Glass. Book. — ; — _ NiAs Digitized by the Internet Archive in 2011 with funding from The Library of Congress http://www.archive.org/details/reportonmeasuremOObond REPORT on the MEASUREMENT of the VOLUME OF STREAMS AND THE FLOW OK WATER IN THE STATE OR NEW YORK. By EDWARD A. BOND t State Engineer and Surveyor. DECEMBER \ f \ 900. t£T* t^P <3* ALBANY; JAMES B. LYON, STATE PRINTER. 190 1. / REPORT ™™ MEASUREMENT™ VOLUME OF STREAMS AND THE FLOW OF WATER IN THE STATE OF NEW YORK. By EDWARD A^BOND, State Engineer and Surveyor. DECEMBER i, 1900. ALBANY: JAMES B. LYON, STATE PRINTER. 1900. 13 1907 D. of a LC Control Number tmp96 026039 MEASUREMENT VOLUME OF STREAMS AND FLOW OF ITER IN THE STATE OF NEW YORK. December 1, 1900. ERRATA. Page 5, insert before last paragraph : " The results which have been obtained are largely due to the effective, attention and efforts of Mr. F. H. Newell, Ilydrographer U. S. G. S. at Washington, and of Mr. R. K Horton, U. S. G. S. . in local charge." Page 9, 24th line, read "streams" for "dams." Page 24,19 th line, after " weirs have been erected" insert "by Prof Olin II. Landreth C. K" Page 44, 18th line, Formula (3) should read "C=l-( 0, °^ 84,6+d) W" Page 44, footnote, add, "see Report of State Engineer and Sur- veyor of New York, 1896, p. 858." Page 4S, 14th line, Formula should read "Q=3.01 LH 153 ." Page 101, 5th line, after " L900," insert "by Prof E D. Walker O. E." Page 106, 21st line, after " 1900," insert "by Prof E. D. Walker a e." Page 107, in table, 2d line, " 9J^9. 8 " should read "946.* " Page 108, 27th line, ", deducted " should read " deduced." Page 114, in table, 1st line, reading "Amos Race = l93 5 " should be omitted. Page 114, in table, 4th Hue, " 1881 " should read " 1687.* " Page 114, in table, 4th line, add "including Amos race." Tbese errors and omissions will not occur in this report when it is printed as a part of the forthcoming Annual Report of the State Engineer for 1900. MEASUREMENT VOLUME OF STREAMS AND FLOW OF WATER IN THE STATE OF NEW YORK. The Slate Engineer and Surveyor receives many requests for information on the above subject which becomes more important with the growing demand for various water supplies for the great cities and with the increasing desire to develop the many water powers throughout the State. Having in view these facts, the State Engineer, during the last session of the Legislature, favored" the enactment of the following quoted law: "The People of the State of New York, represented in Senate and Assembly, do enact as folloics: "The treasurer shall pay, on the warrant of the comptroller for the state engineer and surveyor, one thousand dollars to be used with the United States Geological Survey in hydrographic work connected with the measurements of the volume of streams and flow of water in the state of New York." This law became a law April 13, 1900, being paragraph 11 of chapter 420, Laws of 1900. Under the provisions of this law, which is similar in effect to existing laws in other States, the State Engineer has arranged a system of co-operation with the United States Geological Survey by which the State has the full benefit of the experienced and skillful observers of this Department and of their accurate instru- ments and methods, and thus obtains, at a merely nominal cosl, information which is already of evident value which will be in- creased by continuance. Under this law observations have been continued during the year at a number of stations at which observations have hereto- fore been made by voluntary observers, acting under the direction of the United States Geological Survey, and there have also been added other stations. Most of the former stations where observa- tions have been and are still made are located at dams where it has been found that the records were rendered uncertain by the leakage of the dams, the changes in the crests of the dams by flash-boards and by leakages from the flumes and other works con- nected with the dams. In selecting the new stations, they have been located with a view of avoiding these uncertainties by making observations in unobstructed reaches of the streams where the flow is, so far as possible, uniform and where the flow of water at various stages can be determined by current meters; gauges for the height of stream are set at these points and are observed twice a day by resident observers who record the readings and report them to the central office. There are fifteen of these paid resident observers and they receive an average of |3.50 per month each. One gauge is usually set for a low stage and this is submerged at high-water, when readings are made on another gauge, set for this purpose near the top of the river bank. i To determine the mean volume of water passing day by day, it is only necessary to have a skilled observer, with a current meter, visit each station for a few hours at times when the stream is at various heights and thus to determine by observations made with the meter the amounts of water passing for different heights of the gauge reading, the discharge of the stream being fairly con- stant for a given height on the gauge and increasing in more or less regular ratio as the water-level rises. It will thus be prac- ticable to construct for each stream a table showing the amount of water passing for any given height and thus to obtain, by com- bining the daily gauge-readings of the local observers with the occasional meter-readings of the skilled observers, a complete record of the flow of the stream. When satisfactory conditions of regular flow are found near a bridge, gauges are so located that the meter-observations can be made from the bridge spanning the stream; but such locations are avoided if the llow is much disturbed by bridge piers making accurate records impossible and producing misleading results. In some cases (as on the Oswego river eight miles from Lake Ontario) a fixed wire cable is stretched across the stream well above high-water level, and the observer makes meter-readings from a car in which he travels upon this cable. It is intended to establish these meter stations upon all the streams where it is practicable and to gradually discontinue the observations at dams where the conditions are unsatisfactory. In collecting for publication the records obtained during 1900, there have also been collected certain heretofore unpublished former records of these streams and the results are here given in tables showing the daily mean flow, and also hydrographs which give the same information graphically, and which show at a glance the periods of high-water and of low-water and the regular or erratic character of the flow of the various streams, which differ widely with the varied nature of their watersheds. The hydro- graph of the Oswego river, for instance, is exceptionally uniform, showing the effect of natural regulation of its flow by the many central New York lakes which it drains. The hydrographs of several of the creeks which flow into the Mohawk show sudden and extreme variations, resulting from the quick run-off which is characteristic of their watersheds. The tables give the daily means of flow in more detailed form, and such photographs are given as are necessary to show the varied conditions existing at the several stations. The value of these records is such as to show that the system should be extended and made to include many other important streams in different parts of the State, and the appropriation of a proper sum is recommended for this purpose. Herewith is given detailed report of the hydrographer in charge of the observations, with the figures and tables which show the results, all of which is presented to the Legislature. December 1, 1900. EDWARD A. BOND, State Engineer and Surveyor of New York. REPORT ON GAUGINGS OF THE STREAMS OF NEW YORK STATE FOR THE YEAR 1900. By Robert E. Horton. The following report contains the results of hydrographic work done in the State of New York, pursuant to the provisions of chapter 420, Laws of 1900, in co-operation with the United States Geological Survey. The locations of gauging stations, which have been maintained or established during the present year, are given in the table below. Most of the older stations were established in connection with the Upper Hudson Storage Survey of 1895 and 1896, or by the Water Supply Division of the United States Deep Waterways in 1898. All of the older stations are in connection with dams and mills. Considering first the dam proper, the length and profile of the crest has in each case been determined during the season of low water, and the volume of flow, corresponding to a series of ob- served depths on the crest, has been computed. The general formula for flow over a weir or dam has been used in the form given by Bazin. Q=M L H \f 2 g H. Q=Discharge in second feet. L = Length of crest or overfall in feet. H = Observed depth on crest. M = A coefficient varying in value with the head and form of dam. In order to take into account modifications of discharge, due to variations in the width of crest of dams, slope and form of aprons, etc., values of the coefficient M have been selected in each case as deduced from experiments on models of dams of similar cross- section. Experiments made at the hydraulic laboratory of Cor- nell University, for the United States Board of Engineers on Deep Waterways, and also by James R. Freeman, O. E., have largely been drawn upon. Gauges have, as a rule, been placed several feet upstream from dams, where the cross-sectional areas of the mill ponds are so great as to make the velocity of approach negligible. Having calculated the flow for a series of crest depths, extend- ing from zero to the extreme high water mark, a discharge curve has been plotted, from which the volume of flow over the entire dam, corresponding to any gauge height, could be read directly. When flashboards are placed on dame, the conditions are reduced more nearly to those of a standard sharp crested weir, and Fran- cis' well known formula, having a constant coefficient 3.33, has been used in computing the flow. The discharge over waste weirs, auxiliary spillways and flood overflows has been calculated in a manner similar to that used for dams. The amount of flow through head-gates, sluice-ways, feeder-gates, and similar openings, has been calculated from the formula for orifices. Q=C A \/2gH. A= Discharge in second feet. A s= Area of section of orifice in square feet. H = Ob- served head, or for a submerged orifice, the difference of elevation of water surface of the upstream and downstream sides. C = A coefficient usually taken at 0.62. Precise experiments to deter- mine the value of the coefficients of discharge through large sub- merged orifices, as in bulk-heads or canal feeder-gates, are not available. Ourrent-meter measurements made in a number of channels have shown the value as given above to be about right for most of the cases thus far encountered. In estimating the discharge through turbine water wheels, the results of tests, made at the testing flume of the Holyoke Water Power Company, have been largely depended upon, the mean discharge for each day having been computed from the observed working head, width of opening of speed gates, and number of hours that each wheel has been run. A record of these facts is kept at each of the stations where there are mills in connection with dams. One difficulty encountered in gauging northern streams re- sults from the accumulation of ice during the winter season. It has been found impossible to keep such crests clear of ice, and an effort is made to keep a record of the relative length of the clear and obstructed portions of the dams, from which a correc- tion in the calculated flow can be made. In the case of current meter stations also, the wetted perimeter, and consequently the slope and velocity at a given stage or gauge height, are affected to some extent by the complete or partial freezing over of the dams. Views of the cross-sections of many of the dams where gauge records are kept, as well as the results of the experiments made at Cornell University to determine the proper coefficients of dis- charge, may be found in a paper on Flow of Water over Dams by Geo. W. Kafter, M. Am. Soc. C. E., contained in Proc. Am. Soc. C. E., March, 1900.* In connection with all older stations at dams and mills, an effort has been made to check and improve upon the previous results by making current meter measurements to determine the volume of flow through turbine water wheels, and the proper allowance to be made for leakage of dams, and to check the cal- culated flow over dams. The new stations established during the present year are chiefly current meter stations, a gauge being read once or twice daily to determine the stage of the river, and the current meter measure- ments made as opportunity permits, with the water at different stages. Sufficient current meter measurements have not as yet been made at any of these stations to permit of the construction of rating curves, so that the daily flows in second-feet cannot as yet be given. In addition to the above, examinations have been made of vari- ous streams, notably those flowing from the northern slope of the *(See Water Supply and Irrigation Paper, U. S. G. S., No. 35, page 21.) .10 Adirondack region, to determine favorable localities for estab- lishing gauging stations. A number of gauging records have also been obtained, which are not yet ready for publication. With reference to precision of the results of New York gaug- ings, it may be said that they are probably as accurate as con- tinuous records of flow of streams of large magnitude can be made without excessive outlay. No single method of gauging has been followed exclusively, but different methods have been pursued with a view to checking the results obtained by each method. In a number of instances the methods of weir and cur- rent meter measurements have been combined in a single station, the former being employed to calculate the flow over dams, while the current meter was depended upon to estimate diversion to canals or for water power purposes. At the beginning of the year many of the older stations were neglected and the guages out of repair. Many of the gauges have been replaced by new ones having metallic figures and division marks, and other changes have been made with a view to increasing the accuracy of the results. Gauge readers have as a rule been careful and painstaking in their work, and a large share of credit is accorded to them, as well as to assistants who have aided in the preparation of the report. I 11 x ■ O X >-.Q q •« a Of2S. eg-* GChCa o .a a a a " o x - Ba.03 3 — «•* « B — 2§S S rt t, _ 2 &»•* — MC9 (^ iSo> (1 <.Mg - X oS O * ■sQ" os 5 ca i-a j ffi fc p &, OXtCc ■sKDJHi-sU g£x **" «B'8flflflB«flflfl'8fl , 89flBfl9SStflfltt , 8B 3333333033333333332"" -3333333 5SSS55£53SSS BBBBSS „-2 «£H£££55 a33scasaaaa = cc33BC-uw^'flccaccc 0C0JO0C00000C0CO00UU3C0CCO00 OOUOOOOOOOOOOUOOUOOOlOOOOOOO "5. "s t-00 CO GO 00 i > y. ff. a » o a r. a o o ai r i C^^tOCOCO'-'i-'^l'— COr-.C :>.-.-<*-<*© es eo <£> 1 i-» :v o < 1 I 2 a «2S » J. fe-fS •o^ 5. s »£? - * "^ air IP "SEE IIS 55* a *s 0,0.0.0 oiSv Q.& oflku'raB.aS? a— a ■» £• +j p, 55 fc 3 U I- J- o c o 000 XXV t- h L. 000 12 QUERENT METER MEASUREMENTS, The following table (No. 2) shows the results of current meter measurements made on principal streams during the present year. A modified form of Price meter, adopted by the United States Geological Survey, has been used. The usual mode of procedure is to submerge the meter 0.6 of the depth of the stream at meas- ured intervals across the channel, and record the revolutions for a period of one hundred seconds. In cases of doubt, surface and bottom velocities have also been taken, or the flow determined by the method of integration as a check. Many of these measurements were made at places where per- manent stations have not been maintained, and the quantities given in the column for gauge heights are the distances to water surface measured from some fixed point of reference, usually the coping of a pier or abutment. In addition to the results included in the table, about thirty-five current meter measurements have been made in head-races, feeders, power canals, and other chan- nels, to determine the leakage of dams, flow through turbines and diversion to canals. The results of these measurements will be found in connection with the descriptions of different gauging stations. Field work for the present season was not begun until so late a period that, in many instances, current meter measurements to check the calculated flow over dams during high-water could not be made. Additional meter measurements are also needed to establish discharge curves at all the current meter stations. This report must therefore be considered as being, in some degree, pre- liminary. i;{ £3 fa . ~um . a 7t x 01 a.' a. "2 . w O.S;.i «, C 603- ^ cO •S-o c >.>:*. S cOjg M MS c-= g a c o *=?-££« E-B - -- 5.-° a, cO e cO — EE co co U U • * i E--3 cs ai a, > — - ' ' cO co i = c i r - ,000 — ; - o> M CO > 0> a'S.O M— ex KM£ 2rSS2e t- - t. u i. .a .q~.s,qo cs g 2 (8 CO cs — Eosgga C 0.0 Oi 0) o tS| S 3 o ■ s >- £s ^ c s o — a) X «j « « 2j= S-5 !>£ 2 o 2 ©''E * B oo g S « I ° i c tt OH a* 1 So _ 0> win t- OS 412 452 108 485 1,871 2.708 451 1,385 116 38 188 1,569 ••4,773 4,135 667 976 202 36 5 20 289 1,677 103 5,573 30 1,257 38 114 44 87 141 286 383 1,863 916 245 102 QJ *J ^ 3 Si X « to " • © '. .tn ©to© in co • 'COt*mw«TC.««S^O 1 to * • O • • •£- M« • • -CO ©=>•• — nn • -cm • CO — • • •Mac(DininfOO«no^ • « • • oo to • • -o e a = = = s a o © o © o o o tZtmt ss Si ic;uuLUfci.fl2c3aofl i X .* A! .* J* J4 ■. oo oroco oo!icoo:css-s>-5 SinbftO »i-^OIrHf-Om^^^«cOCO( '-«« r-«M CMCM — —C IMOliDHHOt- >V "E si ti 5c >-. ;>> >fh 5c 5. a "Su a S" a ^i?^ si £ si Mj* g 0,0.0. 3*5533~J~ =3- 3 £j*8 , &2'3,2 3 s = s = 3 3 § aToo O<<-«!. >-. >. +j w +j ^ BCCi 1 ;sss. o o c si? o u o o e aoaaaa>i>> Sa ooooooSSni © c n ■o -o fc t. s. S^ EEEOi M-a ■o CO * « — o> o o o« 2 _50_5OM a "g 0000 01 QQPOhS a ■£ 60 o § O .E ^ 0> 0) >> >i OJ O) •9 S co csa a a £ teggggSfcf ►'•uaa^'^oo -SCO * cOffiE •g g . .22 - - cO cO — — t 1i™ &ES - s s-- H " 1"I1°°' * » « = = 2' II S m bkesee££ £ g|||« -tJCOcOMae — —"a-: - , *^ — — ^^^^^.j^ ■ — — n c-222 c cr H - -ip.t-i-'O'o'i ^■g^i ££^-S © o o o g c5S = ^*-5|2i CO CO «- to 'C'O .Ubhib&.bUUL.t. «s-¥r r > b5 (jlcj c o c SEE • .j. • -nam ■ ••* • • 01 01 0. 1 fc-fc-^ , 7-T , 01©0'i CO CO S £ 5 cO CO 1 / » 0) J; . 1. t. 01 ) O CJ > coo SSSbObOtiosBtocBccMiKtnMtncXccM "-<— c a a *■ *> co co O cO eOOO O u c W)J a = a ^ ^ .? 0? o « jS 01 _o jo a > u 14 DESCRIPTION OF TABLES OF DAILY FLOW. For mill streams, where the water is held back as pond storage during the dry season, it is impossible to determine the natural regimen of flow of the stream. This is especially true with reference to Sundays or holidays when mills are not running. If at the time the water wheels are stopped, the water stands below the level of the crest line of the dam, the flow in the stream chan- nel below will be nil, or at best, will only equal the leakage of the dam, flumes, or penstocks. With regard to estimation of Sunday flows, no uniform rule has been followed. In case of some of the older records, the Sunday flow during the dry season has been taken as the mean of the calculated flows for the preceding and following days, and this method, where previously used, has been adhered to. In other instances, the flow given in the table for each day is that shown by the gauging record, and represents, as nearly as may be, the actual amount of water flowing in the stream channel below the dam, but may be quite different from the amount en- tering the pond above the dam. The relation existing between the canals of New York and the streams of the central portion of the State is very implicit. Di- version from the headwaters of a number of streams for the supply of canals virtually reduces their effective drainage areas. As a result, the summer watershed may be materially less in area and differ widely in its water yielding characteristics from the region tributary to the stream when the canals are not in operation. It is evident that the run-off from such streams is not comparable with that from streams having an undisturbed regimen. It often happens that a single gauge reading, taken at or near the culmination of a flood, shows a larger flow than the mean for any single day. The results of such isolated observations, together with other data relative to extremes of flow, have been given for a number of stations. La The drainage areas tributary to the various si reams above the gauging stations, and at other points, are shown in the following table (No. 3): Table No. S — Drainage Areas Tributary to New York Streavis. Batten kill Beaver river Beaver river Beaver river Black creek Black river Black river Black river Cay adutta creek Cayadutta creek Chittenaugo creek Chlttenango creek East Cauada creek East Cauada creek Fish creek, East branch Fish creek, West branch Fulton chain Hoosic river Hudson river Hudson river Hudson river Hudson river Hudson river Indian lake Lake Neatahwanta Mohawk river Mohawk river Mohawk river Mohawk river Mohawk river Moose river Moose river Nine Mile creek Nine Mile creek Oneida creek Oneida creek Oneida lake Oneida river Oriskany creek Oriskany creek Oswego river Oswego river Oswego river Oswego river Oswego river Sacandaga river Salmon river Salmon river Sauquoit creek Sauquoit creek Schoharie creek Schoharie creek Schoharie creek Schoharie creek Schroon river Seneca river Seneca river West Canada creek West Canada creek West Canada creek West Canada creek Mouth (/) Mouth , Above Beaver , Below Beaver Mouth (e) , Mouth Gauging station , Forestport Mouth (g) Gauging station . Mouth Bridgeport (c) Mouth (g) .. Gauging station Point Rock McConnellsviile (c) Above old forge Mouth (/).. Troy Above Mohawk Mechanicville Fort Edward Hadley (6) Gauging station (/) Mouth of outlet (e) Mouth Rexford Flats (c) Schenectady (c) Little Falls (c) Ridge Mills (c) Mouth Cable station Mou h (gr) Gauging station Mouth .. Knuwood (c) Water surface Mouth Mouth (g) state dam (c) Mouth High dam Cable station Fulton Beiow Three River Point. Mouth (/) ,. Bridge station One mile above falls Mouth (3) Gauging station Mouth (gr) Fort Hunter (c) ■ Millpoint (<•) . . Schoharie Falls (c) Gauging station Mou'h Baldwinsville (c) Mouth (g) Middleville (c) Trenton Falls Twin Rock bridge (c) Square miles. 438 (d) 822 153 169 39 ,930 ,889 268 ; 28 29 30 31 1 804* 4,712 2,346 5,051 13,894 5,609 1,528 1,205 897 990 1,018 1,652 3,501 1900. 1 1,766 1,710 1,710 1,710 1,710 1,710 1,710* 2,300 2,362 2,382 2,240 2,150 2,270 1,710* 1,940 1,850 2,300 2,300 2,240 2,060* 2,060 2,150 2,200 2,150 4,850 5,850 5,770* 5,250 6,344 11,458 12,304 14.030 2,865 2,610 2,579 2,770* 2,770 2,930 2,865 2,674 2,930 2,930 2,674* 2,930 2,674 2,610 2,610 2,610 2,610 2,548* 2,610 2,610 2,610 3,420 4,020 3,915 3,600* 3,600 3,260 3,260 3,260 3,260 3,465 3,800* 4,265 5,370 6,050 7,384 7,560 9,740 12,192* 10,760 10,760 10,240 10,344 9,490 7,340 6,386* 7,208 9,096 10,604 20,100 27,050 30,000 29,500' 27,700 25,200 23,300 21,750 2o,000 17,050 14,800* 12,752 11,280 11,020 10,812 9,740 9,000 7,780* 6,900 6,050 5,650 6,602 7,560 6,050 5,770* 5,650 5,250 5,250 5,650 5,530 5,250 5,170* 4,930 4,374 4,265 3,705 3,161 3,420 2,706* 2,485 2,150 2,000 1,904 2,000 1,710 2,000 2,060* 2,200 2,000 2,150 2,424 2,579 2,485 2,610* 2,000 2,030 1,766 1,580 1,580 1,268 1,154* 1,460 1,364 1,044 1,044 1,110 1,110 1,176* 1,340 978 836 764 1,044 *978 978 1,000 854 1,000 1,110 1,110 764* 1,268 1,244 1,340 1,268 1,532 1,580 1,198* 1,460 1,220 1,268 1,340 1,766 1.580 1,460* 1,556 1,766 1,340 1,220 2,150 1,850 1,316* 1,268 1,176 1,340 1,110 1,220 1,000 854* 694 1,000 1,154 690 820 780 1,610* 1,010 1,490 1,730 1,680 1,535 1,240 2,120* 1,010 1,240 1,200 810 480 810 500* 780 780 1,780 1,440 1,240 1,240 1,200* 1,010 760 740 780 780 740 390* 740 1,120 1,100 1,120 980 980 1,055* 1,240 1,780 1,490 1,295 1,200 915 800* 780 1,440 1,200 960 1,120 1,200 780* 1,010 960 1,240 980 870 780 580* 820 780 1,010 1,050 1,050 1,050 740* 960 1,240 1,440 1,980 2,340 2,120 1,605* 1,860 1,885 1,935 2 3 ::::::: fi 8 10 12 14 16 1,580 13,470 1,710 11.280* 18 19 1,940 2,930 5,930* 6,260 5,850 5,770 4,850 4,125 3,670 3,420* 3,195 2,865 2,548 9,590 7,924 5,770 5,130 5,130 4,850 4,230* 3,775 3,095 2,996 20 ')■> 23 24 25 26. 27 29 30 31 2,834 5,734 2,970 13,926 5,711 1,630 1,321 | 1,134 1,020 1,218 * Sunday. b Sluice gates open. (See Water Supply and Irrigation Paper, U. S. G. S., No. 36, page 191.) 20 12,000 Fig. No. 1.— Discharge of Black River at Huntingtonville Dam, Jefferson County, N. Y., 1897. Sec. ft. 32,000 JAN. 10 20 FEB. 10 20 MAR. 10 20 APR. 10 20 MAY 10 20 JUNE 10 20 JULY 10 20 AUG. SEPT. 10 20 10 20 OCT. 10 20 NOV. 10 20 DEC. 10 20 28,000 24,000 20,000 16,000 IU98 12,000 4,000 1 wmmwr * 1W Fig. Ino. 2.— Discharge of Black River at Huntingtonville Dam, Jefferson County, N. Y., 1898. 21 Sec it 3'.', Hi'"' 16,00(1 JAN 10 20 FEB. 10 20 MAR. 10 20 APR 10 20 MAY 10 20 JUNE 10 20 JULY 10 20 AUG 10 20 SEPT. 10 20 OCT. 10 20 NOV. 10 20 DEC 10 20 1 1 39 9 1 1 L ' W "» fcl A 1\ 1 Fig. No. 3.— Discharge of Black River at Huntingtonville Dam, Jefferson County, N. Y., 1899. Sec. ft. 82,000 28,000 34,000 18,000 4,000 JAN. 10 20 FEB. 10 20 MAR. 10 20 APR 10 20 MAY 1© 20 JUNE 10 20 JULY 10 20 AUG. 10 20 SEPT. 10 20 OCT. 10 20 NOV. 10 20 DEC. 10 20 1 1 9C - ■o o u 01 <£. o z 1 Fig. No. 4.— Discharge of Black River at Huntingtonville Dam, Jefferson County, N. Y., 1900. 22 Mean Monthly Run-Off of Black River at Huntingtonville Dam, Jefferson County, N. T. [Drainage area, 1,889 square miles.] MEAN MONTHLY FLOW IN SECOND-FEET. Jannary . . February . March April May , June July August September , October November. . December . . Tear. 160 ,317 484 267 718 879 2s0 954 ,155 ,725 189S. 3,402 3,806 9,609 4,6:i4 3,174 1,639 1,128 1,495 1,483 3,138 3,932 2,720 4,712 2,326 5,051 13,894 5,609 1,528 1,205 897 990 1,018 -1,652 3,501 1900. 2,83* 5,734V 2,970= 13,926- 5,711 1,630» 1,321 1,134 1,020 1,21* SECOND-FEET PER SQUARE MILE. MONTH. 1897. 1898. 1899. 1900. 1.18 2.01 5.08 2.46 1.68 0.87 0.60 0.79 0.78 1.66 2.08 , 1.44 2.49 1.23 2.67 7.35 2.97 0.81 0.64 0.47 0.52 0.54 0.87 1.85 1.14 3.34 5.02 2.26 1.44 0.47 1.21 3 04 1 5? 7.3T 3 02* 0.86- July 0.70i' 60 ■■ 0.54 0.505 2.20- 2.50 0.64 . INCHES ON DRAINAGE AREA. MONTH. 1897. 1898. 1899. 1900. 1.S6 2.09 5.77 2.74 1.86 0.97 0.69 0.91 0.87 1.91 2.32 1.66 2.77 1.28 3.08 8.20 3.42 0.90 0.73 0.54 0.58 0.60 0.97 1.53 1 73'. 1.18 3.85 5.60 2.60 1.60 0.54 1.39 3.16- 1.81 8 22" 3.48 9ff July 0.80 0.6!* 0.6O-- 0.58 2.45 2.88 0.71 23 BEAVER RIVER. Beaver river rises in western Hamilton county, crosses Herki- mer county, and emerges from the Adirondacks at Number Four, on the Lewis county liue. The How from the tributary watershed above Beaver, comprising an area of 153 square miles, or 47.5 per cent, of the entire drainage area, is regulated by storage in the Beaver Flow or " Stillwater." an artificial lake formed by a timber dam 16 feet high. In addition to the reservoir formed by the State dam at Beaver, there are within this region over fifty natural lakes, including Red Horse Chain, so that a comparatively uniform flow is main- tained throughout the summer season. An examination of Beaver river, in relation to facilities for gauging, was made early in July. The almost continuous rapids in the upper reaches of the stream limit the desirable sites for gauging stations to the stream channel below Beaver Falls, 4 miles from its confluence with Black river at Castorland. Arrange- ments were made for the establishment of a cable station, but owing to the presence of log rafts in the stream during the greater portion of the summer, the record has not yet been started. From the State dam at Beaver to Number Four, a distance of 10 miles, the stream consists of numerous boulder rapids, alter- nating with short stretches of smooth water. Above Beaver lake occurs a high fall, forming a descent of 60 feet within 400 or 500 feet. From the foot of Beaver lake to Belfort, a distance of 12 miles, the stream channel continues rocky and precipitous, although the adjacent watershed is sandy, and for the most part covered with timber. Eagle Falls, 2 miles below Beaver lake, consists of a series of cascades, aggregating a descent of 75 feet. There are a number of other undeveloped water powers in this vicinity. Water power is developed at Beaver Falls, Croghan and Belfort, aggregating 4,400 horse-power at five dams, and utilizing a fall of 133 feet. There is also an abandoned power at Tisse's Falls, below Belfort, where a total head of 60 feet could be obtained. 24 Power is developed at Belfort under a bead of 50 feet, for the generation of electricity, which is transmitted to adjacent towns, a distance of 16 miles. Kainfall and other meteorological records have been kept since January, 1889, at Number Four, in the heart of the timber covered -portion of the watershed. CAYADUTTA CREEK NEAR JOHNSTOWN, FULTON COUNTY, N. Y. Cayadutta creek rises in Fulton county and flows into Mohawk river near Fonda. The dam of the Johnstown Electric Light and Power Co., one mile below Johnstown, where the record is kept, is of framed timber, 33 feet in height, on a rock foundation. The impounded water is carried from above the dam to the wheelhouse through a 5-foot circular wooden flume. The profile of the crest is somewhat irregular, and to facilitate computation, it has been divided into four parte, the crest line of each part being assumed horizontal. Since the establishment of the station, standard sharp-crested gauging-weirs have been erected. One of these weirs has been placed across the main stream above the head of slack water from the dam. A second weir has been placed in the tail-race below the power house. During the summer the water does nor ordinarily flow over the dam, which is practically tight, and the entire flow passes through the turbines. A series of gaugings at the tail-race weir has been made in order to determine the discharging capacity of the water wheels when running under different conditions. Dams are located along the streams at frequent intervals, and the amount of flow from one to another during the dry season is largely controlled by the run of the water wheels. Fig. No. 5- — Timber dam, Cayadutta Creek, at gauging station near Johnstown, Fulton County, N. Y. Fig. No. 6.— Gauging weir across Cayadutta Creek, below Johnstown, Fulton County, N. Y, 25 tai i k No. 5.— .Want Daily Flow ofCayadutta Creek near Johnstown, Fulton County, y. y., Cubio Feet Per Second. [Drainage area, 40 square miles ] DAY. Jan. Feb. Mar. April. May. June. July. Aug. Sept. Oct Nov. Dec. 1898. 24 10* 22 25 119 246 67 55 14* 37 23 27 33 38 290 117* 68 47 46 89 47 55 105* 56 48 36 58 55 138 13* 41 41 36 88 32 39 12* 32 35 179 731 429 110 61* 68 55 49 57 57 97 67* 67 50 54 63 55 42 *24 46 59 42 39 48 46 51* 23 51 50 8 39 38 38 25* 46 37 36 33 16 32 34 18 27* 19 S3 20 35 21 45 Zi. 58 23 fl8 24 67 25 60* 26 75 27 42 28 31 29 34 30 50 31 44 64 91 44 1899. 1 2 20' 39 31 42 71 69 40 64* 42 29 24 27 26 43 125* 51 43 35 31 33 28 16* 35 40 27 32 32 24 13* 33 33 27 25 29 26 19* 29 23 19 18 18 20 14* 19 21 24 25 26 27 15* 32 33 55 91 39 40 43* 53 4S 66 48 36 40 111* 282 122 71 72 67 53 123* 155 105 84 46 38 35 66* 67 66 50 74 59 52 54* 48 54 4S 46 43 72 70* 83 132 252 263 313 503 320* 413 579 415 311 751 802 213* 190 196 225 168 135 142 123* 41 65 66 44 51 60 31* 57 66 36 32 28 27 12* 29 26 25 27 47 29 31* 25 28 34 33 43 47 34* 34 26 31 26 25 30 15* 32 13 28 30 28 29 17* 29 28 18 30 21 19 18* 30 25 24 25 25 25 17* 25 37 32 33 32 32 18* 29 26 30 30 it 21 15* 24 17 20 20 19 34 16* 27 25 18 18 16 18 13* 23 25 26 20 19 23 8* 18 22 19 16 17 17 14* 25 20 22 32 22 21 11* 19 20 20 20 17 23 8* 20 20 20 20 20 19 9* 15 16 14 16 16 14 11* 15 16 16 16 16 20 12* 19 28 16 23 22 17 7* 16 19 20 19 20 11* 19 20 21 20 17 19 14* 20 32 36 26 27 26 12* 24 24 25 17 15 19 9* 18 20 24 23 13 20 17* 24 26 33 21 * 21 18 18 19 16* 80 30 33 31 28 48 34* 26 28 26 22 27 26 20* 28 28 30 20 21 20 6* 27 27 26 25 24 26 14* 30 28 28 15 19 4 14* 37 6 27 23 23 8 23 9 23 10 13* 11 27 12 238 13 207 15 145 55 16 40 17 ■ 44* 18 36 19 i 20 51 85 21 62 22 43 23 26 24 19* 25 56 26 60 27 25 28 24 29 20 3D 19 31 11* 39 31 74 251 31 26 20 18 20 21 26 49 'Sundays. 20 Table No. 5.— Mean Daily Flow of Cayadutta Creek, etc.— (Concluded). DAY. Jan. Feb. Mar. April. May. June. July. Aug. Sept. Oct. Nov. Dec. 1900. 1 27 27 25 20 18 20 24* 60 39 43 37 34 30 14* 35 37 29 40 92 705 306* 101 83 55 71 50 43 23* 44 36 31 39 39 22 20* 251 43 42 148 235 76 82* 116 1,404 89 77 59 46 23* 42 41 39 44 107 87 41* 60 42 39 41 42 44 23* 55 41 50 45 45 49 39* 66 48 40 41 39 41 19* 42 45 52 52 111 82 52* 46 50 49 106 165 296 250* 292 339 212 199 280 293 155* 102 78 77 91 106 78 91* 133 200 314 164 102 76 116* 92 80 71 64 48 46 22* 25 38 25 25 25 23 24* 30 25 81 63 30 24 19* 23 26 23 24 29 2* 22* 25 24 19 22 23 26 19* 22 19 20 22 36 22 8* 30 26 25 23 24 33 13* 29 29 16 24 29 22 9* 24 24 24 22 21 17 10* 17 19 14 17 19 18 6* 14 20 6 15 15 15 7* 31 19 18 20 23 18 12* 19 20 18 17 14 19 7* 15 18 17 26 25 26 13* 13 13 12 22 20 18 20 20 20 22 18 14 4* 27 28 29 34 35 33 10* 18 21 20 21 22 22 7* 20 19 20 20 18 11 7* 21 17 17 17 17 21 8* 21 20 6 7 18 16 . 9* 19 -21 19 21 21 21 14* 32 32 21 21 23 23 10* 2 4 10 15 16 19 22 23 24 25 26.. 27 28: 29 30 31 71 119 62 140 27 21 17 20 18 ■ r ".•■••••■ * Sundays. (See Water Supply and Irrigation Paper, TJ. S. G. S., No. 35, page 53.) Sec. ft. 800 f.00 JAN. 10 20 FEB. 10 20 MAR. 10 20 APR. 10 20 MAY 10 20 JUNE 10 20 JULY 10 20 AUG. 10 20 SEPT. < 10 20 1 3CT. 20 NOV. 10 20 DEC. 10 20 1 89 3 1,1 ' l u J i Ik tt i Fig. No. 7.— Discharge of Cayadutta Creek at Johnstown, Fulton County. N. Y., 1898. 27 MAY 10 20 JUNE 10 20 JULY 10 20 AUG. 10 20 SEPT. 10 20 OCT. 10 20 NOV. 10 20 DEC 10 20 1899 I* fa* M Fio. No. 8.— Discharge of Cayadutta Creek at Johnstown, Fulton County, N. Y., 1899. Sec. ft. 800 700 600 500 400 300 200 100 jan. r- 10 20 1 EB. D20 MAR. A 10 20 l( PR. ) 20 MAY 10 20 JUNE 10 20 JULY 10 20 AUG. 10 20 SEPT. 10 20 OCT. 10 20 NOV. 10 20 DEC 10 20 o 1 90 1 i 1 wwm m g_ 1 Fig. 1 Io.9. -E [B( harge of Ce ya du tta Or e>4 : ;t t J >hl st.< IVI ') I 'ul On C( IU1 ty N Y , 1< no Mean Monthly Run-Off of Cayadutta Creek near Johnstown, Fulton County, N. T. [Drainage area, 40 square miles.] MONTH. SECOND-FEET. SECOND-FEET PER SQUARE MILE. INCHES ON DRAINAGE AREA. 1898. 1899. 1900. 1398. 1899. 1900. 1S98. 1899. 1900. 39 31 74 31 26 20 18 20 21 26 49 71 119 62 140 27 21 17 20 18 1.60 2.27 1.10 0.97 0.77 1.85 6.27 0.77 0.65 0.50 0.45 0.50 0.52 0.65 1.22 1.77 2.97 1.55 3.50 0.67 0.52 0.42 0.50 0.45 1.84 2.53 1.27 1.12 0.80 2.13 7.00 0.89 0.72 0.57 0.52 0.56 0.60 0.72 1.40 2 04 March 1 78 77 0.48 57 50 64 91 44 CHITTENANGO CREEK AT BRIDGEPORT, MADISON COUNTY, N. Y. This creek rises in Madison county and flows in a northerly direction between Madison and Onondaga counties into Oneida lake, the outlet of which is Oneida river, a tributary of Oswego river. The drainage basin of the stream is shown on Chittenango sheet of the United States Geological Survey. Observations for the computation of flow of this creek are made at the mill dam in Bridgeport, a short distance above its- mouth. Observations are taken three times a day, showing the height above the crest of the •dam, head on water wheels and widths of gate openings. The dam is of timber, backed with stone, and having a nearly level crest 170 feet in length, with flood gates at each end. A current meter measurement was made at a highway bridge below the inflow of Butternut creek, near Bridgeport, on June 16. The total flow of Chittenango creek at that point was found to be 05 second-feet. The stage of the stream, as shown by the record kept at Bridgeport, was uniform for several days. The mean flow, as computed from the gauge readings, was 95 second-feet for June 15 and 16. There is no opportunity for separately measuring the discharge through the turbines, or leakage of the dam at this station, and an allowance of 15 second- feet for leakage of the dam, -and of the dike leading to the old saw mill, has been made. 29 The saw mill, situated on Hie left side of the stream, rims very irregularly. The water wheels are old, and the penstocks leak badly. A current meter measurement was made in the head- rare leading to the saw mill on June 1G. The water wheels wen running, and the flow was found to be 14.4 second-feet. The relatively low run-off from the watershed of Chittenaugc* creek, as shown in the accompanying tables, may be attributed to diversion of a portion of the flow to supply the summit level of Erie canal. State dams are situated on the main stream at Chittenango, and on its two tributaries, Limestone creek and Butternut creek. Cazenovia lake, Erieville, De Ruyter and Jamesville reservoir© impound storage by which the flow is regulated to some extent. Water is also diverted from Tioughniouga creek, entering the Orville feeder by way of Limestone creek. Mean Monthly Rxm-Off of Chittenango Creek at Bridgeport, Madison County, iV. Y. [Drainage area, 307 square miles.] MONTH. SECOND-FEET. SECOND-FEET PEE SQUARE MILE. INCHES ON DRAINAGE AREA. 1898. 1899. 1900. 1898. 1899. 1900. 1898. 1899. 1900. 662 551 893 921 245 161 123 96 76 64 95 281 561 725 697 911 207 93 110 73 68 81 0.42 1.12 2.00 1.94 2.15 1.80 2.90 3.00 0.80 0.52 0.40 0.31 0.25 0.20 0.30 0.91 1.80 2.36 2.27 2.97 0.67 0.30 0.36 0.24 0.22 0.26 0.47 1.29 2.23 2.23 2.49 1.87 3.34 3.34 0.92 0.58 0.46 0.35 0.28 0.2? 0.34 1.05 2 07 2 61 8.31 0.77 0.33 July 0.40 0.27 129 344 612 597 0.24 0.3O 15.25 (See Water Supply and Irrigation Paper, U. S. G. S., No. 36, page 184.) 30 Table No. 6.- -Mean Daily Flow, Chittenango Creek at Bridgeport, Madison County, N. Y., Cubio Feet Per Second. [Drainage area, 307 square miles.] DAY. Jan. Feb. Mar. Apr. May. June. July. Aug. Sept. Oct. Nov. Dec. 1898. 1 180 205* 171 172 156 309 235 204 130* 165 194 196 197 181 354 335* 299 284 297 320 269 463 465* 487 472 352 867 972 661 565* 519 562 • 559 434 358 379 385* 331 359 386 474 1,339 1.571 1,265* 921 790 694 615 500 506 675* 728 62d 593 569 490 442 465* 523 413 421 427 2 360 348 385* 471 414 ? 404 8 v 320 261 265 11 465* 32 434 13 454 442 450 16 82 116 53* 119 139 117 111 115 135 85* 142 149 214 154 198 472 17. 619 18 605* 678 669 21 793 1,155 1,293 1,401 1,07»* 857 726 541 39 480 SO 630 * 630 129 344 612 597 1899. 1 515* 571 636 737 1,067 1,310 1,282 1,135* 724 486 473 623 849 738* 1,260 1,280 1,101 632 390 395 389 385* 399 372 311 362 308 332 385* 448 637 520 484 440 465 385* 356 342 465 385 385 385 385* 538 524 462 362 449 354 385* 541 444 619 950 1,074 1,314 1,015* 645 755 632 473 385 520 1,260* 1,331 1,475 1,069 860 852 659 565* 1,196 1,061 970 665 634 526 565* 736 766 962 1,061 1,345 1,061 885* 626 760 1,075 1,360 1,360 837 795* 752 861 866 864 857 1,420 1,675* 1,369 1,306 1,274 1,597 1,737 1,614 1,405* 1,339 1,221 859 861 629 447 165* 627 527 456 331 279 359 295* 447 357 310 172 172 157 95* 172 17!! 227 237 172 172 165* ISO 174 250 310 374 374 385* 281 265 252 197 195 227 225* 312 333 229 426 346 234 105* 184 229 229 244 192 147 70* 169 192 182 109 184 192 70* 152 81 92 100 124 134 70* 141 109 109 84 91 116 55* 97 113 132 99 123 132 . 45* 89 262 271 162 169 99 70* 101 221 210 204 152 117 70* 102 102 122 110 88 109 45* 141 84 79 169 126 134 70* 125 125 134 79 62 44 15* 141 125 103 87 76 91 25* 120 109 96 (a) (*) 56 96 112 81 49 45* 133 81 76 74 96 96 15* 71 96 92 56 88 79 25* 89 74 96 117 39 84 25* 67 49 112 119 96 79 75* 90 91 90 80 141 89 45* .107 117 101 101 85 72 15* 84 30 38 38 .45 47 15* 60 68 43 57 48 25 20* 65 65 60 145 145 160 165* 228 128 120 108 65 46 35* 72 57 65 60 88 57 25* 83 70 78 100 102 110 25* 109 133 114 105 113 2 127 3 , 143* 4 159 6 149 151 7 166 8 179 9 155 10. 168* 11 181 12., 211 13 326 14 395 15 17 395 374 355* 18 466 19. 706 20 5S8 21 298 22 304 23 24 254 200* 25 139 26 27 238 261 28 201 29 249 30 244 -31 240* 662 551 893 921 245 161 123 96 76 64 95 281 * Sundays. 31 Table No. 6.— lA.'iHi /mi'/;/ Flow, Chittenango Creek ni Bridgeport, Kadtson County, X. v., Cubic Feet Per Second— (Conclu2 23 ... _>i 25 27 28 • so 31 531 879 276 2,(.S6 486 370 221 144 133 • Sunday. 1. 11. JAN. FEB. MAR. APR. MAY JUNE JULY AUG. SEPT. OCT. NOV DEE 4,00l' 10 20 10 20 10 20 10 20 10 20 10 20 10 20 10 20 10 20 10 20 10 20 10 20 "2,500 1 89 8 2,000 1,500 1 i. i -3 1 n 500 1 i 1 i *| 1 ilA ll Km. No. 13.— Discharge of East Canada Creek at Dolgevnle, Herkimer County, N. Y., 1898. as Sec. ft. 4,000 2,800 2,000 -1,500 JAN 10 20 FEB 10 20 MAF? 10 20 APR. 10 20 MAY 10 20 JUNE 10 20 JULY 10 20 AUG 10 20 SEPT. 10 20 OCT 10 20 NOV 10 20 DEC 10 20 oil "-'!■ •5 • 1 39 9 | 1 A 1 1 i A u -ljr } ' f i '; 1 U 1. n 1 Fig. No. 14.— Discharge of East Canada Creek at Dolgeville, Herkimer County, N. Y., 1899. JAN. 10 20 FEB. 10 20 MAR. 10 20 APR. 10 20 MAY 10 20 JUNE IO 20 JULY 10 20 AUG 10 20 SEPT. 10 20 OCT. 10 20 NOV. 10 20 DEC 10 20 <> 1 90 1 □ C j y 1 1 i 4 M i Sec. ft. 4,000 ; 8,000 2,500 2,'OOU 1,500 1,000 Fig. Xo. lj. —discharge of East Canada Creek at Dolgeville, Herkimer County, N. Y., 1900. :;!i YVEST BRANCH OF FISB CREEK AT McCONNELLSVILLE, ONEIDA COUNTY, N. V. This stream rises in the northern part of Oneida county and Mows in a southerly direction to its junction with the i ast branch at Taberg station, where it forms the main Fish creek, which stream flows in a westerly direction, emptying into the east end of Oneida lake. The lower part of the course of Fish creek is shown on the Oneida atlas sheet of the United States Geological Survey. The station is located at the Harden dam in McConnellsville. This dam is of timber, haying a slight leakage, which has been estimated at 10 second-feet. The dam is in two sections, forming an angle in plan, the length of the right and left hand sections being 102.69 feet and 73 feet, respectively. During the summer the flashboards are on the dam, and Fran- cis' formula is used in computing the flow. At other times, a discharge curve, derived from Cornell experiments, is used. Three water wheels are in use. Two are 54-inch wheels, built by the Camden Water Wheel Works, and are usually run 10 hours per day, at a nearly constant gate opening. Current meter measurements of the discharge of one of these wheels, as run under light and heavy load, show the following results : June 2, 1900 Discharge 13.2 second-feet; September 6, 1900 Discharge 51.8 second-feet; Ten dams located on this stream furnish power to seventeen mills. • 40 Table No. 8.-Mean Daily Flow of West Branch, Fish Creek, at MeConnellsville, Cubic Feet Per Second. [Drainage area, 187 square miles.] DAY. 15.. 16., 17., 18., 19., 20., 21.. 22.. 24.'! 25.. 26.. 27.. 28.. 29.. 30.. 31.. Jan. April. 1S99. June. July. Mean. 120 126 194 261 321 396 396 235' 352 422 502 587 873 873 795* 787 735 615 615 530 495 360* 314 425 350 325 338 308 225* 278 278 435 228 183 183 172 120* 212 156 156 147' 136 117 80* 99 132 94 131 148 133 120* 183 198 258 338 438 438 360* 403 403 206 102 402 43S 595 700* 956 443 442 442 360* 552 599 599 599 593 586 520* 601 601 601 59i Aug. Sept. 700 1.557 856 2,110* 583 1,690 546 1,724 700* 2,055 1,178 2,440 1,178 2,920 1,178 3,040 972 2,410* 782 1,720 567 1,614 485* 1,434 505 1,174 433 1,085 442 1,045 273 S13 243 664 564 470 364 220* 184 184 120 183 154 154 183 243 194 120* 189 189 189 189 374 374 255 s 303 244 194 189 174 131 50» 700 455 483 Oct. 100 90 96 47 47 50* 98 81 57 55 57 332 3«> 191 •231 181 181 147 Nov. 337 50 111 121 130 137 131 122 65* 102 81 87 124 134 S97 S60*f 562 346 227 190 173 467 700* 750 624 434 1,097 871 686 440*. 464 365 319 292 172 155 120* 146 138 135 557 1,562 997 700* 734 434 514 365 365 365 370* 371 220 216 300 329 319 255* 299 251 172 333 Dee. 237 245 217 195* 182 182 198 182 199 180 140* 199 186 212 162 157 147 120* 1S7 157 190 287 317 468 390* 285 285 225 170 120 120 210 615 1,206 • Sunday? 41 I'abi.e No. 8.— Mean Daily Flow of Weal Branch, Fish Creel ...l . - '(Concluded i Kb< 'onnetlaville, Cubic Feet Per [Drainage area, 187 square miles.] DAY. Jan. Feb. Mar. April. May. June. July. Aug. Sept. Oct. Nov. Dec. 1900. 278 255 882 243 213 205* 225 165 185 185 185 172 105* 148 140 1SS 125 120 1U6 75* 104 104 96 96 86 86 3S* 82 71 52 88 96 78 28* 70 58 70 70 88 90 52* 78 70 60 68 78 86 52* 72 5S 78 70 70 68 28* 70 70 70 70 70 68 68 52* 78 78 52 52 96 80 52* 7s 78 78 70 70 60 10* 60 60 70 60 60 60 10* 60 50 64 60 76 26 36* 60 60 60 60 60 60 58 10* 50 50 50 50 58 50 30* 56 168 98 61 61 48 19* 80 50 50 60 55 30 19* 60 134 76 50 50 48 10* 20 50 50 60 60 28 10* 50 50 60 60 60 58 10* 60 60 55 55 196 239 12S* 87 87 66 66 66 50 58* 69 54 49 65 65 64 34* 39 39 59 55 54 64 36* 71 76 76 46 86 71 60* 106 116 218 118 134 140 128* 150 150 206 •) •. - 9 ■I . . 10 .. ra 13 U 15 16 19 ■jo . . VI 23 M 25 1 26 ' 27 1 28 1 29 30 .n ! 143 57 65 88 * Sundays. (See Water Supply and Irrigation Paper, U. S. G. S., No. 36, page 186.) 8. ft JAN. 10 20 FEB. 10 20 MAR. 10 20 APR. 10 20 MAY 10 20 JUNE 10 20 JULY 10 20 AUG. 10 20 SEPT. 10 20 OCT. 10 20 NOV 10 20 DEC. 10 20 ! 69 8 1,200 (i ,| ■ I li 1 I 1 **! Fig. No. 16.— Discharge of West Branch of Fish Creek at McConnjllsville, Oneida County, N. Y., 1893. 42 Sec ft. 3,200 JAN. 10 20 FEB ro 20 MAR 10 20 APR. 10 20 MAY 10 20 JUNE 10 20 JULY 10 20 AUG. 10 20 SEPT 10 20 OCT. 10 20 NOV 10 20 DEC. 10 20 2,800 2,400 2,000 1 89 9 1,600 1 1,200 - - 1 - — seo - i i 1 I I 400 1 i 1 m 1 r , !.' L J Fig. No. 17.— Discharge of West Branch of Fish Creek at JlcConnellsville, Oneila County, N. Y., 1S99. Sec. ft. 3,200 2,800 2,400 2,000 1,(100 1,200 JAN. 10 20 FEB 10 20 MAR. 10 20 APR. 10 20 MAY 10 20 JUNE 10 20 JULY 10 20 AUG. 10 20 SEPT. 10 20 OCT. 10 20 NOV. 10 20 DEC. 10 20 1 9G 400 No R :c< ,rd 1 k . . . I III yi k Fig. No. 18.— Discharge of West Branch of Fish Creek at McConnellsville, Oneida County, N. Y., 1900. 43 Vean Vonthly Run-Off of West Branch ofFish Creel at VeConnellsville, Oneida County, N, ) [Drainage area, 186.7 Square Miles.] MONTH. SECOND-FEET. SKCOND-FEET TER SQUARE MILE. INCHES ON DRAINAGE ARE't. 1898. 1899. 1900. 1898. 1899. 1900. 1898. 1899. 1900. 435 206 648 1,206 239 191 :.7 2.33 1.10 3 17 6.46 1.28 0.54 0.30 2.68 1.14 4.00 7.20 1.47 0.60 0.34 March April Mav 14.'! 68 60 57 65 88 0.7b 0.36 0.32 ^7 0.41) July 0.37 0.30 0.34 0.3+ 134 333 385 211 0.72 1.78 2.06 1.13 0.80 2.07 2.30 1.30 6.3k! 0.42 0.48 HUDSON RIVER AT FORT EDWARD, WASHINGTON COUNTY, N. Y. This station, which is located at the dam of the International Paper Company, was established in 1805, in connection with Up- per Hudson Storage Surveys.* The dam is of framed timber on slate rock foundation, and has but little leakage. The crest is straight, very nearly level, and 587.6 feet in length. The crest gauge zero stands at the level of the lip of the dam proper. Flashboards are usually maintained on the dam from 15 inches to 18 inches in height. A record is kept of the height of flash- boards, and of the times of their setting and removal. There are 62 water wheels in the adjoining mill. These are- nearly all of modern types which have been tested at the Holyoke flume. A record is kept of the daily run of each in hours, as well as of the working head, which is usually 19 feet. The discharge through the turbines is taken from diagrams expressing the flow as a function of the working head and number of wheel-hours, run. In the winter of 1896-1897, a flood spillway was cut around the south end of the dam, over which the water begins to flow when- ever it reaches the level of the crest of the flashboards. The •See Report of State Engineer and Surveyor of New York, 1895, page 105. 44 profile of the spillway is very irregular and causes some uncer- tainty in the calculated flows during times of high-water. Whenever the flashboards are off from the main dam, the flow is computed by means of the formula used by the East Indian engineers in ^their computations for irrigation works.* This for- mula is as follows: Q = |L.C. V2p" 3 (1) in which equation Q = the discharge over a thin edged clear overfall, in cubic feet per second. L = the length of the dam in lineal feet. = a coefficient depending for its value on " d." g = acceleration of gravity = 32.2, d = depth on crest in feet. Equation (1) may also take the form Q = 5.35L. C. Vds (2) To find C for different values of d we have c = ( 0.04 (34.6 + d) ) (3) This gives a series of values of C corresponding to d. For in- stance, for d = 25 feet, = 0.651; for d = 0.50 feet, C = 0.649, For a wide-crested dam the coefficient is further-modified to suit the actual width of the crest. For this is given the expression C , = C _(0.025C(B + 1)^ (t) in which equation .,— .= ■ B = the width of the crest in lineal feet. C = the coefficient for thin-edged weir corresponding to a depth drive the turbines. A currenl meter measure- ment was made at the highway bridge below the dam on July 26th. The flow was found to be 2704 second-feet. The calculated discharge from the gauge readings at the dam and mill varied from 2420 to 2720 eecond-feet while the measure- ment was being taken. The turbines do not run continuously for 24 hours at this rate, however. The mean flow for the day was 1467 second-feet. The drainage area tributary to the Hudson above Fort Edward is 0.56 of that of the same stream above Mechanicville gauging station. The principal intervening tributaries are the Hoosick river and Batten Kill, having drainage areas of 730 and 460 square miles respectively. Mean Monthly Run-Off of Hudson River at Fort Edward. [Drainage area, 2,800 square miles.] MONTH. SECOND- FEET. SECOND-FEET PER SQUARE MILE. INCHES ON DRAINAGE AREA. 1899. 1900. 1899. 1900. 1899. 1900. 8,527 1,902 5,005 16,811 9,561 1,617 1,150 714 1,347 1,033 5,098 5,157 3,211 7,074 3.934 16,914 6,358 2,834 1,248 1,652 1,110 1,243 1.26 0.68 1.787 6.004 3.414 0.57!> 0.41 0.26 0.481 0.37 1.82 1.841 1.15 2.53 1.40 6.04 2.27 1.01 0.45 0.59 0.40 0.44 1.45 0.70 2.05 6.69 3.83 0.63 0.47 30 0.53 0.42 2.03 2.12 1.32 2.63 1.61 April 6.74 2.61 1.13 July 0.51 0.68 0.44 0.5O 4G Table No 9.— Mean Daily Flow of Hudson River at Fort Edward, Cubic Feet Per Second. [Drainage area, 2,800 square miles.] DAY. Jan. Feb. Mar. April. May. June. July. Aug. Sept. Oct, Nov. Dec. 1895. 6,733* 6,582 6,632' 4,307 3,88;! 3,721 3,866 3,445 3,656 2,507 2,637 2,279 2,293 2,293 3,030 3,378* 6,992 6,843 6,049 9,097 9,097 10,188 8,664 1899. 1 2,415* 2,619 2,619 2,619 2,019 2,877 2,877 4,335* 4,320 3,896 3,872 2,944 3,225 4,300 2,415* 5,368 5,388 5,388' 5,388 5,388 5,388 1,356* 3,491 3,776 3,618 3,623 3,623 3,041 925* 2,816 2,816 2,822 2,822 2,502 2,606 945* 1,839 1,539 1,539 1,539 1,539 1,162 942* 2,109 2,109 2,109 2,109 2,109 1,504 1,150* 1,682 1,682 1,682 2,012 2,308 1,600 1,600* 2,853 2,842 3,744 3,744 3,744 6,154 2,415* 5,444 5,444 5,444 5,444 5,444 5,444 3,025* 5,144 5,444 5,444 5,315 4,335 4,335 3,344* 6,099 6,229 6,229 6,229 5,703 5,703 2,415* 5,444 5.444 5,506 5,506 5,506 6,514 1.6U0* 4,378 4,378 4,378 4,378 4,654 4,654 1,560* 4,334 9,202 9,967 9,967 17,428 17,406 20,095* 21,222 21,222 21,800 27,059 29,545 29,618 25,640* 32,158 32,159 29,619 29,619 29,620 27,032 23,120* 23,033 23,033 23,033 19,689 19,689 21,949 12,340* 21.940 21,949 8,283 6,549 7,049 2,049 6,960* 7,049 5,204 5,204 5,204 5,204 8,617 700* 4,864 4,864 4,184 4,282 3,901 3,901 1,356* 3,104 3,104 3,104 3,106 3,106 3,106 1,356* 2,218 2,218 2.218 2,218 2,218 2,138 1,356* 1,917 1,917 1,912 1,912 1,860 1,720 945* 1,683 1,454 988 752 590 590 747* 1,329 894 888 585 583 583 945* 945 945 583 289 743 762 100* 1,547 1,547 1,817 1,817 1,817 1,817 455* 1,817 1,817 1,817 1,817 1,645 1,645 465* 1,368 1,300 1,103 1,103 1,275 1,275 20* 461 363 363 363 363 363 * 574 574 574 916 916 916 20* 1,176 1,176 1,176 916 916 916 574* 1,176 576 576 948 923 923 20* 1,186 1,186 1,184 920 920 920 20* 975 953 867 631 620 577 20* 624 624 577 954 1,024 1,024 20* 1,184 3,404 4,889 4,889 4,181 4,181 2,181* 2,181 1,785 1,785 1,211 912 1,172 20* 1,008 1,112 1,182 1,182 1,182 919 20* 1,177 575 576 826 861 1,184 20* 1,446 1,439 923 918 919 919 20* 1,183 1,183 9,268 11,948 12,250 9,403 14,930* 9,402 5,668 7,974 7,951 6,149 6,149 1,860* 8,923 3,817 3,135 3,133 3,183 3,183 20* 2,900 2,900 2,900 2,580 2,311 2,014 20* 2,811 2,206 2,206 2,206 1.941 2 3 1,280* 4 267 4 5 4,307 4,307 4,243 4,243 4,243 6 9 10 11 2,194 2,369 9,675 12 13 14 15 11,410 8 130 16... 17 18 5,882* 8,229 8,229 8,574 8,574 8,574 8,220 2,415* 2,415 4,809 4,234 4,234 4,234 4,234 20* 19 20 21 22 23 24 25 26 27 28 30 31 Mean , ... 3,527 1,902 5,005 16,811 9,561 1,617 1,150 714 1,347 1,033 5,098 5,157 ' Sundays. 17 Table No. 9.— Jfeati Daily Flow of Hudson River at fori Edward, Washington County, N. r. Cubia Feet Per Second— (Concluded). [Drainage area, 2,800 square miles.] DAY. Jan. Feb Mar. April. May. June. •Inly. Sept. Oct. Nov. Dec. 1900. 3,001 1,957 1,957 1,957 1,957 2,053 1,401* 2,217 2,217 2,217 2,217 2,217 2,211 1,571* 2,217 2,217 2.217 2,217 2,217 2,217 1,401* 5,85S 7,312 7,577 6,991 6,991 5,862 2,041* 5,212 4,287 3,571 3,211 3,481 3,221 8,221 1,810* 2,961 2,447 2,447 2,417 3,221 3,889 2,062* 4,186 7,369 16,615 17,747 18,499 18,975 13,045* 15,531 9,340 9,141 7,611 7,013 6,259 5,609* 4,694 4,232 4,045 4,2-12 4,862 3,019* 4,162 8,741 3,471 4,208 3,259* 3,879 8,659 3,723 3,759 3,571 3,095 1,302* 3,479 3,179 4,830 4,942 4,942 4,942 2,911* 4,742 4,712 4,466 4,882 4,942 4,942 3,237* 4,932 5,261 5,701 5.701 7,376 10,5«6 11,360* 14,316 11, 636 11,636 11,636 10,776 10,776 9,202* 10,776 12,946 17,076 23,626 31,495 34,899 34,470* 43,900 36,061 30,945 26,635 23,536 1S.4S0 14,250* 14,210 12.1S6 11,899 10,776 11,626 9,646 3,015* 7,351 8,246 5,836 8,246 6,603 6,608 4,450* 5,361 6,378 7,348 5,993 6,987 5,961 3,015* 7,342 5,967 6,336 5,111 3,677 4,912 415* 4,366 4,319 3,372 3,460 4,924 4,924 8,422" 4,921 5,094 4,419 4,440 1,539 1,367* 3,859 3,201 2,924 2,921 2.9S1 2,268 795* 2,941 1,677 1,957 2,407 1,915 1,979 20* 2,607 2,191 1,178 2,1S1 1,241 1,069 175* 827- 827 30 1,216 !l?l 821 1,215* 1,288 1,255 827 1,260 841 1,467 803* 2,171 1,248 1,220 934 1,360 1,268 30* 1,306 1,338 2,033 1,467 3,441 3,263 175* 1,987 1,656 1,927 1,101 1,719 1,332 1,087* 1,256 1,087 1,350 1,579 1,7111 1,729 1,053* 2,271 2,565 3,019 3,233 3,347 2,989 1,420* 2,242 1,250 1,534 977 940 901 95* 9X8 928 1,487 1,531 1,791 1,044 956* 190 1,445 827 715 827 827 827* 1,211 1,211 1,211 827 1,579 1,293 686* 1,233 1,233 1,112 1,112 1,211 1,175 912* 1,612 1,661 1,557 1,329 1,435 1,180 865* 827 827 827 827 627 827 20* 1,466 1,216 1,216 1,258 1,238 1,366 872* 1,818 1,504 1,306 1,450 1,246 1,224 Si2* 1,611 1,040 1,118 1,106 1 ,251 1,773 804* 2,703 2,447 1,647 -. „ 12 IS 19 22 21 25 •>,- 29 7,704 i 3. 934 16,914 6,358 2.S34 1,248 1,652 1,110 1 1,243 ' : Sundays. Sec. ft. 52,000 28,000 20,000 12,000 4,000 JAN. 10 20 FEB. 10 20 MAR. 10 20 APR. 10 20 MAY 10 20 JUNE 10 20 JULY 10 20 AUG 10 20 SEPT 10 20 OCT 10 20 NOV. 10 20 DEC. 10 20 ™i 1 ' i 1 BS 9 TJ L 1 1 II II |l L 1. I J ^TTP " ! !T h i i* y y la ii ■u III ku J L Ik J III Fio. No. 19.— Discharge of Hudson River at Fort Edward, Washington County, N. Y., 1899. 48 Sec. ft. ^ 32,000 88,000 24,000 20,000 JAN. 10 20 FEB. 10 20 MAR. 10 20 APR. 10 20 MAY 10 20 JUNE 10 20 JULY 10 20 AUG. 10 20 SEPT. 10 20 OCT. 10 20 NOV. 10 20 DEC. 10 20 o ^1 1 1 90 32,000 8,000 4,000 1 1 t 11 in \ 11 i kk> hit "t if ik Fig. No. 20.— Discharge of Hudson River at Fort Edward, Washington County, N. Y., 1900. HUDSON RIVER AT MECHANICVILLE, SARATOGA COUNTY, N. Y. A record of the flow of Hudson, river at Mechanicville has been kept by the Duncan Company, beginning December, 1888. The record includes two daily readings of the depth on the crest of the dam, and a continuous record of the run of the water wheels in the adjoining paper mill. The accompanying tables show the monthly and daily mean flow at Mechanicville, com- puted by Mr. R. P. Bloss, the engineer of the company. A record is kept of the length and height of the flashboards at all times, with the dates of their setting and removal. The flow over the dam has been computed by Francis Formula for the Merrimac dam : Q = 3.01 L H 1.53. L being 794 feet. The same formula has been used in all cases, whether flashboards are on or off. 49 The flow through the water wheels has been taken from the rating tables of the manufacturers. The working head on the wheels varies from 15 to IT feet, depending on the condition of the flashboards on the dam. A test, by Mr. Bloss, of a 39-inch Hercules wheel in the mill, which has been in use about eight years, shows the actual discharge to be substantially as given in the manufacturers' tables, when running at the speed of greatest efficiency. When running at higher speed, the discharge may be several per cent. less. A current meter measurement of the flow below the dam was made at the Mechanicville toll bridge October 20, showing a dis- charge of 1,871 second-feet. The result is somewhat uncertain, owing to slack water. No water was flowing over the dam, and the calculated turbine discharge was 1,977 second-feet. The flow of Hudson river at Mechanicville has been calculated using the East Indian Engineers' formula for flow over the dam.* This formula gives a somewhat larger discharge than that obtained by using formula given above. Table No. 10.— Mean Daily Flow of Hudson River at Mechanicville, Saratoga County, N. Y. Cubic Feet Per Second. [Drainage area, 4,500 square miles.] Jan. Feb. Mar. Apr. May. June. July. Aug. Sept. Oct. Nov. Dec 6,252 5,319 5,276 5,563 5,698 6,873 7,592 6,431 6,249 5,136 11,930 11,424 10,557 10,176 7,898 7,318 8,401 14,053 10,625 11,873 9,866 9,173 8,171 8,101 7,727 4,822 4,340 4,839 5,034 4,114 3,956 4 ',666 5,286 5,139 5,145 5,865 7,639 1 9*,732 8,078 7,706 5,396 6,978 7,224 7,445 7,348 6,746 6,149 5,915 5,461 5," 380 5,011 4,998 4,927 4,909 4,791 4,998 4,875 6,418 7,004 9,746 20,202 39,231 36,155 31,310 31,069 31,794 29,304 35,917 33,660 30,004 26,754 24,034 21,040 19,077 19,818 22,777 21,805 306 01S Bio* 890 r> IdU L-I-.LA— 1. Fig. No. 28.— Discharge of Mohawk River at Little Falls, Herkimer County, N. Y., 1899. Sec. ft. 16,000 14,000 12,000 10,000 B.000 6,000 2,000 JAN. 10 20 FEB. 10 20 MAR. 10 20 APR. 10 20 MAY 10 20 JUNE 10 20 JULY 10 20 AUG. 10 20' SEPT. 10 20 OCT. 10 20 NOV. 10 20 DEC. 10 20 I 1 90 1 ,| u i J | i il i 1 1 1 r m i k, u k II i U i j Fig. No. 29.— Discharge of Mohawk River at Little Falls, Herkimer County, N. Y., 1900. 67 Mean Monthly Run-Off of Mohawk River at Little Fulls, Herkimer County, v > [Drainage area, 1.S06 square miles.] MONTH. SECOND-FEET. SECOND-FEET PER SQUARE MILE. INCHES ON DRAINAGE AREA. 1898. 1899. 1900. 1898. 1899. 1900. 1898. 1899. 1900. 2,753 1,510 3,757 8,102 2,651 1,014 803 223 298 509 1,699 3,360 2,523 3,862 2,469 8,142 2,063 801 943 694 630 899 1.84 1.91 2.21 1.56 2.11 1.15 2.88 6.20 2.03 0.78 0.61 0.17 0.23 0.39 1.30 2.57 1.93 2 96 1.89 6.23 1.58 0.61 72 0.53 0.48 0.69 2.05 2.20 2.46 1.74 2.35 1.19 3.32 6.92 2.34 0.87 0.70 0.19 0.25 0.45 1.45 2.96 2 22 3 08 April 1 82 68 July 83 0.61 2,378 2,493 2,891 2,036 79 79 MOHAWK RIVER AT SCHENECTADY, SCHENECTADY COUNTY, N. Y. A current meter station at Freeman's toll bridge, near Schenec- tady, was established by Prof. Elton D. Walker of Union College, February 1, 1899, and remained under his direction until October 1, 1900. The channel of the river is approximately straight, and of uni- form width for 600 feet above and for ^ mile below the site of the gauging station. The section is obstructed by three piers and crib foundations, but is otherwise good. During times of freshet, the water is backed up by the piers, producing a perceptible difference of elevation of the water surface on the upstream and downstream sides of the bridge. Measurements are made from the upstream side. 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 from passing around the bridge, except during unusually high water. The left bank is high, being the tow path of the Erie canal, and is not liable to overflow except as the result of an extremely high freshet occuring at the time of an ice jam in the river below. Current meter measurements were made by Prof. Walker as follows: 68 April 3, 1899 May 26, 1899 June 30, 1899 May 12, 1900 July 17, 1900 August 21, 1900 Gauge height Discharge (feet). (second-feet). 7.18 5,294 6.22 2,092 5.38 482 6.50 4,135 5.26 667 5.40 976 A rating curve for 'the cross-section at this station has not yet been prepared. (See Water Supply and Irrigation Paper, U. S. G. _S., No. 35, page 55.) Table No. 14.- —Daily Gauge Height of Mohawk River at Schenectady for 1899. Schenectady County , N. T„ DAY. Jan. Feb. Mar. Apr. May. June. July. Aug. Sept. Oct. Nov. Dec. 1.... 6.60 6.30 6.10 6.10 6.10 6.70 6.10 6.10 6.20 6.30 6.10 5.90 5.90 5.90 5.95 6.00 6.00 6.00 6.00 6.15 6.30 6.85 8.85 8.84 8.00 7.70 7.35 8.10 8.15 8.05 7.50 7.20 8.00 13.80 10.92 9.00 8.80 8.20 7.85 7.65 11.82 10.15 9.40 8.70 8.60 7.70 7.30 8.40 8.50 7.90 7.65 7.75 7.95 7.70 7.80 7.25 7.10 7.75 7.23 7.45 7.60 7.40 7.10 7.80 8.42 9.52 10.15 11.12 9.80 9.30 10.90 11.80 12.92 13.50 12.88 11.55 11.25 11.20 11.50 11.55 11.10 10.70 10.60 10.60 10.45 10.40 10.00 9.45 8.85 8.60 8.45 8.75 7.95 7.40 7.00 6.70 6.55 6.45 6.25 6.20 6.20 6.45 6.50 6.60 6.55 6.40 6.58 6.80 6.98 7.35 7.25 6.95 6.58 6.35 6.22 6.10 6.05 6.20 6.70 7.00 5.50 5.45 5.43 5.40 5.38 5.30 5.28 5.33 5.30 5.70 5.72 5.53 5.43 5.45 5.90 5.55 5.45 5.40 5.40 5.38 5.33 5.38 5.35 5.33 5.30 5.30 5.30 5.23 5.23 5.22 5.30 5.33 5.78 6.10 5.98 5.70 5.50 5.48 5.45 5.40 5.70 5.68 5.55 5.45 5.45 5.30 5.25 5.23 5.20 5.20 5.20 5.20 5.32 5.15 5.20 5.18 5.35 5.35 5.40 5.38 5.20 5.20 5.15 5.15 5.15 5.18 5.20 5.20 5.15 5.12 5.10 5.12 5.05 5.12 5.10 5.08 5.05 5.10 5.10 5.08 5.10 5.12 5.05 5.10 5.10 5.10 5.17 5.15 5.17 5.20 5.18 5.15 5.20 5.20 5.12 5.10 5.10 5.08 5.05 5.05 5.05 5.00 5.03 5.00 5.10 5.10 5.10 5.10 5.10 5.08 6.54 8.05 6.35 5.90 5.75 5.22 5.70 2 4 5 7.............. 9 11 12 13 14 15 17 18 21 23 26 28 29 30 31 69 Table No. 15. — Daily Gauge Height of Mohawk River at Schenectady, Schenectady County, N. Y. for 1900. DAY. Jan. Feb. Mar. Apr. May. June. July. Aug. Sept. Oct. Nov. Dec. 7.40 7.40 7.10 6.90 6.80 6.65 6.45 6.20 6.45 6.70 6.70 6.50 6.25 6.10 6.05 6.00 6.05 6.00 5.95 6.05 6.50 6.20 6.10 5.95 5.90 5.75 5.70 5.55 5.50 5.45 5.50 5.50 5.50 5.50 5.75 5.65 5.55 5.60 5.40 5.60 6.45 6.00 5.75 5.60 5.55 5.50 5.50 5.45 5.42 5.35 5.22 5.25 5.25 5.35 5.22 5.20 5.20 5.18 5.20 5.22 5.20 5.22 5.20 5.22 5.18 5.15 5.20 5.20 5.20 5.25 5.35 5.40 5.35 5.32 5.30 5.30 5.28 5.29 5.20 5.23 5.35 5.35 5.40 5.70 5.58 5.43 5.38 6.15 6.05 5.72 5.55 5.50 5.38 5.35 5.25 5.23 5.25 5.20 5.15 5.18 5.10 5.08 5.10 5.10 5.10 5.15 5.25 6.25 5.90 5.80 5.62 5.45 5.40 5.32 5.25 5.20 5.25 5.28 5.22 5.20 5.25 5.20 5.45 5.35 5.25 5.22 5.20 5.10 5.15 5.22 5.15 5.18 5.05 5.10 5,15 5.10 5.10 5.08 5.10 5.05 5.08 5.00 5.05 5.08 5.10 5.10 5.70 5.53 5.45 5.35 5.22 5.28 5.22 5.20 5.25 5.20 5.25 5.20 5.20 5.02 5.10 5.18 5.10 5.10 5.18 5.15 5.25 5.15 5.18 5.20 5.20 5.42 5.35 5.20 5.20 5.18 5.20 5.28 6.15 6.00 5.70 5.65 5.75 5.65 5.55 5.60 5.58 5.50 5.45 6.42 5.35 5.88 6.40 7.05 6.60 6.15 5.85 5.80 5.75 5.70 5.65 2 3 6 8 11.15 10.05 8.85 8.18 7.90 8.25 8.15 7.80 8.10 8.50 10.65 12.05 11.90 11.68 10.85 11.65 11.90 10.05 9.35 8.60 8.25 7.72 7.45 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 25 26 27 28 29 30 31 MOHAWK RIVER AT REXFORD FLATS, SARATOGA COUNTY, N. Y. This station is located at the New York State feeder dam, 4 miles below Schenectady. The dam is built of masonry, with a timber apron. The profile of the crest is irregular, and to facili- tate computation, it has been divided into five sections. The accompanying tables of daily and monthly mean flow in- clude the amount diverted to the Erie canal. They therefore represent the total inflow of the Mohawk river at this point, which is considerably greater than the amount which passes down stream from the dam during the season of canal navigation. The amount of diversion to the Erie canal, prior to 1900, was assumed to be constantly equal to 128 second-feet. During the present year, a different method of estimating diversion to the canal has been pursued. ,Current meter measurements in the Rexford Flats feeder gave the following results: DATE. Hydrographer. Flow In canal feeder (second-feet). October 27, 1898 128 June 25, 1900 - 272 70 These results were compared with the mean rate of evaporation from a water surface, as determined for several years at Roches- ter,* and it was found that an apparently constant relation existed between the two. The probable diversion for the remaining months of the canal season has been taken in proportion to the observed evaporation as follows: MONTH May June July August September , October Second-feet. 200 260 290 270 220 148 The flow over the dam taken alone, that is, the amount of water passing down stream from Rexford Flats, compares with the total flow as follows: 1900. May June July , August September Total inflow (second-feet). 2,857 1,503 1,447 1,746 981 Flow below dam equals in- flow less diversion (second-feet). 2,657 2,243 1,157 1,476 761 The water did not fall below the crest of the Rexford Flats dam during the present summer, so as to permit measurements of the leakage to be made, or a new profile of the crest, which is greatly needed, to be obtained. During high-water for several days of the present year, the water on the downstream side of the dam rose above the crest-level, so that the dam was completely submerged. Experiments on flow over a similar drowned weir are not available, and the high-water flows have been taken from the usual discharge curve. On the morning of February 14, 1900, the water attained a depth of 9.25 feet on the crest of the Rexford Flats dam, corresponding to a discharge of 55,700 second-feet, or 16.5 second-feet per square mile. This is the highest water ob- served since 'the record was started. *See Annual Reports Executive Board of the City of Rochester, 1892 to 1899, inclusive. See Water Supply and Irrigation Paper, U. S. G. S., No. 35, page 57. Fig. No. 30.— N. Y. State dam on Mohawk River at Rexford Flats, Saratoga County, N. Y. 71 Table No. 16. — Wean Daily /•'/.>»• of Mohawk River at Rexford Flats, Cubic Feet Per Second. [Drainage area, 3,385 square miles.] DAY. Jan. Feb. Mar. Apr. May. June. July. Aug. Sept. Oct. Nov. Dec. 1898. :::*... .:::::: 5,050 5,050 5,0?0 5,450 4,200 3,625 5,250 4,950 3,250 2,450 2,300 2,675 2,550 2,300 2,850 5,150 11,550 25 9,350 7,350 4,450 26 4,900 3,350 2,400 1,800 4,471 1899. 1 9,000 4,850 3,350 3,600 9,350 16,850 12,550 9,350 7,925 4,850 4,250 3,600 2,850 3,825 4,650 5,400 8,750 9,200 5,400 4,475 2,850 2,850 2,750 3,050 3,450 4,300 4,475 4,950 4,750 5,575 4.850 2,950 3,460 4,350 3,950 3,950 4,550 3.350 2,700 2,600 2,400 2,100 3,850 3,350 4,750 6,300 5,750 5,170 4,650 6,920 25,700 15,110 9,770 8,450 8,350 7,000 9,160 20,670 14. nm 5,850 6,350 5,350 5,270 7,880 10,510 14,050 18.330 21,770 13,340 15.590 18.600 24,040 29,550 30,630 29,350 22,000 20.550 20,350 21,150 21,628 19,228 17,878 17.878 17,878 17,028 16,428 16,428 15,668 11,148 9,828 8,828 8,428 8,528 5,828 5,178 2,628 2,328 2,328 2,178 2,178 2,428 2,328 2,078 1,828 2,428 1,978 1,778 1,678 4,778 6,028 6,828 6,728 5,428 4,928 4,378 3,128 2,228 1,828 2,778 2,778 2,288 2,28* 2,1 .a 2,078 2,078 1,538 1,538 1,538 1.378 1,378 1,128 1,128 928 928 1,038 1,038 2,928 3,528 4,628 5.128 2,628 3,228 2,168 2,168 2,078 1,538 1,538 1,538 1,428 1,538 928 928 679 608 608 608 438 438 608 528 438 438 378 328 328 328 758 928 678 678 438 328 328 308 288 288 328 438 328 378 338 328 3,000 Fig. No. 32 —Discharge of Mohawk River at Rexford Flats, Saratoga County, N. Y., 1899. Sec. ft. 32,000 2S.000 24,000 20,000 16,000 12,000 8,000 4,000 JAN. 10 20 FEB. 10 20 MAR. 10 20 APR 10 20 MAY 10 20 JUNE 10 20 JULY 10 20 AUG 10 20 SEPT. 10 20 OCT. 10 20 NOV. 10 20 DEC 10 20 o ■■-. i 'i 1 90 I F y If 1 .:' 1 "1 ^ «, L PI Fio. No. 33.— Discharge of Mohawk River at Rexrord Flats, Saratoga County, N. Y., 1900. 74 Mean Monthly Run-Off of Mohawk River at Rexford Flats, Saratoga County, N. T. [Drainage area, 3,385 square miles.] MONTH. SECOND-FEET. SECOND-FEET PER SQUARE MILE. INCHES ON DRAINAGE AREA. 1898. 189?. 1900. 1898. 1899. 1900. 1898. 1899. 1900. 5,739 3,935 9,004 17,057 4,084 2,014 498 294 980 1,608 2,824 7,001 7.860 9,032 4,235 14,996 2,857 1,503 1,447 1,746 981 1.70 1.17 2.66 5.04 1.20 0.59 0.15 0.09 29 2.07 2.32 2.67 1.25 4.43 0.84 0.44 043 0.51 0.29 1.52 1.96 1.21 3.06 5.62 1.38 0.66 0.17 0.10 0.32 0.54 0.92 2.38 2 67 2.77 1.44 4.94 0.96 0.49 0.49 0.58 0.32 4.471 1.32 18.32 MOHAWK RIVER NEAR DUNSBACH FERRY, SARATOGA COUNTY, N. Y. This record is kept on Mohawk river at the West Troy Oo.'s dam near Dunsbach Ferry, 9 miles from the mouth of the stream. The dam is of masonry, with a fiat granite crest 5.5 feet wide, standing 0.75 foot higher at the crest lip than at the upstream edge. The dam is in two sections, separated by an island. The right wing, at the upper end of the island, has a crest length of 380 feet. The left wing, at the lower end of the island, has a crest length of 280 feet. Openings, which existed in the dam during a part of the time the record has been kept, are to be taken into consideration in computing the flow. Aside from these openings, the crest of each section is nearly level. The gauge zero stands 1.46 to 1.50 feet below the crest of the right section, and 2.15 feet below the crest-level of the left section. The crest-gauge is read twice daily, from 6 to 7 a. m. and from 5 to 6 p. m. The daily gauge height is shown in the table. In the adjacent pumping station are two Eclipse turbines, built by Stout, Mills & Temple, Dayton, Ohio. One is 68, and the other 72 inches in diameter. Both are run with the gates wide open, under a head of 7 to 8 feet. This record was established primarily for the purpose of check- ing a system of levels, which were run for the United States Board 75 of Engineers on deep waterways. No record was kept from April 1, 1899, to July 31, 1900. The drainage area above this station is 3,422 square miles, or 37 square miles more than that at Rexford Flats. Table No. 17. — Gauge Headings on Mohawk River at West Troy Company's Dam. DAY. Jan. Feb. Mar. April. May. June. July. Aug . Sept. Oct Nov. Dec. 1898. AMPMAMPMAMPM AM PM AM PM AM PM AM PI AM PMAMPM AMI 'M AM PM AM PM 1 4.1 3.8 3.4 3.0 3.2 2.8 1.4 1. 3 3.0 2.0 2.8 2 7 2.4 2.4 3.7 3.6 3.2 3.2 2 ... 9.6? 3 5 3 1 3.1 2.8 2.6 1.1 1. )?2.0 ? J.0 2.5 2.3 2.4 2.4 3.4 3.3 3.1 3.1 3 '.'.'.".'.'.'. 3.3 3.1 3.1 3.2 2 5 2.4 0.7 0, 5 1.7 2.7 2 2 2.1 2.4 2.4 3.3 3.2 3.0 3.0 4 3.0 2 9 4 1 3.2 2.4 2.4 0.4 0. I 2.7 2.7 2 2 2.2 2.4 2.4 3.2 3.1 3.0 3.0 5 2,8 2.7 4.2 4.1 2.4 2.4 0.3 0. 2.4 2.9 2.1 2.1 2.4 2.7 8.1 3.0 3.0 3.3 6 2.6 2.6 3.9 4.4 2.2 2.1 0.1 -0. 1 3.4 3.6 2.2 2.1 5.8 5.7 3.0 3.0 3.4 3.4 7 2 5 2.5 4.3 4.0 2.0 1.8 -0.1 -0. I 3.2 2.9 2.3 2.5 4-8 3.7 3.0 3.0 3.4 3.2 8 2.6 2.6 3.6 3.4 1.8 \.i -0.1 -0. 1 2.5 2.3 2.5 2.8 3.3 3.3 3.0 3.0 3.2 3.2 9 2.6 2.5 3.3 2.9 1.7 1." -0.1 -0. 1 2.0 1.9 3.0 3.0 3.3 3.2 3.1 3.1 3.3 3.2 10 2.4 2.4 2.6 2.6 1.7 1. -0.2 -0. 2 1.7 1.6 2.8 2.6 3.2 3.0 3.1 3.5 3.2 3 2 11 2.4 2.4 2.6 2.5 1.8 1." -0.4 -0. 2 1.8 1.7 2.4 2.2 2.8 2.8 8,3 8.5 3.2 3.0 12 '.'. '.'. '.'. '.'. 7.5 ' '.7 2 4 2.4 2.5 2 4 1.7 1.8 -0.4 -0- 1 1.6 .4 2.1 8.0 2.7 2.7 7.0 6.5 3.0 3.0 13 8.3 t .1 2.5 2.4 3.4 3.9 2.5 2.8 -0.5 -0. 5 1.3 1.2 1.8 1.7 2.7 2.7 5.6 5.4 3.0 2.8 14 8.5 f .a 2.5 2 5 3.9 3.7 3.4 3. J -0.6 -0. 5 1.1 1.0 1.6 1.6 2.8 2.9 5.0 4.8 2.8 2.8 15 7.7 ' .3 2-6 2 6 3.4 3.3 3.2 3.C -0.6 -0. 5 1.0 ?0.8 1.5 1.4 2.9 4.4 4.5 4.4 2.8 2.7 16 6.7 ( .2 2.7 2.8 3.1 3.0 2.9 2 8 -0.6 -0. 7 ?0.6 Y1.0 1 3 1.3 5.0 1.8 4 3.9 2.7 2 8 17 5.6 : .5 3.0 3.0 2.9 2.7 2.7 2.S -0.7 -0. 3 1.4 1.5 1.3 1.3 4.4 1.2 3.7 3.6 2.8 2.8 18 5.8 S .5 2.9 2.8 2.6 2.5 2.2 2.5 -0.7 -0. ■ 20 2.9 1.3 1.2 3.9 3.7 3.6 3.f> 2.8 2.8 19 5.1 : .5 2.7 2.7 2.4 2.4 2.1 2.C -0.7 -0. 1 25 2.5 1.2 1,3 3.5 3.4 3.5 8.7 2.8 2 8 20 6.0 ' .0 2.8 2.8 2.5 2.5 1.9 2.5 1.0 2. 1 2.8 J.O 1.6 2.0 3.3 3.3 4.8 4.9 2.8 2.8 21 6.3 ( .0 3.1 3 2 2.7 2.6 2.7 2.S 2.2 2. 1 3.5 5.4 2.3 2.2 3.3 3.3 4.4 4.2 2.8 2.9 22 5.6 £ .1 3.3 3.3 2.6 2.5 2.3 2.5 1.8 2. ) 3.0 2.8 2.0 2.0 3.3 3.4 3.9 3.8 2.9 3.0 23 4.8 t .8 3.2 3.5 IA 2.4 2.2 2.5 1.8 1. 5 2.6 2.7 2.0 2.0 3.9 1.2 3.7 3.7 3.3 3.8 24 4.8 4 .8 3.9 5.5 2.3 2.7 2.1 2.C 1.4 0. 1 2.7 ).4 2.0 2.3 4.1 1.2 3.9 3.8 4.6 4 6 25 4.3 i J) 7.0 7.0 3.0 3.6 1.9 \.i -0.8 0. 1 61 5 1 2.8 3,2 4.1 1.0 3 8 3.7 4 5 4.5 26 3.8 i .8 6.8 6.8 4.5 5.0 1.7 1.7 -0.2 0. 2 6.0 5.8 3 3 3.1 3.8 3.8 3.5 3.5 4.4 4.0 27 3.7 : .6 6.4 6.0 5.2 5.1 1.7 1/ 1.0 1. 1 5.4 ? 5.0 2.9 2.8 3.9 1.8 3.5 3.5 3.8 3.7 28 3.6 : .7 5.2 4.7 5.5 4.8 1.6 l.t J.9 1. 3 4.1 3.8 2.8 2.7 5.4 5.4 3.0 3.0 3 5 3.2 29 3.9 4 .1 4.4 4.2 4 2 3.8 1.5 1.4 1.7 1. 5 3.4 J.0 2.7 2.6 5.0 1.9 2 9 3.1 3.0 2.9 30 . . 4.8 4 .8 3.8 3 6 3.5 3.3 15 1.4 1.4 1. [ 28 2.7 2.5 2.5 4.4 1.2 3.0 3.1 2.8 2.8 31 4.8 4 .6 .. ..3.3 3 2 0.8 0. 5 2.7 2.8 .. .. 3.9 3.8 .. .. 2.8 3.0 1899. AM PM AM PM A M F H AMPMAMPM AM PM AM PI [ AM I M A M P M AMI MAMPMAMPM 1 4.0 3.8 2.6 2.6 4.u 4 .0 2 3.4 3.4 2.6 2.6 3.9 S .8 3 3.2 3.2 2.6 2.6 3.6 J !.5 4 3.2 3.4 3.6 2.6 3.3 I .:; 5 3.5 4.6 2.6 2.6 3.4 I .5 6 6.2 5.4 2.6 2.5 6.0 ' r.2 7 5.0 5.0 1.5 2.5 6.2 ! .7 8 4.5 4.4 2.5 2 4 5.0 4 .5 9 4.1 4 2.3 2.2 4.3 4 .2 10 3.8 3.5 2.2 2 2 4.2 t .0 11 3.3 3.2 2.2 2.2 3.9 S .8 12 3.2 3.1 2.1 2.2 3.8 4 .0 13 3.0 3.0 2. a 2.2 5.2 ( .8 14 3.0 3.2 2.2 2.2 5.9 £ .4 15 3.4 3.8 2.2 2.2 5.0 4 .8 16 4.4 4.5 2.2 2.2 4.5 4 .5 17 4.2 4.2 2.2 2.3 4.5 4 .2 18 4.1 4.0 2.3 2.3 4.0 I .7 19 3.9 3.7 2.3 2.4 3.5 ', .6 20 3.5 3.4 2.4 2.5 3.8 4 .6 31 3.2 3.2 2.6 2.7 4.7 4 .2 22 3.1 3.0 2.7 3.3 4.0 4 .0 23 3.0 3.0 3.5 4.4 3.8 I .8 24 3.0 3.1 4.8 4.5 3.9 4 .0 25 3.1 3.1 4.0 3.8 4.1 4 .0 26 3.2 3.3 3.7 3.6 4.0 i .'.1 27 3.2 3.2 3.5 3.5 3.7 ; .8 28 3.0 3 3.5 4.1 3.7 - .5 29 2.9 2.8 .. .. 3.5 J .8 30 2.7 2.7 .. .. 3.8 : 5 31 2.7 2.7 .. .. 3.5 i .5 76 Table No. 17.— Gauge Reading on Mohawk River at West Troy Company's Bam — Concluded. DAY. Jan. Feb. Mar.. Apr. May. AM PM June. July. Aug. Sept. Oct. Nov. Dec. 1900. AM PM AM PM AM PM AM PM AM PM AM PM AM PM 2.3 2.3 2.3 2.2 2.1 2.1 2.0 2.0 2.1 2.1 2.0 2.0 2 1.9 1.9 1.9 1.9 1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.9 1.9 2-0 2.4 2.9 2.8 2.7 2 7 2 6 2.6 2.5 2.4 2.3 2.3 2.3 2.2 2.2 2.1 2.0 2.0 2.0 2.0 20 2.1 2.1 2.2 AM PM 2.2 2.2 2.2 2.1 2.1 2.1 2.0 2.0 2.0 1.9 1.9 1.8 1.8 1.8 1.8 1.8 1.9 1.9 2.0 2.0 2 2.1 2.1 2.3 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.8 1.8 1.8 1.7 1.7 1.6 1.6 1.7 1.7 1.7 1.7" 1.8 1.9 2.0 2.5 2 5 2.4 2.4 23 22 AM PM AM AS 2.0 2.0 .. .. 2.0 2.0 .. .. 2.0 2.0 .. .. 2.0 2.0 .. .. 2.0 2.0 .. .. 2.0 2.0 .. .. 2.0 2.0 .. .. 1.9 1.9 .. .. 1.8 1.8 .. .. 1.7 1.7 .. .. 1.7 1.7 .. .. 1.8 1.8 .. .. 1.8 1.8 .. .. 1.8 1.9 .. .. 1.9 1.9 .. .. 1.9 -1.9 .. .. 2.0 2.0 .. .. 2.2 2.2 .. .. 2 2 2.2 .. .. 2.2 2.1 .. .. 2.1 2.0 .. .. 2.0 2.0 .. .. 2.0 [ A M P M '•• 3 4 6 7 ........ 13 2 2 2.12.2 2 2 21 2.1 2 2 2.0 2.1 2.2 2.2 22 2.1 20 2.0 2.0 2.0 MOOSE RIVER BELOW McKEEVER, HERKIMER COUNTY, N. Y. A gauging station was established on this stream at Moose river, 4 miles below McKeever railroad station, on June 5th. The section of the channel chosen to be spanned by a cable way has a width of 225 feet, with a nearly flat" gravel bottom. A vertical gauge board was attached to a pile driven some distance out in the stream beyond the low-water margin, and protected from ice and logs by a floating boom anchored upstream. This stream is characterized throughout its entire course by rifts and rapids. Topographically, the watershed is rocky, pre- cipitous and mostly timbered. The drainage area above the gaug- ing station is 346 square miles. An area of 41 square miles in the headwaters is subject to regulation by storage, controlled by a State dam at Old Forge at the foot of the Fulton Chain of lakes. There are numerous undeveloped water powers on the stream, including two falls near Lyonsdale, where a head of 30 feet or more might be obtained, and Miller's falls, below Moose river, of nearly equal height. Water-power is developed at eight dams, utilizing a total fall of 225 feet, with an aggregate capacity of the turbines installed, of over 7,000 horse-power. 77 No current meter measurements have thus far been made. Gauge readings arc lake twice daily, morning and evening, and the mean of the two readings for each day is shown in the accom- panying table. Table No. 18.— Daily Gauge Height of Moose River at Moose River for 1900. DAY. Jan. Feb. Mar. Apr. May. June. July. 0.5 0.6 0.214 0.3*6 0.3 0.3*6 0.7 0.8H 0.7*6 0.7 0.6*6 0.9 0.9 0.8 0-7*6 0.7 0.8 7*^ 0.8*6 0.9 0.8 0.6*6 0.5*6 0.6 0.8*6 3.0*6 1.8*6 1.2 0.9 0.7*6 0.7 Aug. Sept. Oct. Nov. Dec. 1 0.8*6 07 0.7 0.6 0.5 0.5*6 06 0.5*6 0.5*6 0.6 0.7 0.6*6 0.8 1.8 1-7*6 1.2*6 1.2 1.0 0.8*6 0.6 0.6 0.6 0.5 0.4*6 0.5*6 0.6*6 1.75 2.0 1.3*6 1.4 0.9*6 09 08 0.6*6 0.5*6 0.6 0.5*6 0.5*6 0.6 0.6*6 0.7 0.5*6 0.5*$ 0.5*6 0.5 0.4 0.7 0.7 0.6*6 0.6 0.5*6 0.8 1.2 1.5*6 1.3 1.0*6 0.9 9 8*6 0.7 0.8 0.7 0.7*6 0.8 07 0.6 0.6 0.6 0.6*6 0.6 0.6 0.6*6 0.5*6 0.4*6 0.4*6 0.7 0.8*6 0.7*6 0.6 0.6*6 0.7*6 0.7*6 0.7 0.7 1.3 2.0 1.6*6 1.3 1.3 1.2*6 1.2*6 1.3 01*6 1.2 1.0*6 2 3 4 5 2.0 15*6 1-2*6 1.2 19*6 1.5*6 1.4 1.2 1.094 1.0*6 i.o*6 0.9*1 0.6*6 0.6 0.8 0.9*6 0.9 0.8 0.7 0.8 0.6 0.4 0.3 0.5 0.5*6 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 25 25 26 27 28... 29 30 31 Sec. ft. JAN. 10 20 FEB. 10 20 MAR. 10 20 APR. 10 20 MAY 10 20 JUNE 10 20 JULY 10 20 AUG. 10 20 SEPT. 10 20 OCT. 10 20 NOV. 10 20 DEC. 10 20 400 350 < 300 250 1 B9 8 200 i 1, 150 100 L j y i . 5 i 11 50 y ■* Fig. No. 34.— Discharge of Oneida Creek at Kenwood, Madison County, N. Y., 1898. 78 ONEIDA CEEEK AT KENWOOD, MADISON COUNTY, N. Y. This stream rises in Madison county and flows in a northwest- erly direction, crossing the Erie canal and emptying into Oneida lake at its southeastern extremity. It is shown on the Oneida atlas sheet of the United States Geological Survey. The station is located at the silk mill dam at Kenwood, which is of framed timber, having a level crest 79.4 feet in length. Water is conducted to the mill in an open earth canal, termi- nating near -the silk mill. A short, circular, wooden flume con- ducts water from the headrace to the 24-inch Hercules turbine, which is ordinarily run at one-third gate. There is no leakage of the dam, and only a slight leakage of flume and head-gates. This has been taken at 2 second-feet. The flow over a waste way near the mill is computed by means of Francis formula. A sec- ond spillway, in the canal bank near the dam, has a broad, irregu- lar crest, over which water sometimes flows. A discharge curve for this spillway has been prepared, using coefficients from the Cornell experiments for dam with a broad, flat crest.* Current meter measurements, to check the calculated flow at Kenwood, have been made with results as follows : Second-feet. Junel, Total flow at Oneida Castle ." 36.6 Second-feet. Flow over dam, crest-gauge reading 0. 15 19 Flow through turbine, 11.75 head, % gate 15 Flow over waste-way near mill 1 Assumed leakage 2 Computed total flow 37 Sept. 17, Total flow measured in headrace 20 Second feet. Flow through turbine, }4 gate 15 Assumed leakage 2 Total flow computed 17 At Oneida is a State dam diverting water for the supply of the summit-level of Erie canal. No measurements of diversion to the feeder have been made. Practically the entire flow of Oneida creek, less leakage of the dam, is taken for this purpose during the low-water season. *See Proceedings of Am. Soc. C. E., March, 1900, page 282. (See Water Supply and Irrigation Paper, U. S. G. S., No. 36, page 186.) 79 Table No. 19. — Mean Daily Flow of Oneida Creek at Kenwood, N. 1'., Cubi-i Feet Per Second. [Drainage area 59 square miles.] DAY. Jan. Feb. Mar. Apr. May. June. July. Aug. Sept. Oct. Nov. Dec. 1898. 90 72 70 65 60 58* 60 58 51 265 274 172 140* 119 123 106 106 102 115 121* 123 109 123 100 86 93 77* 61 76 64 70 * 63 3 80 4 76* 112 58 60 58 45* 23 23 30 27 51 110 100* 102 75 75 75 70 110 100* 100 75 120 180 129 133 100* 100 82 fi 65 60 8 55 9 45 10 50 11 50* 12 50 13 45 14 50 15 55 16 101 17 108 18 69* 19 40 20 60 21 205 22 170 23 240 24 173 25 136* 26 100 27 80 28 50 29 70 30 101 31 101 83 105 144 69 56 66 55* 44 40 26 26 24* 26 27* 28 26 22 26 26 22 25* 28 24 26 24 26 24 25* 26 26 26 26 90 76* 96 108 210 300 160 143 114* 95 80 138 180 205 273 225* 183 135 101 75 65 67 57* 55 75 85 60 55 42 43* 51 75 115 96 115 112 157* 22 202 168 128 75 90 149* 235 157 123 140 144 133 157* 198 135 157 254 183 190 170* 157 123 230 183 165 122 115* 116 96 122 131 166 334 260* 214 196 496 416 406 341 260* 196 166 166 144 136 110 102* 96 91 110 110 91 86 93* 71 60 60 59 54 55 48* 53 53 53 54 59 59 48* 53 60 61 68 66 91 80* 82 63 54 66 43 43 71* 108 76 59 46 36 36 35* 31 31 31 24 24 24 25* 26 26 26 51 41 36 30* 26 31 26 26 31 31 31* 31 31 24 24 21 1899. 1 50 65 80 72 59* 50 50 50 35 37 100 74* 56 37 47 42 39 41 40* 52 160 365 232 147 99 161* 232 122 18 20* 20 20 30 34 21 41 40* 51 26 24 24 24 21 20* 31 28 26 26 24 25 25* 26 21 21 20 21 18 20* 21 15* 21 21 21 21 21 24 18* 24 24 21 24 24 24 19* 25 25 25 24 24 25 25* 25 25 24 25 24 25 26* 29 31 23 2 29 3 25* 4 37 5 29 29 25 8 33 9 41 10 25* 11 97 12 70 13 70 14 91 15 82 16 73 17 30* 18 30 19 97 20 79 21 92 22 80 23 68 24.... 55* 25 70 26 36 27 39 28 27 29 34 30 27 31 34* 117 93 157 183 62 30 25 23 33 60 := ♦Sunday. 80 Table No 19. — Mean Daily Flow of Oneida Creek at Kenicood, Madison County, N. Y., Cubic Feet Per Second — (Concluded). [Drainage area 59 square miles.] DAY. Jan. Feb. Mar. Apr. May. June. July. Aug. Sept. Oct. Nov. Dec. 1900. 1 98 194 99 * "290 208 154 149 313 382 220 200 196 212 201 204 .. . .* "l72 218 302 268 224 177 "234 160 134 102 58 88 * "*6i 19 18 29 25" 2i 25 b2 42 31 21 22 22 25 * 31 54 46 38 34 40 * 34 28 27 80 55 36 * 31 28 27 22 16 16 "*16 13 15 14 25 14 15 16 18 20 32 * 17 14 14 13 13 32 * 28 31 28 20 19 15 * 15 15 15 16 19 14 * 15 15 15 15 14 14 17 15 15 13 19 19 17 17 15 17 17 15 11* 17 17 14 14 17 17 * 14 35 18 17 17 19 13* . 25 23 25 19 19 19 17* 17 17 23 25 . 19 17 * 19 19 23 2 29 26 34 29 40 * S 4 23 20 17 23 43 52 5 135 191 223 140 150 199 86 54 51 47 60 47 * 10 11 30 23 17 17 17 27 12 98 124 100 67 52 62 48* 148 394 262 259 259 102 13 15 . 45 104 81 76 364 304 16 17 18 17 19 17 17 14 14 19 20 21 22 196 89 209 161 101 24 25 19 16 19 14 19 26 82 154 128 128 128 118 27.... 28.... 30* 46 45 47 29 30 31.. 92 148 198 21 38 19 16 19 1 Sunday. Sec. ft. 400 300 500 JAN. 10 20 FEB. 10 20 MAR. 10 20 APR. 10 20 MAY 10 20 JUNE 10 20 JULY 10 20 AUG. 10 20 SEPT. 10 20 OCT. 10 20 NOV. 10 20 DEC. 10 20 ? ,, 1 39 9 , If - 1 1 '1 i 1 M L j 1 , 11 1 ' " 'WfH No R« :co rd m ww ' 1 Fig. No. 35.— Discharge of Oneida Creek at Kenwood, Madison County, N. Y., 1899. SI Sec. ft. 400 300 JAN. 10 20 FEB 10 20 MAR. 10 20 APR. 10 20 MAY 10 20 JUNE 10 20 JULY 10 20 AUG 10 20 SEPT 10 20 OCT. 10 20 NOV 10 20 DEC 10 20 1 i 1 90 | B 1 1 , "E !_ 1 11 1 1 J h • i i i to y j i a 1 J i ■ Fig. No. 36.— Discharge of Oneida Creek at Kenwood, Madison County, N. Y., 1900. Mean Monthly Run-Off of Oneida Creek at Kenwood, Madison County, N. Y. [Drainage area, 59 square miles.] MONTH. SKCOND-FEKT. SECOND-FEET FER SQUARE MILE. INCHE8 ON DRAINAGE AREA. 1898. 1899. 1900. 1898. 1899. 1900. 1898. 1899. 1900. 117 93 157 183 62 30 35 92 1.98 1.58 2.66 3.10 1.05 0.51 0.42 1.56 2.28 1.64 3.06 3.46 1.21 0.57 0.48 1 80 148 198 2.51 3.35 2.89 April 3.74 21 38 19 16 19 0.35 0.64 0.32 0.27 0.32 0.39 July 0.74 0.37 0.30 83 105 90 23 33 60 1.40 1.78 1.52 0.39 0.56 1.02 1.61 1.98 1.75 0.45 0.62 1.17 0.37 82 ORISKANY CREEK AT ORISKANY, ONEIDA COUNTY, N. Y. This stream rises in Oneida county, N. Y., and flows in a north- erly direction, emptying into the Mohawk river. The locations of this station, as well as of a second station which was maintained for a time at Coleman on this stream, are shown on the Oriskany atlas sheet of the United States Geologi- cal Survey. The Oriskany station is located at the New York State dam, which is of timber, having a crest 214 feet in length with a somewhat irregular profile, which, in order to facilitate computation, has been divided into three sections. The dam is low, the difference of elevation on the upstream and downstream sides ordinarily being about 4 feet. During extreme high water the dam becomes completely submerged. During the summer the entire flow, less leakage, is ordinarily diverted to the canal feeder. H. Waterbury & Co.'s dam, located just below the State •dam, backs water above the toe of the latter, so that direct meas- urements of the leakage of the State dam cannot readily be made. During the winter and spring, the flow of the stream is avail- able for power from the lower dam, but during the season of navi- gation, the inflow to the Mohawk from this tributary amounts to only a few second-feet. The computed flow at the gauging station represents the total outgo from the pond above the State dam, and includes water diverted from Chenango river through the channel of Oriskany creek to feed the Erie canal. (See Water Supply and Irrigation Paper, U. S. G. S., No. 35, page 47.) 83 Table No. 80.— Mean Daily Flout of Oriska Fet [Drainage area 144 square miles.] ny Creek at Ortskany, Oneida County, -V. P., Cubio Feet per Second. DAY. Jan. Feb. Mar. Apr. May. June. July. Aug. Sept. Oct. Nov. De o. 1898. 329 298 274 276 266 269 267 236 284 370 740 370 865 333 352 311 304 304 310 392 359 263 300 324 278 253 502 335 S09 254 266 259 428 413 457 445 445 462 393 388 425 460 346 160 150 338 248 212 231 266 248 328 350 316 280 330 564 457 403 339 336 300 280 160 220 105 300 380 825 410 855 210 150 100 235 235 285 325 327 327 1899. 1 180 180 195 220 220 250 285 220 260 220 255 255 410 505 550 505 380 315 255 260 290 270 290 290 260 285 305 340 305 290 300 157 167 150 177 167 217 230 243 277 277 343 343 364 343 364 337 343 337 304 297 890 410 404 303 287 297 367 244 495 355 425 460 ■910 650 410 300 240 215 175 645 490 340 280 255 200 230 355 370 330 285 355 280 285 240 220 215 205 190 190 180 170 160 260 390 425 525 1,270 770 600 490 1,220 1,440 1,160 910 625 370 340 290 260 230 130 50 50 50 416 406 120 335 325 238 144 139 139 129 124 122 122 124 124 28 28 25 25 30 105 122 134 139 120 140 160 140 115 115 159 144 139 139 129 134 90 ' 80 SO 80 80 80 80 80 80 80 89 94 89 94 104 101 94 113 113 113 113 113 118 118 118 118 118 113 113 113 138 184 170 104 100 117 124 124 124 124 208 208 197 183 183 270 270 270 196 196 196 196 196 196 196 196 206 206 167 126 126 177 177 195 195 195 195 195 195 195 206 206 206 206 206 206 206 206 206 206 206 194 184 184 184 98 98 83 87 73 10 75 108 101 133 176 180 159 95 73 87 85 89 115 123 119 138 161 129 162 102 112 181 222 216 185 206 180 138 108 99 119 132 122 138 95 58 106 97 92 26 72 45 106 58 71 48 82 73 85 88 70 70 54 158 72 55 115 320 175 115 138 144 346 374 429 364 394 634 534 564 584 564 484 524 584 202 53 124 154 174 214 174 438 318 318 • 582 789 90 2 103 3 73 4 108 5 80 6 107 99 8 40 9 30 10 10 11 45 12 340 13 380 14 so 15 65 16 80 17 40 18 65 19 250 20 130 21 110 22 50 23 50 24 70 25 50 26 40 27 30 28 35 29 30 30 .31 70 Mean 295 291 342 466 119 99 180 186 126 91 360 89 84 Table No. 20. — Mean Daily Flow of Oriskany Creek at Oriskany, Oneida County, N. T., Cubic Feet per Second — (Concluded). [Drainage area 144 square miles.] DAY. Jan. Feb. Mar. Apr. May. June. July. 110 110 110 110 110 140 88 73 104 101 107 105 105 105 105 105 105 105 107 105 107 124 105 105 114 110 112 108 33 32 30 Aug. Sept. Oct. Nov. Dec. 1900 1 64 133 81 96 41 76 54 101 54 114 56 96 51 68 81 133 145 114 546 1,376 576 721 176 91 481 156 51 106 91 114 156 139 212 326 286 416 302 218 302 1,871 596 416 139 3,116 454 248 139 114 76 60 81 127 170 236 96 91 56 170 133 254 786 876 776 736 398 756 454 366 302 218 163 157 157 139 133 127 76 170 696 496 294 326 386 254 236 183 227 286 686 846 1,318 1,391 1.C46 546 426 916 896 596 308 206 194 286 316 254 212 206 470 1,090 427 315 212 877 379 260 239 235 201 283 282 272 238 192 163 163 144 183 161 163 136 133 150 70 105 94 105 118 144 171 156 148 161 115 113 113 113 113 113 113 113 113 113 95 95 95 95 95 95 95 97 95 95 95 95 95 95 95 95 95 95 95 95 95 95 95 95 95 95 95 97 95 95 100 100 100 100 100 100 100 100 100 100 100 100 100 124 107 103 100 100 100 100 100 100 100 100 100 100 110 132 111 100 100 82 74 76 84 66 81 85 85 61 73 73 61 70 70 70 70 70 70 70 70 70 70 70 70 70 70 70 75 85 85 70 70 70 70 70 70 70 175. 66 63 75 75 75 75 78 84 81 78 80 80 75 75 77 83 75 75 103 100 100 100 191 3 4 5 6. 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 199 378 386 488 136 95 100 103 73 85 Sec. ft. 1,600 JAN. 10 20 FEB. 10 20 MAR. 10 20 APR. 10 20 MAY 10 20 JUNE 10 20 JULY IQ20 Aue. 10 20 SEPT. 10 20 OCT. 10 20 NOV. 10 20 DEC. 10 20 1,200 1,000 800 1 89 8 600 400 l jj 200 1 L \ A. Mi Fig. No. 37.— Discharge of Oriskany Creek at Oriskany, N. Y., 1898. 85 JAN. 10 20 FEB. 10 20 MAR. . AP 10 20 10 t R. MAY 10 20 JUNE 10 20 JULY 10 20 AUG. 10 20 SEPT. 10 20 OCT. 10 20 NOV. 10 20 DEC. 10 20 1 89 9 p \ i 1 5f 1 | H u V . 67 147 495 65 67* 172 1,413 130 92 68 37 55* 74 68 68 379 392 34 13* 80 47 74 69 81 35 21* 81 71 89 89 86 38 17* 74 74 68 68 63 42 13* 68 371 95 93 93 55 67* 89 68 87 86 199 165 207* 337 267 18S 135 91 269 207* 103 87 87 113 95 87 135* 85 207 297 170 95 193 295* 95 103 91 87 87 49 55* 91 81 81 81 87 30 43* 87 81 81 74 77 41 55* 87 65 26 35 35 21 29* 35 35 35 35 35 14 83* 28 22 5 35 42 20 29* 42 42 85 29 40 24 17* 42 46 41 25 32 24 5* 29 41 38 38 25 27 5* 32 38 25 82 57 33 5* 38 38 rj 38 86 84 9* 65 65 28 32 32 22 5* 42 35 35 28 32 33 5* 38 38 48 42 32 22 5* 38 35 23 23 34 10 5* SO 23 23 20 17 15 5* 23 20 17 20 20 87 5* SO 18 20 17 17 18 5* 30 37 35 35 37 27 5* 5 2S 23 17 20 26 5* 23 37 5 5 10 17 5* 13 17 17 17 17 13 9* 13 17 13 17 13 13 5* o s 4 8 .. ') 10 11 . 12 13 14 15 16... 17 18 19 20... 21 22 23 24 25 26 27 28 29 30... 31 72 146 84 138 49 32 32 22 15 ' Sunday. See. ft. soo 700 600 500 400 300 200 100 1 JAN. 10 20 FEB. 10 20 MAR. 10 20 APR. 10 20 MAY 10 20 JUNE 10 20 JULY ' 10 20 AUG. 10 20 SEPT. 10 20 OCT. 10 20 NOV. 10 20 DEC. I0 2O 1 39 8 L 1 4 i 1 I 1 t ■ . i Fig. No. 47.— Discharge of Sauquoit Creek at New York Mills (No. 3), Oneida County, N. Y., 1898. 100 See. ft. JAN. 10 20 FEB. 10 20 MAR. 10 20 APR. 10.20 MAY 10 20 | JUNE 10 20 JULY 10 20 AUO. 10 20 SEPT. 10 20 OCT. 10 20 NOV. 10 20 DEC. 10 20 1 BS 9 lu ll k H J k k k Fig. No. 48.— Discharge of Sauquoit Creek at New York Mills (No. 3), Oneida County, N. Y., 1899. Sec. ft. 800 JAN. 10 20 FEB 10 2C MAR. 10 20 APR. 10 20 MAY 10 20 JUNE 10 20 JULY 10 20 AUG. 10 20 SEPT. 10 20 OCT. 10 20 NOV. 10 20 DEC. 10 20 «i 1 30 M Fig. No. 49.— Discharge of Sauquoit Creek at New York Mills (No. 3), Oneid County, N. Y., 1900. 101 SCHOHARIE CREEK AT ERIE CANAL AQUEDUCT, MOM GOMERY COUNTY, N. Y. The Erie canal crosses Schoharie creek between Fort Hunter dam and Mohawk river. A gauging record was established at the aqueduct May 2, 1900, and a current meter measurement of the flow through the arch ways of the canal aqueduct was then made. Gauge height, 2.26 feet, discharge, 1,257 second-feet. Owing to cross currents above the aqueduct, conditions are not favorable for meter measurements at this point. The station was abandoned October 13. This record is chiefly of interest in connection with slope measurements of Mohawk river described elsewhere. Table No. 21 — Daily Gauge Height of Schoharie Creek at Fort Hunter for 1900. DAY. Jan. Feb. Mar. Apr. May. June. July. Aug. Sept. Oct. Nov. Dec. 1 2.24 2.20 3.14 2.10 2.00 1.10 2.00 1.97 2.00 1.10 1.97 1.89 1.76 1.70 1.67 1.58 1.52 1.47 1.98 2.84 2.43 2.14 1.93 1.87 1.80 1.67 1.40 1.47 1.45 1.40 1.38 1.47 1.76 1.62 0.94 0.95 0.87 0.90 1.90 1.84 1.80 1.40 1.68 1.40 1.13 1.20 0.82 .71 .82 .70 .72 .70 .67 .60 .60 .60 .60 .62 .61 .60 0.60 .62 .58 .60 60 .57 .56 .50 .43 .52 .60 .63 .64 .60 .54 .53 .58 .56 .60 .61 .63 .65 .62 .68 .71 .73 .78 .72 .60 .63 .64 0.67 .65 .64 .63 .62 .61 .52 .52 .51 .50 .52 .53 .52 .57 .54 .53 1.43 1.32 1.92 0.97 .78 .71 .68 .64 .63 .54 .53 .54 .53 .53 .54 0.54 .53 .54 .53 .54 .54 .53 .54 .64 .64 .65 .65 .65 .64 .65 .64 .65 .65 .65 .65 .65 .65 .64 .62 .53 .56 .57 .53 .52 .53 0.53 .54 .51 .53 .58 .61 .62 .58 .54 .52 .59 .56 .57 2... 3. .. 4 6 8 9 12 13 14 15 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 SCHOHARIE CREEK AT FORT HUNTER DAM, MONTGOM- ERY COUNTY, N. Y. Schoharie creek finds its origin in the western slope of the Catskill mountains. In its lower stages it flows through a long flat valley in a stream bed covered with rip-rap, over which the water finds its way in a thin sheet, during the dry season. The State dam at Fort Hunter is near the mouth of the stream, and high water from the Mohawk river backs up to the toe of the 102 dam. The condition existing at this station during the summer months has been described in connection with the Mohawk river gaugings. A record has been kept of the elevation of the water surface in the pond above the dam, and also in the channel below the dam. The average difference, or head, is 5.25 feet, and is nearly constant, except when water falls below the crest level above the dam. The dam is of timber, backed with gravel, and there are a num- ber of leaks above the gravel line, two feet below the crest. This leakage represents practically the total inflow from Schoharie to the Mohawk during the summer. Current meter measurements of the leakage were made below the Erie canal aqueduct at a point where the entire flow is concentrated in a narrow channel. DATE. Hydrographer. Measured leakage (second-feet). 1900. R. E. Horton 30 July 18 E . D. Walker 38 E. D. Walker 44 The leakage of the dam has been assumed constantly equal to 35 second-feet in computing the record. The intention in establishing this station was to maintain a record of the water height above and below the head-gates at the entrance to the canal feeder, from which the effective head of the gate openings could be determined, and the flow computed by the formula for . submerged orifices. During the dry season, the water falls below the lip of the gates and flows in an open chan- nel, making this method inapplicable. In recomputing the record, the diversion to the canal feeder has been estimated from current meter measurements, made as follows: DATE. Hydrographer. Measured flow in feeder (second-feet). 1900. R. E. Horton 112 July 18 E D. Walker 7& E. D. Walker 73 Inflow to the Erie canal is controlled by gates at the lower end of the feeder channel, so that the flow in the feeder is not directly Fig. No. 50.— Fort Hunter dam on Schoharie creek, Montgomery County, N. Y., during low water. 103 a function of the stage of -the water. Owing to uncertainty of the low-water measurements, this station was abandoned July 31. The accompanying tables show the total outgo from the pond above Fort Hunter dam. A table of flow as originally computed, allowing 315 second-feet for leakage, may be found in Water- Supply and Irrigation Paper No. 35, page 55. Table Xo. 25.— .Mean Daily Flow, Schoharie Creek at Fort Hunter, Montgomery County, N. 1"., Cubic Feet Per Second. [Drainage area 947 square miles.] DAY. Jan. Feb. Mar. Apr. May. June. July. Aug. Sept. Oct. Nov. Dee. 1898. 161 161 161 161 1,661 3,211 1,361 791 1,761 791 611 611 581 1,661 2,136 2,461 711 791 861 791 791 791 1,061 861 861 861 1,361 2,261 1,911 1,561 1,661 1,617 1,717 917 917 767 767 847 767 667 5,067 9,517 5,767 2,917 2,967 2,417 1,817 1,517 1,517 2,417 3,967 2,842 2,067 1,967 1,967 1,517 1,517 1,217 917 767 767 1,139 2 ► 939 1,339 1,439 1,839 1,639 1,839 1,839 1,739 1,239 939 1,639 1,539 1,639 1,539 1,639 1,339 1,539 859 689 814 1,639 2,639 2,089 3,289 814 24... 129 129 129 129 129 129 129 25.. 26... 27 1,539 28 1,539 29... 939 30... 1,239 3,864 129 1,142 2,148 1,573 1899. 1 1,741 1,641 1,641 941 5,791 4,791 3,541 3,141 3,541 2,241 1,991 1,641 1,841 1,841 2,091 2,341 3,291 2,741 2,291 2,341 1,991 1,641 1,541 1,541 2,741 1,991 2,091 1,841 1,541 1,641 1,541 1,651 1,351 1,651 1,251 1,251 951 951 851 901 901 651 851 657 701 801 951 951 1.551 1,751 1,551 3,151 2,876 3,407 3,726 3,726 4,301 4,885 6,035 4,915 3,655 3,165 2,935 6,635 13,635 6,235 3,435 2,935 3,535 4,085 7,685 11,135 4,455 3,175 2,635 2,235 2,035 2,335 2,515 2,775 2,775 2,775 2,635 2,515 2,335 2,035 2,135 1,435 1,335 1,435 1.335 1,335 1,335 2,135 2,785 3,185 3,655 7,685 5,335 3,655 4,585 5,735 7,685 7,635 9,335 7,685 5,215 4,085 4,385 3,812 3,532 2,342 3,532 3,342 3,193 3,883 2,633 2,698 2.298 2,948 1,515 1 460 1,560 1,140 860 860 710 585 585 610 440 440 340 260 260 340 480 585 510 585 585' 510 440 340 340 260 260 260 340 260 260 295 295 395 395 295 295 295 225 205 195 195 195 195 195 195 195 195 195 195 195 195 195 195 195 195 195 195 195 195 195 182 178 182 182 185 185 190 195 198 185 182 190 198 202 203 198 202 202 195 195 190 185 185 165 198 190 185 182 190 190 190 148 152 145 138 143 145 148 138 138 135 138 138 132 132 135 138 138 138 142 145 142 148 148 142 145 148 142 148 145 148 145 148 148 145 145 148 148 148 142 152 152 152 148 148 145 145 142 138 145 145 148 148 148 148 148 152 182 6,984 6,126 5,740 4,790 3,867 1,967 1,767 2,247 2,467 1,967 1,767 1,547 1,767 967 967 1,547 1,547 1,967 1,547 2,247 967 797 587 967 797 587 967 797 1,967 1,767 2,147 1,547 1,967 2,147 1,547 935 1,615 1,515 935 935 765 935 -935 785 765 935 1,615 1,835 1,515 1,515 935 935 765 765 765 635 635 453 453 515 455 425 335 335 295 + 2 S 4 5 6 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 81... Mean 2,307 1,944 3,792 4,100 579 226 187 142 916 1,603 875 104 Table No. 35— Mean Daily Flow, Schoharie Creek at Fort Hunter, Montgomery County, N. Y. Cubic Feet Per Second.— (Concluded). [Drainage area, 94? square miles.] DAY. Jan. Feb.* Mar. Apr. May. June. July. Aug. Sept. Oct. Nov. Dec. 1900. 1 735 735 575 575 435 315 435 315 485 435 315 365 485 575 435 575 575 735 2,785 4,595 8,235 4,595 3,465 3,145 1,325 735 735 485 575 485 435 3,465 7,335 7,515 6,785 5,585 2,485 3,335 3,335 3,035 2,740 3,335 3,035 2,775 2,355 2,255 2,015 1,885 1,755 1,755 1,755 3,035 2,135 1,755 2,495 2,275 2,635 2,495 2,775 3,035 3,035 3,035 2.915 2,775 3,335 3,635 3,335 3,335 3,635 2,635 2,495 2,135 2,015 2,015 2,275 2,915 2,915 3,635 4,735 6,035 4,935 4,595 5,355 6,615 6,615 5,095 4,035 3,335 2,915 2,635 1,885 1,325 835 985 835 985 1,208 490 412 409 315 519 472 390 300 293 312 327 319 312 330 1,530 1,550 1,020 500 412 409 815 315 250 322 355 360 360 155 245 245 284 239 212 242 515 276 360 305 305 257 260 260 235 220 157 153 147 143 139 139 139 105 113 122 122 122 ill 102 102 111 90 76 76 76 135 140 143 140 135 127 123 118 118 111 111 111 106 72 122 130 144 135 127 127 118 118 111 2 3 3 5 6 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 '. 27 28 29 30 31 1,313 3,137 3,530 561 219 115 * No record kept. Sec. ft. 8,000 7,000 5,000 3,000 2,000 1,000 JAN. 10 20 FEB. 10 20 MAR. 10 20 APR. 10 20 MAY 10 20 JUNE 10 20 JULY 10 20 AUG. 10 20 SEPT. 10 20 OCT. 10 20 NOV. 10 20 DEC. 10 20 - N 0! 1 3S 8 | 1 1 1 ll I 1 L \W U X f Fig. No. 51.— Discharge of Schoharie Creek at Fort Hunter, Montgomery County, N. Y., 105 Sec. ft. JAN. 10 20 FEB. 10 20 MAR. 10 20 APR. 10 20 MAY 10 20 JUNE 10 20 JULY 10 20 AUG. 10 20 SE PT. 10 20 OCT. 10 20 NOV. 10 20 DEC. 10 20 1 '1 1 1 '. I 1 1 1 1 89 9 I 1 2,000 ._. [ j I 1 d L N IE cc RO- - | r m Fig. No. 52.— Discharge of Schoharie Creek at Fort Hunter, Montgomery County, N. Y., 1899. Sec. ft. 8,000 7,000 5,000 4,000 2,000 1,000 JAN. 10 20 FEB. 10 20 MAR. 10 20 APR. 10 20 MAY 10 20 JUNE 10 20 JULY 10 20 AUG. 10 20 SEPT. 10 20 OCT. 10 20 NOV. 10 20 DEC. 10 20 Hi '\ CD 1 1 90 , |i 1 ■o A. V at o z Ill i i ' If 1 1 n i i Id fc Fig. No. 53.— Discharge of Schoharie Creek at Fort Hunter, Montgomery County, N. Y., 1900. 106 Mean, Monthly Run-Off of Schoharie Creek at Fort Hunter, Montgomery County, N. Y. [Drainage area, 947 square miles.] MONTH. SECOND-FEET. SECOND-FEET PER SQUARE MILE. INCHES ON DRAINAGE AREA. 1898. 1899. 1900. 1898. 1899. 1900. 1898. 1899. 1900. 2,307 1,944 3,792 4,100 579 226 187 142 916 1,603 875 1,313 2.44 2.05 4.01 4.33 0.61 0.24 0.20 0.15 0.97 1.69 0.92 1.38 2.81 2.13 4.62 4.83 0.70 0.26 0.23 0.17 1.08 1.95 1.02 3,137 3,530 561 219 115 3.31 3.73 0.59 0.23 0.12 0.14- 129 1,1-12 2,148 1,573 0.14 1.21 2.27 1.66 0.15 1.36 2.53 1.91- SCHOHARIE CREEK AT MILL POINT, MONTGOMERY COUNTY, N. Y. A current meter station was established at Mill Point highway bridge on July 5, 1900. The stream bed is stoney and fairly per- manent- The channel is of nearly constant width at all stages of the stream. Current meter measurements were made as follows: DATE. Gauge height. Discharge (second-feet). July 5 : 0.64 0.47 87' 141 Tart.tc No. 26-— Daily. Gauge Height of- Seholiafiz Creek, at Mill Point for 1900. DAY. Jan. Feb Mar. Apr. May. June. July. Aug. Sept. Oct. Nov. Dec- 1900. 1 0.65 .65 .45 .40 .50 .35 .40 .35 .30 .30 .40 .40 .45 .30 .25 .40 .95 1.45 .95 .72 .70 .75 .70 .60 .55 ,50 .45 .50 .50 .55 .43 0.35 .35 .35 .K0 .25 .22 .40 .30 .30 .25 .45 .45 .35 .35 .30 .35 .35 .30 .85 .25 .00 .00 .00 .30 .35 .30 .30 .35 .45 .45 0.50 .50 .45 .40 .40 .45 .35 .30 .15 .00 .00 .35 .45 .15 .30 .30 .40 .45 .45 .45 .40 .30 .60 .60 .50 .70 .75 .52 .45 .52 •50 0.55 .45 .60 .60 .50 .40 .60 .60 .65 .85 .60 .60 .80 .90 .72 .65 2 3 4 5 6 0.60 0.35 .70 .51) .80 .70 .70 .60 .60 .60 .65 .60 .65 .65 .65 .60 .95 .90 .80 .85 .80 .80 .811 .70 .70 .65 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 Fig. No. 54. — Schoharie Falls dam, Montgomery County, N. Y. , showing form of crest section. Fig. No. 55. — Turbines used as water meters at Schoharie Falls, Montgomery County, N. Y. 107 SCHOHARIE CREEK AT s< IIOHARIF FALLS, MONTGOM- ERY COUNTY, N. 5 A dam and power plant has been erected b\ the Empire State Power Co., of Amsterdam, X. V.. at Schoharie Falls, 1 mile above Mill Point gauging station. The dam is of masonry, backed with timber. It has a flat crest, 1 foot in width, and a slope on the upstream face of approximately 2^ :1. The crest is 380 feet long and nearly level. Gaugings have been made by the engineers of the company during the low water period of the present year. A part of the time the flow was concentrated over a sharp-crested gauging weir placed near the head of the power canal. Gauges have been fur- nished by the Geological Survey, and when the plant is set in operation, a record will be kept by the company, showing the flow over the dam and spillway, and through the turbines and flood gates. Two double horizontal Sampson turbines, 40 inches in diameter, have been installed. The turbines are designed to work under a head of 42 feet, and are rated at 1,800 horse-power. A photograph of one of these wheels is shown in Fig. 45. A similar wheel has been tested at Holyoke. A rating curve, pre- pared from the results of the test, will enable the wheels to be used as water meters to determine the flow 7 in the pow T er canal. The drainage areas tributary to Schoharie creek at various gauging stations are as follows: LOCATION. Mouth Erie canal aqueduct. Fort Hunter dam Mill Point bridge .... Schoharie Falls dam. Drainage area (square miles). 947 949.8 946.7 934 , 630 SCHROOX RIVER AT WARREXSBURG, WARREX COUNTY, X. Y. A gauging record was established at the dam of Schroon River Pulp Co., 2 miles below Warrensburg, Xovember 1, 1895, in con- nection with Upper Hudson Storage Survey.* Conditious at the *See Report of State Engineer and Surveyor of New York, 1895, page 118; also Water Supply and Irrigation Paper, No. 35, page 58. 108 Warrensburg gauging station are somewhat peculiar. During ordinary water an attempt is made to turn the entire flow of the stream, less leakage, through the water wheels, which run 24 hours per day, Sundays excepted, This is accomplished by the use of flashboards and by draught from the storage impounded by Starbuckville dam. During extreme low-water the mill is shut down altogether. As a rule, no water passe® over the dam at this time, the entire flow leaking through. A balance is main- tained between the inflow and outgo by fluctuations in the pond level, thereby varying the pond storage and also the head on the leaks. As no record is kept when the mill is not running, it has been necessary to estimate the low-water flow, which was taken at 150 second-feet in 1899, this being the assumed leakage of the Starbuckville dam.* The apparently uniform regimen of the stream during con- siderable periods of time may be accounted for as the result of draught and storage from the Starbuckville dam. A current meter measurement of the leakage of the dam, fl^ne, and flashboards at the Schroon River Pulp Co.'s mill was made on August 9, 1900, in the open channel about -J mile below the dam. The flow at this point was" found to be 285 second-feet. This amount has been taken as the low-water flow and leakage during the present year. The dam is of timber, and was con- sidered nearly water-tight when built. There is evidence that the leakage has increased year by year. The flow over the dam, without flashboards, has been taken from a diagram, which was deducted from experiments made at Cornell University, on a weir having similar cross section. The flow over flashboards has been calculated by means of Francis Formula, with a constant coefficient of 3.33. *See Report of the Merchants' Association of New York on the Water Supply of the City of New York, page 337. 109 Table No. 27.— Mean Daily Flow of Sehroon Hirer at Warrensburg, Cubic Feet Ter Second. [Drainage area, 563 square miles.] DAY. Jan. Feb. Mar. Apr. May. June. July. Aug. Sept. Oct. Nov. Dec. *-4 1899. 1 611* 641 641 641 641 641 608 575* 575 575 575 575 575 608 641* 641 641 641 641 641 608 575* 575 575 575 575 575 575 575* 575 575 478 478 478 478 478* 478 478 478 478 478 478 478* 478 478 478 478 478 478 478* 478 478" 478 478 478 478 478* 478 478 478 478 478 478 478* 478 478 478 478 478 478 478* 478 478 478 478 478 559 641* 641 641 641 641 718 718 718* 718 718 718 718 718 7C8 708* 708 708 708 708 708 708 1,999* 3,291 3,291 3,291 3,291 3,291 3,291 3,362* 3,443 3,443 3,443 3,443 3,443 3,443 4,273* 5,103 5,103 5,103 5,103 5,103 5,103 5,103* 4,851 1 ROfi 304 304* 304 304 804 304 304 304 304* 304 304 804 150 150 150 150* 150 150 150 150 150 150 150* 150 150 150 150 150 150 150* 150 150 150 150 150 150 150* 150 150 150 150 150 150 150* 150 150 150 150 150 150 150* 150 150 150 150 150 150 150* 150 150 150 150 150 150 150* 150 150 150 150 150 150 150* 150 150 150 150 150 150 150* 150 150 381 381 381 381 381* 381 381 381 381 381 381 381* 381 381 381 478 478 478 478* 478 478 478 478 478 478 478* 478 478 478 478 478 478 478* 478 478 478 478 478 478 478* 478 478 1,468 1,468 1,468 1,468 1,468* 1,468 1,468 1,468 1,318 1,318 1,171 1,106* 1,041 983 901 861 841 841 841* 841 841 841 841 841 841 774* 708 708 708 708 708 708 708* 708 708 708 708 •> 4,854 1.S0B 3 4,851 4,854 4,854 4,854 4,487* 4,121 4,121 4,121 4,121 4,121 3,493 3,307* 3,121 3,121 2,931 2,931 2,931 2,381 2,181* 1,981 1,981 1,981 1,981 1,981 1,506 1,448* 1,391 1,391 1,391 1,506 1,367* 1,228 1,228 1,228 1,228 1,228 1,228 1,228* 1,228 1,228 1,228 1,228 1,228 1,228 1,228* 1,228 1,228 1,228 1,228 1,228 970 675* 381 381 381 381 381 4 5 6 7 8 9 708 10 11 12 13 14 15.. 1,041 1,101 16 17 1,127* 18 19 20 21 22 23 1,153 24 25 1,153 26 J7 1,101 28 1,101 29 1,041 30 1,041 1,041* 31 606 478 564 2,877 3,150 1,093 210 150 234 462 1,047 943 1900. 1 810 810 810 810 810 810 810* 810 810 810 810 810 810 810* 810 810 810 810 810 810 810* 810 810 810 810 810 810 810* 810 810 810 810 810 810 810* 810 810 810 810 810 810 1,895* 2,035 1,165 1,945 1,945 1,945 1,945 1,892* 1,840 1,795 1,710 1 608 1,608 1,608 1,571* 1,535 1,475 1,435 1,360 1,290 1,230 1,304* 1,178 1,140 1,133 1,123 1,123 1,123 1,123* 1,123 1,133 1,123 1,123 1,123 1,123 1,120* 1,117 1,107 1,100 1,089 1,085 1,085 1,085* 1,085 1,155 1,130 1,110 1,110 1,110 1,162* 1,215 1,315 1,395 1,535 1,535 1,741 1,947* 2,155 2,155 2,155 2,225 2,305 2,465 2,765* 3,065 3,865 3,545 4,115 5,365 7,010 7,745* 6,945 6,945 6,210 6,685 6,315 5,365 5,095* 4,825 3,965 2,885 2,625 2,305 2,155 2,045* 1,935 1,748 1,715 1,715 1,715 1,715 1,670* 1,625 1,605 1,685 1,545 1,535 1,525 1,470* 1,415 1,375 1,355 1,295 1,295 1,125 1,025* 1,085 1,085 1,085 1,085 1,085 1,217 1,349* 1,565 1,990 1,890 1,890 1,890 1,890 1,725* 1,565 1,425 1,300 1,290 1,300 1,300 1,187* 1,075 963 963 963 963 963 963* 963 963 963 963 963 963 885 810 810 810 810* 810 810 810 616 616 616 616* 616 616 616 539 539 539 365* 365 285 285 285 285 285 285* 285 285 285 285 285 3 4 5 6 7 g 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 35 26 27 28 29 30 31... 810 1,380 1 140 3,688 1,688 1,280 528 1 110 Sec. ft. 8,000 7,000 6,000 5,000 4,000 3,000 2,000 JAN. 10 20 ■ FEB. 10 20 MAR. 10 20 APR. 10 20 MAY 10 20 JUNE 10 20 JULY • 10 20 AUG. 10 20 SEPT. 10 20 OCT. 10 20 NOV. 10 20 DEC. f 10 20 1 1 38 5 - y .' J i k 1 4 ft Fig. No. 56.— Discharge of Schroon River at Warrensburg, Warren County, N. Y., 1895. Sec. ft. b,000 JAN. 20 FEB. 10 20 MAR. 10 20 APR. 10 20 MAY 10 20 JUNE 10 20 JULY 10 20 AUG. 10 20 SEPT. 10 20 OCT. 10 20 NOV. 10 20 DEC. 10 20 1 B9 6 . I 7,000 6,000 5,000 4,000 3,000 2,000 1,000 Fig. Mo. 67.— Discharge of Sehroou River at Warrensburg, Warren County, N. Y., 18s»6. Ill See. ft 8,000 7,000 6,000 5,000 JAN. 10 20 FEB. 10 20 MAR. 10 20 APR. 10 20 MAY 10 20 JUNE 10 20 JULY 10 20 AUG. 10 20 SEPT. 10 20 OCT. 10 20 NOV. 10 20 DEC. 10 20 I B97 3,000 2,000 1,000 1 1 1 11 | II 1 Jl 1 I L J i [ J J 1 ■ km m i ■H Fig. No. 58.— Discharge of Scbroon River at Warrensburg, Warren County, N. Y., 1897. Sec. ft> 8,000 7,000 6,000 5,000 4,000 3,000 2,000 1,000 JAN. 10 20 FEB. 10 20 MAR 10 20 APR. 10 20 MAY 10 20 JUNE 10 20 JULY 10 20 AUG. 10 20 SEPT. 10 20 OCT 10 20 NOV. 10 20 DEC 10 20 1 8£ 8 1 '■ 1 1 1 1 \ r-| _J Fm. No. 59.— Discharge of Schroon River at Warrensburg, Warren County, N. Y., 1898. 112 Sec. ft. 8,000 7,000 6,000 3,000 2,000 1,000 JAN. 10 20 FEB. 10 20 MAR. 10 20 APR. 10 20 MAY 10 20 JUNE 10 20 JULY 10 20 AUG. 10 20 SEPT. 10 20 OCT. 10 20 NOV. 10 20 dec. : 10 20 J 1 89 9 Fig. No. 60.— Discharge of Schroon Elver at Warrensburg, Warren County, N. Y., 1899. 8,000 6,000 5,000 3,000 2,000 Fig. No. 61.— Discharge of Schroon River at Warrensburg, Warren County, N. Y., 1900. 113 Mean Xonthly~_Run-Off am 1898. 93 1 1. Oswego River at High Dam 1899. 94 45. Oswego River al Eigh Dam 1900. 94 47. Sauquoit Creek al New York .Mills 1898. 99 48. Sauquoit Creek at New York Mills 1899. 100 49. Sauquoit Creek at New York Mills 1900. 100 51. Schoharie Creek at Fort Hunter 189S. 104 52. Schoharie Creek at Fort Hunter 1899. 105 53. Schoharie Creek at Fort Hunter 1900. 105 56. Schroon River at Warrensburg 1895. 110 57. Schroon River at Warrensburg- 1S96. 110 58. Schroon River at Warrensburg 1S97. Ill 59. Schroon River at Warrensburg 1898. Ill GO. Schroon River at Warrensburg 1899. 112 61. Schroon River at Warrensburg 1900. 112 63. West Canada Creek at Middleville 1898. 118 04. West Canada Creek at Middleville 1899. 119 65. West Canada Creek at Middleville 1900. 119 List of Tables Accompanying Report on New York Stream Gaugings for the Year 1900. Table Ho. 1. 2. 3. 4. 5. 6. 7. 8. 9. 10. 11. 12. 13. 14. 15. 16. 17. 18. 19. 20. 21. 22. 23. Page. Location of gauging stations on New Ycrk streams........ 11 Summary of current meter measurements 13 Drainage areas tributary to New York streams 13 Mean daily flow of Black River at Huntingtonville dam, cu- bic feet per second 18-19 Mean daily flow of Cayadutta Creek near Johnstown, cubic feet per second 23-26 Mean daily flow of Chittenango creek at Bridgeport, cubic feet per second , . 30-81 Mean daily flow of East Canada Creek at Dolgeville, cubic feet per second 36-3V Mean daily flow of West Branch of Fish Creek at McCon- nellsville, cubic feet per second 40-41 Mean daily flow of Hudson River at Fort Edward, cubic feet per second 46-47 Mean daily flow of Hudson River at Mechanicville, cubic feet per second 49 i -50 Depth of water in Indian Lake reservoir for 1900 50 Mean daily flow of Mohawk River at- Ridge Mills, cubic feet per second 59-60 Mean daily flow of Mohawk River at Little Falls, cubic feet ^ per second 64-65 Daily gauge height of Mohawk River at Schenectady, 1899. 68 Daily gauge height of Mohawk River at Schenectady, 1900. 69 Mean daily flow of Mohawk River at Rexford Flats, cubic feet per second 71-72 Gauge readings on Mohawk River at West Troy Co.'s dam. . 75-76 Daily gauge height of Moose River at Moose River for 1900. 77 Mean daily flow of Oneida Creek at Kenwood, cubic feet per second 79-80 Mean daily flow of Oriskanj r Creek at Oriskany 83-84 Daily gauge height of Oswego River above Minetto, 1900 . . 89 Mean daily flow of Oswego River at High Dam, cubic feet per second 91-92 Daily gauge height of Salmon River above Pulaski, 1900. . 96 126 127 Table No. Page. 24. Mean daily flow of Sauquoit Creek at New York Mills 98-90 25. Daily gauge height Schoharie Creek at Erie Canal Aqueduct for 1900 101 26. Mean daily flow of Schoharie Creek at Fort Hunter, cubic feet per second 103-104 27. Daily gauge height of Schoharie Creek at Mill Point for 1900 106 28. Mean daily flow of Schroon River at Warrensburg, cubic feet per second 109 29. Mean daily flow of West Canada Creek at Middleville, cubic feet per second 117-118 SO. Daily gauge height of West Canada Creek at Twin Rock Bridge for 1900 121 CONTENTS. Page^ Current meter measurements (Table No. 2) 12 Description of tables of mean daily flow 14 Drainage areas tributary to New York streams 15 Beaver River 23 Black River at Huntingtonville dam 16 Cayadutta Creek at Johnstown 24 Chittenango Creek at Bridgeport 28 East Canada Creek at Dolgeville • 33 Fish Creek, West Branch, at McConnellsville 39 Gauging stations, location of, (Table No. 1) 11 Hudson River at Fort Edward. ; 43 Hudson River at Mechanicville 48- Hydrographs, list of 124 Indian River at Indian Lake dam 53 Location of gauging stations (Table No. 1) 11 Map of State of New York showing stations and water sheds.. facing 128 Mohawk River gaugings, description 55 Mohawk River at Ridge Mills 57 Mohawk River at Little Falls *. 62: Mohawk River at Schenectady 67 Mohawk River at Rexford Flats 69' Mohawk River near Dunsbach Ferry 74 Moose River below McKeever , 76 Oneida Creek at Kenwood 78 Oriskany Creek at Oriskany 82" Oswego River above Minetto, 8 miles from Lake Ontario 87 Oswego River at High Dam, 3 miles from Lake Ontario 89- Photographs, list of : 123 Salmon River near Pulaski 95 Sauquoit Creek at New York Mills 97 Schoharie Creek at Erie Canal aqueduct 101 Schoharie Creek at Fort Hunter dam 101 Schoharie Creek at Mill Point '. 106 Schoharie Creek at Schoharie Falls 107 Schroon River at Warrensburg 107 Seneca River at Baldwinsville 114 Tables, list of 126: West Canada Creek at Middleville 115 West Canada Creek at Twin Rock Bridge and Trenton Falls 120' 128 M S^njc wV :-^^« ^ 1\. 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