 0.42 foot; discharge, 603 second-feet. 

July 16, 1898, gage height, 1.04 feet; discharge, 1,323 second-feet. 

January 3, 1899, gage height, 3.82 feet; discharge, 7~156 second-feet. 

June 23, 1899, ga~e height, 1.46 feet; discharge, 2,686 second-feet. 

Daily gage height, in feet, of Janws River at Cartersville, Virginia, for 1899. 

8-Jan. 

4.40 2 ____ _ 3 ____ _ 

4 .... . 5 .... . 6 .•... 

7-----

8 ..... 9 ____ _ 

10 .... . lL ... . 12 .••.. 

rL ... . lL .. . 

1.)_ ---- !,j ____ _ 

li'- ---- L~-----

19. ---- t:l ____ _ 

~~L. __ _ •).) 

~3::::: 

2L .. . ~fL ..... . 26 ____ _ 

27.----

-

-

-

4.40 

3.70 

4.00 

4.00 

8.20 

19.50 

15.40 

11.74 

9.00 

7.05 

5.98 

5.40 

5.17 

5.17 

4.70 

5.47 

5.15 

4. 73 4.50 

4.20 

4.05 

3.85 

3. 75 4.30 

4.10 

3.80 

3.75 

3.55 

3.50 

3.42 

I 

Feb. [Mar. Apr. I May. 

----

3.30 13.90 6.05 3.00 3.25 10.35 5.62 2.85 3.20 8. 80 5.15 2.80 4.30 9. 40 4.65 3.05 5.65 20.25 4.60 2.80 7.50 24.70 4.25 2.80 8.80 19.25 4.15 3. ti5 10.50 13.17 9.55 ~ 4.50 8.75 10.40 8.1i0 5.00 6.40 10.90 8.15 6.20 5.10 8.60 7.12 6.50 5.10 7.30 6.15 7.30 5.10 7.10 4.90 5. 0.5 5.10 6.00 4.';'0 5.65 6.00 8.12 4.50 5.15 7. 75 10.65 4.15 5.15 14-.00 8. 30 4.07 4.45 

9. 7518.05 3.95 3.90 10.55 17.33 3.75 3.65 1U.55 18.32 3.60 3.40 14.00 12.83 3.55 3.17 16.10 8.80 3.47 2.86 16.30 8.00 3.32 2.80 13.75 7.60 3.17 2.70 11.00 6.65 3.08 2.50 8.65 6.15 3,05 2.45 10.90 5.85 3.20 2.45 12.30 5.25 R.25 2.15 

------- 6.35 3.30 2.05 .............. 6.15 3.10 2.20 

------- 6.55 ................. 2.25 

June.[ July. Aug. Sept. 

2.30 1.53 1.30 1.40 2.20 1.35 1.10 1.32 2. 70 1.25 1.00 2.90 2.40 1.12 .90 1.44 2.27 1. 2'Z .85 1.3.5 2.10 1.25· 2.30 1.15 2.05 1.30 2.00 1.15 1. 97 1.47 1.45 1.30 1. 75 1.20 1.35 1.60 1.80 1.15 1.10 1.44 2.00 1.06 1.00 1.27 2.30 1.24 1.26 1.20 3.10 1.09 1.19 1.30 3.45 1.02 1.09 1.31 3.40 1.00 1.10 1.13 3.47 1.07 2.64 1.05 3.00 1.00 2.12 1.00 .2.10 1.04 1.40 .92 2.00 1.15 1.30 .85 1. 78 1.05 1.15 3.40 1. 70 .88 .97 5.40 1.50 .82 .80 3.40 1.48 .80 .80 2.65 1.40 . 77 .82 2.10 1.40 .70 . 76 1.30 1. 70 .80 .66 3.50 2.10 2.23 7.00 2.35 1.60 2.30 6.45 1. 70 1.40 1.33 3.50 1.40 1.80 1.40 2. 70 1.30 -............. 1. 70 1.84 ................. 

Oct. I 

~~ Nov 

1.30 ;1~1 1.15 

1.10 

1.10 

1.10 

1.05 

1.00 

1.80 

2.00 

2. 05 1.50 

1.40 

1.30 

1.20 

1.10 

1.10 

1.00 

1.20 

1.10 

1.00 

.98 

.97 

.98 

1.00 

1.00 

.98 

.97 

.97 

.97 

.97 

.97 

4.9 

4.1 5 1.20 3 .. 60 1.20 5. 30 1.20 3. 30 1.20 2.8 0 1.20 2. 50 1.20 2.' 20 1.15 1.9 5 1.10 1.8 5 1. 00 1.6 0 1.00 1. 50 1.10 1. 45 3.15 1. 7 5 2.80 1. 50 3.10 1. 30 2.90 1. 30 2.80 1. 25 2.40 1.2 5 1.80 1.2 5 1.80 1.2;' i'i 1.60 1.2 5 1.50 1.2 5 1.45 1. 25 1. 60 1. 25 1.80 1. 25 2.00 

~lill~:68 20 1.80 20 1. 75 - 1.65 

1.' 

u .. 1. 

1.' 

.. ........... 
NOTE.-Data concerning other rivers are given in succeedingpapers 

of this series, beginning on page 107 of Water-Supply Paper No 36. 

By the law approved June 11, 1896 (Stat. I •. , vol. 29, p. 453), the 

reports of this series are limited to 100 pages each. It is therefore 

necessary to arbitrarily subdivide this report on ope.rations at river . 

stations. 

100 

0 
1!!193. 

Sixteenth Annual Report of the United States Geological Survey, 1894-95, Part II, 

Papers of an economic character, 1895; octavo, 598 pp. 

Contains a paper on the public lands and their water supply, by F. H. Newell, illustrated 

by a large map showing the relative extent and location of the vacant public lands; also a report on the water resources of a portion of the Great Plains, by Robert Hay. 

A geological reconnaissance of northwestern Wyoming, by George H. Eldridge 

1894; octavo, 72 pp. Bulletin No. 119 of the United States Geological Survey, 

price, 10 cents. 

Contains a description of the geologic structure of portions of the Bighorn Range and 

Bighorn Basin, especially with reference to the coal 11.elds, and remarks upon the water supply and agricultural possibilities. 

Report of progress of the division of hydrography for the calendar years 1893 and 

1894, by F. H. Newell, 1895; octavo, 176 pp. Bulletin No. 131 of the United 

States Geological Survey; price, 15 cents. 

Contain~ results of stream measurements at various points, mainly within the arid regionJ and records of wells in a number of counties In western Nebraska, westerq Kansas, ana eastern Colorado. 

Ui96. 

Seventeenth Annual Report of the United States Geological Survey, 1895-96, Part 

II, Economic geology and hydrography, 1896; octavo, 864 pp. 

Contains papers on "The underground watei" of the Arkansas Valley In eastern Colorado," by G. K. Gilbert; "The water resources of illinois," by Frank Leverett, and "Preliminary report on the artesian waters of a portion of the Dakotas," by N. H. Darton. 

Artesian-well prospects in the Atlantic Coastal Plain region, by N.H. Darton, 

1896; octavo, 230 pp., 19 plates. Bulletin No.138 of the United States Geolog- ical Survey; price, 20 cents. 

Gives a description of the geologic conditions of the coastal region from Long Island, 

N.Y., to Georgia, and contains data relating to many of the deep wells. 

Report of progress of the division of hydrography for the calendar year 1895, by 

F. H. Newell, hydrographer in charge, 1896; octavo, 356 pp. Bulletin No. 140 

of the United States Geological Survey; price, 25 cents. 

Contains a description of the instruments and methods employe.d In measuring streams and the results of hydrographic investigations in various parts of the United States. 

1!!l9?. 

Eighteenth Annual Report of the United States Geological Survey, 1896-97, Part 

IV, Hydrography, 1897; octavo, 756 pp. 

Contains a "Report of progress of stream measurements for the calendar year 1896.2: by Arthur P. Davis; "The water resources of Indiana and Ohio1" by Frank Leverett; ".New 

developments in well boring and irrigation in Soutll ·DaKota," by N. H. Darton, and 

"Reservoirs for irrigation," by J.D. Schuyler. 

1899. 

Nineteenth Annual Report of the United States Geological Survey, 1897-98, Part 

IV, Hydrography, 1899; octavo, 814 pp. 

Contttinq a "Report of progress of stream measurements for the calendar year 12," by F. H. Newell and others; "The rock waters of Ohio" by Edward Orton, and "A & 

liminary report on the geology and water resources of Nebraska west of the one hun red 

and third meridian," by N.H. Darton. 

1900. 

Twentieth Annual Report of the United States Geological Survey, 1898-99, Part 

IV, Hydrography, 1900; octavo, 660 pp. 

Contains a "Report of progress of stream measurements for the calendar year 1898," by F .. H. Newell, and" Hydrography of Nicaragua," by A. P. Davis. 

WATER-SUPPLY AND IRRIGATION PAPERS, 1896-1900. 

This series of papers is designed to present in pamphlet form the results of stream meas- urements and of special investigations. A list of these, with other informatic.n, is given on the outside (or fourth) page of this cover. 

Survey bulletins can be obtained only by prepayment of cost, as noted above. 

Money should be transmitted by postal money order or express order, made payable to the Director of the United States Geological Survey. Postage stamps, 

checks, and drafts can not be accepted. Correspondence relating to the publications of the Survey should be addressed to The Director, United States Geological Survey, Washington, D. C. 

IRR 35 
.ATER·SUPPLY AND IRRIGATION PAPERS. 

umping water for irrigation, by Herbert M. Wilson, 1896. 

;l. Irrigation near Phrenix, Arizona, by Arthur P. Davis, 1897. 

3. Sewage irrigation, by George W. Rafter, 1897. 

4. A reconnaissance in southeastern Washington, by Israel C. Russell, 1897. 

5. Irrigation practice on the Great Plains, by E. B. Cowgill, 1897. 

6. Underground waters of southwestern Kansas, by Erasmus Haworth, 1897. 

7. Seepage waters of northern Utah, by Samuel Fortier, 1897. 

8. Windmills for irrigation, by E. C. Murphy, 1897. 

9. Irrigation near Greeley, Colorado, by David Boyd, 1897. 

10. Irrigation in Mesilla Valley, New Mexico, by F. C. Barker, 1898. 

11. River heights for 1896, by Arthur P. Davis, 1897. 

12. Water resources of southeastern Nebraska, by Nelson Horatio Darton, 1898. 

13. Irrigation systems in Texas, by William Ferguson Hutson, 1898. 

14. New tests of pumps and water lifts used in irrigation, by 0. P. Hood, 1898. 

15. Operations at river stations, 1897, Part I, 1898. 

16. Operations at river stations, 1897, Part II, 1898. 

17. Irrigation near Bakersfield, California, by C. E. Grunsky, 1898. 

18. Irrigation near Fresno, California, by C. E. Grunsky, 1898. 

19. Irrigation near Merced, California, by C. E. Grunsky, 1899. 

20. Experiments with windmills, by Thomas 0. Perry, 1899. 

21. Wells of northern Indiana, by Frank Leverett, 1899. 

22. Sewage irrigation, Part II, by George W. Rafter, 1899. 

23. Water-right problems of the Bighorn Mountains, by Elwood Mead, 1899. 

24. Water resources of the State of New York, Part I, by George W. Rafter,1899. 

25. WaterresourcesoftheStateofNewYork,Part II, by George W. Rafter, 1899. 

26. Wells of southern Indiana (continuation of No. 21), by Frank Leverett, 1899. 

27. Operations at river stations, 1898, Part I, 1899. 

28. Operations at river stations, 1898, Part II, 1899. 

29. Wells and windmills in 1\ebraska, by Erwin Hinckley Barbour, 1899. 

30. Water resources of the Lower Peninsula of Michigan, by Alfred C. Lane, 1899. 

31. r.,ower Michigan mineral waters, by Alfred C. Lane, 1899. 

32. Water resources of Puerto Rico, by H. M. Wilson, 1900. 

33. Storage of water on Gila River, Arizona, by J. B. Lippincott, 1900. 

34. Underground waterslpprtion of southeastern S.Dak., byJ. E. Todd,1900. 

35. Operations at rivers ns, 1899, Part I, 1900. 

36. Operations at rivers ns, 1899, Part II, 1900. 

37. Operations at riv~· . 'ons, 1899, Part III, 1900. 

In addition to the above, tbere are in various stages of preparation other papers 

relating to the measurement of streams, the storage of water, the amount available 

from underground sources, the efficiency of windmills, the cost of pumping, and 

other details relating to the methods of utilizing the water resources of the conntry. Provision has been made for printing these by the following clause in the 

sundry civil act making appropriations for the year 1896-97: 

Provided, That herertfter the reports of the Geological Survey in relation to the 

gaging of streams and to the methods of utilizing the water resources may be 

printed in octavo form, not to exceed 100 pages in length and 5,000 copies in num- ber; 1,000 copies of which shall be for the official use of the Geological Survey, 

1,500 copies shall be delivered to the Senate, and 2,500 copies shall be delivered to 

the House of R presentatives, for distribution. [Approved June 11, 1896; Stat. L., 

vol. 29, p. 453.] · 

The maximum number of copies available for the use of the Geological Survey 

is 1,000. This number falls far short of the demand, so that it is impossible to 

supply all requests. Attempts are made to send these pamphlets to persons who 

have rendered assistance in their preparation through replies to schedules or who 

have furnished data. Requests specifying a certain paper and stating a reason for 

asking for it are granted whenever practicable, but it is impossible to comply 

with general and indiscriminate demands, such as to haYe all of the series sent. 

Application for these papers should be made either to Members of Congress or to 

THE DIRECTOR, 

UNITED STATES GEOLOGICAL SURVEY, 

IRR 35 Washington, D. C,