Et.">-.i ■'.,. i f Digitized by the Internet Archive in 2010 with funding from The Library of Congress http://www.archive.org/details/preservationofni06unit 62d Congress) ..ii.ilNli.i:tir,.l--.ill' Vovcinlii-f J7, H)o6; Rivi-r ihM-bari;c )40,ooo cubic feci jht srcond. AMERICAN FALLS FROM CANADIAN SIDE. 4 IvIST OP ILLUSTRATIONS. Plate 15. American Channel, typical vertical curve. 16. American Rapids above Goat Island Bridge, November 21, igo6 (discharge 181,000 cubic feet per second), and November 22, 1906 (discharge 261,000 cubic feet per second). (Photographs.) 17. American Falls from Canadian side, November 21, 1906 (discharge 180,000 cubic feet per second), and November 22, 1906 (discharge 266,000 cubic feet per second). (Photographs.) iS. American Falls from Goat Island, November 21, 1906 (discharge 180,000 cubic feet per second), December 15, 1906 (discharge 223,000 cubic feet per second), and November 27, 1906 (discharge 242,000 cubic feet per second). (Photographs.) 19. American Falls from Canadian side, November 22, 1906 (discharge 263,000 cubic feet per second). (Photo- graph.) 20. American Falls from Canadian side, December 4, 1906 (discharge 191,000 cubic feet per second). (Photo- graph.) 21. East end of Horseshoe Falls from Canadian side, December 14, 1906 (discharge 185,000 cubic feet per second), December 5, 1906 (discharge 197,000 cubic feet per second), and November 27, 1906 (discharge 244,000 cubic feet per second). (Photographs.) 22. Horseshoe Falls from Goat Island, December 5, 1906 (discharge 196,000 cubic feet per second), December 9 1906 (discharge 200,000 cubic feet per second), and December 15, 1906 (discharge 223,000 cubic feet per second). (Photographs.) 23. Horseshoe Falls from Goat Island, December 14, 1906 (discharge 185,000 cubic feet per second). (Photo- graph.) 24. Horseshoe Falls from Goat Island, December 15, 1906 (discharge 223,000 cubic feet per second). (Photo- graph.) 25. Horseshoe Falls and Rapids from Canadian side, December 12 , 1906 (discharge 209,000 cubic feet per second). (Photograph.) 26. American Fall from Canadian side, November 27, 1907 (discharge 246,000 cubic feet per second). (Photo- graph.) 27. Niagara Falls Power Co. Map of mtake canal. 28. Niagara Falls Power Co. Profiles. (Hydraulic section No. i. Hydraulic section No. 2. Intake canal.) 29. Nic^ara Falls Power Co. Vertical velocity curves, hydraulic section No. i. Transverse velocity curve at four-tenths depth, hydraulic section No. i. 30. Niagara Falls Power Co. Vertical velocity curves, hydraulic section No. 2. Transverse velocity curve at four-tenths depth, hydraulic section No. 2. 31. Niagara Falls Power Co.-Intemational Paper Co. canal. Hydraulic section No. 2. Profile. Vertical velocity curves. Transverse curve velocities at four-tenths depth. 32. Niagara Falls Power Co. Relation between discharge and slope. 33. Niagara Falls Power Co. Daily variation in water consumption. From observations on October 3 and 4, 1907. 330. Niagara Falls Power Co. Mean daily variation in discharge by conveyor meter. 34. The Niagara Falls Hydraulic Power & Manufacturing Co. Main Street hydraulic section and adjacent topography. Profile. Hydraulic section. 35. Niagara Falls Hydraulic Power & Manufacturing Co. Main Street section. \^ertical and transverse velocity curves. 36. The Niagara Falls Hydraulic Power & Manufacturing Co. New York Central hydraulic section. Profile and transverse velocity curve. 37. The Niagara Falls Hydraulic Power & Manufacturing Co. New York Central hydraulic section. Sketch of section and adjacent topography. Vertical velocity curves. 38. The Niagara Falls Hydraulic Power & Manufacturing Co. New York Central and Main Street sections. Discharge comparison of September 5, 1907. 39. The Niagara Falls Hydraulic Power & Manufacturing Co. Main Street section. Hourly variation and discharge. 39a. The Niagara Falls Hydraulic Power & Manufacturing Co. Slope in canal August i to December 12, 1907. 40. Sketch showing location of hydraulic section, Erie Canal at Buffalo, N. Y. 41. Hydraulic section, Erie Canal. Soundings. 42. Erie Canal. Mean cross section of discharge section. 43. Erie Canal. Transverse velocity curve. 44. Discharge of Erie Canal. Typical vertical velocity curve. REPORT OF SEPTEMBER 21, 1909. 1. Niagara Falls Power Co. Map of intake canal. 2. Niagara Falls Power Co. Fall from Grass Island to section with respect to the water used. 3. Niagara Falls Power Co. Relation between valve opening and kilowatts. 4. Niagara Falls Power Co. Efficiency curves. Power house No. i. 5 Niagara Falls Power Co. Efficiency curves. Power house No. 2. 6. Niagara Falls Power Co. Efficiency curves. Percentage efficiency, power house No. i and power house No. 2. 7. Niagara Falls Power Co. Water consumption by turbines. LETTER OF TRANSMITTAL. To the Senate and House of Representatives : The act of Congress approved June 29, 1906, "For the control and regulation of the waters of Niagara River, for the preservation of Niagara Falls, and for other purposes," committed certain duties to the Secretary of War which required extensive scientific investigations in order to obtain the information essential to intelligent action. In accordance with a recommendation of the Secre- tary of War contained in a letter to me of the 19th instant, I am transmitting herewith, for the information of Congress, reports of those investigations, made by the officer in charge of the survey of the northern and northwestern lakes, dated November 30, 1908, and September 21, 1909, which, as explained in the letter of the Secretary of War, also transmitted herewith, have hitherto been retained for the assistance of the executive branch of the Government. A final report of the proceedings of the War Department in connection with the act referred to will be included in the forthcoming annual report. Wm. H. Taft. The White House, August 21, 1911. S LETTERS OF SUBMITTAL. War Department, Office of the Secretary, Washington, August ig, igii. The President: The act of Congress approved June 29, 1906, "For the control and regulation of the watersof Niagara River, for the preservation of Niagara Falls, and for other purposes," authorized the Secre- tary of War to grant permits for the diversion of water from the Niagara River for the creation of power to an aggregate amount of 15,600 cubic feet per second, and it also authorized him to grant permits for the diversion of additional amounts of water for power purposes after the approximate amount of 15,600 feet per second had been diverted for a period of not less than six months, but only to such additional amount "if any, as in connection with the amount diverted on the Canadian side, shall not injure or interfere with the navigable capacity of said river, or its integrity and proper volume as a boundary stream, or the scenic grandeur of Niagara Falls." It was early recognized that the information necessary for intelligent action upon matters of such complex character could only be acquired by extended observations of a precise and difficult nature, and the local study of the questions involved was therefore assigned soon after the approval of the act to the officer in charge of the survey of the northern and northwestern lakes, then conducting opera- tions in the vicinity of Niagara Falls. Comprehensive and valuable reports on the subject, submitted by that officer, November 30, 1908, and September 21, 1909, have hitherto been retained for the assistance of the executive branch of the Government; but as the provisions of the act of June 29, 1906, as extended by the joint reso- lution approved June 3, 1909, expired by limitation on the 29th of June last, and as the executive departments have no further duty to perform in connection with that act, I submit herewith the reports in question and recommend that they now be transmitted to Congress. A final report of the proceedings under the provisions of the act referred to will be included with my forthcoming annual report. Very respectfully, Henry L. Stimson, Secretary of War. War Department, Office of the Chief of Engineers, Washington, January 21, igog. The Secretary of War. Sir: I have the honor to submit herewith a report of Maj. Charles Keller, Corps of Engineers, in charge of the survey of the northern and northwestern lakes, on the investigations concerning Niagara River and Falls, made under allotments authorized by the Secretary of War from the appro- priation of June 29, 1906, in connection with the "Act for the control and regulation of the waters of Niagara River, for the preservation of Niagara Falls, and for other purposes." 2. The investigations were commenced in 1906, continued in 1907 and 1908, and have been of a most thorough and searching character, and Major Keller and his assistants are entitled to great credit for their execution of this complex, difficult, and dangerous work. 3. By authority of the act mentioned. War Department permits have been granted for the diversion for power purposes, of 500 cubic feet of water per second from the Erie Canal and 15,100 cubic feet per second on the American side of the Niagara River at Niagara Falls; also for the trans- mission of 158,500 electrical horsepower from Canada, with an additional amount of 1,500 electrical horsepower reser\-ed to await the decision of the Dominion Government in the controversy between the International Railway Co. and the commissioners of Queen Victoria Park. 7 8 LETTERS OF SUBMITTAL. 4. Maj. Keller's conclusions are in efifect that the diversion of the maximum amount of water at present authorized on the American side for power purposes, together with the diversion on the Canadian side of all the water needed to generate the power at present permitted to be imported into the United States will not injure nor interfere with the navigable capacity of the Niagara River, nor with its integrity or proper volume as a boundary stream, but that the existing diversions have| already seriously interfered with and injured the scenic grandeur of Niagara Falls at the Horseshoe,; which injury and interference wdll be emphasized by the efifects of lower stages sure to recur on LakeL Erie and the upper lakes due to natural causes. 5. He further states that, in his opinion, the damage already done and that which may be' anticipated from further diversions and from lower stages in Lake Erie may be largely, if not entirely, ' remedied by a submerged dam placed in the bed of the river immediately above Horseshoe Fall, with the object of diverting a portion of the great volume passing over the center or apex of the Horseshoe, so as to increase the streams feeding the depleted ends of that fall, and, incidentally, ■ diminishing the rate of recession of the apex. 6. He also shows that the investigations have established a real, though relatively small, reduc- tion in the depth of Lake Erie and all of its harbors, amounting to 0.07 foot for the present authorized diversion. As each inch of draft for a modern lake freighter is the equivalent of from 80 to 100 tons of profitable cargo, the aggregate loss per season for the entire fleet using Lake Erie ports as terminals becomes a very large amount. The harbors on Lake Erie have been dredged and improved at large expense to the United States, and the right of the National Government to prevent even slight injury to these public works would seem a matter absolutely beyond question. He suggests the prohibition of all diversions when the lake reaches elevation 571.5 and the total authorized diversion only when the elevation is 572 or more. In this connection he presents as worthy of consideration 1^ the suggestion of Assistant Engineer F. C. Shenehon that the power companies be permitted to use /'half the flow of the river between sunset and sunrise as compensation for restrictions necessarily jimposed. 7. He also discusses the possibility of further concessions to the power companies and suggests, in case such course seems desirable, certain conditions designed to bring about a greater economy in the production of power and the elimination of unsightly features. 8. These invesdgations were undertaken primarily for the assistance of the Secretary of War in connection with the responsibilities committed to him by the act of Congress of June 29, 1906, but, in view of the widespread interest in the matter and the gra\'ity of the situation as disclosed by the careful and unprejudiced obser\rations of the Lake Sun.'ey, I recommend that Major Keller's report be transmitted to Congress, together with the report of Assistant Engineer Shenehon and its accom- panying illustrations. Very respectfully, W. L. Marsh.\ll, Chief of Engineers, U. S. Army. PRESERVATION OF NIAGARA FALLS. REPORT OF NOVEMBER 30, 1908. Detroit, Mich., November 30, 1908. The Chief of Engineers, U. S. Army, Washington, D. C. General: The second section of the act of Congress approved June 29, 1906, entitled "An act for the control and regulation of the waters of Niagara River, for the preservation of Niagara Falls, and for other purposes," authorized the Secretary of War to grant permits for the diversion, in the United States, of water from the Niagara River or its tributaries, not exceeding, to any one individual, company, or corporation a maximum amount of 8,600 cubic feet per second, and not exceeding, for all permits, a total of 15,600 cubic feet per second. The Secretary of War was further authorized to grant "revocable permits" for the diversion of additional amounts of water, but not until the full amount above mentioned, 15,600 cubic feet per second, had been diverted in the State of New York, for a period of not less than six months, and then additional diversion was to be permitted only to such amount as — in connection with the amount diverted on the Canadian side, shall not injure or interfere with the navigable capacity of the river, its integrity or proper volume as a boundary stream, or the scenic grandeur of Niagara Falls. On July 17, 1906, the Chief of Engineers called the attention of the officer then in charge of the Lake Survey, the late Lieut. Col. James L. Lusk, Corps of Engineers, to these provisions of the above act, and directed him to consider the problems involved in enforcing them, and to make such arrangements as could be made to furnish the information that would undoubtedly be called for in connection with the questions arising during the life of the act. With this in view, a party belonging to the Lake Survey, then in the field for the purpose of making surveys needed to modernize the charts of the head and of the mouth of the Niagara River, was directed to perform the necessary triangulation, run level lines, take topography and hydrography, and to do such other instrumental work, at and in the immediate vicinity of Niagara Falls, as would be needed in making an accurate chart of the Falls, including the crest line of the American Fall and soundings in its approaches. Further, this party, which had already estabUshed automatic gauges at the mouth of Black Creek, at Chippawa, and at the Whirlpool on the Canadian side, and at Suspension Bridge and Lewiston on the American side, in August, 1906, installed an additional small, self-registering gauge at Willow Island, abreast of the head of Goat Island in the approach to the American Fall, and, in November, 1906, two gauges of the same kind at Prospect Point, just above the north end of the crest of the American Fall, and at Terrapin Point at the east end of the crest of the Horseshoe Fall. These gauges were operated until freezing weather in December, except that at Suspension Bridge, which was carried away by high water in October, and those at the Whirlpool and Lewiston, which were discontinued November 10, 1906. As a result of this work, a preliminary report dated November 21, 1906, was submitted to the Chief of Engineers, outlining a program of observations and measurements necessary and desirable in determining the effect of the diversion authorized in the act, and this was followed by another report dated January 30 1907, in which the final results of the field work were stated and the above program reaffirmed. 9 lO PRESERVATION OF NIAGARA FALLS. On April 23, 1907, the Chief of Engineers informed this office that the sum of $5,000, from the appropriation made by section 6 of the act approved June 29, 1906, had been allotted for the purpose of — such observations and to carry on such operations as may be necessary to determine whether the diversion of the authorized amount of 15,600 cubic feet per second from the American side, in connection with that to be diverted on the Canadian side for the development of 160,000 horsepower, injures or interferes with the navigable capacity of said river, or with its integrity and proper volume as a boundary stream, or with the scenic grandeur of Niagara Falls. The "navigable capacity" of the Niagara River is dependent on its depth and velocity, and these are measurable elements. Its "integrity and proper volume as a boundary stream" are questions of fact which can be determined from measurements of discharge and from suitable surveys. The "scenic grandeur of Niagara Falls" appears, on the other hand, to be dependent on opinion and sentiment, and it seems almost absurd to attempt to demonstrate, by physical measurement of any kind, what the effect of the above diversion, or of any diversion, will be upon the Falls, considered solely as a spectacle. If, however, it be conceded that the "scenic grandeur" of the Falls is dependent largely, if not exclusively, upon the awe with which they impress the spectator, and that this sensation is due to the irresistible power of their enormous volume of flow and upon the height of fall, then even grandeur is susceptible of measurement, since reduction in volume and height will measurably, if not sensiblj', affect the Falls as a spectacle. Moreover, the effect pro- duced by the Falls is intimately connected with unity of sensation, and this is seriously disturbed by breaks in the crest lines, which follow reduction in volume. Accordingly, the questions raised in the act of Jime 29, 1906, may all be answered by the ascertainment of the law connecting volume of dis- charge with river and lake height, and by means of surveys showing profiles, bottom configurations, current directions, and crest lines. The project of April 30, 1907, for the expenditure of the allotment of $5,000 above mentioned, therefore covered field operations, which included investigations of hydraulic conditions by means of measurement of flow, by obser\'ations of profiles, by soundings, and by ascertainment of current lines, at and immediately above the Falls. The measurement of the flow of the river was intended to serve as a test of the law of discharge derived from the observations of 1 898-1 900, made at the International Bridge at Buffalo. This law, modified if rendered necessary by the altered conditions, would serve, when the law of change of surface profile at the various significant points had been fully established, to determine the effects of diversions on the Falls and on water levels at other localities. It was further proposed to measure the approximate volume of flow of the American Fall, while the measurement of the flow in the canals of the two American power companies was a necessary part of the project. Field operations were begun late in May, 1907. Automatic gauges were established at Austin Street in Black Rock, Chippawa, Grass Island, Whirlpool, and at Suspension Bridge, and the opera- tion of the permanent Lake Sur\-ey seh"-register at Buffalo Breakwater Light Station was, of course, continued. During June the crest line of the American Fall was redetermined and shown to be practically the same as at the time of the last determination in 1875. The survey of 1906 had shown a retreat of the mean trend of the apex of the Horseshoe Fall, since this time, of 170 feet. In September, Novem- ber, and December discharge obser\'ations were made in the canals of the two American power com- panies, and in October and November 40 discharge measurements of the Niagara River were made at the International Bridge. In November and December the discharge over the American Fall was measured by a series of float obser\fations. The flow of the Erie Canal was also measured and float obser\-ations were also made to determine more definitely the depths and the configuration of the river bed above the Horseshoe Fall. While the field work of the autumn of 1 907 had furnished sufficiently definite results, during the reduction and plotting of these observations, id the winter of 1907-8, it became evident that, in order to confirm the validity of the conclusions derived from the work of the field season of 1907, additional gauge and discharge observations would be desirable. Accordingly, in May, 1908, a recommendation was made to the Chief of Engineers that an additional allotment of $3,000 be made from the appropriation of the act of June 29, 1906, for the purpose of PRESERVATION OF NIAGARA FALLS. II enabling about 60 more measurements of discharge at the International Bridge to be made, and for continuing, during the open-water season of 1908, the gauges used in the slope observations of 1907. It was also proposed to take advantage of the opportunity offered by a coming complete shutdown of the Niagara Falls Power Co. to test the vaHdity of conclusions already made and to observe effects consequent upon so radical a change in the diversion conditions. These recommendations having been approved by the Chief of Engineers, the requested allotment was made by the Secretary of War on May 18, 1908. , • . During the field season of 1908 operations have therefore proceeded m accordance with the plans upon which the allotments were based. The gauges of 1907 were reestablished and additional gauges were placed at Schlossers Dock on the American side and above the Canadian end of the Horseshoe Fall. The discharge of the river at the International Bridge was measured 44 times in June July, and August, 1908. The shutdown of the Niagara Falls Power Co. on June 14 was fully obseik^ed, and the opportunity afforded by a second complete shutdown, covering a period of neariy ID days, iDcginning July 19 and ending August 2, 1908, was used with gratifying success. While the gauges are still in operation, the other field work was concluded in August, and since that time the reductions and preparation of the report have occupied the avaUable office force. The foregomg is a brief statement of the various projects and the operations under them. As shown upon plate 3, the Niagara River may be considered as divided into four pools, the first or uppermost extending into Lake Erie above the head of the river, with its weir between that point and the International Bridge, the fall from this pool to the second being about 5 feet. The second pool extends from Austin Street, Black Rock, to the head of the Upper Rapids, its foot at the upper- most cascade and its weir extending through these rapids and the two main cataracts with a total fall of 217 feet. The third pool extends from the foot of the two main cataracts to Suspension Bridge, where its weir begins and extends to the Whiripool through a mile of turbulent rapids, with a faU of 48 feet. The fourth pool is the Whiripool, and the weir extends from its mouth through the ■ Lower Rapids to the lower river at Queenston-Lewiston, a distance of 3^ miles, with a fall of 47 feet. It is evident from this description that changes in the Upper Gorge Pool, the Whiripool level, or the lower river can have no possible effect upon the river above the line Chippawa-Grass Island. The sheer fall of the rapids involved and the huge drop in the main cataracts make this statement axiomatic. On the other hand, the weir connecting the uppermost and the Chippawa-Grass Island pools is one of small fall, and it has been demonstrated by the observations of 1 898-1 900, as well as by those of the last two years, that a change, due to local conditions, in the Chippawa-Grass Island pool is transmitted upstream past the uppermost weir, so as to affect the level of Lake Erie. The second shutdown of the Niagara Falls Power Co. gave a unique opportunity to test the law, pre- viously inferred from gauge relations and discharge measurements, connecting the relative fluctua- tions of water surfaces in the first and second pools due to local changes (i. e., as in diversions for water-power purposes) in the second pool. This shutdown was begun upon July 18, and by 1.30 a. m. it was complete and no water whatever was flowing in the company's canal. Matters remained in this state until 12.30 a. m., July 28, when operation of part of the machinery was resumed, but power production was again totally suspended from 1 1.30 p. m., August i, to 7.30 p. m., August 2, making in all a period of neariy 10 days of complete shutdown. The mean condition of the river, as shown by the gauge readings for these 10 days, is compared with its state for the 10 days, July 13 to 18 and August 3 to 6, inclusive. The mean diversion for the lo-day period of normal power production was 7,850 cubic feet per second, and for the 10 days of the shutdown 1,640 cubic feet per second. This diminution in diversion, amounting to 6,210 cubic feet per second, resulted in a rise of 0.028 foot at Austin Street, Black Rock. Discharge measurements, made by the Lake Survey in 1 898-1 900, showed that the outflow of Lake Erie was increased something less than i per cent by a lowering of one-tenth foot at the Austin Street gauge. Subsequent discharge measure- ments of the river, and especially those made during the above shutdown, have reduced this per- centage of increase, which was found to have a value varying from 0.63 per cent to 0.96 per cent for one-tenth foot lowering at Austin Street. A rise at Austin Street, due to backwater effect, produces, of course, a corresponding diminution in the outflow from Lake Erie. The nse of 0.028 12 PRESERVATION OF NIAGARA FAL,LS. foot at Austin Street, due to the shutdown, was therefore found to be accompanied by a reduction of 0.27 per cent, or 600 cubic feet per second, in the outflow of Lake Erie, and this, if permanent, would ultimately produce a rise of 0.021 foot in the lake surface. It is, however, only by some such change in the second pool that this backwater effect can be produced. The Niagara Falls Power Co., the Niagara Falls Hydraulic Power & Manufacturing Co., and the Ontario Power Co. have their intakes in this pool above the upper cascades of the Upper Rapids. On the other hand, the intake of the Electrical Development Co. is 23 feet below that* of the Ontario Power Co., and four cascades intervene. The intake of the Canadian Niagara Falls Power Co. is 15 feet below that of the Electrical Development Co., and one cascade intervenes. The cascades are in effect sheer falls, and no change in the diversions of the Electrical Development Co. and of the Canadian Niagara Falls Power Co. can have any possible effect on the level of the Chippawa-Grass Island pool or of that above it. This being true, we have at present to consider only the diversions of the two American companies and that of the Ontario Power Co. The author- ized maximum diversions of the two American companies have a total of 15,100 cubic feet per second, and the present diversion of the Ontario Power Co. may be estimated, for an output of 60,000 horse- power, at a maximum of 4,250 cubic feet. The diversions in the Chippawa-Grass Island pool amount therefore to a present permissible maximum of 19,350 cubic feet per second. The observations of the past three seasons show that a diversion of this amount will produce the following lowering of the Niagara River and of Lake Erie: Foot Lake Erie (Buffalo L. H. gauge) *. o. 07 Niagara River at — Austin Street 10 Tonawanda 16 Sclilossers Dock 23 Cliippawa 48 Grass Island 77 The change at Grass Island exceeds that at Chippawa because of localized effect due to the close proximity of the intakes of the two American power companies. With diversions at points in the pool remote from both gauges, the latter should change by an equal amount. The shutdown of July-August, 1908, also shows that a change of diversion in the Chippawa-Grass Island pool is accom- panied by a corresponding change in outflow of Lake Erie, amounting to 10 per cent of the change in diversion. Although the traffic below Tonawanda is insignificant in draft and in amount, the upper Niagara River is navigable from its head practically to Chippawa and Schlossers Dock. It is therefore only this part of the river whose navigable capacity is injured or interfered with by the authorized diver- sion of 15,100 cubic feet per second at Niagara Falls, in connection with the diversion necessarily made by the Ontario Power Co., in order to create 60,000 horsepower of transmissible energy. The extent of the injury or interference is measured by the figures just given. In inches, the diversion of 19,350 cubic feet per second in the Chippawa-Grass Island pool reduces the depth at the head of the river seven-eighths inch, at Austin Street i \i inches, at Tonawanda i Ys. inches, at Schlossers Dock 2^ inches, and at Chippawa 5^ inches. The change to and including Tonawanda is insignificant. Below that point the reduction in depth is greater, but there is still much more than enough depth for the commerce involved. In reply to the inquiry of the Chief of Engineers, I would therefore state categorically that the diversion of the maximum amount at present authorized on the American side, a total of 15,100 cubic feet per second, and the additional diversion on the Canadian side of all the water needed to generate the 60,000 horsepower, at present permitted to be imported into the United States by the Ontario Power Co., will not injure nor interfere with the navigable capacity of the Niagara River. What constitute the integrity and proper volume of a boundary stream, and how these may be altered or affected, are more or less matters of opinion. Since the diversions do not permanently deprive the river of any part of its flow, and since temporary diminution in volume takes place only at the Upper Rapids and at the main cataracts, which, even after the diversions have been made, PRESERVATION OF NIAGARA FALLS. 1 3 continue to be as effective as hitherto in delimiting the boundary, the effect of the permitted diversion upon the depth and width of the river is perhaps as fair a measure of any injury done as any that can now be set up. The whole river is obviously the real boundary, its bed is, subjectively, neutral or dividing territory, and, so long as flow continues in appreciable volume, the boundary remains efficient. It is conceivable that a stream which might be forded would not be an efficient boundary, but, as shown, the present authorized diversions have not so materially affected the river's depth or width as to deprive it of its usefulness as a boundary stream, and no diversions that have ever been proposed will reduce the river to the condition of a shallow creek. It is therefore plain that present authorized diversions in the United States, and those now made in Canada, have had no effect upon the Niagara River, so far as concerns "its integrity or proper volume as a boundary stream." The determination of the extent of injury to or interference with the scenic grandeur of Niagara Falls, caused by present and possible future diversions, is the final task set the Lake Survey in the instructions of the Chief of Engineers of April 23, 1907, and, accepting the principle that the grandeur of the Falls depends upon their height, volume, and unbroken crest lines, the observations and measurements made permit a definite reply. Float measurements made in 1907 show the discharge over the American Fall to be 9,916 cubic feet per second. Lake Erie being at elevation 57241. corresponding to elevation of Niagara River at gauge, wing dam, 557.96. The corresponding outflow of Lake Erie is 205,500 cubic feet, and the flow over the American Fall is therefore 4.83 per cent of the total flow of the Niagara River. As shown on plate 10, the mean of 37 soundings, taken at elevation Lake Erie 573.3, upon the crest of this cataract is 1.68 feet, the maximum being 3 feet and the minimum 0.2 foot. At elevation 573.3 the outflow of Lake Erie is 225,000 cubic feet per second. At the time of the soundings the diversions in the Chippawa-Grass Island pool amounted to 13,000 cubic feet per second, and practically the same amount was being diverted at the time of the discharge observations for the American Fall. The mean velocity of flow over this fall is about 9.6 feet per second. These measurements show the discharge of the American Fall to be considerably less than 15,100 cubic feet per second, the diversion authorized on the American side, and its depth to be relatively insignificant. No soundings were taken on the crest of the Horseshoe Fall, but its depth at and near the apex is befieved to be in the neighborhood of 10 feet. On the other hand, the depth of this fall at Terrrapin Point and at its western or Canadian end is known to be very slight, and conditions at these localities have been sufficiently definitely ascertained to permit the effect of authorized and contemplated diversions to be stated. As stated above, the measured discharge of the American Fall was about 9,900 cubic feet per second, and at this time the diversions on the American side amounted to about 11,500 cubic feet per second. An increase of 3,600 cubic feet per second, or 30 per cent, up to the authorized limit of the diversions might therefore be expected to produce a reduction of nearly 40 per cent in the volume and in the depth on the crest of the American Fall. This, however, has been demonstrated not to be the case. As shown graphically on plate 11, the diversions of the two American companies attract to their side of the channel an added flow, which must be nearly equal to their total volume. The result is that the American Fall and Rapids are not likely to be seriously injured by any authorized diversions on the part of the two American companies or by any additional diversion which the Ontario Power Co. is now in a position to make. The bulk of the water consumed by these three companies is derived from the stream which normally would feed the Horseshoe Fall. Accordingly, the positive evidence of the shutdown of July-August, 1908, shows very slight change in the height, and therefore in the volume of the American Fall, due to the restoration to the Upper Rapids of some 5,600 cubic feet per second. The actual change, ascertained from the comparison of the means of two lo-day periods, was a rise of 0.012 foot at the Prospect Point gauge, situated at the American or northeast end of the American Fall. At gauge, wing dam, nearly opposite the head of Goat Island, the rise was 0.037 foot. The law of gauge relations, on the other hand, would have made the rise at Prospect Point 126/560 of the rise at Chippawa, or about 0.026 foot, and at wing dam 41/56 of the rise at Chippawa, or about 0.086 foot. The effect actually observed 14 PRESERVATION OF NIAGARA FALLS. is therefore less than half that which is derived from a consideration of the law of gauge relations. A diversion of 15,100 cubic feet per second on the American side would therefore actually lower the American Fall at Prospect Point 0.032 foot, or about 2 per cent of its average depth. While the change at the middle point of the crest might perhaps not be the same as that at Prospect Poiht, it is doubtful whether the difference would be appreciable. The present authorized diversions of the two American companies and that at present possible for the Ontario Power Co. together will lower the depth of water on the American Fall 0.052 foot, equivalent to about five-eighths inch, and on the American Rapids the lowering will be about 0.30 foot, or 3^^ inches, and these changes can not be considered as important. The effect of a diversion of 15,100 cubic feet at Terrapin Point, at the east end of the Horseshoe, is shown by the established law of gauge relations to be a lowering of 0.16 foot, and for a diversion of 19,350 cubic feet, which covers all present and immediately prospective diversions in theChippawa- Grass Island pool, the reduction in depth will be 0.21 foot, or 2.5 inches. As the depths at Terrapin Point are slight, such a lowering is of considerable importance. It is, however, at the west end of the Horseshoe Fall that the most serious effects have been produced. The law of gauge relations shows that a diversion of 19,350 cubic feet in the Chippawa-Grass Island pool will lower the water surface at the Canadian end of the great cataract by 0.52 foot. The present diversions of the Elec- trical Development Co. the Canadian Niagara Co., and the International Railway Co., perhaps aggregating 6,700 cubic feet, add at least 0.19 foot to this, so that the total lowering at the Canadian end of the Horseshoe Fall, due to diversions authorized on the American side and those existing on the Canadian side, is 0.72 foot or more, a serious change at a locality known to be deficient in depth. These figures are for an elevation of Lake Erie such as obtained during the summers of 1907 and 1908, when lake stages were relatively high. A change of i foot in the elevation of Lake Erie is accompanied by the following changes, as shown in Table 2 : Feet. Austin Street 0-821 Chippawa 557 Grass Island 55^ Willow Island, N. Y 422 Wing Dam 4" Prospect Point. 126 Terrapin Point 238 Horseshoe, west end 5^° Suspension Bridge 2. 290 Whirlpool 2-47° The extremely low water of 1895 was due to natural causes, and such a deficiency in precipita- tion is sure to recur. When this happens. Lake Erie, if still in its natural unrestrained state, will be lowered approximately 2 feet below the summer elevations of 1907 and 1908. Nature will then reduce the height of the sheet flowing over the American Fall by over 3 inches and that over the west end of the Canadian Fall by over 14 inches, while the water at Terrapin Point will be lowered by sK inches. These natural changes, added to those produced by existing authorized diversions, will lower the crest at the west end of the Canadian Fall nearly 2 feet and at Terrapin Point over 8 inches. As a result many shallow places at both ends of the Horseshoe Fall wUl become dry. Thus natural changes, imposed upon those produced by man, will result in a mutilated Niagara, one shorn of nearly half its flow and of much more than one-half its natural beauty, since many places now overflowed will be made bare, the crest line broken, and unity of effect will be seriously disturbed. The losses due to the operation of natural laws, though largely avoidable, are perhaps bearable ; but this is not true of those due to the work of man, and in consequence I am forced to state that existing diversions have already seriously interfered with and injured the scenic grandeur of Niagara Falls at the Horseshoe, and that this injury and interference will probably soon be emphasized by the effects due to the prevalence of lower stages on Lake Erie and the upper Lakes. The extent which the injury may reach is plainly shown in the excellent photographs accompanying this report. PRESERVATION OP NIAGARA FALLS. 15 These were taken during the fall of the year, when storms alternately raise and depress the elevation of Lake Erie at Buffalo, and thereby simulate the effects due to high and low stages. WhUe the preceding conclusion as to the effect produced upon the Falls by existing diversions is a statement of opinion based upon ascertained facts, the interests of justice seem to demand the further statement that, in my opinion, the damage already done, and that which may be anticipated from further diversions and from the impending fall in the level of Lake Erie, may be largely, if not entirely, remedied by a submerged dam placed in the bed of the river immediately above the Horse- shoe Fall. The dam, if properly planned, would serve to change the direction of flow, so as to increase the streams that feed the Falls at Terrapin Point and at the Canadian shore. The decrease in the mighty volume that overflows the center or apex of the Horseshoe would not be noticeable. If built, the dam should be paid for by the interested power companies, but Canada and the United States should do the actual work under some form of international agreement. A very direct result of the construction of this submerged dam would be a diminution in the rate of recession of the apex of the Horseshoe. This in itself is extremely desirable. The letter of the Chief of Engineers, dated November 19, 1908, directs that a recommendation be made by me "concerning the permissible limits of diversions which should be fixed by future legislation." An earnest consideration of the effects already produced by existing diversions leads me to the belief that, under existing conditions, the minimum limits prescribed by the act of June 29, 1906, can not be safely exceeded. For every additional thousand feet diverted in the Chippawa- Grass Island pool the crest of the American Fall will be lowered 0.002 foot, that of the Canadian Fall at Terrapin Point 0.004 foot, and at its west end 0.027 foot. A diversion of 1,000 cubic feet by the Canadian Niagara Falls Power Co. or by the Electrical Development Co. probably produces a lowering of the crest of the west end of the Horseshoe Fall, amounting to 0.03 foot. Extensions on the Canadian side contemplate the additional diversion of 7,000 cubic feet in the Chippawa-Grass Island pool and of 9,000 cubic feet or more in the region below the cascades. The additional loss of crest height at the west end of the Horseshoe will then be nearly 5.5 inches. The Falls are the common heritage of the entire civilized world. They are held in trust for posterity by the present generation. To injure them further is a proposition whose mere statement brings its own reply. Accordingly, I earnestly recommend that (unless the remedial works just suggested be built) the minimum limits of diversion authorized on the American side, namely, 15,100 cubic feet per second, be reenacted, and that no greater amount of energy be permitted to be imported into the United States from Canada than 160,000 horsepower. If the submerged dam be built, careful observation of its effects should serve to determine the changes which may safely be made in the limits now recommended for diversion and power importation. During the discussion preceding the enactment of the bill of June 29, 1906, some doubt was expressed as to the power of the National Government to control or regulate diversions in unnavi- gable portions of the Niagara River. At that time the effect on the level of Lake Erie of such diver- sions had not been ascertained. The investigations of the Lake Survey have now established a real, if relatively small, reduction of depth in Lake Erie and all its harbors due to existing diversions in the Chippawa-Grass Island pool. If the works of the Ontario Power Co. are completed in accord- ance with the original plans and no further diversions take place on the American side, the diversions in the Chippawa-Grass Island pool will amount to nearly 30,000 cubic feet per second, which, if uncompensated, would lower the level of Lake Erie about 1.5 inches. As each inch of draft for a modem lake freighter is the equivalent of from 80 to 100 tons of profitable cargo, the earning capacity of each freighter will be reduced to the extent of $75 to $100 per trip. During an average season the loss for each vessel would total $2,500 to $3,000. When applied to the entire fleet using Lake Erie ports as terminals, the aggregate loss becomes a very large amount. The harbors on Lake Erie have been dredged and improved at large expense to the United States, and the right of the National Government to prevent even slight injury to these public works is a matter absolutely beyond question. In connection with the grant of permission to the Michigan-Lake Superior Power Co. to divert water for power purposes from the St. Marys River, a condition was wisely inserted which served 1 6 PRESERVATION OF NIAGARA EAI.1^. to prevent a disastroup lowering of Lake Superior due to this increase in its outflow capacity. A similar restriction might well be imposed upon the use of water for power purposes at Niagara Falls. The lowest level to which Lake Erie has recently fallen during the season of navigation is about 571. Since diversions tend to diminish the natural increase in surface elevation, it would seem proper to forbid all diversions when the lake reaches elevation 571.5, and to permit diversions to the authorized limits only when the elevation of Lake Erie is 572 or more. Such restrictions, to prove effective, would probably require international cooperation, and in the end would probably lead to a demand for the construction of works to hold within suitable limits the fluctuations of Lake Erie, a problem which, while requiring joint action on the part of Canada, is unquestionably feasible of solution. As compensation for the restrictions necessarily imposed, the suggestion of Assistant Engineer Shenehon that the power companies be permitted to use half the flow of the river between sunset and sunrise is worthy of consideration. Many factories now run at night, and if the rate for power used between sunset and sunrise were made appreciably lower than the rate ruling during dayUght hours, the amount of night use would probably increase. A further development of the storage battery might even render it commercially possible to use in the daytime the surplus power of the larger volume of night diversion. Such enlarged use of water at night, unless compensated, would result in a lowering of the level of Lake Erie. The necessary compensation works should of course be erected at the expense of the beneficiaries — the power companies. These recommendations are based upon the conditions of the present. It is possible, however, that Congress may deem just and desirable some additional concession to the power companies, and the following is suggested as a basis for discussion : It is understood that the intention of Congress, as expressed in the act of June 29, 1906, was to preserve to the various power companies rights which had already accrued through the investment of capital and the construction of fixed plant. At that time, upon information supposed to be de- rived from the company itself, the permit for diversion issued to the Niagara Falls Power Co. was for a maximum of 8,600 cubic feet per second. The discharge measurements in the company's canal have proved that at times its diversion exceeds 9,350 cubic feet per second. This represents the maximum measured flow, and corresponds to a bus-bar output of about 72,000 horsepower. With a safe reserve in each power house, the switchboard capacity of the existing generators is about 95,000 horsepower. It is possible then that the diversions needed for a maximum profitable use of the existing plant of the Niagara Falls Power Co. may reach a total of over 12,000 cubic feet per second. To fix the exact amount would require further measurement. An increase to the limit of the capacity of the existing tail-race tunnel may be regarded as a simple act of justice, but it should be condi- tioned upon a radical reconstruction of the company's tail-race tunnel and penstocks, so as to insure the utmost economy in the use of water. At present, this company realizes only about two-thirds of its available head. In fact, even though no additional diversion were authorized, since the only rational <^round for permitting diversions of any amount whatever is the resulting economy in the use of coal and other fuel — natural resources which are by no means inexhaustible — a requirement of the utmost possible economy in the use of water would not be unfair. The changes in tail-races, penstocks, and in fact in the entire plant, should be made a subject of close inquiry and regulation. All this is not intended as a criticism of this company, which was a pioneer in the field, and at a time when limitation of water consumption was unthought of and seemed unnecessary. The Niagara Falls Hydraulic Power & Manufacturing Co. converts its energy with what seems to be the utmost practicable economy, except that its water tenants average only 5 to 6 horsepower from each cubic foot of water, the amount of water in use by these tenants being stated, in 1907, by the company as 1,332 cubic feet per second. A correction, due to the more precise measurement made by the Lake Survey, would add 15 per cent to this, making the water consumption about 1,530 cubic feet, with corresponding reduction of economy in producing a total of something less than 8,000 horsepower. The present permit of this company authorizes a diversion of 6,500 cubic feet per second. The capacity of its finished power canal, while rather vaguely stated in its charter, is probably in the neighborhood of 9,000 cubic feet per second. As the discharge of tail water from the premises of water tenants is exceedingly unsightly, it might be regarded as good policy to hasten PRESERVATION OF NIAGARA FALLS. 1 7 the elimination of this undesirable feature of the landscape, already undertaken and in part com- pleted by this company, by offering the company two cubic feet of additional diversion for each cubic foot of such tail water eliminated. Thus the company's permit might have a final maximum of about 8,000 cubic feet per second, with much more than proportionate increase in commercially available power. A permit with an adjustable limit, as herein suggested, would require close re- striction and supervision. The Ontario Power Co. probably uses its entire available head economically, but inducement should be offered for the employment of such improvements in machinery and apparatus as would permit a higher economy of conversion. Such inducement might be an agreement to raise the limit, 60,000 horsepower, fixed in its permit for the transmission of electrical energy into the United States, in the same proportion as the company might be able to increase economy of conversion. The same concession might be offered the Electrical Development Co. and the Canadian Niagara Falls Power Co. ; but in addition, since these companies utilize respectively only 135 feet out of a fall of 197 feet and 136 feet out of a fall of 172 feet, they should be called upon to increase their economy of conversion to the utmost limit permitted by the present condition of knowledge. It will be ob- served tl^at these proposed concessions to the Canadian companies are equivalent to permitting them to transmit to the United States any additional electrical energy which may be generated without increase in their present consumption of water. If the submerged dam above the Horseshoe Fall, previously referred to, be built, then additional concessions may probably safely be made to the three Canadian companies. It may also be thought desirable by Congress to impose some restrictions upon all the companies as to the permissible scale of charges for power. Concerning this, I do not feel authorized to express myself. For further details concerning the field methods and operations of the United States Lake Survey in the investigations upon which the preceding conclusions and recommendations are based, as well as for information upon the many related matters not touched upon by me, reference is invited to the very full and interesting report of Principal Assistant Engineer Francis C. Shenehon, whose extended experience in work of this character, including as it does practically all hydraulic investigations made upon the Niagara River since 1898, uniquely qualified him for the task of prescribing and directing the field work and supervising the office reductions. The report speaks for itself as testimony of his ability and industry. As this report will undoubtedly prove to be of very general permanent interest, I would recom- mend that it be printed complete, including all plates and photographs. The illustrations might profitably be inclosed in a separate case or portfolio. Far from offering any impediment to the operations of the survey, the various power companies have done everything possible to facilitate operations and to promote the ascertainment of the exact facts. The acknowledgments of the Lake Survey are due to the gentlemen and the companies named below for many valuable courtesies and for much assistance : The Electrical Development Co. and its officers and employees. The Canadian Niagara Falls Power Co. and its officers and employees. The Ontario Power Co. and its officers and employees, more particularly its superintendent, Mr. W. N. Ryerson, and its engineer, Mr. V. E. Converse. Mr. E. H. Perry, superintendent of the New York State Reservation at Niagara Falls. Mr. W. Edward Wilson, secretary American section. International Waterways Commission. The Niagara Falls Hydraulic Power & Manufacturing Co. and its officers and employees, espe- cially Mr. A. Schoellkopf, secretary and treasurer, and Mr. J. L. Harper, chief engineer. The Niagara Falls Power Co., its officers and employees, particularly Mr. P. P. Barton, general manager, Mr. L. E. Imlay, superintendent, and Mr. A. H. Van Cleve, engineer. The conclusive character of this report is largely due to the opportunity, so courteously offered by this company, to observe the effects of its shutdown of July-August, 1908, and thereby to confirm deductions pre- viously made. 7821°— S. Doc. 105, 62-1 2 iS PRESERVATION OF NIAGARA FALLS. Finally, it should be recorded that the work, at its inception in 1906, was the beneficiary of 3d\nce and guidance from Col. (now Brig. Gen., U. S. Army, retired) G. J. Lydecker, Corps of En- gineers, the late Lieut. Col. J. L. Lusk, Corps of Engineers, and Mr. E. E. Haskell, M. A. Soc. C. E., then principal assistant engineer in this office and now dean of the college of engineering, Cornell University, and member International Watenvays Commission. The report of Principal Assistant Engineer Shenehon follows. Very respectfully, your obedient ser\-ant, Ch.\rles Keller, Majar, Carps of Engineers. Report of Francis C. Shenehon, Principal Assistant Engineer. Chapter I. INTRODUCTORY. The investigations undertaken by the Lake Sur^'ey relative to the diversions of water from the Niagara River in the reach between Lake Erie and the Falls had in view six specific points : First. The effect on the level of Lake Erie; that is, whether the ^^'ithdrawal of water from the upper river ser\-es to lower the lake and intert'eres \\-ith or injures its na\-igable capacity. Second. The effect on the navigable capacity of the river in this reach; that is, whether the diversions ser\'e, bv lowering the river surt'ace, to diminish its available depth and to accelerate the current, thus injuring or interfering ^vith the navigable capacity of the river. Third. The efiect on the river as a boundary stream; that is, whether water diversions ser\-e to injure or intert'ere with the integrity and proper volume of the river in its function as a boundary. Fourth. The efl'ect on the scenic grandeur of Niagara Falls and of the rapids of the Niagara River. Fifth. The volumes of the diversions from the river or its tributaries in the State of New York at present in force, as bearing on the compliance of the power companies with the terms of their respective permits. Sixth. The volumes of the diversions in the State of New York, having in ^-iew the ascertain- ment of the time when the aggregate authorized diversion of 15,600 cubic feet per second shall be in force. As the terms of the act of June :;9, 1906, proN^de for a six-months' period of probation after the diversion of approximately 15,600 cubic feet per second is complete, before additional amounts may be permitted, it becomes essenrial to fix the time of beginning of the period of such aggregate diversion. In addirion to these six specific subjects, it was desirable to make certain phj'sical investigations regarding the distribution of flow, the percentage passing over the American Fall, the depths and the confonnation of the bottom in the approaches to the rapids, and the speed and trend of the current in the river above the rapids. The recession of the cataract since the original Lake Sur\-ey determination of the crest line in 1S75, and the measurement of depths on the crest of the American Fall were included in the work. These invesdgations and conditions involved extensive hydraulic examinations and sur\'eys. While these examinations deal with a mass of obser\-ations covering a period of 10 years, and the digestion and analysis of the data have been somewhat laborious, each step in the process is simple and direct, and the results are free from confusion or incondusiveness. The methods employed have called into play measurements of high accuracy, but dependence on hairsplitting precision has been avoided. Where the demonstration is not entirely complete, the doubt is frankly set down in this report, and where the values ascribed are subject to some latitude, the range of values is noted. In writing this report, as it is assumed that the matter, even in its detail, may be of interest to some not technically trained, the exposiUon is as little technical as the subject permits, and some things are explained that would need little explanation in a discussion addressed solely to hydraulic engineers. PRESERVATION OP NIAGARA FALLS. 1 9 In the surveys and examinations on the Niagara River directed to the solution of the problems of the preservation of the Falls, full acknowledgment is due the assistants of the Lake Survey who have effectivelj- collaborated in achieving the tangible results which this report embodies. Junior Engineer Andrew J. Swift was resident engineer in charge of work on the Niagara River for the season of 1906, after the middle of August, and directed the final float work of that year in the river above the American approach, and the surveys for mapping the vicinity. In the late fall he directed the installation of water gages on the crests of the Falls, and the photographic work that so effectively demonstrates the visible effects in changes of flow. Mr. Oscar Hagenjos did the expert photographic work, developed the plates, and made and mounted all the prints. Junior Engineer Sherman Moore executed, in 1906, the delicate surveys to determine the crest lines of the Falls, and had a part in the map work and float soundings of that year. As resident engineer during the seasons of 1907 and 1908, he conducted the extensive field operations of those two active years, and had charge of the office reductions and computations to ascertain gauge relations, instrumental constants, and volumes of flow, and of the preparation of most of the drawings illustrating this report. His descriptions of processes have been freely drawn upon in sketching details in the following chapters. Junior Engineer Otto S. Zelner took an active part in the work of 1906. He was again assigned to the work in the late fall of 1907, and executed the difficult work involved in measuring the flow • over the American Fall and ascertaining the depths on its crest line. The drawings illustrating this report are mainly his handiwork. Junior Engineer W. S. Richmond took part in the field work in 1907 and 1908, and was given assignments in the delicate current-measuring operations and in the contour work on the Upper Rapids. He was active also in the reductions and computations. Recorder Fred Lockwood had much to do with gauge installations and maintenance and with leveling operations, and he took a daring part in the dangerous sounding work below the "dead line" on the brink of the Upper Rapids. He assisted also in the reductions. For his share in the work, Mr. Sidney T. Harduig, junior engineer in 1906, deserves mention, as do also Recorders P. W. Campbell and J. R. James. Chapter II. the; water and its uses. The Niagara River, as the outlet to Lake Erie, carries the surplus waters of the drainage area of the Great Lakes above Lake Ontario, except for such small portions as have been artificially diverted, namely, in the Chicago Drainage Canal, and in the Welland and the Erie Canals. This drainage area covers 255,000 square miles, and 59.4 per cent, or 151,500 square miles, lies on the American side of the international boundary line. The annual rain and snow fall over this watershed amounts to nearly 31 inches of water. Part of the precipitation falling on the land areas, or watershed, eventu- ally reaches the Lakes by rivers, creeks, and springs, and much of the remainder passes into the air by evaporation. A part of the precipitation on the water surface of the Lakes is also absorbed into the air by evaporation. But the outflow spilling from Lake Erie into the Niagara River corresponds to a depth of about 1 1 inches spread over this great drainage area of more than a quarter of a million of square miles. This is the surplus water that passes seaward out of the upper lake basins, and a correspond- ing amount must return in air currents to repeat the cycle. It should be emphasized that the quan- tity of the surplus water of the Great Lakes is limited by permanent climatic and atmospheric condi- tions and that it can not in any measureable degree be increased or decreased by human intervention. A portion of this water may be stored up in the Lakes, resulting in raising the surface levels; or on the other hand, new independent outlets, as at Chicago, may deplete the normal reserve by drawing off a greater amount than the normal surplus, and this serves to lower the Lakes. 20 PRESERVATION OF NIAGARA FALLS. From time to time, wet years or dry years yield annual surpluses larger of smaller than the normal, but these variations rarely much exceed lo per cent, so that the outflow of the Niagara River corresponds practically to a depth of lo to 12 inches over the drainage area. The normal 3'ield available at Niagara Falls is 49.3 cubic feet per minute (or 0.823 cubic foot per second) for each square mile of the drainage area, and about 1.4 cubic feet per minute at present is artificially diverted above the Niagara River. At an ordinary or mean level of Lake Erie, the flow of the Niagara River is 210,000 cubic feet per second. Were all this water utilized under a head of 202.4 feet (which is close to the head secured by the Niagara Falls Hydraulic Power & Manufacturing Co.), the theoretical mechanical horsepowers would aggregate nearly 5,000,000 (4,830,000). Each cubic foot of water per second has in it poten- tial enero-y amounting to 23 horsepowers. The amount of water that can readily flow through a short tube of inch pipe has a capacity under this great head of 4 horsepowers, and water enough to generate i horsepower can pass at an ordinary velocity through a half-inch nozzle. A steel tube, or penstock, 9 feet in diameter, carries the water for an 8,000-horsepower turbine. The full outflow of the Niagara Falls Power Co., yielding 135,000 theoretical horsepowers, under a head of 136 to 141 feet, is carried off' in a tunnel equal in area to a circle 21 feet in diameter. A single turbine of 5 feet 4 inches diameter with this head is rated at 5,500 horsepowers (electrical). The statement of the Niagara Falls Power Co. in 1906 showed an expenditure of nearly $15,500,000, while allied and tenant companies on the American side have an investment of over $12,250,000. The Niagara Falls Hydraulic Power & Manufacturing Co. showed in 1906 an invest- ment of $5,644,802.43, and allied, tenant, or dependent companies an investment of $8,183,207.94. The aggregate of the investments of these two companies and those dependent on them is nearly $41,500,000, and the water used is about 13,000 cubic feet per second. Each cubic foot per second represents an investment of $3,048. These investments appear out of proportion to the water used or the power developed at the present time, and probably represent in part advances looking toward the development of additional power. It is probable that power alone may be developed at a cost not exceeding $70 for each theoretical horsepower. If the whole 210,000 cubic feet of the river's flow were utilized at this cost, the corresponding investment would aggregate $338,000,000. These figures are superficial approxi- mations only, and are presented simply to sketch the vast interests involved. If the diversions at Niagara Falls ser^-e to lower the surface level of Lake Erie and the Niagara River, injury is worked to great na^^gational interests. The Chief of Engineers, in his annual report for 1906, page S49, shows the value of a foot of draft On the Great Lakes to be $100,000,000. As the Detroit River and Lake Erie tonnage is about 84 per cent of the whole, the lowering of Lake Erie would be a serious interference with a great transportation system, which confers large economic benefits on the Nation. The obliteration, or partial obliteration, of the river as a boundary stream or barrier does not present a menace that is likely to be at all serious. Finallv, the injury or interference ^vith the scenic grandeur of the Falls and the Rapids of the Niagara River appeals to a consideration of sentiment, an intangible thing that has no clear-cut measure in dollars, and this appears to be irreconcilably in opposition to any concession that will diminish the splendid extravagance of the power of 5,000,000 horses turned into play as an eternal spectacle. Chapter III. THE HYDRAULIC CO.N'DITIONS. Lake Erie is a natural basin filled with water; the Niagara River is a notch or cut in its brim permitting definite quantities of water to spill out; and the water flows out here because it is the lowest place on the brim, and because it leads to lower levels, and seaward. The notch or sluiceway at the head of the river is in limestone hard enough to resist rapid wear under the influence of the running water. Because the dead water of the lake forms a settling basin, the water at the head of the river carries Uttle sediment, and this accounts for the sUght abrasive effect of the flow, and for the stability of this low rock barrier, weir, or dam whose integrity PLATE / -i^^isw^»- 105 ; tU Conf., Itt Sn>. 20 normal corresf Tl per sec is artifi At per sec by the would ; tial en( short t general or pens of the 1 feet, is feet 4 ii Th $15,500 $12,250 ment ol The ag; $41,500 represei Th. present power, theoreti the corr mations If t River, ii for 1906 Detroit would b benefits The present i Fin; Niagara measure diminish spectacle Laki permittir lowest pi The under th basin, th abrasive ' I PLATE 2. S»»»te Doc. Mo. 105 1 6Zd Gong., Ut SM«- mmmmmmmmmammam 20 no coi pe: is i pe: by wo tia sin goi or of fee fee Si ^5 Si: Tlu S41 rop pre pov the the ma I Riv for Det woi; ben^ pros Xiaj mea dim spec peni lowe undc basil abra PL/iT£:j us l/^KE 5U/fV£y PRESERVATI ON OF /V//I6M A FALLS N/ITUFAL FOOLS ^/vo MFAS/JF/NG WFIR5 OF /V M6/IRA F/l^F F. Nor D/r^wN 7v3cAL£ Msde unc^er tha dir^tion of /?t4A/c/3 C.SN£N£HOf/ , Fr//7Cfpa/ Assistant S/jg/neer: 3apf: /90S O^SZe/^^nl -S^^iiiToiriiW^^TeFd Cong.. I.t Se... PRESERVATION OF NIAGARA FALLS. 21 is essential for the retention of Lake Erie at its proper surface level. In discussing the hydraulics of the Niagara River, this low rock barrier, reaching from the head of the river to the International Bridge, will be spoken of as the initial weir. The river is flowing almost due north as it breaks out of Lake Erie. (See pi. i.) At the head it has the usual trumpet entrance, but narrows down in i^ miles to little more than 1,500 feet in width, with a natural depth of about 17 feet and a velocity as great as 8 miles an hour. As it approaches the International Bridge ij^f miles farther down, it grows a little wider, deeper, and slower. At the foot of Squaw Island it widens to 2,300 feet, and the first sharp descent of about 5 feet from the level of the lake is passed. Two miles farther down the river is split into two channels by Grand Island— the Canadian channel about 10 miles long and the American or Tona- wanda channel about 13 miles long. From Squaw Island to the foot of Grand Island, and as far down as Welland River, the current is moderate and the river is navigable; in fact, the Welland River is a side entrance to the Welland Canal. The "dead line," marking the beginning of the dangerously swift water approaching the rapids, runs from Chippawa at the mouth of the Welland River across to the entrance of the Hydraulic Canal at Port Day. Along this line velocities run as high as 3K miles an hour at ordinary stages, and in high water are greater. The uppermost cascades of the rapids approaching the Horseshoe Fall are about a mile below the "dead line," and the shallow water marking the brim of the upper river basin is little below Chippawa. From the uppermost cascades to the crest of the Horseshoe Fall is five-eighths of a mile. The cataract drops into a deep basin or pool where the current is moderate, with water as deep as 189 feet, and this Upper Gorge pool is navigable from near the cataract to Suspension Bridge, a distance of about 2 miles. At Suspension Bridge is the brim over which the water spills out of the Upper Gorge pool and makes the descent of the Whirlpool Rapids to the Whirlpool. The Whirlpool is another deep basin, the water having a rapid rotary motion. The water is spilled out of the Whirlpool basin over the brim at the head of the Lower Rapids; and at the foot of these rapids, from Lewiston and Oueenston down, is the broad, still, deep, navigable river stretching in a straight reach of 71V miles to Lake Ontario. The profile of the river from Chippawa to Lewiston is shown on plate 2. It is evident that the Niagara River is a series of basins or pools, linked by swift water or rapids, which form the sluiceways or spillways from these basins. There are four distinct basins (see pi. 3), and as these have a most important bearing on the measurement of the river flow, and make the determination of diversion effects possible, the identity of each must be emphasized. Lake Erie is the initial or parent pool; from Squaw Island to the rapids above the Cataract is the second, or Grass Island-Chippawa pool; the Upper Gorge is the third pool; and the Whirlpool, the fourth. The peculiarity of these basins is that the height of the water surface near their outlets indicates with considerable precision the amount of water flowing through the river. Because of this fact it is possible, by painting certain graduations on gauge boards fixed vertically at the proper elevation and placed in proximity to the crest of each weir, to make the water surface itself disclose the volume of river flow. If such a board were set in Lake Erie at the lighthouse on the north end of the breakwater, and the graduations were in units of a thousand cubic feet per second, each graduation would be a little over half of an inch long. The graduations of the board set up in the second pool at Grass Island, or at Chippawa above the Upper Rapids, would have graduations a little more than half as large; at Suspension Bridge, in the third pool, the graduation would be about I X inches long, and in the Whirlpool i }4 inches. An increase in the river flow of 22,400 cubic feet per second at ordinary lake stages, which results from a rise in the water surface of Lake Erie of i foot, produces at Chippawa and Grass Island a rise of 0.56 foot, of 2.29 feet at Suspension Bridge, and 2.47 feet in the Whirlpool. These pools are shown in plate 3. Assumed stages of the several pools are indicated by the scales shown on the left-hand side of each gauge board, and the corresponding river flow is shown by the scale on the right-hand side. That the water-surface elevations existing in these several pools should maintain certain definite relations to one another is not accidental, but depends on well-known hydraulic laws. Among 22 PRESERVATION OF NIAGARA FALLS. hydraulic engineers it is a well-know-n fact that a dam or weir with the water flowing over its crest fonus an instnunent by which the volume of flow may be measured. After a particular weir has boon calibrated the elevation of the water surface, as shown by a water gauge in the pool above the crest of the weir, gives the measure of the tlow. In the case of the Niagara RiN'cr the weirs are natural formations, and the term "weir" is not technicUly paxise. Nevertheless, they serve the same purpose as artilicial weirs in fonning pools by nx-k rims, or by constrictions. They enable CvUibratious to be made, so that the water-surface ele\^ition of lUiy pool indicates the corresponding volume of flow. The initi;\l weir at the head of the river has a width of i ,690 feet, the width of the second weir at the head of the Catanict Rapids is o>74^"' f^t, the third at Suspension Bridge at the head of the Whirlpool Rapids 390 feet, and the fourth at the head of the Lower Rapids, whicli is the outlet of the Whirlpool, is 300 feet. Comparing the length of the weir crest at the head of the Upper Rapids with that in the outlet of the Whirlpool, it is not difficult to understand the relative fluctuations of the rix'er. The great length of the weir at the head of the Upper Rapids, 3,740 feet, permits the passage of an iticreased vohuue of flow by a small rise; while the short length, 300 feet, of the Whirlpool outlet weir chokes the flow and compels a very considenible rise before the area of outflow is sufficient to pass the additional water. This large movement in tlie Whirlpool makes the fourth weir an extrvmely sensitive iueasurit\g instnunent, and for a similar reason at Suspension Bridge the vertical water tuovement is laxge ;ilso, and the sensitiveness of the third weir as a measuring instnmient is likewise great. The weir at tlie head of tlie ri\-er has an intermediate length and the rise corre- sponding to an increment of flow is seen to be intermediate, i foot as against 0.56 foot for the second weir ;uid ::.47 feet for the fourth weir. The initiivl weir at the head of the ri^•e^ has a peculiarity not shared by the other three weirs, natuely, that it is tvfl'eoted by backwater from the pool below, which reaches from the head of the Upper Rapids to Austin Sttvet, Black Rock, at the foot of Squaw Island. The fall from Lake Erie to Austin Strv?et has already been stated as in the neighborhood of 3 feet. The ^-e^^• extensive and careful nieasurenients made by the Lake Survey in 1S9S to 1900 pointed to the fact that the outflow from Liike Krie was increased about eight-tenths of i per cent by lowering the water surface of the ri\ier at Austin Street one-tentli of a foot, and subsequent in\-estigations at the time of the July- August, 1908, shutdow^l of the Niag-an\ Falls Power Co., as well as certain slope observations, closely corroborate the earlier cv,mclusions. Wiile the lower rix'er weirs are entirely free from backwiiter efiect in the pools below them, the initiid weir at the head of the river has this gxeater complexity, and it is because of this fact that the surface le\-el of Lake Erie is afl'ected by the di\-ersion of water in the second pool l>ing above the tirst casct\des of the Upper Rapids. Lookiivg at the other three weiis of the ri%-er series fiora the lower lex-el upward, it is very plain that no knowav elevation of Lake Ont;\rio, or of the Niag^.vra Ri\-er at Lewiston, can have any efl'ect whatever in the outflow from the Wliirlpool. From Lewiston up to the Whirlpool is a dist^mce of 3-5 s miles, with a rise of 47 feet. In this readi of turbulent rapids and swift water and some cascades, the possibility of b;\ckwater due to Lake Ontario's height is miquestionably absent. The height of the water surf-ace in the Whirlpool is thert^fore dependent on the volume of river flow alone. In the winter season, howex-er. ice in the rapids is not unlikely to civ^ate somewhat different conditions of outflow, ;uui for tliis reason the ice period is not here considerexi. It is probable that small changes do ixvur fre>m time to time in the ri\-er readi between the ^^^li^lpooi and Lewiston, as well as in the Whirli.xx>l Rapids re\ich from the Whirlpool to Suspension Bridge. The bottom, howex-er, throughout these re^aches is of rock which the current c.u; not easily move. As regivals scour, the condition of the water entering the Whirlpool Rapids is \-er>- similiir to that of water entering the rix-ex faim Lake Erie. Wlule the water is xiolently agitated at the foot of the Cataract, it aftenx-ards passes slowly tha->ugh the deep settHng Ixisin of the Upper Gorge, where p;vrticles detached by the impact of the ctitivract :va^ prexipitatecl. Whaie\x^r may be the pemninence of the chaimels of these rapids for long terms of years, the fixity of conditions since waiter g-auges were estabhslied in tlie ^^^liripool and at Suspension Bridge in 1906 is attested by the water-gauge records tliemselv'es. VI SI I I I I s s '^^ ^'^ I 55 &) r II V ^ ^vj 111 I; PRESERVATION OF NIAGARA FALLS. 23 From the Whirlpool through the Whirlpool Rapids to Suspension Bridge is a river reach of a mil e with a rise of 48 feet, and this, like the Lower Rapids, is a turbulent series of sluices and rips. That any backwater effect may proceed from normal conditions in the '^Tiirlpool to affect the height of the water at Suspension Bridge and in the Upper Gorge pool is impossible. That the height of the water at the foot of the Cataract does not have any backwater effect on the river at the head of the Upper Rapids is manifest. The upper river pool terminated by the first uppermost cascades of the Upper Rapids, and of the American channel, includes the intakes of the Ontario Co. on the Canadian side and of the two large canals on the American side. A nice question in backwater effect may seem to be presented by the locations of the intakes of the Electrical Development Co. and of the Canadian Niagara Falls Power Co. Between the intake of the Ontario Co. and the intake of the Electrical Development Co. is a descent of 23 feet, including four cascades ; and from the intake of the Electrical Development Co. to the intake of the Canadian Niagara Falls Power Co. is a descent of 15 feet more, including one cascade. It is very certain that any diversion of water, or any small raising of the water at the last- named intake, can have no possible effect on the elevation of the water above the first cascade or in the upper river pool. If is certain also, on the face of it, that any diversion made by the Electrical Development Co. or any small raising of the water at its intake will not affect the upper river above the first cascade. The very presence of the cascades themselves is e\adence of water flowing sheer, presenting rather the effect of a free fall than of water passing over a drowned weir. Chapter TV. THE OUTFLOW OF LAKE ERIE. The hydraulic work of the United States Board of Engineers on Deep Waterways in 1897 and 189S, and that of the Lake Sur^-ey in 1898, 1899, and 1900, had in A-iew the raising and regulation by controlling works of the surface level of Lake Erie and, by backsvater effect, of the levels of the Detroit River, Lake St. Clair, the St. Clair River, Lakes Huron and Michigan, and St. Marys River to the foot of the rapids. As this project was designed to confer immense benefit on the commerce of the Great Lakes, the hydraulic investigations relating to the volume of outflow through the Niagara River, and the laws governing its variations, were undertaken on a scale commensurate with its g^eat importance. In this work it was aimed to make all measurements with the highest attainable precision. Special instnmients and apparatus were invented, and more accurate methods of sounding, of measur- ing relative current velocities, and of calibrating the current meters were practiced than had been customary in the gauging of great rivers. It may be confidently stated that the hydraulic work of the Lake Survey on the connecting and outflow rivers of the Great Lakes, of which this work was a part, is without a parallel. Neither time nor money was spared. The examinations were deUberate and careful, and have proved trustworthy. At that time, the danger to navigation, or to the Cataract, from diversions for power purposes at Niagara Falls was not realized. The diversions were inconsiderable, and the radius of profitable transmission of power had not been demonstrated. In 1903 the Lake Survey maintained a series of self -registering water gauges in the Niagara River from Buffalo to Niagara Falls, for further study of the river slope. During 1906, 1907, and 1908 the Lake Survey has performed hydrauHc work specifically for the determination of the effects of water diversions at Niagara Falls, or in any of the waters of the Great Lakes above Niagara FaUs. The years of study devoted to the Niagara River by the Lake Survey make the results reached through the work of this period of considerable weight. For the purpose of this report, no extended discussion of the methods of work used in the period 1 898-1 900 seems essential. The detailed description of processes printed in the Report of the Chief of Engineers for 1900, beginning page 5326, is available to those desiring to study them in detail. As, however, this earUer work forms the basis of the later work directed to the subject now in hand', it seems proper to sketch the methods employed, and to show the checks appUed to insure the 24 PRESERVATION OF NIAGARA FALLS. accuracy of the results. Since 1900, some changes in nominal elevations have taken place, some observations subsequent to the writing of that report, and others not included in it, have been utilized, some further adjustment between instrumental constants has been made, and a more rational form of discharge equation employed. It will therefore be ad\asable to take up some of the results of the 1898-1900 period as discussed in an unpublished report of 1906. It is a well-known fact that Lake Erie at Buffalo is subject to considerable variation in surface level, the fluctuations for the years 18S7-190S being shown on plate 3a. These variations are of three kinds: First, periodic variations in lake stage, due to an accumulation of water in the lake from successive wet seasons, or the reverse due to a series of dry years. Thus, in 1 895, the lake had a depth of 2>i feet less than it had in 1 876. Second, seasonal variations due to the greater water supply of the spring rains and freshets, resulting in the presence of more water in the lake in June than in November, by a foot or more. Third, a rise or fall at Bufl'alo, due to the tilting up of the lake under the influence of barometric pressures, or of windstorms. The third form of variation is the most extreme. At Bufl'alo, in westerly gales, the water sometimes rises 8 feet, and in easterly gales some- times falls 6 feet, giving a range of 14 feet. All three forms of variation may be superimposed, as for instance, in a westerly blow in June, 1S76. This considerable range in Lake Erie level at Bufltalo means a corresponding variation in the flow of Niagara River. It is an axiom in hydraulics that the outflow from a vessel, reser\'oir, or lake through a sluiceway or weir increases when the water in the basin rises, and decreases when it falls, and this has proved true for Lake Erie and the Niagara River. It will be sho^\•n later that when Lake Erie is deeper by a foot at the head of the river by reason of a rise in the lake level, it is deeper by 0.S2 foot at Black Rock, s}4 miles down the river. At such a time the water is not only deeper but it is flowing n-ith a higher velocity, and it is these combined increases in speed and depth that ser\'e to augment the river flow. In the increase in discharge coming vnth a rise of Lake Erie at Bufl'alo, there is a correlation preser\-ed between lake level and volume of flow. As showm on plate 3, when the lake is at stage 572 the river flow is 195,250 cubic feet per second, and when the lake shows 574 the flow is 239,760 cubic feet. A comprehensive statement of this correlation is the law of discharge, and the ascertainment of this law and of the conditions that may serve in some measure to modify it are the objects of the discliarge measurements. Modifications are due to seasonal influences, atmospheric disturbances, or to artificial changes in the river channels, including water diversions through artificial conduits. From January to Jilay ice conditions sen-e to impede the outflow, so that the volume is some- times 10 per cent less than the summer discliarge for the same lake level; and in the late summer the growth of aquatic plants in the river bed diminishes the clear channel way and increases the resist- ance above that of the smooth bottom. For the same lake level the river passes approximately i per cent more water in May than in September. A slight increase in the flow comes \\-ith a do%vnstream wind, as compared \dth the flow at the Siimc lake level wth an upstream wind. The efl'ect of \N-ind on the river flow is, however, popularly much exaggerated. There is usuaUy much more water passing down the river when the wind is westerly, because such a wind raises the lake at Bufl'alo, not because the wind in itself hurries the water in the river; and an easterly ^\•ind is usually accompanied by a small river flow, because Lake Erie is then low at Bufl'alo, not because the wind retards the river flow. IMeasured in volume of flow, the e\ddence shows the efl'ect of the wind in mo\-ing the river water is ordinarily less than 1 per cent. All laws of discharge, or laws of equivalent river heights in difl'erent pools, are for quiescent con- ditions of Liike Erie and do not apply during rapid fluctuations of the water surface at Bufl'alo. UTien the water is rising or falling rapidly, as when seiches are s\\4nging back and forth across the lake, the river does not adjust itself to the varying impulses and an unstable condition results. Only when the lake is fairly stationary is the flow in equilibrium and the river pools in conformity with the laws expressing equivalent heights. Wlien the lake is rising the heights of the pools are relatively too low, because it takes some time to fill them up; and when the lake is falUng the pools are relatively too high, because it takes some time to drain them; and this lag in the river pools is characteristic. Of PRESERVATION OF NIAGARA FALLS. 25 course, over a period of days the lag is about as much one way as the other, and the mean heights of the river pools %\4th reference to the lake are in compliance with the derived laws of flow. Artificial changes in the river regimen have doubtless occurred, and these in part have restricted the flow and have tended to raise the level of Lake Erie, and in part have made the flow more facile and tended to lower Lake Erie. The building of the International Bridge at Buffalo, whose piers and the rock banks flanking them reduced the cross section of the river at the crossing 18 per cent, doubt- less raised Lake Erie. The building of the watenvorks intake pier, farther up, doubtless had a small conserving effect. The encroachments on the river channel for docks along the water fronts of cities like Tonawanda have a slight tendency to raise Lake Erie, and the dumping of material from dredge cuts has a further slight tendency in the same direction. On the other hand, the dredging out of river shoals facilitates the outflow and tends to lower Lake Erie, and the diversion of water above the first cascades for power purposes, by increasing the river slope, tends to lower Lake Erie. In the case, however, of a company throwing a wing dam into the river to deflect water into its intake, and diverting no more water than in a state of nature flowed in the intercepted portion of the channel, no lowering effect on the river or lake may occur. Indeed, in such a case, if the water used and that wasted were less than the natural flow over the appropriated river bed, the efl'ect might be to raise the river and Lake Erie. Any change in the river regimen between Buffalo and the rapids above the Cataract, coming from scour or deposition, is believed to be exceedingly small, and the effect on the outflow of Lake Erie in a decade is inappreciable. Scour would serve to facilitate the flow and lower Lake Erie; deposi- tion would ser\'e to increase the resistance and raise Lake Erie. Such small changes as are likely to occur balance each other and the effect on the lake levels is mostly compensated. Soundings in the swift water of spans 3 and 4 of the International Bridge (counting from the American side) show no scour whatever between the time of original soundings taken by the Lake Survey in February, 1S99, and those taken in August, 1908. Due to the dredging out of a shoal above it, a local scour of the soft silt in span 2 occurred, but this scour should be charged to artificial causes. These citations of changes in the river regimen, temporary or permanent, due to atmospheric or seasonal conditions or to artificial interferences, are judged sufficient to indicate the danger of applying theoretical mathematical formulas in the discussion, or of appljang the historical method, without a full understanding of the events operative in effecting any change. It would be unjust to charge the power companies with a lowering of the river or lake that might be due to improvements for navigation or to some other cause. That these seasonal varia- tions in the river regimen are present is also sufficient reason why conclusions drawn from cursory and incomplete river examinations might be viewed with suspicion. Excellent hydrauUcians in the past have reached some erroneous slope and discharge formulas for the Niagara River, because the change in river regimen coming from aquatic growths was not taken into account. Allowing for these small deviations, the river flow at given levels is practically constant. In the whole length of the Niagara River (except for diversions) practical continuity of flow is in force. That is, the contributions of water entering by creeks or rivers between Buffalo and Youngs- town are so trivial compared to the great volume of river flow that under ordinary summer condi- tions they may be neglected. Any evaporation from the river surface is also negligible. It follows that the volume of flow under quiescent or normal conditions is the same for each cross section of the river. If the volume of flow were measured simultaneously at Buffalo, Suspen- sion Bridge, and Lewiston, the results would be the same. The water entering the river at Buffalo passes out of the river at Eort Niagara neither appreciably increased nor diminished. For this reason it does not make any great difference at what section the volume of flow is measured, except that it is desirable to make the measurements at such a point as will serve to give the most accurate results. A straight reach of river with a smooth bottom, together mth a velocity of 4 or 5 miles an hour, a depth of 30 feet or more, and a fairly smooth, eddyless surface, presents excellent conditions, and better if the water is running faster below it. 26 PRESERVATION OF NIAGARA FALLS. A vertical plane peipendicular to the direction of the current cuts the stream in what is called the hydraulic section. Soundings taken at intervals from bank to bank along the line in which the plane intersects the surface, as every lo feet, develop the bottom profile. The area between the bottom and the water surface is the cross-sectional area. For purposes of current measurement, the river is conceived to be made up of a series of substreams flowing side by side, each perhaps a hundred feet wide. The vertical line at the middle of each substream is the station, and at some fixed percentage of the depth below the surface on the station, as the four-tenths depth, is the con- trolling current-measuring point called the index. The current is running slowly next to the banks and fastest out toward the middle of the river, and the plotted curse showing the velocities (for index depth) at various distances across the sec- tion is called the transverse curs-e of velocities. At different depths the current velocity is different, being swdftest near the surface and perhaps half as swift at the bottom. The plotted curve show- ing the velocity at a station for each tenth of depth is called the vertical cun-e of velocities. Because, at varying distances from the bottom and from the banks, the velocity of water flow- ing straight and smooth is governed by the laws of fluid friction, no abrupt' changes occur, except perhaps verv close to the bottom or to the banks. The transition from the high velocity near the surface to the lower velocity a foot above the bottom is gradual, so that the vertical curve of veloci- ties is generallv a smooth cur\-e, and the cur\-es at different stations show great similarity. That the forms of vertical cur\-es in smooth stream flow adhere to type is well recognized, and the vertical curves of the Niagara River are closely approximated by those of the St. Clair and the St. Lawrence Rivers. The transverse curve of velocities is likewise easy, and reproduces in general outline the bottom profile. The deepest water on the section is also likely to be the swiftest, and as the water grows shallower the velocities grow less. The orderly way in which water flows, with remarkable adherence to a fixed plan, makes the accurate measurement of the volume of flow easily possible. The preliminary work in measuring the volume of flow consists in accurate sotmdings and a determination of the cross-sectional area of each substream ; then the determination of the velocities at different points in each substream, as percentages of the velocity at the index. The index, which is midway of each substream and at three-tenths or four-tenths depth, is a sampling point for veloci- ties to the extent that the velocity measured there is finally the key to the mean velocity in the whole substream. Before, however, a coefficient is determined which \\ill reduce the obser\-ed velocity at the index to the mean substream velocity, much preliminarj^ work must be done in measuring simid- taneouslv the velocity at the index and at other points in the substream. The possibility of a reduction coefficient is due to the adherence of the different parts of the substream to fixed relative velocities. Some evidence of this law of stream flow is cited in the report of 1900, already referred to, page 5343. In interpreting this statement of fixed velocity relationships, conditions of river equihbrium are understood, and the measurements at the points must be of long enough duration to eliminate the flame-like spurting and lagging of the current threads characteristic of river flow. In arri\-ing at the coefficient of reduction, it is necessary also to measure the directions of the current, or its de^-iation from the normal to the section. The operations ha-\ing in ^•iew the determination of the reduction coefficients are called coefficient work. After the cross-sectional areas and the coefficients are determined, a single velocity measurement at each of the station indexes constitutes a river traverse or discharge measurement. For each substream the volume of flow is the product of the index velocity multiplied by the reduction coeffi- cient, and bv the cross-sectional area, at the time of the measurement. The total river volume of flow is the sum of the volumes in all of the substreams. PRESERVATION OF NIAGARA PALLS. 27 While a discharge measurement is being made a water gauge on the hydraulic section records the water surface elevation, as a basis for determining the cross-sectional areas at the time of the measurements. This is called the section gauge. In the measurement of the discharge of the Niagara River at the International Bridge, a second water gauge just above the head of the river records the level of Lake Erie. A third gauge at Austin Street, Black Rock, records the level there, thus determining the backwater effect of the river below. The velocity measurements in the Niagara River work were made with current meters of the propeller-wheel type, and these were calibrated on still-water bases and subsequently in flowing water. The process of calibration is called rating. For detailed description of meter rating on a still-water base, and for much detail which can not be repeated here, reference is again invited to the report of 1900. The measurements of the volume of flow of the Niagara River were made first at the Interna- tional Bridge, where the downstream lower bridge chord defined the hydraulic section and the bridge itself served as an observing platform. The river flows in nine streams through the openings of the nine spans. The spans are numbered from east to west, span 9 being next to the Canadian bank. Spans 4, 5, and 6 have clear openings at the water line of about 235 feet, with depths reaching 50.7 feet, and together carry 73.1 per cent of the river flow. The remaining spans vary from 138.4 feet to 187 feet. For purposes of measurement each of the three long openings was conceived to be divided into three substreams, and each of the shorter openings into two substreams, making in all 21 substreams. The index at the stations was taken at three-tenths depth. The International Bridge section, with the river broken up into nine streams, with the bottom and slopes around the piers somewhat ragged, and the piers themselves creating eddies, proved more complex than a section in the unbroken open river. This complexity made coefficient work more laborious. The error likely to enter from the added complexity is discussed on page 5332 of the report of 1900 and appears to be in the neighborhood of a half of i per cent. The results on the second hydraulic section measured (the open section, which will be touched upon later) is fully corroborative of the accuracy secured on the bridge section. Counting the work of July, 1898, the volume of discharge of the river at the bridge section was successfully measured 99 times during open-water conditions and 27 times during ice conditions, all prior to June, 1899. The measurements cover a range of Lake Erie at Buffalo of 3.92 feet, from elevation 570 to 573.92. The test of the accuracy of the measurement of the flow at the bridge section was made at the second hydrauHc section in the open river i ,800 feet below the bridge. This test is very rigid, because the soundings in the two sections are quite different, and so also are consequently the cross-sectional areas, the reduction coefficients, and the meter ratings. Unless the work in each section was accurate the volume of flow as expressed in the law of discharge would be widely different for the individual sections. The work in the open section was begun in August, 1899, and completed toward the end of July, 1900. During this period the discharge was successfully measured 121 times, all under open-season conditions. The law of discharge as derived from the two hydraulic sections is as follows : For the International Bridge section — (2=3,904 (11.63 + fe) I (i) For the open section — 0=3,854 (II.63-^;^)| (2) In these equations Q is the quantity or volume of flow in cubic feet per second and h is the excess of Lake Erie's height in feet above elevation 570. The flow shown by the open section is 1.28 per cent less than by the bridge section, and thus completely corroborates the earlier measure- ments. The law of discharge of the period 1898- 1900, under the average open-season conditions, will be taken in this report as represented by equation (i). 28 PRESERVATION OF NIAGARA FALLS. This gives the following values for the discharge at different heights of the lake surface at the Buffalo gauge, elevations being dependent on permanent bench mark, Buffalo Lighthouse, as described on page 2720 of the Report of the Chief of Engineers for 1903: Table i. — Outflow of Lake Erie. TaVeErie elevation (feet). Discharge (cubic feet per second). Increment in flow for one-tenth foot rise (cubic feet). 575 264, 7SO 2,351 574 241,240 2,278 573 218,460 2,201 572 196, 450 2, 122 571 175. =30 2, 039 5 70 154,840 , 1,954 569 135,300 On account of the seasonal cycle or change in the river regimen as regards aquatic plant growths, the following small corrections should be applied to the values of the discharge given in the above table: Mid- June, add J of i per cent. Mid-July, subtract ^ of i per cent. Mid-August, subtract i of i per cent. Mid-September, subtract J of i per cent. Mid-October, subtract J of i per cent. Mid-November, add J of i per cent. One-tenth of a foot of backwater at the International Bridge, or at Austin Street, decreases the discharge three-fourths of i per cent; and conversely, a lowering of a tenth of a foot at either of these places increases the discharge three-fourths of i per cent. During the 1S98-99 measurements at the International Bridge, the fall from the lake to the bridge was 4.95 feet at lake stage 573, and from the bridge to Austin Street was 0.28 foot more or 5.25 feet; and for small variations from elevation 573 the fall is increased at the rate of 0.18 foot for each foot of lake rise. The change in the discharge due to backwater effect at Black Rock is of much importance in this discussion, because it is used in determining the lowering of Lake Erie due to river diversions. The derivation of the constants should therefore be set down. The first method arises from the comparison of the volumes of discharge as measured from 1898 to 1900, and the fall in the river during the individual discharges. An analysis shows that on an average a larger fall existing during a measurement produced a correspondingly larger discharge than a normal fall, Lake Erie being at the same level in each case. It was also found that aquatic growths backed the water up between May^ and September 0.16 foot, and that the corresponding change in the discharge was a lessening of 0.95 per cent, showing 0.1 foot of backwater to have an effect of 0.59 per cent. Between September and November the cleaning out of the weeds by the high water of the fall storms diminished the backwater 0.15 foot with an increase in the discharge of i per cent, showing o. i foot to have an effect of 0.67 per cent. The mean effect for the two movements is o. i foot backwater decreases discharge 0.63 per cent. (See pi. 4.) A rigid mathematical reduction of all obser\-ations of discharge for 1 898-1 900 indicated the effect on the discharge of o.i foot of backwater as 0.80 per cent. U. S. Lake Survey. Preservation of Niagara Falls. Plate 4. E/evaHon a/- Lake Erie in Feef- 111 E/evafion af Lake Erie in Feet NIAGARA RIVER. OPEN SEASON CYCLE OF DISCHARGE ASCRIBED TO AQUATIC PLANT GROWTH. 7821° — S. Doc. 105, 62-1 3 U. S. IfOke Survey. Preservation of Niagara Falls. Plate 5. I \ \ I /WK UC/N£ JULY ^US. SEPT /l/ofe: M /.cr/^ Sf/'e OCT Of A/or/na/ /902 06 04 03 02 a/ A/orma/ /'US- SEPT OCT. NOi^. DBC. SEASONAL SLOPE CYCLES, 1907. V. S. Iiixkc Survey. Prcscrvutiou of Niogsua Falls. k/c/a/s julv a us. 3EFT. OCT. /VOK Plate 8. £>£C \\'f~Ar^,SO\ 0.-= S£ASO\A, PRESERVATION OF NIAGARA FALLS. 31 observations of 1903 showed the same characteristic and all later observations have confirmed it. The facility of river flow is at its highest in the spring after the ice has gone out, and then, as the summer advances, the flow becomes more difficult, and the water is backed up about two-tenths of a foot at Austin Street. It was concluded that the growth of aquatic weeds in the river, making the bottom less smooth and choking the waterway, was the suflicient cause of this seasonal cycle. Investigations of all other possible causes — prevailing wands, water temperatures, rainfall, and local inflow— demonstrated these as not synchronous in influence. The greatest weed beds are in the Chippawa-Grass Island pool above Grass Island, reaching towards the foot of Navy Island. It is to be expected that all gauges above this would show higher water than that due to Erie stage in August, and all gauges below, lower water. An examination of plates 6 and 7 will show this to be true. The water drops at Grass Island when it backs up at Austin Street. At Suspension Bridge and in the Whirlpool it drops also, and these last negative residuals measure the loss of flow due to the back-water effect at Austin Street. (See plate 3.) When the fall storms come the weeds are full grown and the high water sweeps them out, re- establishing a clean river bed and an easy flow. The slope cycle has an interest as illustrating the delicacy of the river mechanism and the pre- cision of the slope work accomplished, and further, because by use of the curs'es of plates 6 to 8, corrections may be applied to computed river heights to adjust them to a particular date. In the cur^^es, those of 1903 should be disregarded because between July and October the Ontario Co. was building its second dam, or diverter No. 2. This had the efi'ect of raising the river, as shown by the Grass Island gauge, at a time when the seasonal curve should trend downwards. The lessening of the ampHtude of the cur\re of 1903 at Austin Street is further evidence of this artificial movement of the river surface. In 1902 the curve for Chippawa, as shown in plate 5, indicates the river rise while the first wing dam, diverter No. i , was being thrown out into the river at the head of the rapids. In 1904 the river was 0.33 foot, or 4 inches, high at Chippawa, due to this dam of the Ontario Co. Because of these artificial interferences with the river-surface elevations the relations tabulated below do not apply to the years 1 902-1 905, inclusive, except to the early months of 1902 and the late months of 1905. They apply to 1906 and 1907, and very closely to 1901, so far as the river height may be judged by the early months of 1902 prior to August. Out of the great mass of gauge observations detailed above the following equivalent lake and river heights have been established. Table 2. — Equivalent surface levels. Water gauges. Lake Erie at Buffalo. S70 (feet). 571 (feet). S72 (feet). S7,l (feet). Change for foot change, Lake Eric. Austin Street, Black Rock. N. Y Black Creek. Ontario Chippawa. Ontario Grass Island. N. Y willow Island, American Channel wing Dam, American Channel Prospect Point, north end American Fall. Terrapin Point, east end Horseshoe Fall. . . Horseshoe, west end Horseshoe Fall Suspension Bridge, N. Y Whirlpool, Canadian side 56s- 23 563. 90 S6i. 23 360.53 559- 20 556-99 513.48 506.37 0) 335. 04 386. 14 566. OS 564. 57 561. 78 561. 08 559-62 557- 40 513.60 506.50 (') 337-33 388.61 566.87 565- 35 563.34 561. 64 560.05 557-81 512. 73 S06. 74 507- 83 339- 63 391.08 567.69 565-92 563. 90 562. 19 560.47 558. 22 5". 85 506. 98 508, 40 34"- 91 293- SS 0.821 -674 -557 •556 .422 .412 . 126 .238 .580 3. 390 3.470 ' Not covered by reduced observations. As before noted, the equivalent river surfaces are modified sHghtly by the seasonal cycle, which, however, is small from Chippawa and Grass Island to the crest of the Falls. During the winter 32 PRESERVATION OF NIAGARA FALLS. ice conditions interfere with the open-season equilibrium and the above relations are not exact, sometimes varying widely. The establishment of these normal, open-season equivalent heights at so many points in the Niagara River has given the Lake Survey the means of precisely measuring the effects of diversions, and of accurately predicting the lowerings which must follow further diversions. In subsequent chapters of this report the various effects of present and possible future diversions on lake, river, and falls are discussed. Note. — Appendix i contains Tables 3 to 32 of daily water-surface elevations of Lake Erie and the Niagara River for the years 1S99 to 1907, inclusive, so far as tlie elevations were observed. Chapter VI. SURVEYS IN THE VICINITY OF THE FALLS. The recent sur\'eys of the Lake Sur\-ey in the \'icinity of the Falls were begun in June, 1906, and embraced triangulation, level lines, topography, hydrography, and a determination of the crest lines of the Falls. In addition there were made hydraulic measurements relating to the river flow and slope, and to the flow in the various canals and over the American Fall, which are not included in the surA-eys treated in this chapter, but are described and discussed in special chapters. The sur\'eys of 1906 had mainly in ^^ew the modernizing of the Lake Sur%'^ey charts on the Niagara River from Echota to Lake Ontario. The original sur^-eys on which the charts were pro- jected were made in 1S75, imd since that time many changes had occurred. A network of tertiary triangulation based on the primary work of 1S75 was executed (see pi. 9), and ultimatelv all stations used in the special surv-eys, such as the crest-line determination and the float soimdings, were included in the net. Wye-level lines were extended, based on the permanent bench marks of the precise level line of 190T, and adjustment of 1903, from Echota to Lewiston on the American side (following the gorge from the Suspension Bridge down), and along the Upper Rapids on the Canadian side to Chippawa. Levels were dropped by wire measitrements into the gorge at the tapper Steel ^Vrch Bridge and at Suspension Bridge. At the WTiirlpool a level shot was thrown across to a bench mark for the gauge on the Canadian side. In connection vnth these level lines the profiles of the rapids were defined as shown on plate 2. Topographical sur\-eys in great detail, embracing the milling district and the power plants, were made in the N-ieinity of the Falls. The sun.-ey of the crest lines of the Falls consisted of cutting in by transit intersections from three or more triangulation stations points on the Falls identifiable at these stations. The earlier crest-line measurement of the Lake Survey was made in 1S75. In the 31 years between this and the sur\-ey of 1906, as shown by plate 10, the recession on the Ameri- can Fall is scarce!}' appreciable, and the mean recession is certainly less than 10 feet. The 1906 crest in some places shows a do^^•nstream advance, but this is doubtless due to the natural inex- actness of one or both of the determinations rather than to rock movement. During these 31 years the recession of the crest line of the Horseshoe Fall is strongly marked, reaching a maxinuun of 170 feet in the general trend of the central chute or apex. On the Goat Island end of the Fall, where the flow is small, no marked recession is sho\vn, while on the west or Canadian end the recession varies from 30 to 60 feet. The shortening of the crest line of the Horse- shoe Fall by about 400 feet at the west end is sho^^^l on plate 10. A wall has been buUt along the crest line and the shore line above has been advanced into the rapids, as sho\^Ti on this plate. The recession of the apex of the Horseshoe Fall is likely in the future as it has in the past to diminish depths at the west end of the Fall; and in connection with the probable localized effect of the diversions of the Canadian shore-line companies and of the diversions above the Upper Rapids, ultimate unwatering is indicated. The depths along the crest line of the American Fall, shown on plate 10, were determined in 1907 by float soimdings similar to those described below. Lake Erie being then at height 573.3. In the original sur^•eys of 1S75 soundings in the river were for the most part made abo%^ the "dead line," and the depths in the approach to the rapids were left undetermined. For purposes U. S. I^ake Survey. Presentation of Niagara Falls. Plate 9. i\/'j \ vcu wwn|;., I9L «va 7f £>7^,neer: Depfhs cv> Crestline of ^mfne&n fb// From f/oaf soune/ir^s ptc/ Fainf it/7t/373.3& a^ laAe £:r.e Froff Su/n/ei/ fTJOc^ u/t^r f/19 d/rrcfiof? oF Major CH4Fi£s/(£^L£ft . Corp3 of£'/}i^//7e£rs,l/S.A rxANctsC 5/^£N£HON, /^/ncipa/ ^35/s/onf £r?afneer it 5f/cfntAfv if/aa/T£ , -Ju/t/or ^n^ineer. £ftc./907 I '^t5Ze/fter.£^/ Senate Doe. %q. JOS ; 62d Cong.. 1st Sess. PRESERVATION OP NIAGARA FALLS. 33 of navigation the soundings were sufficient, but for a complete understanding of the hydraulic conditions bearing on the questions of water diversion it became desirable to secure soundings well to the crest of the uppermost cascade. For a clear understanding of the distribution of the flow it was further desirable to trace the current lines and to measure the current velocities. The method designed for exploring this dangerous region below the "dead line" measured the depths, current directions, and speeds in one operation. Floats were constructed, each of a block of 2-inch hemlock plank lo inches square. In the center a K^-inch hole was bored, and through this hole a stem or staff was passed and secured firmly by nails and wedges so as to be square with the face of the block. The staff extended up about a foot and a half above the upper face, and'carried a small flag of white, black, or red cloth, or of combinations of these colors, so that when the float was in the river it was visible. The lower end of the stem extended to some even foot below the water surface, and was weighted at a foot from the lower end by a stone wired to it. In sounding by the float method a small boat, with a load of floats, anchored well above the area to be sounded, and released a float with a stem, say, 6 feet deep. The assistant releasing the float recorded in his notebook the exact time of release, the color of the flag, and the length of the stem, and signaled its start to the transitman by waving a large flag. This float was traced by two or three transitmen located at triangulation stations, who noted the color of its flag. Every minute or oftener, on timed flag signals, they read the angles to the float and constantly watched its action. When the depth was greater than 6 feet, the float sailed upright, and its travel and direction showed the current's velocity and trend. When it was less than 6 feet, the foot of the stem dragged on bottom and inclined the staff. The degree of this inclination and the exact time of dragging were noted by the transitmen. The motion of the float when tracing the bottom was unmistakable. If the next float released had a 5-foot stem and passed smoothly over a shoal where the 6-foot float had dragged, the depth was 5 feet and a fraction, and the inclination of the 6-foot float gave a close approximation to this fraction. At each anchorage a series of floats of many stem lengths was released. Then the small boat moved a few hundred feet farther out in the river, and repeated the series, and in this way the full area was examined. The current lines and velocities and the depths are shown plotted in plate 11, and the bottom contours and depths in plate 12. The earlier soundings by this method were made in the approach to the American Channel in August, 1906, and the later work was done in the approach to the main rapids in 1907. In the 1906 work the diagonal cross-river trend of the current toward the American Channel and the power canals is well marked. The line of dividing water at the head of Goat Island and the approximate volume of flow over the American Fall were also determined. Soundings by a method of this kind need verification. The check applied was to compute the cross-sectional area of the river as shown by the float depths, and to multiply these by float velocities properly reduced to a mean value for each vertical. The product in cubic feet per second approxi- mates the known discharge of the river at the time of sounding. The mean of four different river sections showed the volume 10 per cent too small, and in the shallower water it was as much as 25 per cent too small. These represent the errors of depth and velocity combined. The velocity in the shallow water was in some cases taken from dragging floats, and the depths shown by the floats are in some cases the least depths of projecting rocks, not mean depths. It is therefore probable that the mean surface of the river floor is deeper by half a foot than indicated by the soundings of plates 11 and 12. The water-surface contours of the Upper Rapids of plate 13 and the crest lines of the minor cascades were established by methods somewhat similar to those used in determining the crest lines of the Cataracts. Transit intersections were made on prominent points in the rapids and on the cascades from two or more triangulation stations to establish the position of these points on the field map. Vertical angles were read to show how much higher or lower the points were than the instrument stations, and the elevations of the instrument stations were established by level lines. 34 PRESERVATION OF NIAGARA FALLS. This is not exact work, and some latitude must be allowed for the great diversity of water sur- faces; but the relief map of plate 13 is a reasonably truthful presentation of the facts. Note. — In Appendix 2 the following tabulations of data are given: Table 33. — Geodetic positions. Table 34. — Descriptions of triangulation stations. Table 35. — Descriptions of precise-level bench marks. Table 36. — Descriptions of wye-level bench marks. Chapter VII. THE VOLUME OF FLOW OVER THE AMERICAN FALL. By means of floats with stems of various lengths, in 1906 the depths and current velocities at the head of Goat Island were determined, and the flow over the American Fall was computed as approxi- mately 5 per cent of the full river flow. In 1 907 this initial rough gauging of the American Channel was verified by more extended and elaborate investigations. The conditions are not favorable for precise work, even at the head of the rapids where the water is running fairly smooth. It is too shallow to warrant current-meter work with the heavy cableway that would be needed to safeguard the obsen-er and the instrument, and high precision is not suffi- ciently necessary to justify the cost of other than simple apparatus. It was therefore decided to again measure the current speed with floats. The reach chosen for gauging operations is above the first cascade and just below the head of Goat Island. The river is here 470 feet wide from the wing dam on the mainland to the shore of Goat Island (see plates 11-14). It has a mean depth of 3.1 feet, and the velocity at times is as much as 10 feet per second. By means of a kite, in July, 1907, a i-^-inch %\-ire cable was carried across the channel and sup- ported by 6-foot trestles or horses on each bank. The cable proved to be too light and an attempt to sound with a 30-pound iron weight suspended from a traveler on the cable showed too much sag. In attempting to tighten the cable it parted, and a portion of it was carried away. In the face of more urgent surv^eys this work was then deferred to November, when in the same manner as before a 3%-inch Swedish iron cable was drawn across. This cable rested on 16-foot towers or trestles, approximately normal to the current, 100 feet upstream from the mean hydraulic section, and was designed as a starting line for the floats which would determine depths and velocities. A simple carrier \\'ith grooved wheels ran on the cable, and this was moved along the cable by a 34-inch line spanning the stream. The carrier was pro\'ided with a snap for attaching the float, and a light seine-t\vine line reaching to the shore tripped the snap and released the float. By this means a float was dropped at midstream, or at any other desired point along the cable, and its starting point was definitely fixed. At each lo-foot point on the cable two or more sounding floats were released. These floats were similar to those described in the pre\aous chapter. As the cable at some points was 10 feet or more above the water surface, to prevent breaking the stems on the rocky bottom floats were dropped upside down. Inasmuch as velocity floats were to be timed over a stream length of 100 feet, the full length of each stream was sounded. The floats traveled 50 feet before they reached the upstream or initial range line, this enabling them to assume stable positions and velocities. The position of the float when ready for release on the cable, and again when passing the down- stream or lower range line, was read in by a transitman, thus tracing the path of the float. There were 5 cross ranges, the initial range line, the 25-foot line, and 50-foot line, the 75-foot line, and the lower line, and as the float crossed each range its angle of inclination was read with rough clinometer. The length of the stem and the angle of inclination when it dragged gave the depth of the water. When dragging, the characteristic jerky motion over the rock bottom was unmistakable. The rule was to use enough floats of varying lengths to get soundings with inclina- tions not exceeding 30°. Soundings were plotted daily as the work progressed, and doubtful sound- ings were checked on succeeding days. 'J.g o. "-♦••2-^^ > W-, »' • (29 ("as IS- "/ (as ,-■'/' ■....*■- ■ .. - -^.^ ■"..,■■■ fc* -.^9 M ■"■» !!.» ..:^?-.« -^rj: Vj/»,,_ 7.E TO 66 7 5 ^■^^^y/r-"' '" ■' ■^■, ffoc/( 115 ■r'o* •-'»*.• ■• ■ .'KIS I Ill ■.ilMtii6--,ii- 1 6.6 B-0 x; OnTA 'HO >=W/»'ir>? Ci? ""^^^ ■^;fe^i ■" •-■■^^i>; .. Q!? \\ t4-. X 1 ■-■ ^'i,-.r,-.. ^ ^".l {% V ,.4.--" V \ V i.&^--^ y-. ■ - }}■"..•■ -"■ '^ -.. i,3^-r^ Sus^£>' pffoy//yc£ or oNTA/f/o U.3.1AK£ JU/^VEV /='/i'£5£/fl/AT/0n OF /y//l6A/fA FA 1 13 Mn/e uncfet' fhe difect/on cf M4Jo/i CHAffLEs /CELLif^^Cerps of fng'f^eer^USA. ^ffANC/s C.5Mf./v£uo/f , pr/nc/)^/ /Is5/3f€/nf £/}g/neer Feh. /908 11 fi '*^--,?9r---. •. ..106"' : lei \'-. *S-'' i'^~ ^\.A, 5*\ r^z/' 96 "= 32. I ■-::..:-: ■ >^?v 12.0 .. ,;■'■■■ 87 / ■;.■■;■■. 13.* ■>■«* 5Ze//7er. £>e/. J5c<7/0 of /eeA y '"■ m IM IBS PLATE /Z "' rromSuri'ei/s ii/ r/IMCisCS/fi-^irw/v, /Is3f£r9 Au^ /906, ...-■ '" '^r'DKCW U3mfT ,Ju„wrfn^_Ai^./0OS, i5o SmiiH'n Mx:k£, Junior Sn^. ^/une, /907. ,/„^/,.. JJ^J., ^^^„^ ,^_,^ J i CO, WHSH/MCriBIT. 1 "•• IQ5 ; 62d Cong., 1st Sess. ^. .s: A //lA' s( /nh) FRESERVATIO.X OF N/AOAH.A A lAA.S CONTOIR \f.[P OF NFAGARA Rn'ER IN rill': \iri\iiy ok siacaka falls A/aJor CHA/flC5 /t'SLLCH, Corpi of Cn^ineeri,U SA. on/ F/f/INCI5 C 5MCNCH0N , Principa/ /ssiifant Cngimer. 5//f/fM/IN MOO/f£, Junior [n^inttr /V07Z5 5hor9 //nas . afreets e/r arf fn/anftt/ fiwt /^ Junt /907 Seo^rapfiic Coort/imi/ti ure iasej ly l/SStunir' Oo/ufn. i/rfa/iom arr in /ee' irioyr Mtan TiA '' '** Yari in •Ji//t/3fi!i/ >«o4 of f9fiJ- nito Doc. ■•. laCi : 62d Con|., nt Sass. / FL±TE /4 Senate Ooc. Ho. 105 ; 62d Cong., 1st Sess. 7821°— S. Doc. 105, 62-1 4 U. S. Lake SuiA'ey. Preservation of Niagara Falls. Plate 15. > q: O < o I- < o Q. >- t- < I o < o cr LU Percentage Depths PRESERVATION OF NIAGARA FALIvS. 35 To make certain that the agitated water just above the bottom was not responsible for the inclination and the jogging motion, several 3-foot floats were directed through areas where 4-foot floats had shown from 3.2 to 3.8 feet depth, and the 3-foot floats moved over these places erect. Because of this verification and by reason of the large number of floats observed, the bottom delLaea- tion is believed to be accurate. For velocity measurements, floats were made of half lengths of lath, weighted with a 60-penny wire spike on each side of one end, so that they floated erect with 3 to 4 inches showing above the surface. Before use the lath were thoroughly dried. Toward the shore, in 2 feet of water or less, surface floats were used. Fourteen velocity floats were released for each discharge measurement, and these were spaced about 40 feet apart toward midstream and closer near the shore. Each float was timed with a stop- watch, started as it crossed the upper range and stopped as it completed the traverse of the 100-foot base and passed the lower range; and, to trace its path, intersection with the lower range was read in by transit. The base length 100 divided by the time of passage gives the speed of the float in feet per second. Altogether 12 measurements of the volume of flow were made. In these observations the American Channel was conceived as made up of 14 panels or substreams, and the floats were started at such points on the cable as to thread the middle of these substreams. Where the float diverged from a line normal to the range lines, the length of travel was a little over 100 feet, and this was compensated by a proportional shortening of the substream width. As the surface velocity is much greater than the velocity near the bottom, and a certain depth is spanned by the float, the observed speeds were reduced by coefficients derived from typical vertical curves in shallow water at the head of the rapids of St. Marys River. (See plate 15.) The weighted mean coefficient for variations of speed between surface and bottom was 0.905; and the corresponding coefficient for variations transversely was 0.994. During these observations for depths and velocities the elevation of the water surface was recorded by the self -registering water gauge wing dam set for this purpose. Each substream, as already described, was sounded over a length of 100 feet, at intervals of 25 feet streamwise and at intervals of 10 feet crosswise. This gave five different cross-sectional areas for each substream, and these were reduced to a single axial cross section by taking the mean of all, both as regards depth and width. In the canal between the main shore and the wing dam about 1 80 cubic feet per second of water was flowing, as shown by floats, and this was added to the rapids volume. This water is returned to the rapids farther down, except a small portion passing the spillway. During the 12 measurements of flow in the American Channel, the mean height of Lake Erie registered by the Bufi'alo gauge was 572.41. As a rise of water at Buffalo takes nearly three hours to travel to Niagara Falls, the lake elevations three hours previous to the time of measurement were used. The wind was light and the lake was quiescent during the three days when measurements were made. Under the diversion conditions of 1907, the flow over the American Fall, as shown by Table 37, is roundly 10,000 cubic feet per second, Lake Erie being a little below a normal stage. PRESERVATION OF NIAGARA FALLS. Table 37- — Discharge summary, Americati Channel. No. Date. Time. Wind. Water-surface eleva- tions.* Discharge through American Channel. Total dis- charge of river. Percent. (h;i) Direc- tion. Ve- loc- ity. Hydraulic section. Lake Erie.. a b c d e f g h i k 1907 Feel. Feel. Cubic/eef. Cubicfeet. j I Dec. 7. . ■ S.46-10.15 SW. 5 S5S. 04 5-3- 50 9>956 307.400 4. So 3 . . .do 10. 20-11. 54 SW. S 558- °l 572-45 9.968 306,300 4- S3 3 ...do I3.3I-I5-CL4 SW. 6 55S.00 573-53 9.974 20S.000 4- So 4 ...do 15.09-16.33 SW. 6 558-00 573-54 9.904 30S.200 4-76 5 Dec. 9 S.46-IO.09 SW. 557- S6 5-3. 14 9.307 199.500 4-67 6 ...do 10. 16-11.43 SW. : 557- S9 573-33 9.3S3 303.600 4-61 7 ...do 13.34-14.36 SW. S 557-87 572-09 9,196 198,400 4-64 8 ...do 14.44-16-37 SW. S 557-84 573- 07 9.079 19S.000 4- 58 9 Dec. 10.. S. 39-10. 13 NW. 8 SSS.04 5-3- 85 10.347 315.100 4. Si 10 ...do 10.17-11.41 NW. S 558.01 573. 48 10.16S 206,900 4.91 II ...do 13.27-15.03 N. 7 557-96 573.35 9,875 204.100 4-S4 13 Floi ...do 15.07-16.30 NE. 6 557-96 572. 64 9.675 210,500 4.60 557-96 572.41 9.736 iSo 205, 500 4-74 V inside wir Total disch (.Hain 9.916 205, soo 4-83 * KToTB. — ^Water-surface elevations are in feet above mean tide at New York (1903 adjusted levels). Ele\'ation of Lake Erie from Buffalo breakwater automatic gauge. Discharge is given in cubic feet per second. During these measurements the range of Lake Erie elevation at BuflFalo was but 0.78 foot, from 572.07 on December 9 to 572.S5 on the loth (see Table 37); and the corresponding water-surface elevations sho-mi by the wing dam water gauge were 557. 84 and 55S.04, showing a range of 0.2a foot at the hydraulic section. The mean heights for the two days, December 9 and 10, were 572.16 and 572.58, wdth a lake range of 0.42 foot; and on the section, 557.86 and 557.99, with a range of 0.13 foot. This range is not enough to establish the law of variation of discharge corresponding to Lake Erie stage, and it therefore appears safer to derive the approximate flow, for lower and higher lake stages, than those at the time of the measurements, from theoretical considerations in which all obser\-ational data are utilized, and ^\-ith which the measurements so far as they go are in accord. Assuming the volume of flow to vary proportionally to the 3/2 power of the mean depth on the hydraulic section, the volume of flow over the American Fall is as follows : Table 38. — Volume of flow over Atnerican Fall. Take Erie, elevation. Elevation at wing dam. Depth of water on section. Volume of flow Percentage of full river flow. FeeL 575-00 574-00 573-00 573.00 571-00 S70-00 572.41 Feet. 559- Q4 558-63 558-33 557-81 557- 40 556-99 357-96 FeeU 4.16 3-75 3-34 2-93 3.53 2.11 3- 10 Cubicfeel. IS. 450 13.330 11, ISO 9.I30 7,280 5.590 9,930 Cubicfeet. S-S 5-5 5- 1 4.6 4.1 3-6 I4-S lAs measured. The head of the American Channel is shallower than the head of the main rapids, and the volume of flow has a higher rate of increase for shallow water than for deeper water. PRESERVATION OF NIAGARA FAI,I^. 37 In the fall of 1907, soundings by the float method were made just above the crest of the American Fall, and the results are shown on plate 10. The Goat Island Bridge was utilized as a starting plat- form, and the floats were spaced along the crest line as well as the intervening islands and the current trend would permit. A second series of floats was passed over the crest in the channel between Goat and Luna Islands, showing a mean depth just above the crest of 1.3 feet. The mean depth on the main cataract of the American Fall, at stage 573.3 in Lake Erie, was found to be 1.68 feet. This depth should be taken \vith the reservation that floats had a tendency to follow the deeper channels, and so the true mean depth is probably not much greater than i}4{ett over the full Fall. This corresponds to a full river flow of 225,000 cubic feet per second, less diversions of above 13,000 cubic feet in the Grass Island-Chippawa pool. For the conditions prevailing during these float soundings the mean surface current velocity just above the crest line was about 9.6 feet per second, or 6)4 miles an hour. When Lake Erie drops to elevation 570, the mean velocity is reduced to 6.3 feet per second, and when it rises to 575 the velocity is 1 1 feet per second, and this greater velocity gives a wider throw to the cataract when flowing full, and gives a fuller swell to the crest curve. These are clearly shown in the photographs of Chapter XI. It must be understood that these velocities are mean surface velocities, and that greater veloci- ties are present in some places along the crest and lesser velocities at others, and further that the velocities given are computed from known depths, not observed. Chapter Vlll. THE SHUTDOWNS OF THE NIAGARA F.\LLS POWER CO. On May 13, 1908, the Lake Survey Office was notified by Mr. Philip P. Barton, general manager of the Niagara Falls Power Co., that, to permit an examination of the east abutment of the upper steel arch bridge, where it was thought to have suffered from the wash of the tunnel discharge, this company would shut down its plant shortly after midnight of June 13. As the shutdown was to cover a period of some hours, the opportunity to observe the rise of water surface following a return to the river chaimels of about 8,000 cubic feet per second of flow appeared of great importance. As the rise in the river, provided qiuescent weather conditions prevailed, would conversely measure the lowering due to this diversion, elaborate preparations were made to test the rise at critical points, and also to measure the change in diversion causing this rise. Box gauges were set at the heads of each of the two large canals on the American side, to test at inten^als the records of the self-registering gauges maintained by the power companies. Another gauge was set, as in 1907, on the hydraulic section in the Niagara Falls Power Co.'s canal. A box gauge was set also at Prospect Point close to the crest of the American Fall, in the position occupied by the self-registering gauge in 1907. To obser\re precedent conditions, readings at lo-minute intervals were taken on the gauge at Prospect Point, beginning on the morning of the 13th, and, to secure a record of conditions during the shutdown and afterwards, were continued night and day up to the morning of the 15th. To make sure of a record at Buffalo and at the foot of Austin Street, staff-gauge readings were taken during the critical period to reinforce the self-registers. The gauges at Niagara Falls were insured against stoppages by a constant patrol. Current-meter measurements of the volume of flow in both large canals were made before the shut- down, as the gates closed, and after they were opened again. Had the weather conditions remained good, even so brief a period as this would have given some valuable information, for, in addition to the shutdown of the Niagara Falls Power Co., the Niagara Falls Hydraulic Power & Manufacturing Co. had arranged to restrict its flow so as to permit the greatest possible change. Unfortunately, the results were of smaU value. The shutdo^^^l in the power canal began about midnight and was completed by i .20 in the morning. The hydrauUc canal, on the other hand, had not completed its partial shutdown before 6 o'clock Sunday morning. Meanwhile, a stiff southwest storm on Lake Erie arose about midnight and caused the water at Buffalo to rise afoot and a half by 3 o'clock in the morning. This rise in the lake, causing increased flow in the river 3S PRBSBRVATIOX OF NIAGARA FALLS. and. therefore, greater heights at all points, is entangled with that coming from the shutdown, and the two can not be separated. The rise on the crest of the American Fall between midnight and 3 o'clock was 0.1 foot. Up to .: o'clock it was 0.06 foot, or three-fourths inch, and this, if attributable solely to shutdo\^^^, would be fiurly corroborative of anticipated results. The examinations of the Time shutdo\%ii ha\-ing shown the need of repairs on the abutment of the bridge and in the tunnel of the power company, a second shutdown of this company, aggregating practicalh- 10 da}-s. was made in July and Augaist. Considerable preparations were ag-ain made to make the most of this partial return of the river to a state of nature, and the obser\-ations were extended to incorporate very precise infonnation of the influence, not alone on the river-surt'ace levels, but also on Lake Erie's outflow. Early notification was sent to this office by the power com- pany, and the hydraulic company offered its cooperation to the extent of a preliminar\- increase of flow, and a ccssiition, on Sunday, July 19, only, of the larger part of the flow of its canal. The power company shut downiat 1.30 on the morning of the 19th, and remained closed until i j.30 on the moniing of the 2Sth. when power house Xo. i resinned, power house Xo. :; remaining shut down. On August 1 , at n .30 at night , the shutdown was again complete and remained so up to 7.30 in the evening of August 2, when both power houses resumed. The shutdow^l was therefore practically complete on the o days. July 19 to 27, and nearly complete on August :;, or 10 da\"s in all. The mean condition of the river for these 10 da}^ of lessened di\-ersion is compared with the river condition on 6 days preceding the shutdown. July 13 to iS. and on 4 da>-s after resumprion, August 3 to 6, making 10 days in all of the condition of normal diversion. During the 10 da>-s of diversion the mean water consumption of the two American companies was 7.830 cubic feet per second, and during the shutdown it was 1,640 cubic feet, a change in con- sumption of 6,210 cubic feet. ^See Table 39.') The small diversions of these companies prevailing at this time were due to the existing business depression. The average consumption of the Ontario Co. from July 13 to August 6. as derived from its cur\-es of total load, using a coefHcient of 0.0S66 to convert kilowatts to cubic feet per second, was less than 1,500 cubic feet, and was slightly less during the shutdo\m, owing to the lighter load of the three Sunda-s-s included, than in the six da^-s before and four da^^s following. During the shutdown a box gauge was established just above the forebay of the Ontario Co. Taken in connection with the Chippawa gauge, this gauge was an index of the comparative flow over the ^Tate^ wall and through the conduit of this company, in the two periods. Prior to the shutdow^l and after resumption the flow in the canals of the American companies was frequently measured \vith current meters, and during the shutdo\ni of the power company the flow in the hydraulic company's canal was measured daily. During the 5-day period, July 2S to August i, while power house Xo. 2 was still shut do\vn the flow in both canals was measured daily. The flow in the power company's canal \vas nearly equal to that existing when both power houses were in operation. For this reason the results of this period have small value and do not appear in this report. During the 25-day period, from July 13 to August 6. self-registering gauges were maintained in Lake Erie at BuS'alo. and in the river at Black Rock. Schlossers Dock. Grass Island, ^^"ing Dam. and Suspension Bridge; and on the Canadian side at Black Creek. Chippawa. crest of the Horseshoe Fall, and in the WTiirlpool. During the shutdown, in order to insure ohservarions in case of stoppages of the self-register- ing g-auge instnunents, readings at lo-minute inter\-als day and night were made on staff gauges in Lake Erie and at Austin Street, Black Rock, and the patrol of the self-registers by inspectors was bidi\ily or more frequent. X"o pains were spared to make the records complete and accura.te. Additional staff g-auges were read at Prospect Point, on the crest of the American Fall, and in the canals of the two American companies, and, as has been before stated, in the approach to the Ontario Co.'s intake. During tliis 25-day period, to corroborate the values of the change in Lake Erie outflow shown by the Suspension Bridge and ^^^lirlpool gauges, 50 measurements of the flow of the ri\-er were made at the International Bridge, Buffalo. PRESERVATION OF NIAGARA FALLS. 39 The many activities of this period kept a considerable party of civil engineers and assistants busy. In addition, a part of the staff-gauge reading at Buffalo and at the Ontario Co.'s intake was done by an inspector employed by the American section of the International Waterways Com- mission. The results of the shutdown are discussed in Chapters IX to XI, entitled "Effect on Lake Erie," "Effect on the Niagara River above the Upper Rapids," and "Effect on Rapids and Falls." No photographs were made in this period because it was well known in advance that the small change in diversion would have no visible effect on the American Fall, and because increased water consumption by the Canadian companies to supply the power company's customers with electric current during the shutdown would mask any small effect on the main rapids and Horseshoe Fall. For this latter reason no gauge readings were taken at Terrapin Point and, except as confirma- tory of results elsewhere, little weight has been given to the gauge readings on the Canadian end of the Horseshoe Fall. So far as effects on Lake Erie and the river above the rapids or on the American Fall are con- cerned, the diversions of the Electrical Development Co. or of the Canadian Niagara Falls Power Co., have no bearing. These two companies combined supplied, according to the total load curves furnished by them, an average of 7,110 kilowatts more during the lo-day period of the shutdown than during the lo-day period of comparison before and after the shutdown; and the producdon of this excess current meant an additional water consumption not exceeding i ,000 cubic feet per second. The Ontario Co., on the other hand, according to its total load curve, consumed less water by 100 cubic feet during the shutdown than in the period of comparison. This, as has been explained else- where, is because the shutdown period contains three Sundays when manufacturing plants were not running, while the period of comparison is all working days. In discussing the change of flow in the Niagara in these two periods, the small difference in consumption indicated for the Ontario Co. is not considered, because changes in the water wasted over the water wall may exceed this amount and be of different sign. The detailed results of the shutdown of July- August, 1908, are given in Table 39, and this needs some explanation. Table 39. — The effects of the shutdown of July and August, igo8. DURING DIVERSION. Date. Z908. July 13 . July 14. . July 15.. July 16. , July 17. . July 18. . Aug. 3... Aug. 4. . . Aug. 5... Aug, 6. .. Means (10 days)..., Mean water diversion (cubic feet per second). Niagara FaUs Power Co. 6,300 6,500 6, 500 6,300 6,800 6, 700 6,000 SiSSO 6,500 7,000 Niagara FaUs Hydraulic Power & Manufac- turing Co. I, 700 1,600 1,500 I, 250 1,200 1,500 I, 200 1,400 1,500 1,500 Siun. 8,000 8, 100 8,000 7.S50 8,000 8, 200 7, 200 6,950 8,000 8,500 7,850 Elevation of Lalce Erie by Buffalo gauge. Feet. 573-26 573-28 S73- 25 S73- 13 573-68 573-51 573- 12 573-23 573-32 573- 40 573-318 River gauges (residuals in hundredths of a foot). Austin Street. Schlossers Dock. + 7 + 11 + 14 + 12 -I- 5 -l-n -l-ii + >7 + 23 + 11 —4 -7 -7 — 7 — 5 — 3 o +1 +3 Grass Island. + 13 H-I3 + ■4 + 19 4-19 -Hi9 + 13 + 15- 7 Chip- pawa. + 8 + 8 + 6 + 5 + 13 4-iS H-iS + 15 + 10 + 10.4 wing Dam. + 15 + 13 + 12 + 12 + 14 + .4 + 14 + 13-4 Prospect Point. + 5 +5 + S +4 +4 +4 +3 +4-3 Residuals of dis- charge as shown by weirs. Suspen- sion Bridge. + 100 — 100 — 100 — 600 + 1, 100 + 700 — 200 + 100 + 700 — 400 + 30 Whirl- pool. + 100 + 700 — 200 + 300 + 1,100 + 1, 100 + 1,000 + 1,300 + 100 40 PRESERVATIOX OF NIAGARA PALLS. Tabus 39. — The ejfccU of ilie shutdown of July aitd A ugusi, 190S — Contiiiued. DURING SHUTDOW'N. Sate. Mean water diveraon (cubic feet per secimdV Niaoira Falls Power Co. Niasara Falls Hydraulic Power & Maaufac- turins Co- Sum. Elevation of Lake Erie by Buffalo gauge. River gauges (residoals in hundredths of a foot.) Austin Street. Schlossers Grass Dock. Island. Chip- pawa. Wins Dam. Prospect Point. Residual of dis- charge as shown by weirs. Suspen- sion Bridge, i ■WTiirl- pool. I90S< July 19. . Jub^ », , . July 21... Jub-j.-... July ij... July 24. . . Julysj... Julj- !6. . . Jul>=7... .\ug. I... -JO l?350 I, Sao i.Soo I. $00 i>JSO 1.750 s. TOO X..600 X.I03 J50 I-iSO I.Soo j.Soo I.Soo 1.750 1.750 1,700 X.600 2. ICO Fftl. 573-30 575- 1= 57S. 15 575. -S 573.05 75=. SS 573.03 575.01 573. '6 573. 10 + U + M -)-I2 +u +15 +15 +15 +.9 +16 +17 +1 +6 +3 +4 +4 +6 + 7 +3 +3 +36 +39 +40 +19 +22 +S3 +3S +3S +40 +4= +3S +35 +35 +2S +21 +20 +21 + 20 -f20 + 16 + 16 +16 +16 + 15 +12 + 19 +7 +S +S +5 +5 +5 +4 +4 +4 +5 —I.Soo — 300 o - Soo —1. 300 — 1. 000 - Soo — TOO — I. 100 —1.500 Means (10 days) ■ \ i>&»o 573.105 +3.S \ +3S-4 +23.1 +17. 1 4-5.5 —920 + 1,100 O + 100 4- 400 + 500 + 700 — 200 +370 Decreasein diversion. Decrease in total Rise at river ganses during shutdown. ri\-er discharge ' during shutdown. Austin Street. Schlossers Dock. Grass Island. Chip- pa wa. "^Tng Dam. P^'P«t ^4^- -S^-hirl- P""'- BriSe. ^■ 6. 3ie 2.S 6.S 22. J Fevt. ".7 Fie!. 3- 7 Fee*, i.i Cubic fttl. CtMcfttl. 950 1 340 600 River gauges.- A (+) residual indicates that the river is higher than its normal height for the corresponding lake stage: A (— ) residual indi- cates that the ri\-er is lower than its normal height for the correspondins Lake stage. ResiduiUs of discharge are in cubic feet per second. -\ (4-) residu.al indicates that the flow in the river is greater than normal for the corre- sponding height of Lake Erie. .\ (— ) residu.^ indicates that the reverse is true. Diversions refer to those on Americim side only. That of the Ontario Power Co, was pracdcallj- constant for this period. It will be noticed that Lake Erie at Buffalo was at elevation 573.32 during the 10 days of diver- sion and 573.10 during the shutdown, making the lake 0.22 foot low for the latter period. This difference in level, however, does not produce any error in the results because it is eliminated by reducing to a common lake-level plane. For each day the elevation of the water surface for that day's level of Lake Erie at Buff;ilo is computed for each gauge by its equation of equivalent river heights. If the Chippawa gaug:e on July 14 shows o.oS foot higher than its computed height, a plus residual (-f S) is set down. If on July 20 the river at Chippawa is shown by the gauge to be 0.22 foot higher than its computed height, a plus residual (-)-22) is set do^-n. The excess of the residual during this one day of shutdowai over that of this day of di\-ersion (22 — S) shows that for exactly the s;ime lake stage the river for the shutdown day is 0.14 foot high, and that is the e\-idence of these two days as to the effect of the shutdown. The mean residual during the di^-ersion da%-s subtracted algebraically from tlie mean residual during the shutdown shows, if plus, the rise, and if minus, the lowering due to the shutdowai. The equations of eqxmTilent ri\-er height by which these residuals are deriA-ed are ver}- exact, but if any smaU constant error should exist in them it is eliminated by the subtraction. As, however, any error in the ratio of change at the river gauges for a unit change of Lake Erie at Buffalo is not eliminated by subtraction, some discussion is needed to indicate how large it may be. PRESERVATION OF NIAGARA FALLS. 4 1 A gauge was maintained at Grass Island in 1903, and the equation resulting from the observa- tions was — Grass Island (1903) = 560.826 + 0.543/1 "(3) in which h is the water-surface elevation of Lake Erie at Buffalo above 570. The ratio of river change to lake change is 0.543. In 1907 a gauge at the same place showed — Grass Island (1907) = 560.528-1- 0.555/1 (4) For Lake Erie at stage 573 this gives the water surface at Grass Island as follows: ^903 562-455 i9°7 562. 193 This shows a lowering between 1903 and 1907 of 0.262, or a little over 3 inches. This lowering is mainly due to the removal of the temporary diverting dam of the Ontario Co., the use of water by that company, and some increased diversions on the American side. The ratios, however, in the two equations, 1903, 0.543, and 1907, 0.555, differ by but 0.012 foot, or one-eighth inch, for a change of a foot at Buffalo. A combination of the 1903 and 1907 observations gives a ratio of 0.556, or roundly 0.56, which has been used in the reductions and in this report. As the Chippawa gauge is just across the river in the same pool, its equations are of interest in relation to the ratio of change. The 1906 gauge at Chippawa gives — Chippawa (1906) = 561. 240+ 0.549/1 (5) No separate equation is derived for the 1907 observations, but for the observations of 1906 and 1907 combined the following equation results: Chippawa (1906-7) = 561.2284-0.557/1 (6) For Lake Erie at 573 these equations give: Chippawa (1906) 562.887 Chippawa (1906-7) 562. 899 The ratio, 0.56, identical with that at Grass Island, has been used in the reductions and in this report. The four derived ratios summarized are : Grass Island (1903) o 543 Grass Island (1907) cec Chippawa (1906) , j^p Chippawa (1906-7) --- There seems little doubt about the propriety of the ratio 0.56, representing as it does the later conditions. However, if 0.50 were the proper ratio instead of 0.56, the error entering into the results in this pool during the shutdown would not exceed (0.22 X 0.06), or 0.013 foot. The 1906 observations gave for the Willow Island gauge at the head of the American Channel a ratio of 0.422, and the 1907 observations for wing dam a little farther downstream give 0.412. In the Whirlpool the following variations of ratio are shown : 1906 2.478 1907 2.482 1906-7 ._ 2. 458 and the ratio used in reductions is 2.47. For Suspension Bridge the range of ratios is greater : 1906 2. 285 ^9°7 2.375 1906-7 2.286 and 2.29 was accepted as the proper ratio. At Austin Street, Black Rock, the observations show ratios as follows : 1903 0.830 1907 802 1899, 1900, 1903, 1907 821 and 0.82 is accepted as correct. 42 PRESERVATION OF NIAGARA FALLS. The ratios at Prospect Point, Terrapin Point, and at the Canadian end of the Horseshoe Fall are Hkely to have errors as great as 5 per cent or more of their values, because the ratios depend on the records of a few months only. Table 40. — Comparison of daily mean water-surface elevations observed and computed. Date. igo8. July 13 July 14 July IS July 16 July 17 July 18 July 19 1 July 20 ^ July 21 ^ July 22 ^ . . . ; July 23' July 24 1 July 25 > July 26 ' July 27' July 28 2 July 29^ July 30 2 July 31 - Aug. 1 1 Aug. 2 1 Aug. 3 Aug. 4 Aug. 5 Aug. 6 Buffalo. Feet. 573- 26 573- 28 573- 25 573- 13 573-68 573.51 573-30 573-12 573- 15 573- 25 573-05 572.88 573-03 573-01 573- 16 573- 16 573-11 573- iS 573-17 572-94 573- 10 573- 12 573- 23 573-32 573-40 Austin street. Observed. Feet. 567.98 568. 03 568. 04 567- 92 568. 30 568. 22 568. 08 567- 92 567. 94 56S. 04 567- 89 567- 75 567-87 567. 89 567. 98 567-97 567-95 567-97 567.98 567- 76 567-95 567. go 568. 02 568. 19 568. 13 Computed, Feet 567. 567 567' 567 568. 568. 567. 567, 567 567 567 567 567 567. 567. 567. 567 567 567 567. 567. 567- 567. 567 568. River high. + 7 + 11 + 14 + 12 + 5 -fll + 14 + 13 ■ +12 + 14 + 15 + 15 + 15 + 19 + 16 + 15 + 17 + 15 + 15 + 12 + 17 + 11 + 17 + 23 Schlossers Dock. Observed. Feet. 564. 16 564- IS 564. 16 564- 09 364.36 564-35 564- 27 564- 16 564. 17 564- 25 564- IS 564. 04 564. II 564- 14 564- 19 564- 17 564- 13 564- 14 564- 13 563-99 564-17 564. 10 364- 18 564- 32 564. 23 Computed Feet. 564. 20 564. 22 564- 23 564. 16 564-41 564-37 564- 27 564- 14 564. II 564. 22 564. II 564.00 564- 05 564- 07 564. 16 564- IS 564. 14 564- 15 564- 17 564. 01 564. 14 564. 10 564. 17 564. 29 564- 25 River high. — 7 -7 -7 -s — 2 ±0 + 2 +6 +3 +4 +4 +6 + 7 +3 +2 — I — I -4 — 2 +3 ±0 + 1 +3 — 2 Chippawa. Observed. Feet. 563- 12 563. 12 563- 14 563-05 563- 28 563-32 563-28 563- 19 563. 18 563- 14 563- 16 563- 20 563- IS 563- II 563- 12 563. 12 562.98 563- 18 563.08 563- IS 563. 26 563. 18 Computed. Feet 563 563 563 562 563 563 563 562 562 563 562 562. 562. 562 362 562 562 562 563 562 562 562 563 563 S63 River high. + 9 + 8 + 8 + 6 + 5 + 13 + 19 + 22 +23 +25 +25 + 21 + 17 + 14 + 14 + 12 + 13 + 20 + 15 + 15 + 15 +10 Date. Buffalo. Grass Island. Observed. Computed, River high. Wing dam. Observed. Computed. River high. Prospect Point. Observed. Computed. River high. 1908. July 13 July 14 July 15 July 16 ." July 17 July 18 July 19 I July 20 1 July 21 1 July 22 1 July 23' July 24 1 July 25' July 26 I July 27' July 28 « July 292 July 30 2 July 31 » Aug. 1 1 Aug. 2 I Aug. 3 Aug. 4 Aug. s Aug. 6 Feet. 573- 26 573-28 573- 25 573- 13 573-68 573-51 573-30 S73-I2 573- 15 573- 25 573- OS 572-88 573- 03 573-01 573- 16 573- 16 573- II 573- 16 573-17 572-94 573- 10 573- 12 573- 23 573-32 573-40 Feet. 562.46 562. 65 562. 62 562. 75 562. 6s 562. 64 562.62 562. 52 562. 59 562.62 562.66 562.49 562.46 562.4s 562.44 562.32 562. 62 562.42 562. 48 562. S9 562. 50 Feet. 562.33 562.34 562.3s 562. 29 362.52 562.48 S62.39 562.26 562. 24 562.34 562. 24 562. 14 562. 19 562. 20 562. 28 562. 28 562. 26 562. 28 562.30 562. 14 562. 27 562. 23 562. 29 562.40 562.37 + 13 Feet. 558.47 558.46 558- 46 + 13 + 14 +36 +39 +40 +38 +38 +40 +42 +38 + 21 + 20 + 17 + 14 + 18 +35 + 19 + 19 + 19 + 13 SS8- 59 558- 58 558- 58 558.48 558-46 SS8. so 558.42 SS8.34 558.38 558.38 558.41 558.37 558-37 558-39 558. 40 558-31 558-47 558.39 558.44 Feet. 558.32 558.33 558.34 558. 29 558.47 558.44 SS8.37 558. 28 558. 26 558.34 558- 26 558- 18 558- 22 558- 23 558- 29 558- 29 558- 28 558- 29 558- 30 558- 19 558-28 558- 25 558- 30 558-38 558-36 + 15 + 13 + 12 + 14 + 21 + 20 + 20 + 16 + 16 + 16 + 16 + 15 + 12 +08 + 09 + 10 + 10 + 12 + 19 + 14 + 14 512-93 512.98 512-97 512.97 512.95 512.94 512-94 512.91 512.89 512.89 512.90 512-91 512.90 512.90 512.91 512.91 512.88 512-93 512.90 512.92 512-94 512-92 Feet. 512.88 512.89 512.89 512.88 512-93 512. 92 512.90 512.87 S12.86 512.89 513.86 SI2.84 512-85 512.86 512.87 512.87 512. 87 512.87 513.88 512.84 512. 87 512.86 512.88 512.90 512.89 +5 +5 + 5 + 7 +8 +8 +5 +3 +S +4 +4 +4 +3 +3 +4 +3 +4 +5 +4 +4 +4 +3 1 Shutdown. * Partial shutdown. PRESERVATION OF NIAGARA FALLS. 43 The residuals of Tables 39 and 40, therefore, in the conversion processes necessary to make the results comparable, have not been subjected to distortion. The mean decrease in the diversion in the two lo-day periods compared was 6,210 cubic feet per second. The first effect of this was to add that much water to the flow over the Rapids, and this required a rise in the Chippawa-Grass Island pool of 0.117 foot as shown at Chippawa; this backed up the river so as to cause a rise at Austin Street, Black Rock, of 0.028 ; and this in turn lessened the outflow from Lake Erie, as indicated by the gauges at Suspension Bridge and in the Whirlpool by 600 cubic feet per second. The final outcome was that the change in flow over the Rapids was 6,210 less 600, or roundly 5,600, and the bulk of this went over the main rapids. At the same time, the Electrical Development Co. and the Canadian Niagara Falls Co. assuming a part of the burden laid down by the Niagara Falls Power Co. which had shut down, took from the main rapids perhaps 1,000 cubic feet, giving a probable excess flow over these rapids and the Horseshoe Fall of only 4,500 cubic feet per second. In order, therefore, to derive the final effect of a diversion of 10,000 cubic feet 'm the American canals, the difference in the residuals shown in the summary must be multipHed by 10000/5600, or by 1.79. The effects of 10,000 cubic feet so diverted are given in the discussion in specific chapters. The agreement of the residuals from day to day is sufhcient warrant that heavy rainfalls or windstorms did not interfere with the essential fairness of the test; but to make the evidence com- plete, the following abstracts furnished by the weather observer at Buffalo, Mr. D. Cuthbertson, are included in this report. Table; 41. — Weather conditions, igo8. July 13, partly cloudy. July 14, partly cloudy . July 15, partly cloudy. July 16, clear July 17, cloudy July 18, cloudy Aug, 3, partly cloudy. . Aug. 4, partly cloudy. . Aug. 5, cloudy Aug. 6, partly cloudy. . Total. Mean. July 19, cloudy July 20, partly cloudy . July 21, cloudy July 22, clear July 23. clear July 24. cloudy July 25. partly cloudy. July 26, clear July 27, clear Aug. 2, clear Total. Mean. Differences. DURING DIVERSION. DURING SHUTDOWN. Wind. Direction from which blows. SW. SW. NW. SW. S. & SW. W. & SW. SW. SW. SW. SW. SW. NE. N. N. SW. NE. E. E. E. NE. N. N.& E. Velocity (miles per hour). 9.0 II. o 16.0 8.0 20.0 16.0 10. o 17.0 18.0 17.0 7.0 7.0 5.0 9.0 8.0 14.0 9.0 9.0 8.0 9.0 8.5 Precipi- tation (inches). 0.41 .09 -00 .00 1.02 .92 .00 Trace. .77 Trace. .00 .04 .07 Barometer. 29- 13 29.09 29. 20 29.32 28.94 28.86 29. iS 29.06 28.94 29.02 29.13 29.32 29. 20 29. 28 29.38 29.40 29.39 29.36 29. 28 29.18 44 PRESERVATION OF NIAGARA FALLS The fact that Lake Erie, with its 240 miles of length, was but 0.22 foot higher during the lo-day period of diversion than during the shutdown indicates the small effect of the southwest wind, with its higher velocity, as opposed to the north and east winds of the shutdown period. The precipitation, except as it might cause a slight rise in Chippawa Creek, is of little moment. The high precipitation of July 17 and 18, during diversion, was probably still running off on the 19th and 20th, and therefore affected both periods, and its influence is largely eliminated by subtraction. Note. — In Appendix 3, the following tabulations of data are given: Table 42. — Volume of river flow by three weirs. Table 43. — Variation at different gauges. Table 44. — Flow in power canal for shutdo\\Ti periods. Table 45. — Flow in hydraulic canal for shutdown periods. Table 46. — Water-surface elevations at various gauges dxu-ing shutdown period. Chapter IX. EFFECT ON LAKE ERIE. If the diversions of water at Niagara Falls for power purposes have the effect of draining Lake Erie to a lower level, navigation interests are correspondingly injured. The freighters of the Lakes load to the limit of existing depths, and every inch of draft lost by reason of shallower harbors or channels means to each large freighter a loss of over 80 tons in carrying capacity each trip. As the movement of freight on the Lakes has reached an aggregate of over 75,000,000 tons a year, and as 84 per cent of this traverses Lake Erie, any interference with the surface level of this lake is a matter of vital concern to commerce. Furthermore, the surface levels of the Detroit River and Lake St. Clair, critical Unks in the lake commerce, are immediately, and those of the St. Clair River, Lakes Michigan and Huron, and St. Marys River to the locks at Sault Ste. Marie are, in a measure, dependent on Lake Erie level. It has been estimated that Lakes Michigan and Huron will be lowered 4 inches by a lowering of i foot on Lake Erie. While compensating works to regulate the outflow of Lake Erie into the Niagara River have been proposed, they have not been constructed, and deductions must therefore take the conditions as they exist. It is fortunate that the solution of the problem whether Lake Erie has been or is Ukely to be low- ered by the increase in the diversions in the Niagara River above the first cascades, since the exten- sive hydraulic measurements of the Lake Survey in 1898- 1900, is exceedingly simple and, within narrow limits, conclusive. In the eight years that have elapsed since the original measurements, the diversions have increased roundly 7,000 cubic feet per second, but so far as the level of Lake Erie is concerned, the precise figure of this increase is irrelevant, because other artificial changes in the river during this period compUcate the result. The test of the level of Lake Erie may appear difficult because of the constantly varying surface height. Variations in the rainfall and evaporation, in the inflow of tributary rivers, and in the out- flow of the Niagara River, present such complex conditions as to render futile any analysis of these elements ser\'ing to account for the precise existing elevation. Prior to 1906, there was known no law connecting the level of Lake Erie vrith that of fluctuating water surfaces elsewhere, thereby reciprocally serving to test the height of the lake and to determine the presence or absence of effects due to definitely established causes. Lakes Huron or Ontario might seem to serve such use, but fixed relations between the surface levels of these lakes and that of Lake Erie are not definite enough, and both Lake Huron and Lake Ontario have been influenced by artificial changes that have interfered with the natural relation of their heights to that of Lake Erie. The Chicago Drainage Canal has lowered Lake Huron by an amount differing slightly from the lower- ing of Lake Erie, and the Gut Dam at the Galop Rapids of the St. Lawrence River, built in 1903, has raised Lake Ontario about half a foot, which more than offsets the present effect of the Chicago Canal. It follows that any determination of what ought to be the level of Lake Erie based on the level of Lake Huron or of Lake Ontario is likely to be widely in error. PRESERVATION OF NIAGARA FAI^LS. 45 Since 1906, however, the law connecting the level of Lake Erie with the levels of the surface of the Niagara River at fixed locations in the Upper Gorge pool at Suspension Bridge and in the Whirlpool has been determined. These are the points occupied by the self -registering water gauges in 1906, 1907, and 1908. Whenever the mean water-surface elevations for a lo-day period are known at these two points, the proper elevation of Lake Erie now becomes known. (See pi. 3.) These two river gauges serve to determine the effect of any change occurring after 1906, but for changes prior to 1906 rehance is placed on the relation established in 1 898-1 900 between Lake Erie level and the volume of river flow. Thus, in this earlier work it was found that when Lake Erie is at elevation 573, at the Buffalo water gauge, the river flow on the International Bridge section was 218,460 cubic feet per second, and as long as the river regimen is not changed this relation of lake level and volume of flow must remain true; and it follows, conversely, that when the flow is 218,460 the lake should be at elevation 573. The work of 1 898-1 900 measured both the lake level and the volume of flow, and determined the relation known as the law of discharge. The work of 1907 measured the volume of flow and derived by means of the law of discharge the proper lake elevation. The actual elevation, as shown simultaneously by the water gauge, was then compared with the derived elevation. If the derived elevation is the same as the actual elevation shown by the water gauge, the lake is precisely where it should be, so far as Niagara River conditions affect its level, and no additional tendency to lower is present in the rate of outflow. If, however, in 1907 and 1908, the height of the lake as registered by the Buffalo water gauge is lower than the height computed from the volume of discharge, the facility of outflow has been increased and the lake has lowered, or will lower, by an amount which is the difference between the observed actual level of the lake and the computed level. On the other hand, if the Buffalo gauge shows the lake actually above the height computed from the discharge measurements, the outflow of the lake has been retarded and the lake has risen, or will rise, by an amount which is the difference between these heights. The value of this test lies in the fact that at anytime the ultimate effect on the lake of any obstruction of the river flow, or of any increase of the flow, may be immediately determined without waiting for the lake to actually impound or to release the quantity of water involved in the final completed change. This is very important, because such a change usually requires a number of years. The measurements of the discharge made in 1 907 and 1 908 for testing the lake level were at the International Bridge section, as measurements of the current velocities are easily and accurately made from the bridge floor as a platform. A full discharge measurement consisted of current-meter determinations of the velocity at the index points of 21 stations, covering the river width. At the same time, the elevations of the water surface of the lake, and of the river at the bridge, were recorded. The measuring of the water-surface elevations is very precise, even when the lake or river is rough, because wave motion is eliminated by using fixed gauge pipes or boxes into which the water is admitted through a ^-inch hole, thus securing smooth water inside. The error of the water-level measurement is therefore so small as to be negligible. The error in the velocity measurements was eliminated in the 1907-8 work as far as possible by using three different current meters, all of the same type as, and in part identical with, those of 1 898-1 900, and in detail the same methods of observation were used. The velocity coefficients derived in 1 898-99 were used without change in the 1907-8 reductions, and small errors in these coefficients are eliminated in the comparison. The cross-sectional areas derived in 1899 were also used in the reductions of the 1907-8 work (except in span 2), and any errors in the original areas are thus likewise eliminated in the comparison. In fact, so far as the rederivation of the lake level is concerned, it makes little difference how much error existed in the original cross-sectional areas and velocity coefiScients, since these same areas and coefficients are used in both reductions. If, however, the cross-sectional area has changed since the original work, corrections must be made for that change. In the case of the bridge section, the bottom is of bedrock toward the Canadian shore and of stable material well toward the American side, except in spans i and 2 where the bottom is sand. These spans were resounded in 1908, and the first was found unchanged, while the second had scoured about 2 feet. This was caused by the removal 46 PRESERVATION OF NIAGARA FALLS. of a gravel shoal a short distance up the river, which permitted an increase in the current velocity. The increased depth in span 2 is corrected for in the results shown in this report. To ascertain whether scour was present in the swiftest water, spans 3 and 4 were resounded and found unchanged. The bottom in all other spans is of such stable material as to preclude any appre- ciable scour. To determine the condition of Lake Erie as affected by changes in the Niagara River, 40 meas- urements of the discharge were made during October and November, 1907; 22 measurements were made between June and July, 1908, and 22 more in July and August, 1908. (See Table 47.) Table 47. — Elevation of Lake Erie derived from discharge of Niagara River, International Bridge, Buffalo, N. Y. Number. 13- 14- IS- 16. ij- tS. 19. 23- 24. =3- 26. 27- 2S. 29. 30- 31- 32- 33- 34- 35- 36. 37- 38- 39. 40. 41. 42- 43- 44. 45. Date. 1907. Oct. 21 Oct. 22 ...do ...do Oct. 23 ...do ...do.... Oct. 24 ...do ...do ...do Oct. 2S ...do.... ...do.... Oct. 26 ...do ...do -..do Oct. 28 ...do ...do ...do Oct. 29 ...do.... ...do...- Oct 30 Oct- 31 ..do.-- ..do... Nov. ..do... ..do... ..do... Nov. ..do... ..do... Nov. , ..do... ..do... ..do... June 26 June 27 ..do.... ..do.... June 29 Wind. Direction. SW. SW. SW. NW. NW. NW. NW. NW. SW. SW. NW. NW. NWr. NE. NE. NW. NW. NW. NW. NW^. NW. NW. NE. NW. SE. SE. SE. S. S. S. S. S. W- W. w. SW. SE. SW. w. w. w. Esd- mated velocity (miles). 30-20 6 6 Change of Lake level durini: measurement. Rise (feet). Fall (feet). 0.13 .00 .07 .41 .26 .01 .02 .04 .16 . II .07 .38 .01 .00 ■07 .04 .14 .24 -32 .oS .23 .26 .01 •03 . 10 •IS Fall Lake Erie to bridge (feet). 4-9S 4-94 S-03 4-93 4.71 4-75 4.86 4-93 4-85 4.84 4.84 4-58 4-71 4--S 4- 87 4. 86 4.65 4. 60 4.61 4- SI 4.69 4.90 4-92 4-76 4-74 4-85 4-84 4.81 4.67 4-S7 4.81 4-77 4.78 S-04 4-99 4.80 S-OI 4.85 4-79 4-94 4.96 S-I7 5-23 5.20 4-90 Meter U S. Lake Survey, 2B 2B 4A iB iB iB 2B iB 2B 2B iB iB 2B 2B 2B iB iB 2B 2B iB iB iB iB 2B 2B 2B 2B 2B 2B 46A 46A 46A 46A 46A 46A 46A 46.^ 46A 46A 46A 14B I 14B I iB I iB I iB I Discharge (cubic feet per second). 224,070 225,850 235,600 225,700 202,510 202,870 211,320 212,030 215, 140 209, 230 207, 170 205,550 19S, 900 207, 120 205.470 208,220 196,450 190, 050 208,370 196, 210 204, 220 211,430 213.770 210,540 212,070 212,380 214,080 208, 650 201,650 208, 330 211, oSo 210, 220 209, 780 219,360 216,660 207,810 224, 720 213. 3S0 213,230 218, 840 225, 820 219, 030 229, 760 227,780 225,460 Lake Erie elevation (feet). Computed. 5 573' 573 573' 572. 57=' 572 572. 5' 572. S72. 572 572' 572. 572. 572. S7I S7I' S72. 571' S72. 572. S72. 572. 572. S72. 572. 572. S72. 572. S72. 572 S72 S73 572 572 573 S72 572 573 573 573 573 S73 S73 572. 573. 573. 573. 572. 572. S72. 572 572 572 572 S72. 572. S72 572. S72. 572. 571. 572. 572. 572. 572. 572. 572. 572. 572. 572. 572. 572. 572. S72. 572. 572. S72. 572. 572. 573- 572. 572- 572- S73- S73. 573- 573. 573. Difference (feet). Lake, high. 0.04 .16 •17 .25 .06 .09 Lake, low. .06 .04 ■27 •03 .06 •OS •OS •IS .04 .04 .00 .00 -14 .28 •35 .16 .03 . 21 .26 -23 -08 .OS .28 .05 .07 .23 .06 PRESERVATION OF NIAGARA FALLS. 47 Table 47. — Elevation of Lake Erie derived from dtsctiarge of Niagara River, International Bridge, Buffalo, N. Y — Con. Number. Wind. I Change of Lake level during measurement. Esti- mated velocity (miles). Rise (feet). Fall (feet). FaU Lake Erie to bridge (feet). Meter U.S. Lake Survey. Discharge (cubic feet per second). Lake Erie elevation (feet). Computed. Observed. Difference (feet). Lake, high. Lake, low. 1907. June 29 June 30 ...do... ...do... ..do... July ..do... ...do... ..do... July I ...do... ...do... ...do... July ...do... July ; ...do... ...do... ...do... July 10 ...do ...do ...da July 16 ...do July 18 ...do July 20 ...do.. ...do.. July : ...do.. ...do.. July 22 ...do... ...do... ...do... July 2 ...do... ...do... ...do... July 2 ...do... ...do... ...do... July 25 ...do... ...do... July 27 ...do, July 29 ...do July 30 ...do.. ...do.. July 31 SW. SW. SW. SW. SW. E. NE. NE. NE. SW. SW. SW. SW. SW. SW. NW. NW. NW. SW. SW. SW. SW. SW. SW. SW. SW. SW. NW. SW. NW. NW. NW. SW. SW. SW. NW. NW. NW. NE. NE. NE. NE. NE. NE. NE. NE. NE. NE. SW. SW. SW. SW. SW. SW. 7-20 8 7-12 IS ID 5 6-2S IS 20-7 IS 12 10 15 iS 18 38 38 10 25-40 6 6 6 6 s-is S 10 •15 .08 .16 .14 .07 .18 .06 .03 .06 .06 .09 .26 .14 • OS .04 .16 .06 •13 .06 .06 .14 •IS • iS -14 •IS ■13 •OS • OS • 06 • 06 iB I 14B I 14B I iB I iB I 14B 4 14B 4 iB I iB I 14B 4 14B 4 iB 1 iB I 14B 4 14B 4 isB I 15B I 15B 1 15B I iB I iB I isB 3 15B 3 iB 8 iB 8 iB 8 iB 8 14B 7 14B 7 iB 8 14B 7 14B 7 14B 7 14B 7 iB S iB 8 iB 8 iB 8 iB 8 iB 8 iB 8 14B 7 14B 7 iB 8 iB 8 14B 7 14B 7 iB 8 iB 8 iB 8 14B 7 14B 7 14B 7 14B 7 iB 8 iB 8 227,050 239.770 236, 73° 221,500 219,980 213,620 21S, 670 208,410 211,690 230, 740 220,380 220, 590 217,380 222, 100 230, 400 239,400 224,320 231,060 229,470 223,380 220,520 230, 220 222,770 229, 180 231.750 234.300 221,470 223, 100 222,480 222,340 216,400 213.930 215,200 228, 150 231,250 224, 090 226, 7S0 221,610 221,950 222,880 222,660 213, 120 208, 520 216,060 212,990 220,410 218,340 225,010 221, 150 216,700 221,010 226,680 224, 840 221, 770 226,800 227,870 573 573 S73 573 573 572 S73 S72. 572 573 373 S73 572 573 573 573 573 S73' S73 573' 573 573 573 373 573 573 S73 573 573 573 572 572. 572 573 573 573 573 S73 573 573 573 S72. 572. 572. 572. 573 573 573 573 572 573 573 573 573 573 573 573 S73 573 573 573 572. 572. 572 572 573' 573' S73 573 573 573' 573 S73 S73. 573' 573' 573 S73 S73 573 573 573 S73 573 573 573 573 572. 573 S73 573 573 573' 573 573 573 573 572 572 572. 572 573 573' 573' 573' 573 573' 573' 573' 573' 573' 573' •IS • 19 .09 .18 .05 .14 .17 .14 .08 .08 .03 .19 .08 48 PRESERVATION OP NIAGAItA. FALl^. Table 47. — ETevation of Lake Erie derived from discharge of Niagara River, International Bridge, Buffalo, N . Y. — Con. Date. Wind. Change of Lake level durin,s: measiu-ement. FaU Lake Erie to bridge (feet). Meter U.S. Lake Survey. Discharge (cubic feet per second). Lake Erie elevation (feet). Difference (feet). Number. Direction. Esti- mated velocity (miles). Rise (feet). Fall (feet). Computed. Observed. Lake, high. Lake, low. a b c d e / c k i k I m n 1907. July 31 ...do ...do Aug. I ...do Aug. 4 ...do ...do .;.do Aug. s ...do ...do ...do Aug. 6 ...do ...do ...do NW. NW. NW. NE. NE. SW. sw. SW. sw. sw. sw. sw. sw. sw. sw. sw. sw. IS 15 IS 10 18 IS '^ IS « 8 8 3S 20 SO 20 30 ao .00 .04 .12 .26 .04 .09 •17 .14 .64 .02 •2S •30 .c6 .00 .29 .05 •03 .oS .00 .01 .01 .23 .07 • 03 •OS .06 .48 .80 •47 .02 .69 •03 .26 4. Si 4-74 4^78 4.90 5.10 4-79 4.82 4-76 4.71 4.98 5- 06 S-os 5^o2 4. 86 4^7l 4.67 iB S iB S iB S 14B 7 14B 7 14B 7 14B 7 iB 8 iB 8 iB 8 iB 8 14B 7 14B 7 14B 7 14B 7 iB 8 222,820 223,320 226,370 212,960 221,310 220,370 218,710 227,110 225,180 234> 750 237,330 234,570 238,630 233,020 225,050 213,850 217,220 S73- 20 S73- 22 S73-3S 572. 74 S73-I3 573-09 S73-02 573-39 S73-3I 573- 72 573-83 573- 71 573^89 373-64 573-30 S72. 78 S72- 94 573 S73 572 S73 573 573 573 S72 573 573 573 S73 573 S73 572 573 08 II 67 07 18 18 06 98 39 61 77 88 S6 27 94 .14 ■24 • 07 .06 To6 .09 .16 rnS 109 •33 •33 •33 "3 114 "5 tt6 .06 • oS •03 .16 .09 ttS 4.77 iB S - The following results were obtained from these 84 measurements of the flow: Table 48. — Level of Lake Erie from discharge measurements . Date. Niunber of measure- ments. Mean lake ele- vation. Mean fall. Results. 1907, Oct. 21 to Nov. 4 1908, June 26 to July 8 July S to -\ug. 6 1 1907-S 573-33 573-35 4- 81 5-02 4.94 84 Lake 0.03 foot low. Lake 0.07 foot high. Lake 0.07 foot low. Lake o.oi foot low. I Not including dates of shutdown. The lake shows a little high in the first group, a little low in the second, and a little high again in the third; and this alternation indicates the error of the determination rather than any change in conditions. The mean shows the lake one one-hundredth of a foot low, which means that no appreciable influence was in operation in the river in 1907-8 to change the level of Lake Erie from that which it had in 1 898-1 900. The probable reason that no lowering appears is that the diverters and water wall of the Ontario Co. below Chippawa, begun in 1902 and occupying a portion of the river charmel, have ser^^ed partially to neutralize any increase in diversion on the American side since 1900. Any uncompensated increase over the diversions in force at the times of these last determinations of lake level, however, will tend to lower Lake Erie. At the time of the shutdown of July-August, 1908, a decrease in the diversion of 6,210 cubic feet per second on the American side decreased the normal outflow of Lake Erie, as shown by the weirs at Suspension Bridge and the Whirlpool, by 600 cubic feet per second. The ratio of increased PRESERVATION OP NIAGARA FAI^I^S. 49 diversion to increased outflow was thus established as nearly 10 to i. This ratio shows roundly that each i ,000 cubic feet diverted at Niagara Falls above the uppermost cascades causes an increase of 100 cubic feet in the outflow from Lake Erie; and Lake Erie will consequently be lowered one-tenth of a foot by a diversion of 22,400 cubic feet per second in the Grass Island-Chippawa pool at the Falls, I inch by a diversion of 18,700 cubic feet, and five-eighths of an inch by a diversion of 10,000 cubic feet. Had the works of the Ontario Co. offered no compensating effect, Lake Erie would have been lowered between 1899 and 1908 less than half an inch by existing diversions at the Falls. The diversions of the Electrical Development Co. and the Canadian Niagara Falls Power Co. can have no influence whatever on the river above the uppermost cascades, or on Lake Erie. While the measurements of the Lake Survey have shown with certainty that changes in outflow of the Niagara River have had no appreciable effect toward lowering Lake Erie in the past 10 years, it is equally certain that Lake Erie has already been lowered 3 to 4 inches by reason of the diversion of water tributary to the Niagara River, through the Chicago, Welland, and Erie Canals. In discussing the injurious effects of diversions at the Falls on Lake Erie and on the Niagara River as navigable waters of the United States and upon the scenic grandeur of Niagara Falls, other diversions of the water of the Great Lakes naturally tributary to the Niagara River need consideration also, as the final injurious effect is the summation of all. Niagara Falls and Chicago are so far apart that the reason why water taken from Lake Michigan at the latter place should have any effect on the river levels in the former place may not appear entirely clear. The assurance that this is so, however, arises from the fact that only a certain volume of surplus water, whose average is permanently fixed, is supplied by the rain and snow fall on the drainage area of the Great Lakes above Niagara Falls, and that all of this fixed quantity of surplus water originally had its outlet in the Niagara River. It is therefore very clear that when artificial canals take a part of this limited quantity of surplus water, the Niagara can not get a full supply. During the months in which the resen^e water of the lake is in process of reduction, while the lake is lowering from its natural stage to its artificial stage, the outflow is in excess of the surplus water. Finally, the lake reaches a lower level where the reduction in the outflow of the Niagara River equals the volume of the outflow in the canals. As the lake lowers, the outflow is reduced at the rate of 1,867 cubic feet per second per inch lost in lake level. It follows that when the river outflow has been reduced 7,467 cubic feet per second, the approximate volume passing through the canal outlets, the lake has fallen to a level, 7,467 divided by 1,867, or 4 inches below its natural stage. The relation of lake level to river flow has been determined by years of careful measurements and the change in flow per unit of change in lake level (1,867 P^r inch, or 22,400 per foot) is posi- tively known to within i to 2 per cent. If, however, the error in this increment of flow were as large as 5 per cent, the change in the lake level would be one-fifth of an inch more than 4 inches, or one-fifth of an inch less than 4 inches. NoTS. — In Appendix 4 are given Tables 49 to 56, inclusive, showing the current-meter ratings of 1907 and igo8. Chapter X. EFFECT ON NIAGARA RIVER ABOVE THE UPPER RAPIDS. The Niagara River may be regarded as navigable as far as Port Day on the American side, and Chippawa on the Canadian side; but while Chippawa is at the mouth of the Welland River, and is an entrance to the Welland Canal, no very considerable navigation exists there; nor on the American side below Tonawanda. The influence of diversions at Niagara Falls above the uppermost cascades is to lower the surface level of the river, with a maximum amount at Grass Island and Chippawa, diminishing gradually to Lake Erie. The slope observations of 1903, 1906, and 1907 show a lowering of 0.25 foot, or 3 inches, in the river at Chippawa and Grass Island, due to a diminished flow of 10,000 cubic second-feet. The 7821°— S. Doc. 105, 62-1 5 50 PRESERVATION OP NIAGARA FALLS. lowering in the level of Lake Erie at Buffalo, which causes this lessening in the outflow of 10,000 cubic feet, is 0.446 foot, and the ratio of the water surface movements when subjected to change in flow is therefore 25 to 44.6 or 0.56 foot in the river at Chippawa, caused by a lowering of i foot in Lake Erie. This ratio is limited, however, and the converse is not true, because a lowering of 0.56 foot at Chippawa, which might be caused by \\-ater diversions at the Falls, would by no means lower Lake Eric i foot, but only o.i foot, as shown in the previous chapter. Prior to the shutdown of Jnly-August, 190S, many months of water-gauge records had shown this movenient of a foot in the lake (which altered the flow 22,400 cubic feet per second) to change the surt'ace level at Chippawa, as has been already stated, 0.56 foot. Chippawa, Grass Island, and Port Day are all close to the second weir which governs the ri\er height and the outflow at this point, and it makes little dilTerence what causes the abstraction of the water; whether it is because Chicago Drainage Canal is diverting into the ^lississippi A'alley water that naturally flows down the Niagara, whether the Welland Canal and the Erie Canal are diverting water, or whether \\ater is diverted at Tonawanda or La Salle, or at the Ontario Co's. intake, at Grass Island, or Port Day. The abstraction of water that otherwise woifld ha\"e flowed over the Rapids tends to lower the river at the head of the Rapids. As sho\\Ti in plate 3, the amoimt of water flo\ring over the Rapids determines the depth at the head of the Rapids, and when the Rapids are relieved of 10,000 cubic feet by diversion the lessened flow may be accomplished b)- a head of 0.25 foot less, and the river is therefore that much lower. There is, however, a modiflcation of this ratio of flow to lowering, gro^^^ng out of the localized effects of the diversions. \Mien the water is diverted close to the weir, the lowering cflect may be greater than that indicated by the above law. This comes from the fact that the weir itself may be rendered more efflcient for discharge by the velocities imparted to the water drawn toward the intake cimal, but passing m part over the Rapids. This appears to be the case with the diversions in the canals of the Niagara Falls Hydraulic Po\\'er & Manufacturing Co. at Port Da)', and the Niagara Falls Power Co. at Grass Island. Plate 1 1 shows the current lines to lead diagonally across the river here, because upstream from Grass Iskuid the waterway is shallow and is blocked by weeds. Because of this cross current, water is attracted toward the approach to the American Falls in such measure as to partially oft'set the loss of flow due to the lower river level. At the time of the shutdo\\ii of the Niagara Falls Power Co. in July- August, 190S, the change in the flow over the Rapids was the amount due to the return to the river of the diversion of 6,210 cubic feet per second, less 600 cubic second-feet decrease in Lake Erie outflow, or 5,610 in all. As at that rime the normal river flow was upwards of 224,000 cubic second-feet, the change in the river flow was onlv 2^2 per cent. "\Mule this is not a large quantity to predicate results upon, it is a full third of existing local diversions. (See Table 39, Ch. VIII.) The lowering at Chippawa due to this diversion was proved by the sllutdo^^^^ to be at the rate of 0.21 foot for a diversion of lo.ooo feet, or 0.04 foot (one-half inch) less than computed from the obser\-ed equivalent river heights. At Grass Island it was 0.40, or 0.15 foot more than sho^^Ti by equivalent river heights, but an excess was expected here as a localized eft'ect. At Schlossers Dock, i;'4 miles above Port Day, the lowering per 10,000 was 0.12 foot, or ij!-2 inches. At Austin Street, Black Rock, it appeared to be 0.05 foot, which is close to the proper value, correspond- ing to an increase of 1,000 cubic feet per second in outflow. No gauge ^^'as set at Tonawanda, but from proportional movements between Austin Street and Grass Island, it would appear to suffer a lowering of o.oS foot, or i inch. For the maximum diversion at Niagara FiUls authorized by the Secretary of M'ar for the power companies on the Anierican side, 15,100 cubic feet, the following lowerings are indicated: Foot. Lake Erie o. 07 Niasr.ir.i River at — ■ Black Rock oS Tonawanda X3 Schlossers iS Chippawa 32 Grass Island and Port Day 60 PRESERVATION OF NIAGARA FALLS. 5 1 One point is worthy of emphasis in the relation between the lowering at Chippawa and that at Black Rock, the latter being one-fourth of the former. This ratio is very closely corroborated by the lowering of the river between 1903 and 1907. The slope observations of 1903 were made while a diverting dam at the present intake of the Ontario Co. was under construction. (See pi. 5.) This dam extended 550 feet into the Rapids, shutting off the flow in this river section, and caused a rise of the river at Chippawa and Grass Island. In 1905 it was removed and the consumption of water began. The permanent works of the com- pany, however, still block a portion of the flow over a section of the Rapids. Between 1903 and 1907 the river therefore lowered in Grass Island-Chippawa Pool. The equations of 1903 and those of 1907 show this fall to be as follows: Foot. At Austin Street, Black Rock o. 077 At Grass Island 269 and the ratio of the change is 0.29, which is practically the same ratio indicated by the shutdown of July-August, shown above, as 8 to 32, or 0.25. The lowerings at the difi'erent river points have some injurious effect on the river regarded as a navigable way. The passage of a fixed volume of water through a river which is decreased in depth means some- what higher current velocities, but at Tonawanda the increase in velocity for 15,100 diversion at the Falls will not exceed i per cent, and this may be regarded as negligible. The constructions of the Ontario Co. appear to have raised the water enough to nearly compensate the lowering due to the added diversions on the American side since 1898; and the river as a whole, as regards interference with its navigable capacity by these diversions at the Falls, has not suffered by the loss of more than an inch in its navigable depth. But for the future, lowerings may be expected in the following amounts for each additional 10,000 cubic feet diverted at the Falls, above the uppermost cascades : Poot. Lake Erie o. 04 Niagara River at — Black Rock Tonawanda Schlossers Dock Chippawa Grass Island and Port Day In addition to these lowerings the river is already subject to lowerings due to diversions now made at Chicago, in the Welland and Erie Canals. Should these diversions above the initial weir at Buffalo reach a value of 18,700 cubic second-feet the following lowerings represent the efi'ect: Foot. Lake Erie o_ g, Niagara River at — Black Rock gg Tonawanda g - La Salle -g Black Creek j5 Chippawa .g Grass Island and Port Day .g The sum of the lowerings by additional diversions at the Falls, and by those above the initial weir at Buffalo, as indicated above, are: Foot. Lake Erie o. gy Niagara River at — Black Rock y, Tonawanda y, Chippawa gi Grass Island and Port Day gj In the absence of the regulation of the level of Lake Erie by compensating works to conserve the surplus flow, as insurance against dry years, there is every certainty that the low water of 1895 will be OS 08 12 25 52 PRESERVATION OF NIAGARA FALLS. repeated. During July, August, and September, 1895, the mean level of Lake Erie at Buffalo was 571.57. During July, August, and September of 1908, the level was approximately 573.07, or 2K feet above the stage of 1895. Should the conditions of natural supply of 1895 be repeated and superimposed on 18,700 cubic feet diversion above the river, and 20,000 in the river above the Upper Rapids weir, the accumulated lowerings, compared with stage 573.07, will be somewhat in excess of the following values: Feet. Lake Erie 3. 41 Niagara River at — Black Rock •. 2. 83 Tonawanda 2. 76 Chippawa 2. 35 Grass Island and Port Day 2. 35 If, however, compensating works are established and a surplus of water accumulated against dry seasons, no such serious lowerings v^-ill occur. During the closed season of navigation some portion of the water that passes to the ocean through the St. Lawrence River might be retained, and impounded in the Great Lakes to the betterment of na\dgation and of power interests at Niagara Falls. The impediment to outflow caused by the formation of ice does, to some extent, make the winter season a time of conservation. Lake Ontario is raised an average of 7 inches annually through ice checking the flow, and Lakes Michigan and Huron in some years nearly as much. What is now done by ice in a haphazard way should be done systematically by compensating works under engi- neering control. The na\4gable capacity of the Niagara River is shown by the above citations to be not seriously injured by such volumes of diversion as will fully supply the existing installations at Niagara Falls, except when the lowering is superimposed on the losses of depth coming from other diversions, and from periodic, seasonal, or temporary low water, as in time of storms. Chapter XL EFFECT ON RAPIDS AND FALLS. The determination of the effects of water diversion at Niagara Falls on the cataracts themselves and on the Rapids approaching them is not so exact as are the effects on the na\'igable river and the lake. The river in this Rapids reach obeys not the simple laws of water nearly at rest with a surface almost level, but the more complex laws of dynamics, due to violent motion, cascades, vortexes, and rapids, terminating in the .final plunge into the deep gorge below. The surface is rarely smooth and is seemingly lawless, except that it is impelled by gravitation downward in the channels of least resistance. Yet, despite the seeming riot and lawlessness, the law of equivalent surface heights still applies. When Lake Erie is at some particular elevation, as at 573, the amotmt of water spilled into the river, except as altered by subsequent diversions, determines the heights of the water in the Rapids and on the crests of the Falls. This means that the water surfaces at the various points in the Rapids and on the crests of the Falls are fixed by the volume of river flow. They rise and fall with Lake Erie, and these rises and falls are connected by definite laws. An infinite number of such water-surface areas exist in the Rapids, and the rise in each for a foot rise in Lake Erie must have its individual ratio. Thus, for the water surface at Prospect Point just above the crest of the American Fall, next to the main shore, the rise is o. 1 26 foot for a foot rise of Lake Erie at Buffalo, while the corresponding rise just above the crest of the Horseshoe Fall at Terrapin Point is 0.238 foot, and the rise next to the Canadian main shore, just above the crest of the Horseshoe Fall, is 0.580 foot. The additional volume of water spilled into the river by a rise of i foot at Buffalo (22,400 cubic feet per second) has, therefore, the effect of adding a layer of water over the Rapids and the crest of the Falls which is thicker in some places than others. Under these conditions, such information as water gauges can give regarding relative fluctua- tions is limited by their number. If the rate of fluctuation of one point of the Rapids is known, it is not certain that the rate is precisely the same at a point 100 feet distant. For instance, the water PRESERVATION OF NIAGARA FALLS. 53 movement near the bank just above the crest of the American Fall at Prospect Point, as has already been stated, is 0.126 foot for i foot movement at Buffalo; but it is not certain that the change at the middie af the crest is exactly the same. At one end of the Horseshoe Fall, at Terrapin Point, the ratio is 0.238, and at the other end it is 0.580; but precisely what it is at the middle of the Fall, at the deepest point, is not definitely known. At Grass Island above the American approach the ratio for a foot movement at Buffalo is 0.56; at Willow Island abreast of the head of Goat Island, in the American Channel, it is 0.42; and at Prospect Point it is 0.126. This shows descending values for the ratio. The average depth on the American Fall at an ordinary river stage is 18 inches, and the volume of flow is about 5 per cent of that of the whole river. If Lake Erie, because of diversions in inde- pendent outflows, spills 18,700 cubic feet less water into the river, the water on the crest of this Fall will be lowered o.io foot, or iK inches, an amount hardly appreciable to the eye. If, in addition, 20,000 cubic feet is diverted in the river above the uppermost cascades, the water on the crest would be' lowered 0.12 foot more— altogether less than 0.22 foot, or 2i,i inches. In seasons of extreme low water, as in 1895, the water might be lowered as much as 3K or 4 inches more, and the sum of all these lowerings, between 6 and 7 inches, is that to be expected as the result of a summer season of low water. Days do come during the spring and fall storms when, with Lake Erie at a good stage, the water is driven to the west end of the lake and the river is much depleted; but these days with temporarily lessened flow over the cataracts serve to add infinite variety to the spectacle, alternated as they are with days when westeriy gales pile up the water at Buffalo and send roaring floods over the Rapids and Falls. During November and December lower lake stages prevail and water lower still by i^ inches is probable on the crest of the American Fall. During January, February, and March ice sometimes blocks the American Channel for short periods, and it is reported that men have walked across the Rapids while an ice dam unwatered the channel. In the cold winter months ice effects give a charm that makes less important the volume of flow and add to the variety of the scenic beauty. It was found at the time of the July-August shutdown of the Niagara Falls Power Co. that the restoration of 5,600 cubic feet to the lower river raised the water at Prospect Point only 0.012 foot, or one-eighth inch. The law of equivalent river heights would indicate for this increment of flow 0.029 foot, or five-sixteenths inch. At the same time, the gauge at wing dam abreast of the head of Goat Island in the American Channel showed a rise of 0.037 foot where the equivalent height indi- cated was 0.103 foot. The corroborative testimony of these two gauges points to the fact, already noted, that the diversions of the two large American companies induce river currents diagonally toward the American shore, and that one part of the flow thus attracted leads into the power canals, while the other leads into the American Channel. The effect of this is that the depletion of flow over the American Fall, by reason of these diversions is only partial, but this is at the expense of the main channel and Horseshoe Fall. If this conclusion is correct, a diversion of 15,100 in the two American canals reduces the crest level of the American Fall only 0.032 foot, instead of 0.075 foot as indicated by equivalent river heights. It is possible, also, but not demonstrated, that the induction of river currents toward the American shore may result in a depletion of the Horseshoe Fall near Terrapin Point, in a measure somewhat less than the value indicated by equivalent river heights. Gauge readings were not made at Terrapin Point during the shutdown. Equivalent river heights indicate a lowering at Terrapin Point at the rate of 0.106 foot for a diversion of 10,000 cubic feet, or o.i6 foot, barely 2 inches, for a diversion of 15,100 cubic feet. Plate II shows the line of dividing water at the head of Goat Island and the flow toward Terrapin Point. While that section of the Horseshoe Fall on the American side of the international boundary toward Goat Island (see pi. 21) shows scant flow and is partially unwatered, a restoration of as much flow as is desirable does not appear a difficult engineering undertaking. Submerged concrete piers at the head of the Rapids would effectually throw the current to this section of the Rapids and Falls. The depths, current lines, and velocities shown on plates 1 1 to 13 are the physical data needed to design possible remedial works. 54 PRESERVATION OF NIAGARA FALLS. The large ratio of movement of the water surface on the crest of the Horseshoe Fall at the west end, 0.5S0 foot for a foot's change at Buffalo, or 0.3 foot for 10,000 cubic feet flow in the main Rapids, presents the most considerable case of injurious effect. The three large Canadian companies and the International Railway Co. all take their water along the Canadian bank, and the localization of effect is reasonably certain ultimately to reduce the water level to a more considerable extent than indicated by equivalent river heights, but no figures can be given for the exact measure of this lowering. During eight days of the July- August, 1908, shutdown, the river rose at the west end of the Horseshoe Fall o. 10 foot over its condition of the 10 days before and after the shutdown. Taking i ,000 cubic feet as the excess consumption of the two Canadian power companies below the uppermost cascades of the Rapids, the change indicated for a foot change at Buffalo is 0.5 foot, which is confirmatory of the value 0.580 foot sho\^^l by equivalent river heights. The question may arise whether the locahzed effect of the Ontario Co.'s intake, tending by the induction of diagonal currents to make more efficient the flow over the weir crest, may not reproduce in the main rapids the condition existing in the American Channel. The Ontario Co. is not at present drav^-ing more water into its intake than in a state of nature passed through that section of the Rapids intercepted by its water wall, and such induction does not now exist. Moreover, the flow added in the American Channel is taken from the main rapids. A very small abstraction of water from the main rapids, in which 95 per cent of the flow exists, adds materially to the lesser rapids. Any probable return abstraction of water from the small flow of the American Channel would appear inappreciable in the great bulk of flow in the main channel. It is therefore reasonably certain that diversions on the Canadian side of the river vidll produce localized lowering on the crest of the Horseshoe Fall. Bv the law of equivalent river heights, the diversions in the Chicago, Welland, and Erie Canals, should these diversions reach 18,700 cubic feet per second, would lower the water surface at the Canadian end of the Horseshoe Fall half a foot. The separate effect of a diversion of 20,000 cubic feet in the river above the uppermost cascades of the Rapids would be to lower the water at this end of the Horseshoe Fall 0.54 foot, or 6% inches. Added to these two effects are the locahzed influences of the diversion of the Electrical Develop- ment Co., the Canadian Niagara Falls Co., and the International Railway Co., all drawing water along the Canadian main shore of the Rapids. Should the diversion of these three power companies aggregate 20,000 cubic feet per second, the lowering effect would approximate 0.56 foot, or 6^ inches. Due to locahzed lowering, it may even exceed this amount to an extent not yet ascertained. The sum of these three lowerings amounts to nearly 20 inches, and as the depth of the water toward the Canadian shore at an ordinary stage does not appear to be much greater than this, unwatering of the crest hne would be Hkely to occur in low-water seasons. Considering the season of 1S95, when Lake Erie was 2^4 feet lower than in 1907, the lessened flow in the river alone would lower the water at the Canadian end of the Horseshoe Fall 1.5 feet, or more than 17 inches. When a similar period of scant supply of surplus water recurs, with diversions of 58,700 cubic feet per second, as outlined above, the amount of water flowing over the Horseshoe Fall would be reduced as follows : Cubic feet per second. Loss from diversions below uppermost cascades 20, 000 Loss from diversions in river above uppermost cascades iQ; 000 Loss from diversions in Lake Erie and above uppermost cascades i7i 800 Loss from scant supply of surplus water 50, 800 Total loss of flow 107, 600 As the normal flow over the Canadian Rapids and the Horseshoe Fall is 206,500 cubic feet per second, the loss indicated above is 52 per cent of the whole flow. In this estimate the diversions at Niagara Falls are taken as 40,000 cubic feet per second, which is less than two-thirds of the quantity of water which has been estimated as requisite for the projected full development of the six existing companies. PRESERVATION OP NIAGARA FALLS. 55 It appears unquestionable that the effect of such diversions at the Falls, superimposed on the withdrawals in the Lakes above and upon such low supply of surplus water as is certain to come, will seriously injure the scenic grandeur of the Falls and of the Rapids above. Such portions of the crest line of the Horseshoe Fall as have less than 2 feet of depth in times of normal flow will be unwatered, and large areas of the Rapids, where now the depth is little, will be dry. The massing of the waters of Lake Erie at Buffalo when westerly gales are blowing, and the recession of the water when easterly gales drive it into the west end of the lake, have already been mentioned. In the fall of the year, alternations of high and low water sometimes come within a few days. On November 10, 1898, the measured flow of the river was 154,000 cubic feet per second, and five days later it was 238,000 cubic feet, a range in flow of 84,000 cubic feet. Owing to this variable outflow of Lake Erie, the effects on the Rapids and Falls of low water and high water may often be seen during the fall gales. Aside from localized effects, the appearance of the Rapids and Falls at times of low water indicates the measure of injury to be expected by with- drawals for power purposes. In the fall and early winter of 1906, a series of photographs at various river heights was taken by the Lake Survey. All work in coimection with these photographs was done by a permanent trusted employee of the survey. The photographs were taken from fixed monumented stations, and the times chosen were such as to show extreme conditions of flow. Water gauges were maintained at Buffalo, at Grass Island, Willow Island, Prospect Point, and Terrapin Point, and the water-surface elevations at these gauges gave the volume of river flow. As, however, the river was not always in a condition of stable equilibrium owing to rapid variations at Buffalo, the volume of flow as shown on some of the plates may be subject to perhaps 5 per cent uncertainty; but, as a rule, on low- water days, the conditions at Buffalo were excellent for precise results. On November 21 photographs were taken of the river with a flow of 180,000 cubic feet per second, and on the next day with a flow of 266,000 cubic feet, showing a range of 86,000 cubic feet in two days. Intermediate flows were photographed on other days. These photographs were designed to show conditions and changes on the American Fall and Rapids and on the east end of the Horseshoe. The quiescent level of Lake Erie during this period was 572.4, and the corresponding outflow is 205,000 cubic feet per second. In these photographs each rock and log protruding from the water is an index of the change of depth. This is very marked in plate 16, showing the American Rapids above Goat Island Bridge. A change of 80,000 cubic feet in the river flow appears to have caused a lowering here of about a foot. The corresponding change at the crest of the American Fall would be about 5K inches. The American Fall from the Canadian side for the same dates, but at different times of day, is shown in plate 17, with a difference of flow of 86,000 cubic feet. There can be no question as to the visibility of effects of the change in volume. A point brought out very clearly in this comparison is the large rise of 9 feet in the lower river on November 22. This had the effect of reducing the height between the crest of the Falls and the level of the water in the Gorge by more than 5 per cent. Any increase of volume of flow over the Falls is always accompanied by a corresponding loss of height in the Falls. The increased depth on the crest of the Falls of this high-water day as compared with the low is about 6 inches. Provided the surplus waters of the Lakes were of average volume, the low water on the American Fall as shown on November 2 1 would appear no worse were it due to a total of 18,700 cubic feet diverted in the Chicago, Welland, and Erie Canals, and a total of 30,000 cubic feet diverted in the river above the uppermost cascades of the Rapids. The American Fall from Goat Island on this same low-water day is shown in plate 18, and the depletion is manifest. The splendid fullness of the Fall at high stage is in contrast with its meager appearance at low stage in plates 1 9 and 20. The latter plate is not a good one, but the angular break of the water at the crest contrasts well with the rounded flow of the higher stage. The effect of varying volumes of flow on the Horseshoe Fall at Terrapin Point is shown on plate 21. The change due to a lessened flow of 59,000 cubic feet between November 27 and December 14 is very marked. The conditions at Terrapin Point on December 14 are what would follow a total diversion of 18,700 cubic feet in Chicago, Welland, and Erie Canals, and a total of 25,000 cubic feet above the Rapids at the Falls, the surplus waters being of average volume. 56 PRESERVATION OF XIAG-\R-\ FALLS. The conditions on November 27 are what would follow a cessation of all diversions in the river and in the Lakes above the river, and a return to nature, restoring to the rapids the 21,000 cubic feet or more now flo^vi^g in artificial channels, and \\-ith the surplus water of the Lakes as much above the average as it has been in the summers of 1907 and 190S. The American Fall for this day is shown on plate 26, frontispiece. Side ^■iews of the east end of the Horseshoe Fall are shown on plate 2 2 . The Horseshoe Fall from Goat Island is shown on plates 23 and 24, in low-water condition in the former, and under such conditions in the latter as have been prevalent during the summer months for several j-ears. The Horseshoe Fall and Rapids from the Canadian side are shown in plate 25, with a river flow slightly below normal. The shoalness of the water along the shore toward the crest of the Fall is plainly marked. The continued recession of the apex of the Horseshoe Fall should tend to further shoal this area, and heavier diversions by the Canadian companies wUl doubtless leave it dry at times. No demonstration, except that from the ratio of fluctuation, is made in this report of an actual unwatering of this area. If the conclusion reached is correct, that imwatering is threatened, it doubtless has been unwatered during severe easterly storms and low lake stages, and the evidence of eyemtnesses may be invoked. Recurring to the low- water photographs of November 21, the conditions shown in the Rapids and on the crests of the Falls are such as may be expected, without additional diversions, when the surplus waters of the Lakes fall below normal for one or two seasons, culminating in such low lake stages as prevailed in 1S95, when the mean river flow for the months of July, August, and September, during the height of the tourist season, was but 187,200 cubic feet per second. These photographs, and the effects on the American Fall shown in the equivalent river heights derived from long series of gauge readings, corroborated by the testimony of the actual shutdown of July-August, 1 90S, firmly establish the fact that the American Fall is in no danger of unwatering from diversions through the existing canal of the hydraulic company, the present timnel of the power companv, or the already constructed penstocks of the Ontario Co., even in conjunction with such con- siderable diversions in the Great Lakes above the head of the Niagara River as have been discussed, and with the lessened flow of seasons abnormally low in surplus supply. The Horseshoe Fall, on the other hand, as shown by equivalent river heights and confirmed by the shutdo\vn, appears in serious danger of an vmwatered crest line at each end, due to all present and anticipated diversions above it, and augmented by the upstream recession of the apex; and this unwatering vnW. be greater in seasons of abnormally low surplus supply. Unwatered crest line, or bare spots in the Rapids, suggest depletion, feebleness, a remnant of grandeur, rather than the full- ness, %igor, and life of the natural grandeur. In the Cataracts two elements must be recognized; first, the height of the fall, which has in itself a grandeur apart from the falling water, and second, the tremendous volume of water leaping this great height. The Gorge itself beyond the Falls has a grandeur of no mean degree. The canyon of the Colorado has a grandeur, independent of the volume of river flow in its depths. The Yosemite Fall in California has a grandeur arising, not from the volume of flow — it carries but a trivial amount of water — but from the great descent of 2,462 feet. The American Fall is a thing of beauty and grandeur, despite the fact that it carried but a twentieth of the river flow. There is no grandeur in the volume of flow in itself, except as it is rushing or falling. There is no visible sign of great volume in the stUl flowing water of the Gorge; there is no grandeur at Black Rock or at Tonawanda; but from the time this great mass of water breaks into the rapids and begins its tumultuous descent it is releasing tremendous power, and when it has resumed its leisurely flow down the Gorge, it has converted into a spectacle the strength of 5,000,000 horses. The incomparable grandeur of Niagara Falls depends on this wonderful manifestation of energy working to produce only the glor>- of movement, color, and intonation and existing in an en^■ironment of magnificent distances. Power itself is derived from the two elements, height of fall and volume of flow. If the flow is diminished bv 20 per cent, the power is 20 per cent less; or if the fall is diminished 20 per cent, the loss of power is the same. If 20 per cent of the flow over the Cataracts is diverted into artificial timnels or canals and made to do useful work, but So per cent remains to operate the scenic spectacle. 4 I vf LU o a en Q Z < < O C3 UJ > O m < CO 9 Q. < < o UJ < f 4 1 Of UJ < a < z < o o q: < < o UJ I UJ Q z < < z < o s o < u. z < o a: UJ llWdi U S. Lake Survey. Preservation ol Niagaio Falls. November ,3. 1906: Rivtr disoliiirm- ii.^.ccc i-ubir k-cl pur ■AMERICAN FALLS FROM CANADIAN SIDE. V. K. I-akc Survey. Ptc^^crviilioii ol Niagara I'alls DctenibiT J, igt*: Kivi( .lisLluiri;^' i.,i .coo Mibii: left ptT stcond. AMERICAN FALLS FROM CANADIAN SIDE. v^^^^^^^^^H 1 1 1 -f» '.in J^^^jl '^--r^l^^B^^^^^^^^^^^^^ ^^^^^^^^^^^^^^^^H U. S. Lake Survey. Prescrvatior Plate 23. December 14. loofi: River disch U, S, Lnkc Survey. Preservation ol Nmi;nra F necemhcr m, iioii- RiviT ili.;i liiimc iSi.«o mliic fn-t jn-r ■..-."ml HORSESHOE FALLS FROM GOAT ISLAND. December 1=;, iQof U s l.nkiSiifvty. Prcscrvniion otNiocnra Palls. Iif.-rnilii'r ■:, i^iN. Riv.r .li i li..ri:.- ■ .■ j.-.---. . ul.ic feci p, r HORSESHOE FALLS FROM GOAT ISLAND. i L PRESERVATION OF NIAGARA FALLS. 57 The turbulence and velocity of the water, the wide throw of the Falls, the high mounting of the spray with its iridescence, the deeper blue of the water, the profound intonation of the Cataract in flood, are diminished when the flow is small. The photographs show only a part of these things, not the speed of the water, the color, or the roar. But the degree of the injury coming with diminished flow may not be in direct proportion. Even in dimensions it can not be said that a third of the grandeur has departed when a third of the flow is absent, because the length of the crest line may be little shortened, and the height of fall is even greater when the river flow is small than when it is large. The lessening of the height of fall is visible in the high water of November 21, 1906, as compared with the low water of the following day as shown in plate 17. This loss of height comes from the fact that the river rises 9 feet in the Gorge and but half a foot on the crest of the American Fall, conse- quently the height of the fall is decreased more than 8 feet. These changes come with a change of 86,000 cubic feet per second in the whole river flow. At other points along the cre^ of the Falls the change is greater, but it is always less than in the Gorge below. When, however, the flow over the Falls is diminished because a part of the river flow is diverted around the Falls in artificial tunnels or canals, the level of the water in the Gorge is unimpaired, while the level of the crest is lowered, and the height of the fall is thus lessened. This distinction must therefore be noted. Water diverted above the Falls and not returned to the Gorge (as at Chicago, the Welland and Erie Canals) diminishes the volume of flow, but increases the height of the Falls. Water diverted but returned to the Gorge diminishes the volume of flow, and diminishes the height of the Falls also. In both classes of diversions, except where the effect is localized, the length of crest line for ordi- nary stages is lessened ; and diversions in the vicinity of the Falls therefore tend to diminish all three elements — length of crest, height of fall, and volume of flow. It is only fair to state, because of some erroneous views held concerning the injury already wrought on the Falls by diversions, that during the past decade 1899 to 1908, for the months June to October, inclusive, the Falls have had a fullness of volume and consequent grandeur barely less than that of the prior decade 1889 to 1898; and this is because the surplus waters actually tributary to the Niagara River have been a Uttle greater in the latter decade than in the preceding, offsetting all the diversions above the head of the river and practically compensating those at the Falls. In the latter decade the American Fall has had a greater flow than in the former decade, and part of this, during the years 1902 to 1905, came as a contribution at the expense of the Horseshoe Fall, due to the Ontario Co.'s wing dams. During the past five years, the mean river flow exceeded that of the decade 1 889-1 898 by 9,000 cubic feet, which practically offsets increase in diversions. During the past two years the flow has exceeded the mean flow of that decade by 1 1 ,000 cubic feet. The fact should not be ignored, however, that were local diversions absent, this additional flow would have accented and intensified the grandeur that has been present. Chapter XII. DIVERSIONS BY THE NIAGARA FALLS POWER CO. On January 18, 1907, the Secretary of War directed that a permit authorizing the diversion of 8,600 cubic feet per second be issued to the Niagara Falls Power Co., and the formal permit was approved August 16, 1907. As part of the supervision to be exercised, measurements of the flow in the intake canal of this company were needed to test comphance with the permit. The large vested interests vitahzed by this water, and the extraordinary value of each cubic foot per second, warranted the most accurate measurement. This value comes from the 218 feet of fall between the mouth of the intake canal and the river in the gorge below at the tunnel portal. Each cubic foot therefore (at 62^ pounds weight) has 13,625 foot-pounds of energy and each cubic foot per second has roundly 25 theoretical horsepowers. 58 PRESERVATION OI^ NIAGARA FALLS. This power company, however, expends over a third of the total available head in getting the water to and from the turbines, so that each cubic foot per second (on a head of 138X feet) shows but 15%" horsepowers. The commercial value of each horsepower is doubtless considerable in this thickly settled region, mth Buffalo in its transmission radius, and the monetary loss correspondingly great should the water consumption be curtailed. The company was therefore entitled to measurements whose accuracy was unquestionable and whose precision was as great as practicable. With these considerations in ^•iew the canal gaugings were made at two different sections of the intake canal, each section independent of the other, and the rigid condition was imposed that the values of flow sho^^^l by the second section should closely check the first. It was arranged to use three current meters to avoid the error that might be indi\adual to a single current meter, and two of the threemieters used had been tested by ratings in running water (see Ch. XV) and were kno^vn to show true velocities. Pre\-ious experience had indicated for the result of gauging a precision of 2 per cent as attain- able, \\-ith a precision of i per cent or less in the factors making up the volume of flow. In the measurement of time, which enters into the current meter runs, the error is one-fifth of I per cent or less. The measurement of linear distances, such as the mdth of the canal and the length of rating bases, is more precise. The mean depth entering into the cross-sectional area has an error less than i per cent. The error of the mean of many velocity measurements, ^^-ith the three meters used, is not more than i per cent, and the mean reduction coefficients have an equal precision. The combination of these factors in the result warrants a final precision higher than 2 per cent. If the permissible quantity of 8,600 cubic feet per second were actually running in the canal these measurements might show it 8,431 or 8,775; and this error of obsenj^ation, which is inherent in the nature of the measurements, is just as likely to favor the power company as to work against it. In fact, a desire to do full justice to the company probably caused some points in the reductions to be decided in its favor rather than othendse. The general plan of the canal is sho\\Ti in plate 27. The Niagara River flows in a westerly direc- tion here, and the canal leads from it on a northeasterly course. In round numbers the canal is 1,200 feet long, %\ith a ^^•idth of 200 feet at the trumpet entrance, and 120 feet at the end, and a depth of about 12 feet. A light bridge spans the head of the canal to convey pulp wood to the paper mill. This is marked, "Conveyor," in plate 27. About 130 feet below the conveyor a branch canal leads north- westerly to the turbine wheels of the International Paper Co. This tenant of the power company receives water, not electric current. The first section on which measurements were taken, called hydraulic section No. i, is about 195 feet below the conveyor, and section No. 2 is 75 feet below this. Section No. i is laid out square wth the north canal revetment wall. Section No. 2 is square mth the axis of the canal. To facilitate the measurements two cables were thro^^-n across the canal at section No. i, to support a traveling platform, and this cableway was later removed to section No. 2. Definite stations along the hydraulic sections were marked by tags on a wire spanning the canal. The %Tidths of the canal at the sections, from face to face of coping stones, were determined by triangulation from a lOO-foot base line measured ^\■ith a steel tape. The \\-idths thus computed were then checked by lading off on iron wires the computed spans, and matching the wires on the actual spans. The emplo^Tnent of two diff'erent ways of determining each element of the work has charac- terized the methods used to insure accuracy. The irregularities and batter of the section ends were traced by measuring distances from a plumbed rod to the rock at i-foot inter\-als vertically from the bottom to the coping. The elevations of the bottom were determined by Y-level readings on a specially constructed level rod, held plumb ^'^-ith its foot resting on bottom. The elevations of 71 points were thus deter- mined on section No. i, and 59 on section No. 2, and the position of these points crosswise was fixed by transit readings. (See pi. 28.) £0 -4-0 30 10 fO t .2892 U\ ,.ano3 bSa ; ^^V .oM .ooO sie.. r - 1 I ^i^ •5C -#-,? SO to 'O i. X ■«»«8 U\ ,.aiio3 bsa ; c:Ai\ .oK -ooO aisn; plate: 27 Fff£3£/fl//IT/0/y or EiMGA/TA /?fll3 MAP or //VT/IKl C/]/yy4L Mae^e under ffye {^irecfion of M^'^o/f C/Mjri£s K£ii.£ff ,Ce?r^s of ^'/ipheers (/■3.A. arte/ /yfA r^cjs C.5»£rf£^o^ , /=i-//7c//'a/ /fjs/'sfa/?/ fn^/rfCer ^^ OH£/fr^A/^ Meo/f£ j-Jitn/or^ngi/neer /eb. /£?. -, /^L/i / t- gia •Lirfo_cc^ ff_^^Ci/nj:(_ r/r£3i/fi/AT/o/y /y/A6A/?A falls yVa fer 3ui- face Section frji/ Sw/jjcrs g/ Srouna £l»if^ 367./ Surface o/ Sr-at /%r/tf/- •Su'zfeie, . zo^¥-er/ 5ca/e,- / = Z% ^/ade under the direction of Afjii^jo/i CHAffi£s K£i.i.£/7 jCffr^s of ff'^ineers U.S. A and /'/f^/^c/sC.3Herf£Hon , Prmcipa/ Assisfanf £n^/neef i>v Feb. /S03 Cire/es indicate fa^/t/e"! of fiar't/ Mtiejfas DoHvd Lifts sfsotv Pas-'tions ef f^rfiea/ Cun/^s. Braken Lir^es Jhstv Oifisisns betuiean Paiets £/p.rafiois arc eii?ora Mean Tide af /i0tvVi}rf;, and tiepend en E/g^afio/ts o/ PB.M. iiiagara tio.Z a.s S7i8Z7 afJd eB.H Capper 6olt as 367 Si0 . Section ends shotvi in maf/ritied fronzcnfa/ sca/e Jur/ aee ef SiyuM _£>jy^ 3 6 7./ ^■SSe/ner. Aif7 £n^ . O^/ Senate Doc. No. /(?5 ; 62d Cong., 1st Sess. i ~ -^ 1HL NORRI5 PHI ERS CO.. WASI Plate 29 nate Doc. No. yCJ5 ; 62d Cong., 1st Sess. i^LATf: ^^ Seiit* ^'*^' ^^-/OS ; 9i6 Cong., lit Sett. a -I x^ Plate 30 Plate 30 Stnat* Doc. %a.l05 ; 62d Cong., 1st Se>s. Pl^tcsi iRc /tec ft TAOS S/£LOCI Ty PffOrfLC SECT /on /VO-2 /nT£/fnAT/OfiAi- P^^Sf^ co- se CTIOH f»o z. TRArf5i^Cff-5£ CUf?V£ V^>J^i ^ti,f»r.s/jrt£f>t}, Otf \r 'oo 9a ao f^JICEHTAOE^VCLOC TY t 1 V _,, \ \ f ■ — .. \ V V \^^ ~'~~~~~- ^ .i____^ i'EffTICAL r2 ~J — , P£ffCCM-rAaC V£LOCITy *^£ffCd TAS£ yiLOCI 1 )/£f?TlCAL /3 VEffTiCAL VELOC/TY CU/TVE^ r/M6A/fA FA 115 FOl^£/? CO. /rfT£fi/fAT/OffAi /=tA^£/? CO/^/>yi/)'y'S CAr/AL MVOffAUtfC S£CT/0/V r^O P Afiairtr under r/>e cfirecf-iei ef flf^^of Cmailcj /^eti.en.C'jrps of £n^i»esr3 l/.SA. fyjAncts C..5»£/f£fx>r* , /Vincfpa/ Asa/\srafjf Sn^Mmmr- Jft£/ff^/ir* f^i^oiPS , junior- Sf^ineer Sm^U Ooe. Ho. m ; 62d Conf.. 1st $•»». ' t^/n l^/ //i f/fA/yc/s C s5/v£. I PRESERVATION OP NIAGARA FALLS. 59 The water-surface elevations corresponding to a particular height shown by a water gauge just below section No. i were determined by Y -level readings at lo different points on each section. These readings show the transverse water-surface contour practically level. Prior to taking these water-surface level readings, box-and-bottle water gauges had been estab- lished on the south side of the canal about lo feet below each section. These were vertical pine boxes, 6 inches square, and 6 feet long, with water-tight joints. They were bolted on the canal face, and reached to half length below water. On the north face of the box, a little above its bottom, a ^-inch auger hole was bored to admit water. A 2-quart bottle, fitted with a staff graduated to hundredths of a foot, floated in the box; and the staff' passed through a hole in the box cover. The index of the gauge was the top of the box cover on the side next to the graduated face of the staff, and the elevations of the indices of the gauges were read in and checked with a Y level. The distance of the zero of graduations of the gauge staff from the flotation Une of the bottle was carefully checked for each gauge. The elevations finally used for the indices of the gauges were derived from the series of water- surface levels across each section, as noted above, with simultaneous gauge readings that directly connected the mean elevation of the air perimeter of each section with the staff reading. This was done to avoid any small error that might arise from current effects on the inlet holes of the boxes, and to take into account any curvature of the water-surface contours. To verify the cross-sectional area derived by the methods described above, section No. i was sounded with a 95-pound projectile-shaped cast-iron weight. The area resulting from these soundings showed for identical gauge heights about one-half of i per cent larger than by the more precise method of level and rod. Plate 28 shows the form of the hydraulic sections to be rectangular, with such irregularities of perimeter as expected in a piece of bed rock excavation done in the dry. During the period of these measurements the self-registering water gauge at Grass Island, just above the mouth of the canal, recorded the river surface fluctuations on a scale of 3 inches to the foot. The gauging methods followed the system used in measuring the Niagara River flow and sketched in Chapter IV. The canal was considered as made up of 10 substreams, each substream passing through one of the panels shown in plate 28. The sum of the volume of flow in the substreams equals the canal flow through the section. The index was taken at four- tenths depth, and the variations of velocity for each substream were referred by the percentage system to the index velocity as 100 per cent. In coefficient work two meters were used simultaneously as a compound instrument; and by interchange of positions, any error of relative rating was effectually eliminated. The vertical and transverse curves are shown in plates 29 and 30. The weighted mean reduction coefficient for section No. i was 0.9092, and for section No. 2, 0.9108. Between September 12 and November 19, 1907, 30 measurements of the flow through section No. T were made. These are shown in Table 57. Between November 25 and December 5, 20 meas- urements were made on section No. 2, as shown in Table 58. 6o No. 1907. I Sept. 12 2 Sept. 17 3 Sept. 20 4 ...do.... 5 Sept. 24 6 ...do.... 7 ...do.... 8 ...do.... lO Sept. 26 11 Sept. 27 12 Oct. I 13 ...do.... 14 Oct. 2 IS ...do.... l« Nov. 15 17 ...do i8 ...do 19 ...do 20 Nov. 16 21 ...do 22 ..do 23 ..do 24 Nov. 18 25 ..do 26 ..do 27 ..do 2S -do 29 Nov. 19 30 ..do PRESERVATION OF NIAGARA FALI,S. Table si -Summary of discharges through section No. i, Niagara Falls Power Co. Time. 9. 20-11.05 8. 40-10. 00 14.00-15. 50 16.00-17. 45 9. 00-10. 50 10. 30-11.45 13- 45-15- 30 15.30-17.00 10. 50-12. 20 9. 00-10. 30 ir. 00-12. 30 15-30-16.45 9. 15-10. 40 11. 15-12.30 10. 00-11. 25 13-30-14-45 14- 45-15- so 16-05-17.05 9. 00-ro. 05 10. 35-11.40 13- 30-15-05 15-35-16.50 9. is-io. 25 10.40-11. 45 13- 10-14. 10 14. 10-15.05 15.30-16. 25 9. 15-10. IS 10. 25-11.40 Meter. Rating. 2B iB iB 2B iB iB 2B 2B iB 4A iB iB 2B iB 2B iB iB 46A 46A 2B 2B 46A 46A iB 46A 46A 2B 2B 2B October do do do do do do do do do ....do ....do ....do ....do November. . . ....do ....do ....do ....do ....do ....do ....do ....do ...do ....do ...do ...do ...do ...do Water-smiace elevations. Grass island. Feet 562.58 562.00 562. 13 562.17 562.85 562.82 562. 82 562. 70 561.98 561.93 561.88 561.97 561. 98 561.94 561.84 561.78 561. 78 561.78 561.84 561.86 561. 86 561.84 561.86 561.82 561.80 561.79 561.80 561.84 561.82 Section. Feet. 562.29 561.68 561.81 561.83 562. 60 562. 54 562.57 562. 40 561.68 561.66 561.66 561. 72 561. 73 S6l. 69 S6i. 55 561.48 561.48 561.48 561.59 561.61 561.60 561. 60 561.59 561.59 S6i. S3 561. 54 S6l. S3 561.57 561-54 Fall. Feet. o. 29 -32 •32 -34 •25 Dis- charge. -25 -25 •25 -29 • 30 -30 -30 •25 ■25 .26 •24 .27 •23 -27 •25 • 27 •27 Remarks. Cu.ft. sec 8,412 Wind NE. 6 miles. 8, 539 Wind W. 25-30 miles. 8, 444 Wind SW. 35 miles. 8. 651 Wind SW. 20 miles. 8, 077 Wind W'ly 6-15 miles. S, 582 Wind W. 25 miles; waves 6 inches high. 8, 001 Wind W. 40 miles; waves 10 inches high. 8, 185 Wind W. 30 miles; waves 10 inches high. 8,048 Wind SW. light. 7, 770 Wind WNW. 2 miles. 7,499 Wind N. 5 miles. 7, 742 Wind NNW. 6 miles. 7, 761 Wind NW. 2 miles. ■» 7, 597 Wind SW. 4 miles. 8, 010 Wind N W. 3 miles. 8,061 Do. 8, 098 Do. 8,312 Do. 7,907 Winds. light. 8, 044 Do. 7, 800 Do. 7, 793 Do. 8, 163 Wind SW. 2 miles. 7, 752 Wind SW. 3 miles. 7, 884 Wind S W. 5 miles. 7, 807 Wind SW. 4 miles. 8, 1 13 Wind SW. 2 miles. 8,092 Wind NW. 6 miles. 8,239 Do. NOTE.-Observration No. 9 rejected. Meter ran hard after half the discharge was measured. No. 1907. Nov. 30 Dec. 3 ..do... ..do... ..do... ..do... Dec. . ..do... ..do... ..do... ..do... ..do... Dec. ..do... ..do... Nov. 25 Nov. 26 ..do Dec. I ..do PRESERVATION OP NIAGARA FALLS. Table 58. — Summary of discharges through section No. 2, Niagara Falls Power Co. 61 Time. 16.07-16. 52 8.56- 9-55 10.00-10. 55 12.59-14.02 14.05-15.05 15. 23-16. 29 8. 47- 9. 59 10.06-10.57 II. 12-11. 55 13. 22-14. 27 14- 33-15. 30 15. 49-16. 45 II. 00-13. 43 13- 55-14- 54 15.01-16.27 13. 18-14.32 8. 46-10. 03 13- 23-14- 42 10.32-12.00 14.33-16.00 Meter. 46A 2B 2B iB iB iB 46A 46A 46A iB iB iB 46A 46A 46A Rating. Nov.. ..do. .do. ..do. ..do. ..do. ..do. ..do. ..do. ..do. ..do.. ..do. ..do.. ..do., ..do.. Water-surface elevations. Grass Island. Feet. 561.73 561. 64 561.66 561. 70 561. 70 561.68 561.32 561.32 561.36 561.48 . 561.52 561.53 561.88 561.98 562. 04 Section. Feet. 561.41 561-37 561.39 561.43 561.41 561.42 561.08 561.08 S6i.ll 561. 22 561.26 561. 22 561.66 S6i. 74 561.80 Fall. Feet. 0.32 .27 .27 •27 .29 .26 .24 .24 •25 .26 .26 • 31 >S2 .24 .24 Dis- charge. Paper company taking no water. 46A Nov... 561. 77 561.52 46A ...do.. 562.41 562. 19 iB ...do.. 562. 74 562. 51 Sunday discharge. Nov.. ..do. 561.86 561.90 561. 73 561. 76 Cu.ft. sec. 8,29s 8,113 8,07s 7,787 7,783 7,817 7,771 7.804 7,843 7,637 7,773 8,066 7,494 7,645 7,477 7,865 7,957 7,556 6,758 6,790 Remarks. WindNE. 8 miles. Wind NE. 6 miles. Do. Wind E'ly 6 miles. Do. Wind NE. 12 miles. Wind NE. 6-8 miles. Wind NE. 8 miles. Do. Do. Do. Do. Wind W. 10 miles; broken discharge. Wind W. 10 miles. Do. Wind NW. 6 miles. Wind W. iS miles; weeds heavy. Wind NW. 20 miles. Wind SW. 6 miles. Wind SW. 5 miles. The branch canal of the International Paper Co. (see pi. 31) before mentioned receives its water supply from the Niagara Falls Power Co.'s intake canal above the hydrauHc sections, and its flow is therefore not included in the volume of Tables 57 and 58, but is chargeable against the permissible diversion. 62 PRESERVATION OF NIAGARA PALLS. This canal was gauged by methods somewhat similar to those described for the main canal, and i6 measurements of the volume of flow were made on October 4 and 5, 1907. (See Table 59.) Table 59. — Summary of discharge measurements, section No. 2, International Paper Co. Date. Time. Meter. Watei^sur- face eleva- tions at section. Dis- charge. Number of wheels. I 2 3 4 5 6 1907. Oct. 4 9.40-1 1. OO II. 05-11. 10 JI. 20-12.00 13.05-14.20 15.05-15.50 14.30-14. 55 9.00- 9.3s 9.35-10.25 10.30-10.50 10. 50-11.30 II. 45-12. 30 12.30-12.40 13.50-15.15 15.20-15.55 16. 10-16.30 16.35-16. 55 2B 2B iB iB 2B iB 2B 2B 2B 2B iB iB IB iB 2B =B Feet. <;6o. 61 Cu.fi. sec. 696 704 693 701 711 710 697 630 694 633 688 632 68s 694 69s 698 632 6 6 6 6 6 6 6 5 6 5 6 5 6 6 6 Do 560 560 560 560 s6o s6o 560 560 560 560 560 560 560 560 560 56 SI 48 44 47 48 54 48 58 59 62 64 63 59 60 Do Do Do Do Oct. 5 Do Do Do Do Do Do Do Do Do Mean for 6 Mean for 5 With six wheels running, 13 measurements show a mean water consumption of 698 cubic feet. Nothing was known in regard to the load being carried by the paper company during the two days, October 4 and 5, on which measurements were made. It is therefore not certain that these meas- urements represent the maximum quantity of water which may be used by this company.^ During the 2-meter current work on hydraulic sections i and 2 of the main canal already described a third current meter was suspended from a station on the bridge at the head of the canal and set at four-tenths depth. The position of this instrument, called the conveyor meter, is shown on plate 27. Its object was to establish a single station where the velocity could be measured at any time without cableways or special constructions of any kind; and the velocity at this station, by the application of the proper transition coefficient, taken in connection with a water-gauge reading on one of the hydraulic sections, would give the volume of flow through that section. By means of simultaneous velocity measurements at the conveyor station and on the sections this relation was finnly established. Measurements of the flow were made at this conveyor station in connecdon with the shutdowns in 190S, as described later, and this station proved valuable also in studies of the variation of the daily water consumption. (See pi. 33 and 34.) In comparing the volume of flow in section No. 2 with that of section No. i as a check on the accuracy of the measurements the conveyor meter was used to connect the two sections, and the results of this comparison show the flow through section No. 2 fifty-four one hundredths of i per cent greater than that through hydraulic section No. i. This is a complete verification of the accuracy of the work in both sections. To reduce velocities measured by the conveyor meter to volume of flow through section No. i , take the product, cross-sectional area of section No. i Xi. 1092 X velocity by conveyor meter. The full volume of diversion by the power company with six wheels of paper company running is the above product plus 700 cubic feet per second. ^ See supplemental report by Major Keller, dated September 21. 1909. which contains additional measurements. U. S. Lake Siirvcy. Preser\*aticm of Niagara Falls. NIAGARA FALLS TOWER CO. Plate 32. — sooo ^230 6730 — S300 S230 — 6000 7 7^0 — 7300 - 72SO - 7000 ■— e730 Fo//, 6ra^s /-s/ofnaf to 3ecHon /^o. / h: i cJo T ■■ IP 1 O.ZO 0.30 ^ O.yf-O reef 6 6 "n9 6 o '' 37 is & 8 numiref of i^'/sc/ra.'^d mt •a^ursmen/s. \ > ■ RELATION BETWEEN DISCHARGE AND SLOPE. PRESERVATION OP NIAGARA FALLS. 63 For hydraulic section No. 2 the transition coeiEcient is 1.1480 instead of 1.1092. The transition coefficient for section No. 2 with paper company shut down is approximately 1.268. The current meters used in the measurements of the power company's diversion were rated on still-water bases in Cayuga Creek in July and October and at the Prospect Reservoir, Buffalo, in November. The details of all ratings and results are shown in Tables 49 to 56 in Appendix 4. While individual measurements may depart from the flow shown by mean results as much as 2 per cent, these divergences are as likely to be too small as too large, and in the results the corrobo- ration of the several meters employed and the method of interchange in the positions of the meters guarantee accuracy. The wheel of the 4A meter was lost in the Niagara River in October, and the same instrument with a new wheel is denominated 46A after that time, and this is in effect a fourth meter. In Chapter XV a demonstration is presented of the integrity of the Haskell current meters iB and 4A, and consequently of the type. The method of rating meters on still-water bases as used by the Lake Survey is described in detail in Report of the Chief of Engineers, 1900, pages 5334 et seq., and the instruments themselves are described beginning at page 5332 of the same report. The above measurements of the flow in the power company's canal occupied a party two months, and this testifies to the pains taken to ascertain the truth. Two further tests of the accuracy of the measurements of flow are shown by the slope in the canal and by agreement with the total load curves of the power company, to be recorded later in this chapter. To arrive at a true statement of the volumes of actual diversion, as shown by Tables 57 and 58, with the flow in the paper company's canal added, combination of discharges are made so as to include the testimony of several current meters, thus eliminating the possible individual instrumental error. Measurements Nos. i, 4, 7, and 8 on hydraulic section No. i, with 700 cubic feet added for paper company's consumption, show as a mean for the four a diversion of 9,012 feet per second by meter 2B. Five measurements, Nos. 2, 3, 5, 6, and 10, on the same section show 9,038 cubic feet by meter iB. Between the same dates, September 12 to 26, meter 4A at the conveyor shows as the mean of two observ'ations simultaneous with measurements Nos. 3 and 4, 9,172 cubic feet. Two selected measurements in November, Nos. 19 and 24, show with 46A meter a mean diversion of 8,938 cubic feet. Meters iB and 2B on the conveyor station show simultaneously with these last two measurements 8,852 cubic feet. All four meters therefore show a consumption in excess of the 8,600 authorized by the permit of this company. Measurement No. 34 on hydraulic section No. 2, measured with 46A meter, shows 8,995 cubic feet, the 700 cubic feet in branch canal having been added as before. Measurements Nos. 37 and 38 show a mean of 8,794 with meter 2B. Measurement No. 47 with meter iB shows 8,766 cubic feet. The mean of these four measurements in section 2 is 8,837 cubic feet. Simultaneous measurements on the conveyor station show for meters 2B and 46A 8,914 cubic feet. The results on section No. 2 therefore corroborate the excess beyond authorized diversions shown on section No. i. The use of 700 cubic feet for the paper company's consumption in these reductions is not quite exact, but is closely approximate. As the draft of water causes a lowering in the canal to create the velocities, and as this lowering, for fLxed river stage, varies with the quantity of diversion, the records of the Grass Island water gauge and those of the section gauges are indexes of the volume of flow. As, however, the mean fall between these two gauges for the combinations cited is but 0.297 foot, the slope as an index of flow is not highly sensitive. The fall for each measurement is given in Tables 57 and 58, and these quantities are platted in plate 32, all reduced to gauge on section No. i. While the range of fall shown in this plate is but 0.24 foot, the large fall shown for the combinations of high diversions is significant. 7821°— S. Doc. 105, 62-1 6 64 PRESERVATION OE NIAGARA FALI s I . ■ ■ ^ 5 ( ^ ") ( ~^ > C ^ ? s / / 3 ■ ^ J ^ / / <1) + ^ + ^ 1 1 1 00 1 s \ 96.JOY 9/6^/0^ OS/ (J //ou/g aB^oqos^/Q 64 — I U. S. Lake Survey. Preservation of Niagara Falls. Plate 33 a. NIAGARA FALLS POWER CO. 64—2 Discharcie cubic feet per second MEAN DAILY VARIATION IN DISCHARGE BY CONVEYOR METER. PRESERVATION OF NIAGARA FALLS. Table 6i. — Relation of water consumed to power developed, Niagara Falls Power Co. [Column d from information furnished by Capt. (now Major) Charles W. Kutz, Corps of Engineers, United States Army.) HYDRAULIC SECTION NO. i. 65 Date, r907. Sept. 12 Sept. 17 Sept. 20 ..do Sept. 24 ..do ..do ..do Sept. 26 Sept. 27 Oct. I .do Oct. 2 ..do Nov. 15 ..do ..do ,.do Nov. i6 ..do ..do ..do Nov. 18 ..do ..do ..do ..do Nov. 19 ..do Time. 9. 20-11.05 8. 40-10. 00 14. 00-15. 50 16.00-17.45 9. co-io. 20 10. 30-11.45 I3-4S-IS-30 15.30-r7.00 ro. 50-12. 20 g. 00-10. 30 II. 00-12. 30 15.30-16.45 9. 15-10. 40 II. 15-12.30 10. oo-ll. 25 13.30-14.45 14- 4S-IS- SO 16. 05-17. 05 9. 00-10. 05 10.35-11.40 13-30-15-05 15-35-16-50 9. 15-10- 25 10. 40-H.4S 13. 10-14. 10 14. 10-15. 05 15- 30-16. 25 9. 15-10. 15 10. 25-11.40 Means Average power developed (kilowatts). Average water consumed (cubic feet per second). 52, 800 52,675 51,112 53,438 51,083 52,567 51,025 53,500 48,367 49, 533 44,733 45,650 46,067 45,533 49, 133 47, 800 47,150 49,825 48,475 48,550 47,050 47,450 48,967 48,233 47,900 48,000 49,325 49, 283 50,400 49, 159 Water used per kilo- watt (cubic feet). 8,412 8,539 8,444 8,651 8,077 8,582 8,001 8,18s 8,048 7,770 7,499 7,742 7,761 7,597 8,010 8,061 8,098 8,312 7,907 8,044 7,800 7,793 8,163 7,752 7,884 7,807 8,113 8,092 8,239 8,048 HYDRAULIC SECTION NO. 2. Nov. 30 Dec. 3 ..do ..do ..do ..do Dec. 4 ..do ..do ..do ..do ..do Dec. 5 ..do ..do 16. 07-16. 52 8. 56- 9- 55 10. 00-10- 55 12.59-14-02 14. 05-15. OS 15- 23-16. 29 8. 47- 9- 59 10. 06-10. 57 II. 12-11. 55 13. 22-14. 27 14-33-15-30 15- 49-l6- 45 II. 00-13. 43 13- 55-14- 54 15. 01-16. 27 Means . Means of two seccions . 49,550 48, 250 47,925 47,375 48,37s 48, 400 47,225 47,07s 47,600 48,850 47,225 52,050 43,708 46,075 46,683 47, 758 48,458 8,295 8,113 8,07s 7,787 7,783 7,817 7,771 7,804 7,843 7,637 7,773 8,066 7,494 7,64s 7,477 7,825 7,936 o. 159 . 162 .165 . 162 .158 .163 .156 .152 .166 -157 .167 .170 . 169 .167 .163 . 169 .172 .167 .163 .166 .166 . 164 .166 .161 .165 .163 .165 . 164 .163 o. 163S o. 167 .168 .168 . 164 .161 . i6o .165 .166 .165 .156 .165 •155 .172 .166 . 160 o. 1639 o. 1638 ' Discharge No. 9 omitted. Something wrong with meter wheel. > Discharges Nos. 31, 32, 33, 35, and 36 omitted. No water in paper company canal. Coefficients not well determined for this condition. 66 PRESERVATION OF NIAGARA FALLS. From these quantities, shown in column d, Table 6i, and the corresponding volumes of flow, column e, as measured by the Lake Survey, the water consumed per kilowatt generated has been computed, as shown in column f . The water used per kilowatt second is o. 1 638 cubic feet per second, as indicated by measurements on section No. i, and 0.1639 for section No. 2. In using these reduction ratios to get total diversion, the quantity of water used in the paper company's canal should be added. It should be stated that the water supply of the city of Niagara Falls is drawn from the power company's canal, below the hydraulic sections. This water is not within the purxaew of the act of June 29, 1 906, and it is not properly chargeable against the power company. The quantity of water is so small, however (10 to 20 cubic feet per second), that it has needed no consideration in these discussions. Some measurements of the diversions by the Niagara Falls Power Co. were made in 1908, as shown in Table 44, Appendix 3. The volume diverted in all cases is well within the permissible quantity.' Chaptbr XIII. the; diversions of the NIAGARA FALLS HYDRAULIC POWER & MANUFACTURING CO. The second large water consumer on the American side is the company whose name heads this chapter. In this report it is spoken of as the hydraulic company, and its canal is called the hydraulic canal, both in distinction to the Niagara Falls Power Co. — called briefly the power company, and its canal the power canal. The hydraulic company is known locally as the Schoellkopf Co. The head of its canal is at Port Day, a quarter of a mile below the intake of the power company, and nearly half a mile above the head of Goat Island, and the entrance to American Rapids. (See pl. 13) The canal is 100 feet wide and 5,000 feet long leading through the city of Niagara Falls to the milling district on the brow of the cliff below the Upper Steel Arch Bridge. Here the water makes its descent to the river in the Gorge below, with upward of 210 feet in head between the water in the canal and that in the Gorge. At an ordinary stage of the river the difference in level between the water surface at the head of the canal at Port Day, and the river at the tail bay is 217 feet. Turbine wheels operated under a head of 2 10 feet, therefore utilize more than 96 per cent of the potential head. A part of the water of this canal is used under heads of 100 feet or less, discharging midway of the cliff. In the statement of this company to Capt. (now Major) Kutz dated July 28, 1906, the water used by the mills is set down as 1,332 cubic feet per second, "which represents 7,991 horsepower." By this statement each cubic foot yields 6 horsepower, while the water at the head of the canal had a potential of nearly 25 theoretical horsepower. If 2 of the potential horsepowers be charged to loss in the canal and in the turbines, 17 horsepowers have been lost by the utilization of 80 feet instead of 210 feet. In the same statement of this company 8, 1 68 cubic feet is the water representing 131 ,877 mechani- cal horsepowers for stations Nos. 2 and 3. The ratio of horsepowers to water here is 16, or 2^/^ times the ratio for the water-consuming tenants. The capacity of the hydraulic company's canal and the location of its forebay present the highest possibilities of the economical use of the water which it may divert; but its use of one-fifth of its authorized diversion of 6,500 cubic feet per second, for so inadequate a return as 6 instead of 16 to 18 horsepowers to the cubic foot, should be clearly noted. By its State charter, the hydraulic company is limited to the flow capacity of a canal 100 feet wide by 14 feet deep. For a mean velocity of about 4>^ miles an hour this would show a flow of 9,500 cubic feet per second and this has been estimated as the capacity of the canal. As the consumption of this company is yet well within the diversion to which it is limited by its permit under the act of June 29, 1906, the measurements of the flow in the canal do not need detailed analysis or discussion. ^ See supplemental report by Major Keller, dated Sept. 21, 1909, which gives additional measurements. PRESERVATION OP NIAGARA FAI.LS. 67 The conditions in the canal were not favorable for the best current-meter work, because a drill and dredges were at work deepening the canal, a tug and scows were traversing it hauling away the excavated material, false work stood in the canal at street crossings where it was being widened and the bridges reconstructed, and the bottom itself was ragged. These operations and conditions mterfered with the even flow of the water, and made the measuring operations more laborious and less exact. The presence of the false work under the bridges, and later its removal, made the slope in the canal a variable quantity not entirely dependent upon volume of flow and river stage. The changes of slope between August i and December 10, 1907, are shown in plate 39a. The first hydraulic section was located toward the lower end of the canal at the upper side of the Main Street Bridge. (See pis. 13, 34, and 35.) Work was begun in July, 1907. Soundings with lead and cable were made every 2 feet and in places closer, for bottom profile. The sides of the canal were taken as vertical. A self-registering water gauge of the small type was set just above the bridge, for water surface determination, and this surface was taken as level. The canal was considered as made up of 5 substreams, cutting the vertical plane of the section in the 5 panels shown in plate 34. Two meters were used as a compound instrument, and vertical and transverse curves were determined as shown in plate 35. Twenty-two discharge measurements were made in August (see Table 62) showing a mean flow of 2,677, with maximum of 3,080 cubic feet per second. Twelve measurements in December show a mean of 1,988, with a maximum of 2,095 cubic feet, and the small volume indicated is related to the prevailing business depression. 68 PRESERVATION Olf NIAGARA PALLS. Table 62. — Summary of discharges , Main Street section, Niagara Falls Hydraulic Power & Manufacturing Co. No. Date. Time. Meter. Rating. Gauge heights. FaU. Discharge. Port Day. Main Street. 1907. Feet. Feet. Feet. Cub.ft. sec. I Aug. I . . . . S.30- 9.21 2B October. . . 562. 13 561.04 1.09 2,796 2 Aug. 2 . . . . 8. 37- 9-47 iB ...do 562-47 561.53 -94 2,697 3 Aug. 5 9. oS-lo. 26 iB ...do 562. 08 561.05 1.03 2,596 4 Aug. 6 8.44- 9.32 2B ...do 562. 06 561.02 1.04 2,679 S Aug. 9 16. 42-18. 00 iB ...do 561.90 560.63 1-27 2,959 6 Aug. 12. .. 8. 52-10. 00 iB ...do 562.15 560. 97 1. 18 2,856 7 . . .do. . . . . . 10. 10-11. 27 iB ...do 562.12 560.92 1-20 2,800 8 Aug. 13 . . . 16. 55-iS. 00 2B ...do 562. 24 560.97 1-27 2,826 9 Aug. 14.*. . I3-47-IS-2S 2B ...do 561.94 560. 64 I- 30 3.077 10 ...do IS- 41-17- 13 2B ...do 561.92 560.64 I. 28 3,080 II Aug. 15. .. 8. 24-11. S3 iB ...do 561-93 560. 50 1-43 2,942 12 ...do 12. 22-14.36 iB ...do 561.98 560. 58 1.40 2,901 13 Aug. 19. .. 13.30-15.06 2B ...do....'.. 561.98 561.17 .81 2,36s 14 ...do 15. 20-16. 50 2B ...do 561.94 561. 12 .82 2,321 15 Aug. 20. . . 8- 35- 9-52 2B ...do 562. 13 561.20 ■93 2,461 16 ...do 10.04-11.26 2B ...do 562.11 561. 18 •93 2,468 17 Aug. 21. .. 8. 29-10. 24 2B ...do 561.91 560.85 1.06 2,548 iS . . .do 10.27-12.07 2B ...do 561.90 560.84 1.06 2,643 19 Aug. 24. . . 8.53-11.00 2B ...do 562. 20 561-38 .82 2,350 20 ...do 11. 20-14.00 2B ...do 562.26 561-52 ■74 2,454- 21 ...do 14. 09-16. 13 2B ...do 562.30 561.60 ■ 70 2.454 22 23 ...do Mean Dec. 7 16.20-17.00 2B ...do 562. 24 561.41 ■S3 2,616 2.677 9. 44-10. 24 2B November 561. 80 561. 54 .26 1,980 24 ...do 10.27-11.05 2B ...do 561. 78 561.52 .26 Ii979 25 ...do 11.27-12. 10 iB ...do 561. 76 561.48 .28 1,988 26 ...do 12. 14-12.56 iB ...do S6i. 76 561.49 •27 1,970 27 ...do 13- S5-I4- 34 2B ...do 561. 79 561.52 .27 2,095 28 ...do 14.36-15.20 2B ...do 561. 78 561.52 .26 2,014 29 ...do 15.37-16.14 iB ...do S6i. 73 561.52 .26 1,995 3° Dec. 9 9.43-10. 16 2B ...do 561.62 561-33 ■29 1.954 31 ...do 10. 19-11. 10 2B ...do 561. 64 561-36 .28 1,973 3 = ...do II. 12-12.00 2B ...do 561.64 561-35 •29 1,984 33 ...do 13- 15-13- 56 iB ...do 561.61 561-33 .28 l,94S 34 ...do Mean 13.58-14-43 iB ...do 561.59 561-31 .28 1.979 1,988 False work at Erie Avenue and Third Street Bridges. Dredges working between Erie Avenue and New York Central bridge, below New York Central bridge. At Fourth Street, dredge widening canal and false work under temporary bridge. Aug. 22. False work at Erie Avenue Bridge removed. Channel practically clear in December. Some false work at Fourth Street. In December. Aluminum Co. were taking about one-fourth of their normal load- A drill boat PRESERVATION OF NIAGARA FAI,LS. 69 Table 63.— Discharge by meter on bridge, New York Central section, Niagara Falls Hydraulic Power & Manufacturing Co. [4A meter, October rating.] Aug. 26. Do.. Do.. Aug. 27. Do.. Do.. Do.. Aug. 28. . Do.. Do.. Do.. Aug. 29. . Do.. Do.. Do.. Aug. 30. . Do.. Do.. Do.. Do.. Do.. Do.. Sept. 4. . Do.. Do.. Do.. Date. Time. Mean. 10.36-12. 10 12.20-13.44 16. ro-17. 06 II. 18-11.48 14. 22-15. 10 15. 40-16. 41 16.46-16. 56 9. 22-10. 24 10. 28-11.06 13. 21-14. 36 16. 1S-17. 00 10. lo-ii. 20 11. 24-12.02 14- 43-15-56 16.os-17.31 9. 09- 9. 50 9. 51-10. 28 10. 46-11. 20 '3- 34-15- 00 15.01-15.29 IS- 34-15- 54 IS-SS-16.30 14.00-15.46 IS- 48-15- 58 16. 15-16. S3 16.55-17.34 Afean revolu- tions per second. Velocity, feet per second. 1.28 I- 35 I-3I I. 29 1-23 1- 21 I- 26 1-32 1-34 1-26 1-36 1-41 1-42 1-31 I- 26 1. 41 1-37 1.38 1-33 1.40 1.40 1-37 1.28 1.36 I. 29 I- 33 1.67 I- 75 1.70 1.68 I. 61 1.58 1.64 I. 71 1-74 1-64 1.76 1.82 I- S3 I. 70 I- 64 1.82 1-77 1-79 1-73 1. 81 1. 81 1-77 1.67 1.76 1.68 1-73 Mean velocity. I-4S I- 52 1-47 1.46 1.40 1-37 1.42 1.48 I- SI 1-42 I- S3 I-S8 1-59 1-47 1.42 1.58 1-53 I-S5 I- SO 1-S7 I-S7 I- S3 1-45 I- S3 1-46 I. SO Water-surface elevation (mean). Port Day feet. 561.93 561.98 562. 13 561.96 561.91 561.94 561.99 S6i. 83 S6l. 83 561. 84 561.87 561-85 561.86 561.91 561.91 561. 92 561.89 561.89 561. 88 561.89 561.89 561.90 561.87 561.84 561.84 561.83 New York Central. Feet. 561.66 S6i- 73 561.89 561. 72 561.67 561.74 s6i. 75 561.57 561.57 561.63 561.61 561. 57 561.58 561.72 S6i. 73 561. 64 s6i. 62 561. 62 561.64 561.64 561.67 561.67 561.67 561.57 S6l-5S S61-SS Main Street. Feet. 561.06 561. 12 561.27 561.06 561.12 561. 16 561-13 560.94 560. 94 561.07 561.00 560.93 560.94 S6l.i6 561.17 561. 04 561.01 560.97 561.13 561.02 s6i.o2 561.02 560.94 560.83 560. 80 560.81 Fall, Port Day to Main Street. Feet. 0.87 .86 .86 .90 •79 .78 .86 ■89 .89 •77 .87 .92 .92 •75 •74 ■92 •75 •87 .87 • 88 •93 1. 01 1.04 I. oa Sq.Jeet. 1,671 1,67s 1,69s 1,677 1,672 1,679 i,63o 1,662 1,662 1,668 1,666 1,662 1,663 1,677 1,678 1,669 1,667 1,667 1,669 1,669 1,672 1,672 1,672 1,662 1,660 1,660 Dis- charge. Cu.ft. sec. 2,423 2,531 2,492 2,448 2,341 2,300 2,386 2,460 2,510 2,369 2,549 2,626 2,644 2,465 2,383 2,637 3.551 2,584 2,500 2,620 2,625 2,5S8 2,424 2,543 2,424 2,490 2,496 70 PRESERVATION Olf NIAGARA PALLS. Table 64. — Discharge by index meter, New York Central section, Niagara Falls Hydraulic Power & Manufacturing Co. [i B Meter. November Rating.] SUNDAY, DEC. I, 1907. Time. Mean revolu- tions per second. Velocity, feet per second. Mean velocity. Water-surface elevation. Fall, Port Day to JIain Street. Area. Dis- charge. Port Day. Main Street. Feci. Feet. Feel. Sq./eet. Cu.fi. sec. 10. 19 1. 41 1.S2 1-47 561. 74 561.32 0.42 1. 455 2,139 10.30 1.43 1.S5 1.49 561.74 561.32 .42 1,455 2,167 10.41 1.46 l.SS 1-52 S6i. 74 561.32 .42 1,455 2,212 10. 52 1.39 1.80 1-45 561. 74 561.33 .41 1,456 2,111 11.03 1.46 l.SS 1.52 S6i. 74 561.33 •41 1,456 2,213 11.14 1.44 I.S6 1.50 561. 75 561.33 .42 1,456 2,184 11. =5 1.4S 1.91 1.54 561. 75 561.32 -43 1,455 2,241 11.36 1-35 1-75 1.41 561. 75 561.33 .42 1,456 2,053 11.47 1.46 l.SS 1.52 561. 75 561.33 .42 1,456 2,213 H.5S 1.43 1.83 1.4S 561. 75 561-33 .42 1, 456 2,15s I3.09 1.3S 1-79 1.44 S6l. 75 561.33 .42 1,456 2.097 14.30 1.40 I. Si 1.46 561. 7S 561.37 .41 1,460 2.132 14.41 I- 45 1.87 1. 51 561. 78 561.37 -41 1,460 2,205 14.52 1-44 1.S6 1.50 561.78 561.37 .41 1,460 2, 190 15.03 1.50 1-93 1.56 561. 7S 561. 38 .40 1,461 2,279 15.14 1.56 2.00 1. 61 S6l. 78 561-33 -45 1,456 2,344 n-'s 1-59 2.04 1-65 561- 79 561.30 -49 1,453 2,39s 15-36 1.62 2.07 1.67 561- 79 561.30 -49 1,453 2,426 IS- 47 1.62 2.07 1.67 561.79 561.30 -49 1,453 2,426 IS-SS I- 57 2.01 1.62 561. 79 561.30 -49 1,453 2.354 16.09 1.5S 2. 03 1.64 561. 79 561.30 -49 1,453 2,383 16. 20 Mea 1-59 a 2.04 1.6; 561. 78 561.31 -47 1,454 2,399 2,240 To verify the results of the Main Street work, a second hj'draulic section was measured in August and September at the New York Central Railway crossing near the head of the canal. This is shown in plates 36, 37, and the volumes of flow in Table 63. The mean flow was 2,496 and the maximum 2,644 cubic feet per second. Work on this section was done from a cableway square with the canal axis. Near each hydrauUc section single-meter stations were established similar to the conveyor station of the Niagara Falls Power Go's canal (see Chapter XII) where velocities in connection with transition coefficients and water-gauge readings gave the volume of flow. The measurements of Table 63 were made from the New York Central bridge station. The two sections were tested for accuracy on September 5 by simultaneous measurements. This test showed the flow by the New York Central section 2,686 and by the Main Street section 2,642 cubic feet per second. The difference, 44 cubic feet, shows a check within 1.7 per cent, which is better than was anticipated. The comparison of sections is shown graphically in plate 38. The variation in the flow at difl'erent hours of the day is sho\^^l in plate 39. The slope in the canal shown on plate 39a is typical for that time only, because subsequent deep- ening and widening of the canal changed the relation of flow and fall. Measurements of the flow in the hydraulic canal made in the shutdown periods of 1908 (see Table 45, Appendix 3) show the volume of flow less than in 1907. tfcnaic uoc. no. /(/^ ; o£.a uong., ist 9c»». A ^'^ .^ « Plat^ 34 MA//^-3Tff££T /^yOffAUUc 3£C7-/0// On Prof>/e ; Cifc/gs s/iaiv f/7g pas'f/on of /hng/ '"deits and />0He(/ Ufies /-/ifi p^hon ef WaHica/ c/s././i/ff ^(/ffy^y PRe3£RMT/0/V OF /Vm/l/?/l /rjjUS M/im STREET HYORAULIC S£CTlOM Moi/e undir- f)te i^i'rrcfion of Ma/0/> ChAi1i.£3 /C£iL£/i tCofps of f/it^tneers t/^4- TxANCis C.Jf*£f/stfOf* I Pri/lcipat Assistant fnoMI^- if, ^//sfiMAflr^^ff£ , Junior l/jgineer' Stinte Ooc. No. IQH : 62d Con(., Itt Sess. V. ^cnaLC wuc. no. /y^ ; oca wong., ist 9c»9. y i Senate Doc. Do. 106 ; SZd Cent., lit Sess. 90 Farfe/ Pa. 30 70 L_ D /stance L_ / ! plate: 36 Senate Doe. Bo. /(J5 ; 62d~ci;i^7JS"i;ii: t / 6 Par/e/ 3 \S Fa 90 30 70 D/sfance Plate 37 NEl^ YORK CENTRAL ^VDRAUl/C SCCT/O/^ Af/4jo/i Ch^riss /C£Lt £jf , Corps p^ Lff^m^ers (^ 5 A. fif/i/vc/s C-S^e^eMOii^, Fr/ncp^/ As^'ifanf frt^/n^ar: ■*? /9as Senate Doc. No. lOb \ 62d Cons., (st Sess. U. S. Lake Survey. Preservation of Niagara Falls. N. F. H. P. & M. CO. Plate 38. ^ N «0 K I' M C^ 00 '^"^^ i 1 N 5^ ^ ^ ^ 4 ^ > ^ .5i ^ 1 ■k 1 1 Qi 1
  • :s MAIN STREET SECTION. HOURLY VARIATION IN DISCHARGE. U. S. Lake Survey. Preservation of Niagara Falls. N. F. H. P. & M. CO. Plate 39 a. Fa// Port Day to /^a/n Street in Feet ^ ^ ^ ^1 1 1 is, ^; t § ^ I "^ It i.! l| 'I I I I I «0 1) I ^ Sii X (0 fill ^ !^ .5^ ^ ^ ■'. ^ ^ ^ ^ |-^ IP) ^^^ 1^_^ •^ Note: Port Day is Grass fs I a net minus 0.t6 foot 1<:i-K ^ \ ■^ s: ^1 ^ ^ VV ■^■ "■) ^5 ^ ^ ^ ■^ ^ ^ c^ ^^ ^"^ 'O V ^i *0 0> ro r 00 o •« (O _ r- 4 o m 0> r* ^ ^ S ■9 V "n; o_ I0« CO b in k HYDRAULIC SECTION ERIE CANAL SOUNDINGS. U. S. Lake Survey. Preservation of Niagara Falls. Plate 42. a 5; Depths in feef- Depths in feet at Wafer Surface S72.27 ERIE CANAL, MEAN CROSS SECTION OF DISCHARGE SECTION. U. S- Lake Survey. Preservation of Niagara Falls. Plate 43. "t ■^ Percentage ve/oc/'h'es Percentage \/e/oc/'Hes ERIE CANAL, TRANSVERSE VELOCITY CURVE. U. S. Lake Survey. Preservation of Niagara Falls. Plate 44. 5^ K 1 ^ J ^ ■s - II / / to - II / ^ / ► 1 5 / 1 / ^ \ / > / «3^ t ^^ ^. "^ -J y — - — ' , 5 ^ ^^^S^^^^^^^l Percentage Depth DISCHARGE OF ERIE CANAL, TYPICAL VERTICAL VELOCITY CURVE. PRESERVATION OF NIAGARA FALLS. Chapter XIV. 71 THE FLOW IN THE ERIE CANAL. In October, 1907, measurements were made to determine the volume of flow in the Erie Canal. The section chosen was at Hamilton Street, Black Rock, just above Lock No. 72. (See pi. 40.) The slow current in the canal made velocity determinations with floats simpler and more accurate than with current meters. The canal at this place has a width of about 85 feet and a depth of about 1 1 feet. The floats were made to pass over a length of 100 feet (see pi. 41) and this section was sounded with a pole. Water- surface level was read on a staff gauge. Floats were 2-inch octagonal rods of white pine, 8 and 10 feet long, weighted so as to float with about an inch projecting above the water surface. These were started several feet above the upper range, and the time of transit over the loo-foot base was taken with a stop watch. The upper and lower ranges were defined by lines stretched across the canal, and tagged to show distances from the canal wall. Plates Nos. 42 and 43 show the mean cross- sectional area and the transverse curve of velocities; and plate 44 shows the typical vertical curve used as the basis of reduction to mean velocity in the vertical. A discharge consisted in timing eight floats, one in each of the substreams of which the panels are shown in plate 42 . Sixteen measurements of the flow (see Table 65) show a mean flow of 768 cubic feet per second. Table 65. — Discharge summary, Erie Canal. No. Time. Gauge. Dis- charge. Remarks. 1907 Oct.29. . ...do... Oct. 30.. do... do... do... do... do... do... Oct. 31 . ..do... ..do... ..do... ..do... ....do... ....do... I3-43-IS-33. 15. 38-16. 39. 9.17-9.48... 10. 03-10. 50. 10.54-11.46. 13.44-14.25. 14. 29-15.01. 15.05-15.37. 15.41-16.33. 9.06-9.34... 9. 41-10. 10. . 10. 15-11. 24. 13.40-14. 18. 14.22-15.00. 15.02-15.39. 15.44-16.32. Light upstream, freshening. Dying out Light upstream Very light upstream . Very Ught upstream . Very light. . No wind . . . do do do do Very light, SE . Mean .... Feet. 572.26 572. 22 572- 17 572.17 572-25 572-17 572-17 572. 17 572. 17 572.23 572.27 572-27 572. 16 572-15 572. IS 572.06 Cu./t. sec. 74S 758 730 738 770 751 773 764 773 848 825 797 779 788 747 700 Downstream lockage, 14.48. Lockage at 16.30. Downstream lockage, ri.12. Downstream lockage just before measurement. Downstream lockage. 16.10. Upstream lockage just before measurement. Two downstream lockages between 10.20 and 11.02. Downstream lockage, 15.10. Upstream lockage, 16.00. 572. 19 768 The diversion of water from the Erie Canal at Lockport, which has a maximum volume of 500 cubic feet per second under the permit issued in accordance with the provisions of the act of June 29 1906, was not investigated by the Lake Survey. 72 PRESERVATION OP NIAGARA FALLS. Chapter XV. CURRENT-METER TESTS. The hydraulic work of the Lake Survey on the outflow of the Great Lakes depends fundamentally for its accuracy on the proposition that the Haskell current meter rated on a still-water base gives the true velocity of flowing water. The work of the Lake Survey up to the time of the experiments here briefly described contains no demonstration on this vital point. On the face of it, an efficient rating on a still-water base, in which a mass of water is at rest and the instrument is passed through it, should show the same wheel revolutions as a current rating, in which the meter is at rest and the water flows through it. It would seem to be merely a matter of relative motion between instrument and water. However, it is claimed that the impact on the wheel vanes of the particles of flowing water, owing to the intricate nature of their movements, does not have the same effect in wheel revolutions as the impact between the vanes and the inert particles of still water. In submitting formulas for discharge of the Niagara and St. Lawrence Rivers, it seemed proper to apply a correction for instrumental error, if such error existed, and these experiments were made to determine this point. The Haskell current meters, one of type A, cafled L. S. 4A, and one of type B, L. S. iB, were carefully rated on a still-water base. The methods used were similar to those used in rating meters for the discharge work in the Niagara and St. Lawrence Rivers, and described in the Reports of the Chief of Engineers, United States Army, for 1900 and 1901, except that the meter was suspended from the deck of a light catamaran, whose hulls were of 8-inch diameter cedar poles, with a clear width of 12 feet between hulls. Each meter was rated three times, and the rating equation is derived from all observations cor- responding to the river velocities of the current rating. In the still-water rating, a 200-foot base was used, marked by beads soldered on a galvanized- iron ware. This wire was stretched taut over the stifl water, and acted in addition as a guide for the catamaran. The current rating of the meters was done in the Detroit River just above the Lake Survey depot at Fort Wayne, and about 200 feet out from the dock Une. A section of the steel pontoon sweep was suspended in the current, held by a head anchor. A second section was suspended tandem from the first by two galvanized-iron wires, one on each side, ha\dng beads soldered on them 200 feet apart. The starboard wire formed the current rating base. The length between beads of the wires was measured, before and after the tests, by a steel tape. The sweep catamarans have decks that overhang at the sides the cylindrical steel hulls. These overhangs were extended so as to drop the meters into the water 12 feet outside the starboard hulls, in order to place the instruments where the current lines would be entirely clear of hull influences. The 4A meter was placed abreast the zero bead on the upper catamaran; the iB meter was about 5 feet downstream from the 200-foot bead on the lower catamaran. The axes of the meter wheels were set i foot below the water surface. The two catamarans hanging fair with the current aligned the meters so that the current threads passing the first passed close to the second also. The catamarans showed little movement, either sidewise or streamwdse. As doubt exists as to whether a float travels at the same speed as the water in which it is immersed, and as a float must penetrate the surface skin and be in some measure affected by the wind, it seemed best to avoid floats, and to make -visible a ball of the water itself, so that its transit between the two terminal beads could be timed. It was found that about 4 ounces of a strong fluid bluing, or a strong solution of aniline red, injected into the river at a depth of about a foot, would color a ball of water perhaps a foot in diameter at the start, which held together so that about 70 seconds later it would complete the transit of the 200-foot base, with a size not often more than doubled, and still a fairly compact mass of color. PRESERVATION OF NIAGARA FALLS. 73 The colored water was injected about 5 feet upstream and a little to one side of the upper meter, 4A, using a small bicycle pump, pointed downwards and moving at the speed of the water as closely as it could be followed. When the center of the ball of color passed the initial bead of the base wire, the registration of both meters was started by pressing the stems of two stop watches. When its center reached the 200-foot bead, its transit was signaled and both registers were thrown out of circuit by stopping the stop watches. The total number of wheel revolutions for each observation, the transit time of the fluid, and its path were noted. Table 66. — Tests of accuracy of Haskell Current meters L. S. 4A and L. S. iB in Detroit River. Number of ob- servation. 23 24 25 26 27 23 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 1906. June I ...do.... ...do.... ...do..,. ...do.... ...do.... ...do.... ...do.... ...do.... ...do.... ...do.... ...do.... ...do.... ...do.... ...do.... ...do.... ...do.... ...do.... ..do ..do ..do ..do ..do ..do ..do ..do ..do ..do ..do ..do ..do ..do ..do ..do ..do ..do ..do ...do ..do ..do ..do ..do ..do ..do June 2 ..do ...do Time of day. p. M. 1. 00 1.06 1. 10 1. 12 1.15 1.17 I. 20 1. 22 1.27 1.30 1-35 1-37 1.40 1-43 1-53 I- 55 I- 57 I- 59 2. 00 2.02 3-32 3-35 3-37 3-38 3-41 3.43 3-45 3-47 3.50 3-52 3-55 4.01 4-03 4.05 4.07 4.09 4. II 4-13 4.15 4. 17 4.19 4. 22 4-25 4.27 A. M. 10.4s 10. 4S 10. 50 Velocity (feet per second). By meter 4A. 2.89 2.89 2.83 2.87 2.81 2.81 2-75 2.83 2.81 2.82 2.81 2.58 2.62 2.84 2.86 2.86 2.86 2.86 2. 72 2.79 2. 72 2.81 2.86 2.82 2. 76 2.87 2.83 2.83 2.74 2.82 2.82 2.86 2.86 2.80 2.74 2. 65 2.71 2. 65 2. 65 2.68 2.74 2. 70 2.90 3.04 2.99 By meter iB. 2.97 2.84 2. 72 2-74 2.86 2.86 2.63 2.84 2. 76 2. 72 2.90 2. 72 2. 70 2. 96 3.02 2.91 2.87 2.82 2.8s 2. 70 2. 76 2.85 2.86 2.39 2.92 2.80 2.35 2.96 2.85 2. 90 2.85 2.87 2.87 2.91 2. 90 2.63 2.72 2. 67 2. 65 2.72 2.71 2.74 2.96 2.99 3-04 Mean by meters. 2-93 2.86 2.78 2.3o 2. 72 2.84 2.78 2-77 2.86 2. 65 2.66 2.90 2.94 2.83 2.86 2.34 2.78 2.74 2.74 2.83 2.87 2.39 2.89 2.81 2.82 2.86 2.84 2.90 2.80 2.36 2.86 2.86 2.82 2.66 2. 72 2.66 2. 6s 2. 70 2. 72 2. 72 2-93 3-02 3.02 By fluid transit. 2.99 2.96 2.74 2.88 2.92 2.38 2.33 2.86 2. 87 2.81 2.88 2.78 2.66 2.79 2.97 2.92 2. 84 2.87 2. 72 2.80 2. 72 2. 70 2.84 2.92 2. 96 2.85 2. 92 2.94 2.80 2. 87 2.82 2. 3o 2.80 2.70 2. 70 2.68 2.78 2.80 2-53 2. 70 2.80 2. 67 2.82 2.92 3.04 Resid- uals. f-g - 6 — 10 + 4 — 9 — 4 — 13. o ■fii — 3 + 6 - 6 + 2 + 13 + 3 — 3 - 7 — 3 - 6 + I + 2 -I- 6 -t- 6 -fl6 -I-12 — 2 — 6 — 14 4-12 + 5 -fll -l-io 74 PRESERVATION OF NIAGARA FALLS. Table 66. — Tests of accuracy of Haskell Current meters L. S. 4A and L. S. iB in Detroit River — Continued. Number of ob- servation. Date. Time of day. Velocity (feet per second). Resid- uals. By meter 4A. By meter iB. Mean by meters. By fluid transit. a b e d e % f-g 1906. A. M. 4S June 2 10.52 2. S3 3 01 2 92 2 8S -1- 7 49 ...do 10.5s 2 92 2 98 2 95 2 93 + 2 5° ...do 11.00 2 88 2 90 2 89 2 88 + I SI ...do 11.03 3 01 2 92 2 96 3 01 — S 5' ...do 11.07 2 93 3 01 2 97 2 92 + s S3 ...do II. 10 2 98 2 98 2 98 2 85 +13 54 ...do II. 14 2 95 2 96 2 96 2 90 + 6 $$ ...do 11. IS 2 90 2 98 2 94 2 96 - 3 S6 ...do 11.20 2 97 2 98 2 98 2 96 4- 2 S7 ...do JI. 23 2 8S 3 03 2 96 3 II -IS ss ...do II. 25 P. M. 2 93 3 01 2 97 2 92 + s S9 ...do i=.57 3 00 2 99 3 00 3 01 — I 60 ...do 12-59 3 01 3 07 3 04 3 03 -i- I 61 ...do 1. 00 2 97 2 97 2 97 2 89 -1- 8 6- ...do 1-39 2 SS 2 91 2 90 2 8s + S 63 ...do I. 41 2 S8 2 94 2 91 2 93 - 3 64 ...do 1.44 2 85 2 92 2 88 2 92 - 4 6$ ...do 1.4s 2 95 2 96 2 96 2 Ss -I-II 66 ...do 1-47 2 87 2 92 2 90 2 90 67 ...do 1.4S 2 8s 2 86 2 86 2 Ss -f I 68 ...do 1.50 2 95 2 94 2 94 2 99 - S 69 ...do 1.52 2 91 2 91 2 91 2 86 + s 70 ...do I-SS 2 SS 2 94 2 91 2 91 71 ...do 1-57 2 83 2 S9 2 88 2 92 — 4 72 ...do 1-59 2 89 2 8? 2 .88 2 96 - 8 73 ...do 2.00 2 89 2 94 3 92 2 91 + I 74 ...do 2.02 2 84 2 89 2 86 2 83 + 4 7S ...do 2.0s 2 75 2 89 2 82 2 80 + 2 76 ...do 2.07 2 93 2 84 2 88 3 OS — 17 817 S75 Rm Sfi- 5-5 Stillwater base and current base 200 feet long. Current flows SW. June 1. — Weather fair. Wind 4 to 6 miles per hour from W. Jiuie 2. — Weather fair. Wind 10 to 12 miles per hour from NNW. The 76 observations of Table 66 show the results in detail. The veiocity of the current as shown by the color fluid is taken as the true velocity and is given in column g. The velocity of the current as shown by the meters is given in columns d and e and the mean velocities shown by the two meters in column f. The mean velocity shown by the fluid and by the mean of the two meters for the 76 observations is practically identical — 2.862 and 2.859 feet per second. On June i, 44 observations showed a mean velocity of 2.818 feet per second by the fluid and 2.S06 by the meters, the meters giving a lower velocity by nearly one-half of i per cent. On June 2, 32 observations showed a mean velocity of 2.922 by fluid and by the meters 2.933, the meters giving a higher velocity by about one-third of i per cent. These small divergences are the expected errors of obsen'ations characteristic of hydraulic work. Indix^dual observations show larger divergences, coming from fluctuating velocities. The tests demonstrate conclusively the correctness of the indications of the Haskell meters. The 4A meter rated in these experiments was the meter most largely used in the measurements of the Niagara and St. Lawrence Rivers, and the iB meter was used in the latter river. Both of these meters were used in the measurements of the flow in the Niagara Falls Power Co.'s canal (see Chapter XII) and with velocities close to those of the tests of 1906. The correction for instrumental error is taken as zero. PRESERVATION OF NIAGARA FALLS. 75 Chapter XVI. CONCLUSION. While this report has dealt with injurious effects on the Rapids and Falls of the Niagara River and with interferences with navigable ways in river and lake and has shown these up in their limiting, hurtful amounts, it seems proper to suggest certain remedial measures that may serve to harmonize the preservation inviolate of the scenic grandeur with the useful application of the splendid power of the Falls. Both of these things are eminently desirable and feasible. A volume of 210,000 cubic feet per second with a descent between the "dead line" and the Upper Gorge of 220 feet has a potential of over 5,000,000 horsepower. This is the power of 15,000,000 strong draft horses, each limited to an eight-hour day. If it takes 10 able-bodied men to do the work of one of these draft horses, the work potential in this fall is that of 150,000,000 men, nearly twice our population of men, women, and children. The great companies at the Falls have created in good faith power plants to lessen the hardships of human labor, to aid transportation, to illuminate the night hours, and to add to the wealth of two nations. The power houses for the most part are architecturally excellent, harmonizing with the scenic surroundings, and the mechanical wonders wrought in solving the engineering problems of the utilization of this great head and volume of water rival as a spectacle the scenic grandeur of the Falls and add to the attractiveness of the region. It therefore appears proper to permit and foster such ultimate developments in addition to those already in force as are compatible with the perpetuation of the scenic grandeur appreciably undi- minished. The water, however, and the power that is in it should be regarded as a national resource, and its use should be under definite conditions and regulations. No water should be used wastefully. Users of water should return in mechanical or electrical power all the energy that can reasonably be derived from it. The wasteful use of this national resource is illustrated by the expenditure of 1,332 cubic feet of water per second by the hydraulic company (see Chapter XIII) to secure 7,991 horsepower, or 6 horsepower to the cubic foot. As the water has a potential of 25 horsepower, or 19 horsepower on the shaft, more than two-thirds of the power is wasted. The balance of the water of this company is used economically. The Niagara Falls Power Co. (see Chapter XII) expends over a third of its potential power in getting the water to and from its turbines. The use of the water by the Canadian companies in some cases shows corresponding waste. The supervision of the economical use of the water should extend to all details of canals, sluices, forebays, penstocks, tailbays, tailraces, and tunnels, and to all water wheels, generators, transformers, transmission lines, and motors. Supervision and regulation should extend to rates charged for power or light. The right to use a public resource implies the right of the people to an economic benefit. The maintenance of scenically harmonious premises and surroundings should be required. Provided there be no large increase in up-lake diversions, the possibilities of continued and extended use of power at the Falls are conditioned upon the construction of regulating works in the Niagara River to avoid the wasteful outflow of the water of Lake Erie. The injury to the scenic grandeur of the Falls, and the interference with the navigable waters of the Niagara River and Lake Erie, due to up-lake diversions, and the injury and interference coming from periods of drought would be largely obviated by impounding in the lakes a portion of the winter outflow. During the months of December to April, inclusive, enough water may be saved to hold the lakes to a proper and economical level to the betterment of navigation, and yield a surplusage to partially offset diversions at the Falls. This is a practicable engineering proposition, but as the power companies are beneficiaries they should pay a fair share of the cost of the work. 7821°— S. Doc. 105, 62-1 8 76 PRESERVATION OF NIAGARA FALLS. The lessened winter flow over the Upper Rapids and Falls would not scenically injure either, because ice and frost efl'ects are an added attractiveness that cover up unsightly shoals, or unwatered crest lines. A final consideration should be stated. The Falls are operative only as a scenic spectacle during the davlight hours. AVhen the night shuts in partial depletion would not be scenically injurious. Should permits issue for half the flow of the river from sunset to sunrise, or for 12 or 1 6 hours everv dav, a tremendous power would become available that would furnish its own light, and factories might work by night instead of by day. The temporar}- lowering of the river would immediately readjust itself when the sunrise shut- down came. The intert'erence \\-ith night na^•igation on the river would not be prohibitive in \-iew of the benefits to be conferred in cheap power and hght. The use of the night power at Niagara implies regulation of Lake Erie's outflow. Appendix i. DAILY WATER SURFACE ELEVATIONS OP LAKE ERIE AND THE NIAGARA RIVER FOR THE YEARS 1 899 TO 1907, INCLUSIVE, SO FAR AS THE ELEVATIONS WERE OBSERVED. HYDRAULICS, NIAGARA RIVER. Table 3. — Daily mean water surface elevations at Buffalo, N. Y. [In feet above mean tide at New York.] [From self-registering gauge records. 1903 levels.] 13 ■ 14. 15- 16. 17- 18. 19.- 23 . 24- 25- 26. 27- 28. 29. 30. 31. Date. 1899. January. Febru- ary. S7r.49 571-48 571-45 571-77 571-78 571-47 571-41 571-43 571-45 571-48 571-54 571-25 571-29 571-28 571-32 ' 571-42 571-25 571-34 572- 24 571-75 March. 571-46 571-32 571-40 S7I- 19 572.27 571-53 571-50 571- 78 571-70 571-43 571-73 572-29 571-87 571- 14 572. 26 571- 79 571-39 571- SS 572- II 572- 45 571-38 571-68 573-08 572. 2S 571-67 572.06 571-79 572. 02 573- SI 372-04 S72.0I 571-86 April. 572-48 571-97 571-93 571-83 571- 73 572- 18 572.15 571-96 571-89 572-07 571-94 572- IS 572. 17 572.18 571-98 571-95 572-01 571-98 571-98 571-89 572-08 S72-I2 572. II 572.02 572.09 572.08 572.07 May. 572.10 572.14 571-84 572- 19 572. 20 572. 15 572- 18 572. 22 572. 14 572.47 572.28 572. 46 572.38 S72. 28 572. 22 572. 04 572. 53 572-69 572-55 572-43 572-33 572-33 572-30 572-37 572-38 572- so 572-46 572- 55 572- 78 572. so 572-34 June. 572.60 572.53 572-44 572-52 572-55 S72- 66 572-57 572.80 572.61 572.41 572.40 572.52 572.54 572-62 572- 70 572- 74 572.58 572.55 572. 49 S72. 70 572-49 572.3s 572.62 572-48 572.51 572- 40 572.46 572. 14 572-05 July. 572-34 572- 43 '572-48 ' 572.51 ' 572- 93 S72-66 572-51 572-50 572- 54 572-34 572-43 572.42 572. 64 572.59 572. 75 572.47 572.44 S72.6I 572. 12 572. II 572.15 572.37 £72-48 572-54 572-32 572.58 572- S3 572-32 572-47 August. 572. 29 572.5s 572.38 572. 40 572.26 572- 18 572.09 572. 2S 572. 21 572.44 572.15 571- 75 571-92 572.05 572.07 372.07 572.09 572-32 572- 29 572- 05 572. 03 572.03 571- 79 571-86 571-65 571.84 571-91 571-96 572.11 Septem- ber. 571-92 571-88 572. 12 571- 63 572- 19 571-69 571-87 571-88 571-80 571- 74 S72. 12 572. 24 571-97 571- 78 571-67 571-72 571-80 571-85 571-51 571- 72 572.11 572. 03 571- 42 572. 03 572. 02 571-66 572.30 572-34 571-83 572-15 October. 571.61 571-24 571-43 571-52 571-41 571-42 571-09 571.26 571- 64 571- 54 571- 56 571-47 571-46 571-52 571-28 571-49 571-66 571- 72 571-53 571-35 571- 26 571-54 571-66 571- 64 571- 56 571-61 571-38 571.60 571- 8s 571-47 571- 10 571-48 Novem- ber. 571-34 570- 75 571-17 572- 70 571-81 571-67 571- 61 571-54 571-90 571-62 571-21 571- 50 571-50 571-37 571-92 571- 28 571-51 571- 74 571.81 571-48 571-52 571-48 570- 84 571-41 571-45 571- 54 571-56 571-88 571- 76 571-63 Decem- ber. 572-09 572-29 571-40 571- 59 573- 00 572. 17 572. 19 571. 65 571-07 571- S3 571-42 573-09 572. 29 570.88 571-98 571-41 571-75 571-48 571-98 572- 13 572. 02 571- 71 571- 4S 572-48 572. 63 S72.31 572.19 572.27 S7I-79 571-89 572-52 571-96 1 Partial days. 77 78 PRESERVATION OF NIAGARA FALLS. Table 4. — Daily mean water surface elevations at Austin Street [In feet above mean tide at New York.l [From self-registering gauge records. 1903 levels.J 13- 14- IS. j6. 17. 18. 19. as- 34. 36. 37 ■ 38. 39. 30. 31- January. Febru- ary. 1899. Mean. March. S66. S3 S66. 24 566. =6 566. 21 567. 06 566. 62 566. 47 S66.9t 566.60 S66.36 S66. 54 S66. 93 566. 82 S66. iS 566. 75 566.80 S66. 30 S66.37 566.83 567. S4 566. 50 S66.58 567.69 S67. 42 566. 73 S66. 90 566. 66 S66. 76 568.21 567. 19 566.87 566. 77 April. S67. 567. S66. 566. 566. 566. 566. 567. 567. 566. S66. S66. 566. 567. 367. 566. S66. S66. 566. S66. 566. 566. 566. 566. 566. S66. 566. S66. 566. 566. 566.80 May. 566. 87 566. 82 566. 60 566. 63 566. 95 566.98 566. 94 566.96 567.00 566. 95 367.20 567.06 567. 19 567. 14 567.07 566. 99 566. 86 367. 24 567.36 567. 27 567. 18 567. 10 567.06 567. 04 567.07 367. 10 567.21 367. 18 567. 24 367-44 567. 22 567.06 June. 567.34 367-30 567. 21 367- 3S 567. 28 367.38 567.34 367. 49 367.33 367- 19 367. 19 567. 24 367. 37 367. 33 367. 42 ■567. 47 567.32 567. 30 567.27 367.43 567. 38 367- IS 567-36 567. 27 567.30 367. 3r 567. 26 567. 06 566. 85 567. 21 367. 28 July. 367 S67' 367 367. 367' 367' 367. 567. 367' 367. 367 367 567. 367 567. 367. 367 367 567 567. 567 S67 567 367 567. 367 567. 367 367 367. 367 August. 567- 29 567-48 367-34 367.38 367- 29 567- 25 367- 18 567. 19 367- IS 367- 24 567. 24 367- 41 567- 3S 566. 81 366. 73 367.01 567.09 567. 12 567. 16 367. 16 567.32 367- 33 567.11 567.08 567.08 ' 566. 91 ' 566. 81 366. 96 ' 366.97 367.05 567.34 367.14 Septem- ber. 367. 03 566. 97 367. 19 S66. 76 367. IS 566. 84 366.89 566. 97 366. 86 566. 84 367.09 367. 26 567.06 566. 86 566. 78 566. 78 566. 86 566.89 566. 66 566. 79 367. 07 367.08 566. 54 566. 95 367. 06 566. 72 367. =3 367. 23 566. 94 567. 16 366. 93 October. 366. 73 566. 41 566. so 566. 62 566. 31 566.52 566. 30 566.31 566. 67 366. 59 566. 61 366. 34 566. 54 366. 38 366. 41 366. 33 366. 67 566. 71 566.62 566. 42 366.33 366. 55 366. 67 366.65 566. 39 366.63 566. 47 366.63 566.87 366.57 566. 23 S66. 53 Novem- ber. 366.41 365.96 566. 12 367.46 566. 87 566. 6s 366. 62 566. 54 566. 80 S66. 67 366.31 566. 52 566. 48 566.38 566. 80 366. 33 566. 46 566. 68 566. 76 566. 50 566. 48 566. 48 365. 92 566. 34 566. 41 566. 46 566. so 566. 72 566.63 566.61 366. 57 Decem- ber. 366. 82 367. IS 366.36 566.51 567.33 567.09 566.82 566. 66 566. 06 366.37 566.31 367. 6s 367. 14 566. 02 S66. 78 566.38 366. s- 566.41 566. ss 567- 03 566. 93 566.51 366.37 367- 14 367. 43 S67. 13 566. 99 567.01 566. 68 566. 70 567.33 566. So ' Partial days. 13. 14. 15. l6. 17. 18. 23. 24- =5. 26. 27. 38. ag. 30. 31. Mean. PRESERVATION OF NIAGARA FALLS. Table 5. — Daily mean -water surface elevations at Buffalo, N. Y. [In feet above mean tide at New York.] [From self-registering gauge records. 1903 levels.] 79 January. ' S72. 18 573- 34 571. 66 571. S8 571. 70 571. 28 S7I. 74 571.26 571. 23 571.44 570. 81 ' 571. 53 '571-41 572.03 571.38 571.35 571.42 571. 62 571- 70 571- 71 571- 24 S7I.8S 572- 55 571. 86 572. 43 572. 20 572. 22 572. 13 571. 76 Febru- ary. 572.07 571.69 571. 35 571- 09 571.44 571. 40 571. 21 571. 28 572. 19 571.36 571. 40 571.34 572.34 571.81 571.85 571. 61 571.60 571. 6s 571. 58 571.40 571.15 571-67 571.90 572. 42 572. 63 571-68 571-54 '571.15 571- 64 March. ' 572. 03 ' 571. 79 571.57 571- 13 572.32 572.00 571. 69 571. 75 571. S3 571. 48 571. 72 571. 90 571.82 571.42 571. 88 572. 53 571. 76 571. 84 572. 24 571. 93 571. 85 571. 84 571. 77 571. 27 571. 75 572.09 571.95 571- 74 571- 64 572. 00 571. 82 April. 572. 571 572. 572. 572. 572. 572. 572. 572. 572. 571 572. 572. 572. 572. 571 571. 572. 572. 572. 572. 572. 572. 572. 572. 572. 572 572. 572. 572. May. 572. 30 572. 28 572. 38 572.43 572.33 572. 26 572. 06 572.38 572.39 572.44 572-35 572. 29 572.47 572.46 572.49 572. 02 572.33 572. 25 572. 23 572.42 572. 48 572.45 572.32 572. 28 572. 26 572. 27 572. 28 572.25 572. 17 572.37 572. 46 572.33 June. 572.30 572. 77 572. 55 572.39 572.40 572.37 572. so 572. 54 572.47 572.38 572. 54 572. 2S 572.37 572. ss 572.35 572.32 572. 13 572.33 572. 27 572.34 572-37 572. 18 572. 08 572. 27 572.37 572.37 572.62 572. 57 572. 7r 572.6s July. 572. 40 S72. 14 572.57 572.34 572.35 572.57 572. 57 573. 13 572. 67 572.43 572. 63 572. 67 572. s8 572.36 572.36 572. 41 572. 57 572. 33 572. 24 572.37 572.55 572. 23 572. 26 572.21 572.27 572.31 572. 27 572. 27 572.39 572. 40 572.62 572.44 August. • 572. 27 572. 48 572.21 572.25 572. 28 572.36 572. 47 572.57 572. 43 572.54 572.57 572.03 572.44 572. 25 572. 29 572.45 572. 27 572. 29 572. 04 572.31 572. 24 572. 12 572. 16 S72. 38 572.37 572. 26 572.36 572. 29 572.21 572.22 572. 19 572.31 Septem- ber. 572. J4 572.25 572.45 572. 24 572. 23 572.55 571. 73 571.97 572.00 571-95 572.26 573- 38 572. 18 571.88 571-72 572- 84 572.37 571-80 571- 71 572-26 572-25 571-99 571-82 571- 74 571-79 571-84 571- 8: 571- SO 571-86 571-69 572-08 October. 571. 52 571.69 571. 75 571. 75 571. 83 571. 75 571.97 571. 79 571.66 571. 72 S7I. 78 571. 68 571. 48 571.72 571.82 571.85 571.82 572- 20 571-31 571-49 571-68 571-48 571- 76 571- 72 571-49 571- 79 571. 58 571. 52 571- 63 571- 23 571.60 571- 68 Novem- ber. 572.42 571-83 571-61 571-94 572- 19 571- 72 571-61 571-88 572-07 572.00 571. 70 572.00 572. 13 572.54 572.38 571. 68 571. 6s 571. 79 571. 54 571.48 573. 79 571. 70 571.95 571.68 570. 29 570. 66 571. 54 571. 71 571.92 572. 02 571. 8s Decem- ber. 571.81 571. 70 S7I. 66 571. 70 572. 42 572. 01 57r. 46 572. II ' 571.34 571.26 571- 33 571-40 571. 79 571. 92 571. 71 571-38 571. 53 571. 56 572. 57 572. 28 572. 04 571.65 571.62 572.63 571- 73 571- 73 571- 79 ' Partial days. 8o PRESERVATION OF NIAGARA FALI.S. Table 6. — Daily mean water surface elevations at Austin Street. [In feet above mean tide at New York.] [From self-registering gauge records. 1903 levels.] January. 1900. I 2 3 4 5 6 7 S 9 10 II 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 Mean . 567. 10 568. 35 567. 20 567-32 567-31 566. 79 567. 04 S66. 9s 566. 90 565- 83 566. 34 567- OS 566. ^s 566. 88 566- 75 S66. 89 566- 61 S66. 8s 566. 76 566. 79 567. 06 566. 90 566. 9S S66. s6 S66. 8s 567- 6s 567.00 567- 24 567- 51 567- 28 567- 6s 567- 04 Febru- ary. 567. 567 S67 567 567- 567- S66. 566. S67. 566. S66. 566. 567 567. 567. 567. 567. 567, 567. S67. S66. 566. S67 567. 568. 367- S66. 566. 567- 15 March. 566. 67 567- 49 567- 45 567- 14 566. 66 567- 29 567. 49 567. 07 567.01 S67. 00 566. 87 567. 16 567. OS 567. 06 566. 76 567. 08 567- 74 566. 99 566. 90 567- 34 S67- 18 567. iS 566- 8s S66. 81 S66. 49 566. 83 567- 03 566. 99 566. 73 566. s8 566. 95 567-03 April. 566. 99 S66. 90 367. 00 367.02 567- 09 567-01 566. 97 567-03 567- 04 567-00 566- SI 566- 92 566- 9S 567- 20 566- 96 566. 72 566. 70 566. 94 367. 28 S66. 94 566. 69 366. 90 567. 06 566. 91 S66. 88 566. 99 567. 04 567. 02 367. 06 567- 17 566.96 May. 567- 567 567. 567. 567. 367. S66, 567. 567. 567- 567 S67 367 567- 567. 566. 567. 567. 567. 557' 567 567. 567 567 567. 567- 567- 567- 566. 567- 567. 567- 17 June. 567.06 567. 40 567. 26 567- 13 567- II 567- 08 567- 18 567- 23 567- 23 567- 16 567- 28 567. 06 567. II 567.30 567. 14 567. 12 567- 13 566- 99 567- II 567- IS 567. 17 567. 06 566. 94 566. 93 567. 21 567. 20 367. 40 367- 40 S67- 53 567- 50 567- 19 July. August. Septem- ber. October. Novem- ber. Decem- ber. PRESERVATION OF NIAGARA FALIvS. Table 7- — Daily mean water surface elevations at Buffalo, N, Y. [In feet above mean tide at New York.] [From self-registering gauge records. 1903 levels.] Date. January. Febru- ary. 1903. z 2 3 4 5 6 7 8 9 10 IZ 13 13 14 IS 16 17 18 19 ao ai 32 33 34 35 36 37 28 39 30 31 Mean. 572- 03 S7I-50 572.34 S7I-94 571-94 572. II 572.24 572. 23 573. 01 572. 70 572- 18 574-44 572- 74 572-03 572-69 571-81 572-09 571-96 571-48 571- 49 571-61 571- 65 571-57 570- 91 571-52 S7I-4I S7I-4S 571-47 571-45 573-32 571-95 '570.59 ' 571-63 1 571.86 571-35 572-25 572- 07 571-69 571-88 571-76 571-76 571-49 571-31 571-60 572. 16 572.38 571-81 571- 70 571-83 571- 78 571-75 571-62 571-64 571-57 571-46 572.02 March. 572-03 S71.82 571- 73 571-72 571-74 571-65 571.81 571. 79 571-71 571-83 572- 15 572- 16 572-13 572- 15 571-88 ' 572-19 572- 34 573-35 572-57 572-18 572-11 573-09 572- 92 572.48 572-48 572-32 571-87 573- 33 573-49 April. 572-22 572-44 572-34 572-85 572-44 572-58 572-84 572- 70 572.92 572. 77 572.30 572.40 572. 24 572.52 572.60 573-04 573- 13 573-28 573- OS 573- 10 573- 13 573-09 573-22 573- 10 572- 79 573-98 573-08 573-08 573-09 573-60 May. S73.0I 571-70 572-13 572-84 572.88 572.96 573-21 572-91 573-55 572-98 572-92 573-01 573-04 572.85 572-87 572.92 572-90 572-89 572-94 572.90 572.91 572.86 572.87 572-92 572-92 573-00 572-95 572.92 572.56 572.52 572.58 572. 82 573.00 573. 18 572.62 572.38 572-37 June. 572-49 572-71 572-87 572-75 572.69 572.82 572.85 572.95 572.96 572-97 572-86 572-94 573-29 572-91 573- 10 573- OS 573-09 573- 18 572-96 572-86 573-03 572-86 573-32 573- 22 573- IS 572-99 572-87 572-85 572. 92 573.08 July. 573- 14 573. II 572.89 572. 76 573.01 572.97 572.90 572.98 572.96 573.09 572.92 573.02 572.93 573- 13 573.09 573.00 572.80 572.61 572.97 573.06 573.94 573.37 573.07 572.96 573.08 573.06 572.75 572.80 573. 12 573. 36 573-87 572.99 August. 572.63 572.51 573.71 572. 84 572.81 573.12 572.86 572.83 572.97 572. 54 573.10 572.80 572.55 572.54 572.36 572-46 572.52 572.57 572. 54 572.60 572. 70 573.07 572-55 572-37 572-78 572.42 572- 19 571-90 572-39 572-71 572-77 572.63 Septem- ber. 572. 78 573. 73 572. 70 572. 73 572.49 572.56 572.20 572.40 572.58 572.79 572.50 572.51 572.67 572.55 572. 56 572-57 573- 00 572.87 572-53 572-50 572-56 572-42 572-63 572.51 572-44 572-50 572-99 572- SI 572-22 572-21 October. '572-64 ' 572.07 ' 572.27 572. 26 571.83 571.80 572. 19 572.34 S72. 26 572.23 572. 79 572.8s 572.71 572.90 572.61 572.0s 572.53 572.16 572. 14 572. 66 ' 373- 23 572.21 572.46 572.00 572.02 572.37 Novem- ber. 571.90 571.93 572.02 571-96 571-87 571-73 571-91 572-21 572-02 572.45 572-12 572-43 572.48 572. 40 571.70 571.60 572-43 572-87 572.64 571.71 571.70 571.96 572.87 572- 13 571-72 'S7I-4S ' 571- 75 571-67 571-57 571-68 Decem- ber. 571-69 571-53 571-55 572-05 572-24 572- 58 572-36 371-43 571- 46 571-73 573-08 571- 79 573-27 572.73 572.33 572.27 572.06 571.39 571.38 571-94 572.30 571.85 572.42 571.83 571-67 571-78 573-03 571-61 571-45 571-92 571-80 572. 02 I Partial days. 82 PRESERVATION OF NIAGARA FALI^S. Table 8. — Daily mean water surface elevations at Bird Island Pier. [In feet above mean tide at New York.] [From self-registering gauge records. 1903 levels.] 13. 14. 15- 16. 17- 18. 19. 23- 24- 25. a6. 27. 28. 29. 30. 31. Date. January. Febru- ary. Mean. March. April. May. June. July. '572-48 572.41 572. 20 572. 01 573.27 572.33 572- 23 572.48 572-33 572- 24 572-33 572-31 572.09 572- 14 ' 572.28 572- 46 572- 17 572- August. 572 571 572 572 572 572 572. '572. '571 572. 572. 571 571 571 571 572. S72. 571' 572. S7Z' 572' 571- ' 571 '571- 571' 571- 571 'S7i Septem- ber. ' 572. 571 571 571 571- 57: 571- 572 571. 571 571 571 '571 571 572. 572. 571. 571. S7I 571 572 571 571 571 572 571' 571 571 October. 571-92 571-53 571-62 '571-89 571-54 571- 79 572.14 571-72 571-35 571-33 571-62 571-74 571-68 ' 571-60 ' 572. 22 ■571-68 571-53 571-93 571-64 571-60 571-98 571-76 572-02 571-65 571-92 571-51 571-54 571-76 Novem- ber. 571-44 571-44 571-52 571-47 ' 571-47 571-50 571-67 571-52 571-92 571-57 572-05 572- 14 572-05 ' 571-24 571-47 571-57 571-05 570- 93 571-11 570- 99 ' 570- 90 571-60 Decem- ber. ' Partial days. PRESERVATION OP NIAGARA FALLS. 83 Table 9. — Daily mean water surface elevations at Buffalo City waterworks. [In feet above mean tide at New York.] [From self-registering gauge records. 1903 levels.) Date. January. Febru- ary- March. April. May. Jime. July. August. Septem- ber. h October. Novem- ber. Decem- ber. 1903. 569. 66 569. 49 569. 67 '569.83 ' 569. 70 570.06 569. 84 ' 570. OS 1 569.88 569.69 569. 67 569. 65 569. 68 569.45 569. SI 569. 18 569.27 S69. 51 569. 72 569.48 569.44 569.56 569. 49 569.48 569. 51 569. 94 569. 78 569. 50 569. 45 569.50 569.38 569. 57 569. 46 569.41 569.42 1 569. 96 569. 53 569.16 569.07 569.4s 568.97 569. 06 569.36 569.28 568.89 569.21 569. 72 569. 17 568. 74 568. 71 569.08 569.20 569. 16 569.14 569.66 569. 79 569. 67 569.79 569. 49 568.97 569. 40 569. 15 569. 03 569.51 569. 26 569. 54 569.19 569.38 568. 92 568. 98 '568.87 ' 568. 82 568. 90 ' 568. 72 568. 66 1 568. 90 569. II 568.91 569.39 568. 99 ' 569.34 569.35 569. 28 568. 66 568. 48 569. 29 569. 74 569.54 568. 64 568. 58 568. 82 569. 67 569. II 568.63 S68. 57 ' 568. 56 568. 41 568.44 568. 86 569. 01 569. 41 569. 26 568.33 568. 29 568. 59 569.89 6 8 15 1 570. 07 570. 00 569. 92 569.73 569.88 569.98 569.82 570. 14 569. 96 569. 8s 569.9s 570.09 569.97 569.87 570.02 570. 29 569.94 16 17 ' 569. 50 569.51 569. 52 569.55 569.61 569. 97 569. SI 569.35 569. 71 569.42 569.25 ' 56S. 87 569. 33 569. 59 569.71 18 26 27 28 " 30 Mean 569.97 569.61 569. 51 569. 25 569.00 568. 82 > Partial days. 84 PRESERVATION OF NIAGARA FALLS. Table io. — Daily mean water surface elevations at Austin Street. [In feet above mean tide at New York.] [From self-registering gauge records. 1903 levels.] Date. January. Febru- ary. March, April. May. June. July. August. Septem- ber. October. Novem- ber. Decem- ber. 1903. 567.52 S67. 39 567. 53 567. 74 567. 64 567.94 567.75 567.71 567. 82 567. 49 567.92 567.66 567.47 ' 567.43 567. 64 567.62 567.60 567. 63 567.43 567.47 567.35 567.31 567.46 567. 66 ' 567. SO ' 567.35 567. 40 567.05 567. 10 567.35 567.24 566. 96 567.21 567.67 567.27 1 566. 89 566.91 566. 89 566. 98 566. 93 566. 90 566. 73 566. 89 567. 10 566. 97 567.37 566. 90 567.44 567.29 ' 567. so S66. 80 566. 54 ' 567. 20 567.67 567.52 566. 77 566. 66 566. 90 567. S3 567.2s 566. 72 566. 60 566. 76 '566.64 566.57 566. 61 566. 72 * 566. 88 8 566. 48 ' 566.69 ' 567. 20 " '567.85 567- 74 567- sS ' 567- 23 567. 71 567. 79 567. 72 567.95 S67.83 567. 73 567.80 567.81 567. 60 567.61 567.83 568.06 567.68 1567.42 567. 45 567.86 567. 70 567.44 567.42 567. 46 567.36 567. 55 567.42 567.38 567. 40 567. 90 567. 59 567.19 567.18 '567.17 ' 567-47 567- 49 567. 48 567.51 567. 59 567.89 567. SO ' 567.37 567. 64 567.39 ' 567. 29 1 566.93 ' 567. 52 567.60 567. 66 '567.83 567.54 567. 73 567. 50 567.11 567.40 ' 567.33 ' 567.11 567.48 567.28 567.47 567.25 567.36 567.01 567.01 18 ~ ^ 28 ^ ^ 567. 74 567.55 567.49 567. 29 566.98 566.86 ^ Partial days. PRESERVATION OF NIAGARA FALI^. Table II. — Daily mean water surface elevations at Strawberry Island. [In feet above mean tide at New York.] [From self-registering gauge records. 1903 levels.] 85 Date. January. Febru- ary. March. April. May. June. July. August. Septem- ber. October. Novem- ber. Decem- ber. 1903. 567. 06 566. 93 567.04 567.31 567. 18 567-49 567- 28 567- 25 567-35 567- 04 567. 17 567- 15 567- 13 567- 16 566.96 567.00 566.80 S66. 80 566. 98 567. 19 566. 99 566. 93 567.06 566. 97 566. 97 566. 99 567-38 567- 24 566. 99 566. 96 '566.91 566. 93 S66. s8 566. 61 566. 90 566. 82 566. so 566. 73 567- 19 566. 80 566.41 566.36 S66. 63 566. 74 566. 73 566. 68 567. r4 567- 19 567. 16 567. 26 567.02 566. 57 '566.46 566.44 566. 43 566. so 566. 46 566. 43 ' 566. 29 ' 566. 46 566. 6s 566.51 566. 84 566. 49 ' 566. 94 566.87 566. 81 566.38 566. 02 366. 81 ' 567-26 ' 567-06 '566-37 ' s66- 77 '566.32 ' 566. 18 566- 01 566. 02 566.36 566. 69 6 566.84 565. 96 565.90 566 I- 8 11 '566.94 ' 567- 20 567- or ' 567- or 13 14 ' 567-37 567- 28 567- 20 566. 94 '567-36 567. 26 567-47 567-37 567- 25 567-35 567-34 567. 16 567. 14 567-37 567.60 567. 22 r6 17 '566.93 18 19 '567-33 567- 04 567- 03 '567-43 1 566. 90 ' 566. 79 '566.50 566. 86 567. 14 567-20 ' 567- 05 ' 566. 62 567- 03 566. 84 566. 99 566. 78 566. 89 566. 52 566. 54 26 '566- 98 27 28 29 '566-69 566.69 30 31 567.29 567- 10 567.00 566. 79 566.60 566.36 ^Partial days. 86 PRESERVATION OF NIAGARA FALL3. Table 12. — Daily mean water surface elevations at Tonawanda. [In feet above mean tide at New York.] [From self-registering gauge records. 1903 levels.] Date. January. Febru- ary. March. April. May. June. July. August. Septem- ber. October. Novem- ber. Decem- ber. 1903. 566. IS S66. 01 566. II '566.33 566. 24 ' 566. SI '566.34 S66.32 566.42 ' 566. 18 ' 566. 54 566.31 566. 10 ' 566. 06 565. 94 ' 565. S3 ' 566. 09 566. 10 566.09 S66. 14 566.30 '566.59 566. 22 566. 22 566. 20 566. 21 566. II 1 S66. 14 '565.89 365. 88 566. 02 566. 27 566. OS 566. 01 566. IS 566.06 566. 05 566.06 '566.37 566.3s 566. 08 566.04 566. 04 566.00 566. i6 566. 07 566. 03 566. 04 ' 566. 22 ' 566. 13 ' 565. 83 565.80 566. 03 365. 70 565.72 ' 566. 04 '565-89 565. 61 565. 83 566. 29 '565.83 565. 53 565.42 565. 73 565. 84 565. 84 ' 565. 74 ' 566. 26 '566.46 566.24 566. 38 '566.33 '565.67 565.94 ' 565. 91 565.66 566. 03 ' 565. 95 ' 566. 14 565.92 566.00 565. 67 565. 67 363. 59 565. 57 565. 64 565.60 565- 53 565.38 565. 56 565. 77 565. 6s 1 566 20 '565.58 565.41 363. 24 565. 24 565- 53 1 566. II ' 566. 20 '566.07 ' 565. 15 ' 365- 78 366. 01 ' 565- 93 '565.36 565. 24 565.87 366.34 566. 20 565.46 565.38 565. 59 566. 12 ' 566. 44 '565.38 565.31 565.49 565. 36 365. 28 565.30 '566.45 566.42 566.3s ' 566. 36 "566.06 566.31 566. 38 566.33 366.48 566.41 566.31 566. 40 566.38 566.20 366.20 366. 40 ' 566. s8 566. 27 '^ ' 565.93 S66. 24 565. 99 363.82 565. 54 565. 93 366. 19 S66. 26 s6 566.3s S66. 15 566.09 563.91 363.66 565. 59 1 Partial days. PRESERVATION OF NIAGARA FALLS. Table 13. — Daily mean water surface elevations at Cayuga Island. [In feet above mean tide at New York.l [From self- registering gauge records. 1903 levels.] 87 Date. January- Febru- ary- March. April- May. June. July. August. Septem- ber- October. Novem- ber. Decem- ber. 1903. 564.39 564.29 564.35 564.56 564.48 564.75 '564.60 564-48 564-49 564-47 564-48 564-32 564-37 564-22 564- 18 564-35 564-54 564- 35 564-31 564.45 564.35 564.34 ' 564. 36 564.70 564.56 564-39 '564-36 564.32 564.13 564.08 564.32 ' 564- 22 1 564. 08 564.17 564-57 564-18 ' 563- 90 563- 78 ' 564- 01 ■ 564. 10 564.09 564.04 ' 564.00 ' 564. 02 ' 563. 76 563. 90 564. II 564.05 564-35 '563-98 564-53 564-29 564-28 ' 564- 27 563.80 563- 65 563- 61 563- 86 564. 14 564.31 564. 29 ' 563- 53 563- 5t 563- 78 564- 56. ' 564. 23 5 6 7 g 9 10 , 1 564. 80 564.55 '564-38 13 14 1 564. 66 564-59 564.56 ' 564. 47 ' 564- 24 ' 564- 47 ' 564- 64 564.58 564.68 '564.62 ' 564- 13 15 16 ' 564- 61 17 564.18 564. 61 564.48 ' 563. 86 563- 75 ' 563. 96 ' 564- 67 564.29 ' 563. 75 563- 70 '563-87 18 ' 564. 35 564.38 564-44 '564-60 ' 564- 69 564.42 564.25 564-50 564-30 564-14 '563-87 564.22 564-45 564-52 ' 564. 79 20 ' 564- 41 ' 564. 28 564.45 564-32 564-32 564.35 564.73 564.55 564- 14 564- 12 23 ' 564- 14 ' 564- 13 564-40 564-18 564-33 564-26 564.31 564.05 564.04 24 25 ■564.66 564.60 564.42 564.45 564.63 564.80 564. so 26 27 28 30 '563-72 31 564.56 564.22 ' Partial days. 88 PRESERVATION OF NIAGARA FALLS. Table 14. — Daily mean water surface elevations at Grass Island. [In feet above mean tide at New York.] [From self-registering gauge records, 1903 levels.) Date. January. Febru- ary, March. April. May. June. July, August. Septem- ber. October. Novem- ber. Decem- ber. 1903. 562. 20 562. 14 562. 17 562.54 562. 26 562.47 562.33 562. 34 562. 45 362. 22 562.47 562.33 563. 19 563. IS 562. 10 562. 14 562. 17 362. 18 1 362. 20 ' 562. 23 362. 26 362. 49 562.30 562. 14 562.33 563. IS 563.03 361. Si 562. 10 362.32 562.3s 563.31 562.33 563. 30 563.33 363. 18 563. 36 562. IS 562.08 562.21 562.36 562. 20 363. 17 362.33 362. 31 563. 19 563. 22 562. 43 562. 38 362. 26 562.37 1 362. 24 ' 562. IS 562.31 562. 19 362. 19 362. 23 562. 34 562. 38 563. 04 362. 03 562. 19 561.97 561. 98 562. 23 '562.17 561. 94 561.90 561.94 561. 93 361. 82 561. 69 561. 84 562, 10 561. 99 562. 23 561. 96 '563-42 1 561. 82 362. 13 361. 96 561. 62 562. oS 563. 39 562.32 361. 84 361. 76 562.00 562. 28 562. 14 561.91 561. 72 561. 83 s6j. 76 S6i. 75 561. 70 561.80 561.66 S6i. 63 561. 82 362. 08 362. 39 362. 24 361. 6r ' 361. 43 a 3 6 7 1 563. 10 562. 40 562. 07 361. Si S6i. 73 561. 96 562. OS 562.07 562. 03 562.37 362.36 562. 38 362. 48 562. 29 561-97 362. 13 362.09 361. 93 562. 32 562.08 362. 18 362. 16 362. 18 361. 95 561. 94 S 9 10 15 14 1 562. 36 ^ 562. 39 562.34 562. 25 563. 13 562-32 562. 40 1 562. 38 ' 562. 49 562. 41 562.34 562. 40 562. 41 562. 23 562. 22 S62. 38 562. S3 563. 29 16 17 iS 21 22 26 aS 362. 35 562. 24 563. 23 562. 12 S6l. 99 S61.84 1 Partial days. PRESERVATION OF NIAGARA FALI^. Table 15. — Daily mean water surface elevations at Buffalo, N. Y. [In feet above mean tide at New York.] [From self-registering gauge records. 1903 levels.] 89 Date. January. Febru- March. April. May. June. July. August. Septem- ber. October. Novem- ber. Decem- ber. 1904. I 2 3 4 S 6 7 8 9 10 II 12 13 14 15 16 17 18 19 20 21 22 23 24 2S 26 27 28 29 30 31 Mean. S7I.I8 570- 45 ' S7I.OO ' 571-04 571.08 571.17 571-06 571-34 571-16 570- 98 570-60 571-44 570. 84 571.17 570-96 571-22 570- 94 570- 81 570-68 570-85 570- 12 571- 19 571-36 571-86 571.12 571. 20 571. 23 571- 18 571- 16 571- 19 571-19 57r 571 571 571 571 571 571 571 571 571 571 571 571 571 571 571 571' 571' 571 571' 571. 57r 571 571 571 571 571 ■571 '571 571 571 571 571 57r 57r 571 571 571 571 571 571 57I' 571 571 57I' 572. 572. 571 571 572 572 571 572 572' 572. 572. 572 572. 572 572-86 573- 29 572.72 572.80 572. 73 572. 77 572. 83 572. 66 572- 89 573-31 573-02 573-18 572. 18 572. 10 571-43 573- 25 573-22 573-04 573-41 573-29 573-05 572-81 573- 02 573. II 573.02 572-64 572- 64 572-91 573- 22 573- 26 573' 573' 573' 573' 573' 573' 573 573 573' 573' 573 573 573 573 573 573 573 573 573 573 573 573 573 573 573 573 573 573 573 573 572 573.21 573-47 573-44 573-41 573- 65 573- 66 573- 65 573-63 573.48 573.25 573.46 573.44 573.4s 573. 52 573.56 573.45 573- 50 573- 50 573-39 573-51 573- 66 573-70 573-40 573- 50 573-59 573- 63 573-33 573- 2!' 573-47 573-55 573' 573' 573' 373 573 573 573 573 573 573 573 573 573 573 573 573' 573 573' 573' 573' 573 573' 573' 573' 573' 573' 573 573 573' 573 573 ' 573- 26 573- 19 572.89 573. 27 573. 19 573.04 573- 17 573-25 573-18 573- II 573-20 572-93 572- 76 573- 73 573- 14 573- 24 572-97 573- 03 '573.48 ' 573.31 573. 10 573.09 572- 84 572-69 572-60 572-96 573-01 573-24 373- 18 572- 99 572- 77 572-80 572-63 572-61 572.80 572. 94 572.87 572.57 573- 14 573- 19 573-22 572-87 572.94 572.49 572.67 572-42 572-44 572.68 573-17 572-85 572-80 572- 56 573. 58 572-36 572- 20 572- 40 572-50 572- 61 572-40 572- 72 573- 24 373-91 572.72 572. 63 573-00 572- 79 572-33 572-52 572-48 571-90 572-32 572 572. 572. 572 572. 572. 572. 572. 571. 571. 572. 573 572. 572. 572 572 571 572. 572 572. 572. 572 572 572. 572. 572. 572. 571 572. 573 571 571 571. 572 572. 572 572. 571. 571 571 S7I S7I S7I 571 571 571 572. 572 573 571 572. 572 S70. 571 571 571 575 573 572 '572 571-057 571- 864 573-408 573-116 522- 835 572.613 ' Partial days. 90 PRESERVATION OF NIAGARA FALLS. Table i6. — Daily mean water surface elevations at Buffalo, N. Y. [In feet above mean tide at New York.] [From self-registering gauge records. 1903 levels.] January. Febru- ary. March. April. ^lay. Jime. July. August. Septem- ber. October. Novem- ber. Decem- ber. 13. 14. IS. 16. 17. iS. 19. ^■ a*, as. a6. ay- aS. as. 30. 31. Mean.. ' 371-94 SJl-a? S7I. SO S7=.7a 573.31 57a. 17 S73-3a S70. 9a 372.13 571. SS 371. 7a S7a.63 373. 29 371.97 371-47 371-71 371-43 S71.34 371-47 371.37 371.44 371.34 S7I.49 371- S4 371-46 371.36 371.31 371. 37 571.33 571.38 570.90 S7l.3a 571.97 S7I.07 571.2a 571. 48 371.36 371.29 571.24 371-37 571. al 571.15 371.15 571.07 371.08 571. II 571.04 371.04 571.15 571.15 571. II 570.94 570.94 570-93 570.90 570. 98 570. 86 570.83 570. 96 570.94' 570.90 370.91 370. 87 370. 86 S70. 86 570.96 570.69 571.31 571.43 571. 79 571.79 571.95 571.96 572.09 572.09 572.03 572.00 572. 26 571.86 571.33 571.07 371.30 571. 74 371.61 371.68 371-64 371. 73 371.60 371-37 571.61 571.60 571.66 571.65 371. 77 37a. II 572. aS 571-90 51I.94 571. 73 571- 59 572.04 571-94 572.03 571-98 571.93 572. 03 371-97 572. a6 372.38 57a. 13 371-88 57a. 03 571.79 573.05 57a. II 573.34 * 573. 31 ' 572.27 371.93 57a. 14 373.41 573.2s 572. 38 572.37 572. 49 373.49 573.01 573.88 573. 59 573.55 573.50 573.47 5-2. 49 572.63 S72.6S 572.36 573. 6a 572.43 372.43 373. s6 572.62 572. 73 572. sS 372.67 372.6s 372. 29 373-04 373.83 372.71 572. 84 572.92 572.96 572.99 572.89 572.86 572.88 572.96 573.06 573.09 373- 16 573- 19 373-30 573-01 573- 16 573- 38 573. sS 373-23 573.31 573-21 '572. 573 573 573 S73 373 573' 573 373' ' 573' 373 573 373 573 573 373 '373 373 S73 573 573 573 573 573 373 573 373 57: 373' 373- 373' 373- 573- 573- 573- ' 373 '573 373- 372. ' 572. 572 572 573 573' 373 573 57a 572. '572 572. 373 373 573 573' 572. 572. 572' 573' 5 573' 572' 37: 572' 572 572. 372' 372 573' 573 573 572' 373 572 37: 572 572 572 572' 572 573' 572' 573 572 572 572' 572' 572. 572 573 573 573 572' 372' 573' 372' 573' 372' 574' 372' 572' S72' 372' 57I' 371 S73 372' 371' 57I' 37: 573- 49 573-06 572-64 572- 14 571-66 372-98 572.33 572.61 572.26 572.22 572-97 572. S3 571.85 572. 13 572.80 572. 17 572.09 571.86 571.66 571.20 571. 74 572. 25 572.22 572. 76 572. 40 572.31 571.88 571-85 573- 20 572.16 571.83 372. 55 572.3s 572.61 572.39 372. 79 572.36 372. 19 572.01 372.49 573.48 372. 28 572.27 571.5s S7I.OO 571.83 572.08 572.39 572.04 571.60 572.5a 573.65 572.63 573-04 572-57 572-66 572. 16 571.91 573. 20 574.48 572. SS S7I. 740 571. 226 371-319 371-791 372- 3i 373-283 373-064 372. 858 572.651 572.287 573.446 * Partial days. x;. S3- u. IS- l6. 17- l8. 19- 23- 24- as- 26. 27- 28. 29- 30- 31- 1906. Mean. PRESERVATION OP NIAGARA FALLS. Table 17- — Daily mean -water surface elevations at Buffalo, N. Y. [Tn feet above mean tide at New York.] [From self-registering gauge records. 1903 levels.) 91 January. 572-51 571-86 571-55 573- 79 573-05 574- 18 572. 96 571- 79 572-44 572. 51 572. 02 571-99 571- 18 571-80 571- 76 574-65 ^ 571. 63 572- 04 572- 01 572.06 572- 74 572. 16 571- 71 571-99 572. 10 572- 20 572.08 572-35 572- 46 572. 330 Febru- ary. 572. 88 572. 40 572- 61 572- 71 571. 83 571. 77 571. S8 571-45 571-93 571-89 571-63 571-85 571- 82 571- 82 571. 88 571.82 S7I. 71 571. 94 571. 76 571.68 571- 79 571- 63 571-62 571- 60 572. 13 571-82 571- 42 571- 71 571- 881 March. 571- 18 570- 67 571. 63 572- 61 571- 79 571-64 571- 75 571-66 571- 79 571- 90 571.80 571.74 571.39 571-38 571-23 571- 74 571-84 571- S6 570- 86 572.24 572-88 572- 62 571-45 570. 94 571.44 571.53 571.98 571.67 571- *6 571-41 '571.56 571. 656 April. S71-91 571. 77 571- 76 572- 00 571. 82 572. 04 571.86 571.46 571. 80 S72. 19 572. 14 572- 03 571-82 572. 23 572. 26 572. 18 572. 22 572.09 572.08 572. 15 572.17 572- 18 572. 10 572.37 572. 18 572. 13 572- 24 572-03 572- 06 572. 38 May. 572. D2 572.32 572.34 572. 26 572. j6 572. 21 572.36 572.22 573- II 572-48 572- 27 572. 56 572. SI 571-99 572-09 572- 24 572-37 572.42 572.42 572. 15 572. IS 572. 17 572.31 572. 29 S72. 30 572. 29 571-56 571-92 572.31 S72- 19 572-35 572. 269 June. 572-42 572-55 572.44 572. 34 572-42 572.49 572.42 572.51 572.57 572-57 572. 12 572. 24 571.98 572.33 572. 47 572. 51 572.44 572-44 572.30 572.52 572. 70 572. 70 572. 84 572. 6s 572. 52 572. SI 572. 53 572.58 572. 76 572.91 July. S72. 66 572. 54 572- s6 572- 76 S72. 12 572. 23 S72.4S 572- 58 S72. 78 S72. 67 572. 33 572. 41 572. 45 572.51 572. 57 572. 67 572. 78 572. 64 572.49 572. 63 572. 70 572. 63 572.82 572. 53 572.44 ' 572. 49 ' 572. 56 572.53 572.59 572-87 572. 49 August. 572. 47 572-37 572-47 572.51 572. 61 572. 68 572.43 572.42 572- 47 572- 78 572. 78 572- 24 572- 45 572. 59 572. 28 572.35 572.36 572.50 572. 58 572. 73 572. 68 572.66 572. 59 571. 80 572.44 572.6s 572-53 572. 57 572- 64 572-88 ' 572. 35 572- 562 572-512 Septem- ber. 572-42 572. 62 572. 73 572.21 572.25 572.44 572. 49 572. 46 572. 42 572.38 572-32 572.32 572.60 571-97 571-80 572. 14 572. 22 572. 18 572. 10 572- 29 572. 33 572. 38 572. 24 571.93 571.96 572. 50 572-08 571-84 ' 572- 27 ' 572. 21 October. 571. 78 572.01 571- 98 572-04 572.31 , S72. 61 572. 43 572. 51 573- 27 572-42 572- 57 572. 33 572- 18 572-12 571.98 571.88 571.88 S7I.86 572. 15 571.66 '571.09 ■'571-87 571.88 572- II 573- 25 572- 33 573- 46 573.68 572-44 571.81 571. 75 Novem- ber. 572.09 572.07 572. 01 571-48 572. 05 572.08 572. 03 571-96 572.37 572. 53 571-95 572. II 572. 36 572. 18 571.83 572. II 571.84 572.41 572. 23 571- 58 571.98 574.60 572. 64 572. 77 572. 63 572.41 573.31 572. 73 572- 22 573- 00 572-246 572.319 Decem- ber. 572.99 573- II 572-51 572-51 571. 83 573-32 572. 74 572. 37 572.00 572. 14 572. 23 572. 56 572. 38 572.00 573- II 572. 67 572-48 572.44 572-37 572- 40 '572-37 572. 34 572.17 572.09 572. 49 572-97 572-66 572. 26 ' 572. 13 S73.00 572.42 S72. 450 ' Partial days- 7821°— S. Doc 105, 62-1- 92 PRESERVATION OF NIAGARA FALLS. Table iS. — Daily mean uaUr surface elevations at Blacl- Creek, Ontario. [In feet abcve mean tide at Xew York.] [From self-registering gauge reeords. 1903 le\-els,l Date. January, Febra- ar>-. March. April. May. June. July. 1 August. Septem- ber. October. Novem- ber. ber. 1906. 565.6* 565. 63 5*5- *o 565-65 5*3-35 565-34 5*5-54 565. 61 S*S- 77 5*5- 73 5*5-47 565-50 565-55 56s- 57 565-63 565-68 565-77 565-67 565.60 565-65 565- 71 565-68 565-76 565-57 5*5- 55 5*5-54 56s- 58 565-64 56s- *: 5*5-7* 5*5-63 565.60 565.51 5*5-58 565.60 565-67 565. 77 565- ss 5*5-54 565- 57 565- So 565.84 565-48 565-56 565-68 5*5- 50 565-49 565-53 5*5'S7 565- 68 5*5-75 565- 76 565-73 5*5-71 5*5-10 5*5-53 5*5-66 565-70 565-64 5*5-70 5*5-90 565-79 565- 5* 5*5.68 565.83 565-44 565-45 565-56 > 565- 51 ' 565- 57 565- 56 565-54 5*5- 08 565. 36 565.30 565. 26 565.45 5*5- *5 5*5-70 565-56 566.32 565. 6l 565. 26 565. 3S 565. 36 564- SS 565-32 565.22 565-21 565-19 565-43 565-57 565-22 565-38 565-44 5*5-34 564-96 565-33 565.10 565- 43 565-37 5*4-99 565-04 5*7-11 5*5-73 565-76 5*5-76 565- 43 566.13 56567 565-33 565-74 565.90 565-77 565- 7a 565- iS 566.00 '565-95 ' 5*5- 31 5*5- 30 565-48 565-67 5*5-47 > 565- 65 565. 66 1 565. 36 565. 36 565. 37 565.11 565.37 565.31 I565. iS 565- 3S ' 5*5- sS 5*5-44 565.09 565. 86 5*5. So 565-38 565-37 5*5-33 565-43 565-46 565-50 565-49 565-17 565- iS 565-54 565-37 565-09 565-39 565-0* 565.16 565.12 5*5-41 565-09 564.73 '565-14 565.20 565.08 566.36 565- 57 5*5-95 566.85 565-67 5*5-30 5*5-13 '565.69 ' i » 565. 60 565. r^ 565. &4 31 1 ^tcan 565.730 565- 614 565-639 565-434 565-453 565-415 565. 578 1 i 1 1 * Partial daj-s. PRESERVATION OF NIAGARA FALLS. Table 19. — Daily mean water surface elevations at Chippawa, Ontario. [In feet above mean tide at New York.] [From self-registering gauge records. 1903 levels.] 93 January. Febru- ary. March. April. May. June. July. August. Septem- ber. Novem- ber. Decem- ber. 13- 14- 15- 16. 17. 18. 19- 25. 24- as. 16. 27. 28. 29. 30. 31. 1906. Mean. '562.84 ' 562- 73 1 562. 6s 562.66 562. 76 562.86 562. 74 562. 69 ' 562.45 562.44 562.61 562.67 562. 76 562. 76 562.57 562. 56 562.60 562.62 562.65 562. 68 562. 75 562. 68 562. 64 562.65 562. 70 562. 70 562. 76 562. 60 562. 59 562.57 562.60 562.65 562. 67 562. 79 562. 64 ' 562.62 ' 562.53 562. 59 562.62 562. 68 562.77 562.62 562.57 562. 60 562. 76 562. 79 562.55 562. 57 562. 66 562. 56 562. 53 562. 57 562. 60 562. 69 562. 73 562. 76 562. 72 562. 72 562.27 562. S3 562. 66 562. 70 562. 66 562. 69 562. 83 562.77 562.60 562.69 562. 78 562.51 562.49 562. 56 562.61 562.61 562. 59 562. 57 562. 53 562.51 562. 63 562.36 562. 23 562.33 562.41 562.42 562.37 562.43 562. 49 562. 50 562. 50 562. 26 ' 562. 24 ' 562. 56 562.42 ' 562. 24 ' 562.46 562. 18 562. 19 562.31 562. 27 562.31 562.46 562.57 562. 71 562. 54 563-05 562. 62 562.67 562.63 562.49 562.4s 562.3s 562. 27 562. 23 562. 20 562.51 562.34 562.04 562. 28 562.31 562. 27 563. 16 562. 69 562.83 563- 72 562. 76 562.36 562.30 562.41 562.41 562.37 562.09 562. 28 562.31 562.31 562. 28 562.40 562. 58 562.33 562.37 562. 54 562.45 562. 25 S62.34 562.23 562. 48 562. 48 562. 18 562. 23 563- 92 562. 86 562.82 562. 83 562. 50 563-07 562. 76 562.46 562. 75 562. 650 562. 648 562. 643 562. 469 562. 513 562.510 562.91 562. 78 562.81 562.42 562.39 562.99 ' 563- 16 ' 562-43 ' 562. 70 562. 98 563.01 I 562.85 562. 786 ' Partial days. 94 PRESERVATION OF NIAGARA PALLS. Table 20. — Daily mean water surface ekfaiioiis at Wiltoui Island, N. Y, [In feet above mean tide at New York.j [From self-registering gauge records. 1903 levels.J Date. January. Febni- ary. March. April. May, June. July. August. Septem- ber. October. Novem- ber. Decem- ber. 1906. 560.23 560.34 560.38 560.16 560. 16 560.21 560.25 560.35 560. 26 560. 23 560. iS 560.17 560. 26 560.03 559.95 560.04 560. lO 560. 10 560. OS 560.11 560.14 s6o. 16 » 560. 16 SS9- 9S SS9. 98 560.21 560.08 559.98 560. 10 559.90 559-92 560.02 559-99 560.03 560.14 560.21 560.33 560.23 560. 58 560. 22 560.25 560.22 560.13 560.12 560.04 559.96 SS9-9S 559- 96 560.11 559- 98 559- 76 559-95 559-99 560.00 560.65 560.26 560.43 561. 04 560.33 560.01 559- 95 560.04 560.06 560.05 559-85 560.00 560.02 560.01 559-99 560. 10 560.23 560.04 560.03 560. 16 560. 10 559-97 560.05 559- 9S 560. 20 560. 16 559- 91 559-91 561.17 560.38 560.37 560.42 560.17 560.59 560.33 560. 13 560.37 560.44 560. IS 560. 14 8 560. 2 J 560.2a ';6o. 10 560. 25 ^ 1^60.01 560. 53 * 560. 64 18 560.33 559. 98 560.20 560.31 560.31 560. 2S 560.32 560. 41 560.38 26 - 560. 2S0 560. 13S 560.154 560. 159 1 1 Partial daj's. PRESERVATION OF NIAGARA FAI,LS. 95 Table 21. — Daily mean water-surface elevations at Terrapin Point, N. "K. [In feet above mean tide at New York,] [From seU-registering gauge records. 1903 levels.] Date. January. Febru- ary. March. April. May. June. July. August. Septem- ber. October. Novem- ber. Decem- ber. 1906. 506.95 - 506. 78 ^ 506. 81 • 506.86 j6 ' S06. 75 506.84 506.82 506. 70 506.69 507- 42 506.91 506.90 506.94 506.80 507- 05 506.88 506.78 506.92 1 506. 97 18 26 28 MpflTl 1 506.886 506. S76 ^ Partial days. 96 PRESERVATION OF NIAGARA FALLS. Table 22. — Daily vican -icatcr-surface clcvatioiu at Prospect Point, N. Y. [In feet above mean tide at New York.] (From seU-registeriag gauge records. 1903 levels. 1 Date. January. Febru- ary. March. April. May. June. July. August. Septem- October. Novem- ber. Decem- ber. 1906. - *S"-S9 <:i3.S4 512. 75 SI3. 74 6 <;i2. 89 1 S12.S3 512. 71 513. 74 513. 78 512.78 512. 6S 513- Ss x6 «;i3. 87 * SI2- 74 SI3. 78 Sia. 76 SI3.68 5"- 67 * 513- 04 5". 84 5"- S3 SI3.S4 SI3. 75 SI3. 91 SI3. 8x SI3. 75 Sia. 83 * S13.85 s6 "\r^»n 513.801 512.799 I Partial days. PRESERVATION OF NIAGARA FALLS. Table 23. — Daily mean water-surface elevations at Suspension Bridge, N. Y. [la feet above mean tide at New York.] [From self-registering gauge records. 1903 levels.) 97 Date. January. Febru- ary. March. April. May. June, July. August. Septem- ber. October Novem- ber. Decem- ber. 1906. I 341-37 341-25 341- 19 341-62 340- 43 340- 30 ' 340- 99 340. 64 340. 38 340. 58 340. 64 340. 84 341-25 340- S6 340.38 340- 46 341-27 341-32 340-09 340- 39 340- 79 340- 21 340- IS 340-35 '340.5s ' 340. 74 341.12 341. 14 341.02 340. 99 339.00 340. 30 340. 73 340. 92 340. 73 340. 93 341.56 341.23 340. 50 340-93 341-25 340-12 340.17 340. 52 340. 73 340. 64 340. 59 340. so 340.31 340. 28 340. 83 339-61 339- 18 339- 58 340- 03 340- 03 339-80 340- 13 340-32 340- 45 340- 23 339- 26 339-38 340- s8 339- 99 339- 12 340-11 338-68 339-05 339- 63 339- 48 339- 70 340-32 340. 66 341-07 340- 63 342- 82 340.80 340. 93 340. 76 340. 21 339. 99 339- 67 339- 42 339-32 339- 21 340. 26 339.32 I338.22 339.22 339-51 339- 43 3 3 4 5 6 7 i 9 '341-63 341-36 340- 49 340- 52 340- 70 340- 78 340. 90 341-13 341-47 341-07 340. 88 340. 97 341- 17 341-02 341-35 340- 61 340. 60 340- 53 340- 73 340.92 340- 91 341-46 340- 77 10 11 12 13 14 IS 16 ' 17 18 19 30 ai ' 341.47 341.62 '341-93 32 33 34 25 36 ' 340- 97 341-12 341.21 341-69 342-04 27 38 29 30 31 Mean 341-506 340. 971 340. 686 340- 128 339-983 ' Partial days. 98 PRESERVATION OF NIAGARA FALLS. Table 24. — Daily mean -water surface elevations at Whirlpool, Ontario. [In feet above mean tide at New Vork.] [From sell-registering gauge records. 1903 levels.] Date. January. Febru- ary-. March. April. Hay. JuH,e. July. August. Septem- ber. October. Novem- ber. Decem- ber. 1906. 292.34 293.59 292.44 392. 85 291. 54 291.40 ' 292.15 292.05 291. 76 291.99 292. OS 292.25 292. 72 291.96 291. 79 391- S6 292. 72 292. Si 291.51 291. 79 292.21 291.61 291.52 291.72 291.91 292.31 292. 58 1 292. 66 291.94 292. 40 392.77 291.60 291.60 291.96 292. 19 292. oS 291. 98 291.97 291. 77 291.71 292.33 291.04 290. 63 290. 99 291-47 291.45 291. 24 291.58 291. 78 291-93 291.76 290. 75 390. S3 392.06 291-47 290.53 291- SS 1 290.43 290. 48 291.03 290. 87 291.10 391. 7S 292. 13 393. 59 292. 07 294.41 292. 25 292.44 393. 26 291.65 291.41 291. 10 290. 82 290.72 290. 60 291. 74 290. 76 2S9. 41 290. 64 290. 84 290.85 294. 66 292. 49 1 393.21 291.32 291-38 391-34 2S9.9S 390. 99 291. 16 291.17' '29,1.13 * 292.21 ^ 292.06 g 1 293. 12 292. 84 291.93 291.91 292. 13 292. 19 293.33 292.59 292. 89 292. 52 292.29 293.41 292. 63 292.48 292. Sa 292.06 * 292. 19 1 292. 01 292. 13 . 292.34 292. 34 292. 9S 292. 25 1 ' 292.54 290.41 291- 74 2Q2. 20 292.42 292.18 292.41 293- 13 292. 78 I 292.44 292. 4S 292.50 293.06 393.3s ^ r":':':::: 1 290. 90 1 1 1 1 1 292.766 292.362 292. 116 291. S93 291.579 291.274 1 1 ! 1 Partial daj-s. All elevations must be corrected by +0.035 foot due to error in elevation of bench mark. PRESERVATION OF NIAGARA PALLS. Table 25. — Daily mean water surface elevations at Lewiston, N. Y. [In feet above mean tide at New York.] [From self-registering gauge records. 1903 levels.] 99 Date. January. Febru- ary. March. April. May. June. July. August. Septem- ber. October. Novem- ber. Decem- ber. 1906. 246. 99 246. 99 247.00 247. 07 247. c6 247. 06 247.03 247- 06 247. 06 247. 10 247. 10 247. 10 247. 06 247.07 247.06 247. 06 247.06 247.04 247.03 247. 04 247.04 247. 02 247. 02 247.00 246. 95 246. 96 246. 94 246. 96 246. 92 246. 93 246. 96 246. 94 246. 87 246. 90 246. 90 246. 89 246. 92 246. 89 246. 86 246.87 246. 87 246. 89 246. 83 246. 78 246. 79 246. 74 246. 73 246. 70 246. 73 246. 72 1 246. 71 ' 246. 73 246. 73 246. 77 246. 62 246. 65 246. 71 246. 73 246. 70 246. 65 246. 63 246. 58 246. 52 246.44 246. 52 246. 47 246. 42 246. 39 246.37 246. 40 246.36 246. 40 246. 34 246. 34 246- 33 246. 33 246. 28 246. 23 246. 23 246. 22 246. 25 246. 23 246. 22 246. 2S 246. 26 246. 18 246. 17 246.12 246. 14 246. II 246. 07 246. 19 246. 14 246. IS 246. IS 246. 16 246. 14 246. 18 246. 16 246. 08 246. 15 246. 16 246. 18 246. 10 246. 07 246. 04 246. OS 246. 07 246- 10 246. II 246. 12 246. IS 246. IS 246. 20 246. 17 246. 22 246. 20 246. 25 246. 23 246.31 246. 17 246. 24 246. 15 246. 10 246.06 246. 10 246.09 246. 08 246. 04 246. 02 246. 02 246.07 • 245. 93 3 4 5 9 13 14 IS 17 j 1 24 1 246. 89 246.89 246. 86 246. 86 246. 86 246. 9S 246. 88s 247.015 246. 775 246. 292 246. 153 246. 051 1 Partial days. lOO PRESERVATION OF NIAGARA FALLS. Table 26. — Daily mean water surface elevations at Buffalo, N. Y. [In feet above mean tide at New 'Vork.] [From self-registering gauge records. 1903 levels.] January. Febru- ary. April. May. June. July. August. Septem- ber. Novem- ber. Decem- ber. IS. 16. 17. 18. 19. 23. 24.. 25. 26. 27. 28. 29. 3°- 31- 572.90 571.93 572-37 573-30 572-99 572.66 572-55 573- 26 573-33 574- 02 572-89 572-53 572-44 572-81 572-61 571-91 572-51 572-75 572-91 576.11 573.55 572.71 572.82 573-32 572-92 573-22 573- 20 572-90 572-80 572-59 572-66 573-64 573-95 572-42 572- 10 572-63 572-49 ' 572-51 572-47 573-07 572- 63 572-44 572-46 572-82 572-63 572-37 1 572- 28 572-10 572-SI 572-40 572-34 572-31 572-04 572.22 572.34 571.88 571-70 571-71 571-78 573-51 572-49 572-17 572-36 572-03 571-90 572-18 572-02 571-77 571-92 571-95 571-96 572- 10 572.41 572.06 572.19 572.07 572.13 572-36 572.06 572-31 572.02 572.45 572.08 572.23 572.36 572.40 572.52 572.61 572.59 572.46 572.49 572.49 572.49 572.50 571.34 572.29 572.87 572.86 572.95 572.88 572.55 572.67 572.82 572.64 573.16 572.83 572.69 572.65 572.71 572-80 572-63 572-53 572-86 572-65 572-47 572-46 572-51 572-65 572-69 572-63 572.62 572.62 572. 78 572.67 572.70 ' 572.70 572.69 572.86 572.71 572.88 572.70 572.92 572.79 572.92 572.96 572.81 572.94 572.98 572.98 573.02 572.82 572.71 572-64 572.43 573.01 573-99 573-29 572-96 572- 77 572- 48 ' 572-43 '572-85 573-00 572-96 573-73 573-55 573-12 573-05 573-08 572.72 572.93 572.91 572-94 573-25 573- 28 573-33 573-33 573-32 573-21 573-31 573-26 573-24 573-26 '573-38 573-57 573-59 573-25 573- 18 573-27 573-30 573-34 573-24 573- 20 573- 20 573- 23 573-28 573-42 573-39 573-22 573-06 573-44 573- 26 573-23 573-24 573-36 573-37 573- 29 573-21 573-41 573-26 573-51 573-44 573-52 573-28 573-63 573-48 573-33 573-40 573-39 573-38 573-29 573- 83 573-32 573- 16 573- 16 573-25 573-27 572-98 572-97 572-97 573-05 573- 16 573-21 573-04 572-84 573-20 573-24 572-60 572.86 572-99 572-83 572- 75 572-75 573-27 573-12 573-00 572-81 572-76 572-69 572- 79 572-59 572-78 573-11 572- 63 572-75 ' 573- 16 573-03 572-78 572-56 572.86 572. 58 573.49 573.34 572.80 572-79 572-83 572-82 572- 60 572-56 572-66 572.96 573- 10 572.71 572.85 571.88 572-71 ' 572-50 572.96 572. 572.62 572.84 573. iS 573.33 573- 02 572-80 572-52 572-65 572-71 573-12 573-01 572-97 573-20 573- 00 572-92 573-48 573-11 573-06 572-70 572-80 572-90 572-72 572-85 572-87 572-69 572-49 572.68 573. 16 572-55 572.60 572.80 573. 22 572.77 572.67 572.50 572.32 572.34 572.37 572.72 573-55 572-87 572-83 572-52 573-64 572-87 572-87 572- 70 572-67 572-64 574- 24 572.64 572-45 572-56 572-45 572.43 572.29 571-95 572.96 572-50 572-04 571-81 572-39 573-48 572-74 573-48 572-56 572. 20 572.79 572.47 572.61 '571-85 571-99 572-89 572-68 572-45 572-26 572-19 572-69 573-00 572-57 571-89 571-40 572-69 573-25 572-76 572-37 573-58 573-28 572-80 572-25 572-32 572.83 573- 14 572-30 572-71 572.60 572.31 573- 24 574. II 572.63 ' Partial days. PRESERVATION OF NIAGARA FALLS. lOI Table 27. — Daily mean water surface elevations at Austin Street. [In feet above mean tide at New York.] [From self-registering gauge records. 1903 levels.) Date. January. Febru- ary. March. April. May. Jime. July. August. Septem- ber. October. Novem- ber. Decem- ber. 1907. a 567.92 567. 96 567. 89 567.87 567. 80 567. 86 567. 90 567.98 567.97 567.86 567.77 1 567.91 567.97 568. 29 568.01 567.89 567-87 567. 58 567.92 ' 567.41 567.45 567. 53 567. 19 567.33 568. 28 ' 567. 59 567. 63 567.30 I 3 ■ 567. 64 S68. 14 568. 01 567.77 567. 72 567. 75 567. 55 567-63 567- 65 567- 64 567.82 567. 84 567.84 567.85 567. 83 567. 81 567-84 567- 81 567-82 567- 84 567-89 567-92 568. 07 568.04 567.89 567.85 567-89 ' 567.49 567. 73 '567.81 567. 73 567.87 567. 84 567. 71 568. 20 567- 96 567.87 567. 56 567. 59 567.68 567.50 ' 567.59 '567.83 567.34 ' 567.9s 567.80 567. 77 567. 79 567. 84 567.98 568. 20 568. 41 568. II 567. 15 1 567. 61 567. 63 567.51 567.47 567.39 568.65 ' 567- 72 566. 94 566. 89 9 ' 567. 54 568. 08 567. 25 ' 567. 56 '567.56 567. 56 567.62 567.58 567.47 567.34 567.47 567. 72 367. 83 567.61 567- 59 S68. 66 568. 10 567.66 567.49 ' 567.24 ' 567.92 567.95 567.91 567. 88 568. 04 567.91 568. 04 ' 567- 23 ' 567. 20 '567.46 ' 567. So '567-36 '567-36 ' 567. 45 567.08 567.52 567. 47 567.3s 567.17 567. IS ■566-77 566. 67 ' 567. 93 568. 19 568.07 568.02 568. 02 568. 02 ' 568. 02 ' 567. 91 ■ 567. 69 ' 567.58 567. 54 567.59 567. 46 '568.18 567.3s ' 567.04 31 Mean 567- 83 567.95 567.88 567.67 567.57 567. 49 S67. 28 ' Partial days. I02 PRESERVATION OF NIAGARA FAIvLS. Table 28. — Daily mean water surface elevations at CJiippawa, Ontario. [In feet above mean tide at New York.] [From self-registering gauge records. 1903 levels.) 13- 14. IS- 16. 17. 18. 19- =3-. a4-- as-. 26.. 27.. 28.. 29.. 30.. 31.. Januar>' Febru- March. April. - ' 362- 50 S62.S0 563.41 563. 23 56Z.S9 562. 7S 562. 63 562.89 June. 563. 48 562.59 562. S6 562. So 563-32 563- 25 563. 04 562. 94 562.97 562. So 562.81 562. 84 562. Si 562.97 563. 01 563.04 563. 02 562. 99 562. 98 563-01 562. 99 563-00 563- 04 563-07 563- 10 563- 20 563- 20 563- lo 563- 02 563- oS 562.98 July. 563 563 563 563 '563 '563 563 563 562. 563 '563 '563 563 563 563 563 563 S63 563 563- 563 563 563 563 563 563- 563 563-08 August. 563- 06 563-30 563. II 563-00 562. 96 563-05 563. 02 562.91 562- 86 562. 87 562-94 562.96 563.02 562. 89 562. 86 562.97 563-04 562. 79 562.80 562.92 562. S3 562. 79 562- 76 563- ol 563-04 562-92 562-85 562. 75 562. 73 562. 76 562.65 562.92 Septem- ber. 562. 75 562. 98 562. 72 562. 73 562.83 562. 95 562. 76 562. 69 562. 76 562- 64 563- 02 563- 23 562- 78 562. 72 562- So 562. 74 562. 70 562-56 562- 65 562-80 562. 86 562- 84 562. 72 563-37 563- 17 562. 79 562- 73 562-43 562- 64 562-87 362. 81 October. 562. 70 ' 562. 6s ' 562. 74 563- 03 562- 96 562-92 563- 03 563- 12 562-99 563- 26 563- 12 563-02 562-82 562- 79 562. 84 562- 78 562. 78 562. 84 562.71 562.63 562.69 562. 94 562. 71 ' 562. 53 ' 562. 40 562. 76 562.68 562.65 562. 53 562.49 562.80 Novem- ber. 562.54 562.62 563-35 562.93 562. 96 562.67 563. 23 563-02 562- 89 562-80 562- 74 562. 66 563- 40 562.90 562- sS 562-56 562- 66 ^ 562- 56 ' 562. 45 562.31 562. 74 562. 68 562.43 562. 20 562.48 563. 10 562- 75 563. 20 562- 73 562. 48 562. 75 Decem- ber. 562 562 562 '562 562 562, 562, 562, 562. 562 '563 562- 5^ ^ Partial days. 13- 14. IS- l6. 17- i8. 19- 23- 24- 25- a6. 27- 28. 29. 30. 31- PRESERVATION OF NIAGARA FALLS. Table 29. — Daily mean water surface elevations at Grass Island. tin feet above mean tide at New York.] [From self-reKistering gauge records. 1903 levels.] 103 Date. January. Febru- ary. March. April. May. 1 561.96 S6i. 8s 562. 16 562. 73 562. 45 562. 15 562. 05 561. 93 562. 16 Jmie. 561. 81 ^ 562. 20 562. 21 ' 562. 59 ' 562. 50 562. 29 562. 22 562. 29 562. 08 562. 12 562. 15 562. 13 562. 29 ^ 562.32 ^ 562.31 562. 28 562. 33 562.31 562. 30 562. 38 562. 38 562. 39 562. 48 562. 49 S62. 39 S62. 33 562.44 562. 30 July. 562. 45 S62. 42 562. 36 562. 43 562.34 562. 32 562. 39 562.47 562. 42 562.32 562. 32 562.36 562. 33 562.36 562. 40 562. 37 562. 37 562.31 562. 28 562. 39 562. 28 562.44 562.44 562. 46 ^ 562. 40 562. 45 ^ 562. 38 562. 38 562.37 562.38 August. 562- 32 562. 6r 562.37 562. 32 562. 24 562. 26 562. 26 562. 16 562. 10 562. 12 562. 27 562. 24 562. 26 562. 14 562. II 562. 26 562. 32 562. 12 562. 10 562. 20 562. 10 * 562. 06 562. 04 562. 30 562. 36 562. 19 562. 10 562. 03 561. 99 562. 03 561. 90 562. 19 Septem- ber. 562. 08 ' 562. 28 ' S6i. 93 562. GO 562. 12 562. 21 562. 01 ^ 562. 27 562. 03 561.99 561. 86 561.82 561.91 562. 09 562. 13 562. 12 562. 01 562. 66 562. 38 562. 06 561. 98 561.66 561. 96 562. 13 562.07 561.95 561. 93 562. 01 562. 22 562. 16 562. 24 562.31 562. 27 562. i8 562.48 562.35 562. 28 562. 15 562. 08 562. 13 562. 06 562. 08 562. 12 562. 00 561.97 '561.94 562. 10 561. 77 562. 15 561. 98 561.93 561. 81 561. 79 562. 09 Novem- ber. 561. 84 561.95 562. 62 562. 18 562. 20 561. 90 562. 43 562. 24 562. 16 562. 14 562. 02 S6i. 95 ' 562. 24 ' S6i. 98 561. 87 561.87 562. 01 561.87 561. 77 561. 61 562.08 561. 95 561. 70 S6l. s6 561. 81 562. 41 562. 00 562. so 561. 97 561. 74 562. 02 Decem- ber. 561.89 561. 94 561. 67 S6l. 50 561.97 562. 04 561.90 561. 84 561. 74 561. 92 562. 20 ' 562. 06 561.89 1 Partial days. I04 PRESERVATION OF NIAGARA FALLS. Table 30. — Daily mean water surface elevations at Wing Dam. [In feet above mean tide at New York.] [From self-registering gauge records. 1903 levels.! Date. January. Febru- ary. March. April. May. June. July. August. Septem- ber. October. Novem- ber. Decem- ber. 1907. 558.39 558. S6 55S. 42 558.37 558. 34 558.39 558.35 558.24 558. 20 55S. 22 ' 558. 29 558.31 558-32 558.23 558.22 ' 558. 28 ' 558- 30 558-17 558.18 558. 26 558. 18 558.15 558.15 558.32 558. 33 558- 24 558-17 558.11 558.09 558.12 55S.03 55S. 13 558. 27 558- 07 558.09 558. 17 558.22 558. II 558.09 ' ssa II 558. 07 558- OS 558.10 558. 24 558. 19 558.22 55S. 29 558. 2S 558.20 '558.41 558. 31 ssS. 24 558. 12 558- 10 558. 14 558.10 558.11 558. 13 558. 06 558. 01 558.05 558.24 558.04 557.98 558. 12 .557.89 558.13 558- 02 558-00 557- 92 557- 91 557-95 558- 02 SSS-47 558- 17 558- 20 557- 99 558.36 '558.37 SSS. 03 557. 85 ^ "* 6 558. 10 558. 00 s 557. 94 ' 5SS. 39 558.38 5 58- 33 558-42 558- 39 558. 39 558-38 ' SS8- 43 » 558.00 ' 558. 17 ' 55S- 55 16 '558.09 558.06 557. 98 558. 04 55S.17 558.20 55S.17 558.12 558.59 55S. 39 558.16 558.12 557.90 55S.06 558. 18 ' 558- 37 558-37 55S-44 558- 41 558.48 ' 558. 51 ' 5S8. 46 558.43 558-50 ■ 558.45 558.47 558.44 55S.41 558- 42 ' 557- 81 557- 75 557- 93 558.34 558.08 558. 40 558. 06 557- 90 26 ^ 1 ... .1 - - . Mpnn 55S. 42 558.26 55S.16 55S-12 55S-11 557.98 1 Partial days. PRESERVATION OF NIAGARA FALLS. 105 Table 31- — Daily mean water surface elevations at the Whirlpool, [In feet above mean tide at New York.] [From self-registering gauge records. 1903 levels.] Date. January. Febru- ary. March. April. May. June. July. August. Septem- ber. October. Novem- ber. Decem- ber. 1907. 292. II 292. SI 293.80 293.57 295- 75 295- 03 294. 63 1 294. 66 294-37 294- 29 294- 31 294- 32 294- 38 294. 86 294.80 294. 31 294. 06 294- 6s 294- so 294- 20 294- 27 ' 294. 64 1 294. 69 294. 30 294.2s 294.69 294. 17 294. 81 294. 84 294. 83 294. 63 29s- OS 294- 67 294. 60 294- 55 294- 55 ' 294- 56 294. 35 295- 50 294- 57 293- 92 293- 84 294. 30 294- 13 293- S9 293- 41 293- 38 293- 57 1 293. 82 293- 97 ' 293. 41 292. 80 293- 7S 292. 6s 292. 77 293. 29 293. 76 292.97 292. 55 293. 04 292. 48 294-31 295- 09 293- 14 292. 98 293. 09 292. 98 292. 79 292. 20 292. 60 293-41 293- 57 293- 20 292. 88 295- 88 294- 67 293. 13 292.83 291-39 292. 23 293- 30 292. 62 292. 52 292. 90 293- 91 293.67 293- 43 293. 97 294. 00 293- 59 294. 96 294- 36 293- 94 292. 89 292. 99 293- 31 ^ 293. 34 292. OS 292. 43 295. 16 1 293.32 291. 98 292. 62 6 292. 98 1 293- 99 293. 90 1 293. 18 292. 30 8 ' 293. 96 294. 07 293- 41 293- S6 293- 70 293- 59 294. 29 294- 38 294- 36 294. 41 291. 49 291.38 ^ 293. 43 1 292.81 29s- 85 1 292. 03 292. 14 292.42 292. 06 291. 78 291. OS 293. 02 292. 6s 291. 40 290. 41 291- 73 294. 56 292. 84 294. 92 292. 78 291.71 1 293. 79 292. 64 292. 94 293. 48 293. 12 292. 93 292. 92 294. 01 293. 95 293- 50 293- 27 292. 86 292. 78 293-00 292. 47 18 ^ 294. 21 294. 32 294. 19 294. 20 294- 23 294.47 294- 61 1 295. 02 1 291.9s 292. 64 ' 293. 4S 1 292.42 293. 18 291. 6s 292. 89 292. 49 292. 43 291. 84 291. 77 28 1 294. 32 294- 34 ' 3 1 292. 26 292. 26 294. 09 294- S3 293. 57 293- 19 293. oS 292. 89 292. 10 1 Partial days. io6 PRESERVATION OF NIAGARA PALLS. Table 32. — Daily mean water surface elevations at Suspension Brid [In feet above mean tide at New York.] [From self-registering gauge records. 1903 levels.] Date. January. Febru- ary. March. April. May. June. July. August. Septem- ber. October. Novem- ber. Decem- ber. 1907 340. S2 340. 85 342. OS 341. 83 ' 343- 22 343- 54 342-56 342- 26 342- 31 341. 66 341- 82 341. 96 341- 84 ' 342- 23 '342-57 342- 63 342- 70 342- 57 342-44 342- 56 342-44 342- 45 342- 48 342- 71 342- 81 343- 18 343- 20 342- 72 342-43 342- S3 342- 70 342- 78 342- 52 342. S3 342. so 342. 52 ' 342. 54 ' 343. 29 ' 342. 86 ' 342. 46 342- 25 342- 78 342-63 342- 43 342- SO 342- 77 342- 77 342- 52 342-41 342-82 342-39 342- 94 ' 342- 79 '343-09 ' 343- 08 341. II 342- 03 340. 94 341. 19 341. 6s 342. 03 341- 28 340- 88 341- 39 340. 84 342- 58 343-3° 341- 49 341- 33 340. 94 340. 86 341. 24 342.22 341. 98 341. 75 342. 29 342. 25 341. 89 343. 21 342.61 342. 22 341. j8 341. 35 341- 64 341-37 341-45 341- 61 341-06 ' 340- 39 341-02 342- 14 341-01 340- 57 341- SI 340. II 341-27 340- 8s 340- 78 340. 29 340. 25 340. 51 340. 8s 343. 46 341. 76 341- 94 340- 71 ' 342- 43 340.48 341-00 ' 342. 64 342. IS ' 341. 84 342. 55 342. 38 341- 82 341- 64 341- 66 341. 84 342- 10 342- 20 341. 69 341- S3 342- 04 342- 26 340- 94 341. 23 341. 73 341. 34 341- 20 341- 20 342- 28 ' 341- 98 ' 341- 60 341- 55 '341-30 341.09 341.35 340.77 339- 94 339- 16 341-09 341-37 340. 76 339- 96 1 341- 88 341- 19 340- 92 343. 74 341.8s 340. 68 340. 60 340- 83 340- 54 340- 25 339- 62 341-42 ' 341- 29 339- 91 338- 86 340-24 342- 89 341- 26 343- 25 ' 340- 8s 340- 23 340- 77 341- 99 ' 341- 44 ' 341- 25 341- II 340- 59 340. 94 341. 71 341. 89 341. 48 341. 22 344.11 342. 94 341. 48 341. 17 339- S3 340-62 341- 62 ' 345. 88 343-23 341. 98 ' 341. 42 ' 340. 4S ' 343- 10 ' 342- 90 ' 342- 83 342- 75 ' 342- 75 342. 59 342- 37 342- 71 341. n 341- SI 341. 40 341. 21 340-67 1 Partial days. V PRESERVATION OF NIAGARA FALLS. IO7 Appendix 2. GEODETIC POSITIONS — DESCRIPTION OP TRIANGULATION STATIONS — DESCRIPTION OF BENCH MARES. Table 33. — Summary of triangulation in vicinity of Niagara Falls. [On United States standard datum.] Station. Year. Latitude- Longitude. Seconds in meters Azimuth. Back azimuth. To station. Distance (meters). Logarithm of distance. 1906 1906 1906 1906 1906 [ 1906 1 1890 1842 1906 1906 1906 1906 1842 1886 1906 1886 1906 1906 1906 1906 1890 1890 1890 1890 1890 1890 1905 1890 1906 f43 03 44. 477 I79 02 47-727 f43 04 41-983 I79 02 45. 470 (43 04 10. 649 179 03 42. 711 f43 04 57. 940 I79 03 23.321 f43 04 46.499 179 03 46. 166 43 04 53.266 79 04 45.663 [43 05 09. 087 I79 04 08. 307 J43 OS 19.676 179 04 24. 598 Ui 05 18.388 [79 04 00.851 |43 04 51.65 I79 03 09. 00 (43 04 52.94 179 03 37.81 [43 04 45. 68 I79 04 21.65 f43 04 32. 85 I79 04 57. II 43 04 38. 89 179 04 45. 26 43 04 48. 90 .79 04 28. 06 43 04 48.71 79 04 42.43 43 OS 01. IS ,79 04 14. 73 43 04 S9- 22 ,79 04 16. 41 43 05 00. 68 79 04 38. 57 [43 04 so. 03 I79 04 24. 57 43 04 49. 99 ,79 04 48.68 43 05 16.87 79 04 27.86 [43 OS 19. i8 I79 04 28. 01 [43 05 11.00 [79 04 31.91 43 OS 04. 56 ,79 04 36. 48 43 04 44. 71 79 04 55. SI 43 04 48.3s 79 04 53.33 43 OS 09. 69 ,79 04 32.66 1,372.5 1,080. 1 1,295.6 1,028. 7 328.6 966.3 1,788.0 527.6 1,434-9 1,044.4 1,643.7 1,033.0 280.5 188.0 607. I 556.4 567-5 19.2 I, 593- 9 203.6 1,633-7 855-4 1,409.6 489.8 1,013.8 1,292. 1 1,200. 1 1,024.0 1,509.0 634.8 1.503.2 959-9 35-5 333.2 1,827.5 371-2 21.0 872-4 1,543-9 555-8 1,542.6 1,101. 2 520.6 630. 2 S9I-9 633-5 339-4 721.8 140.7 825.2 1.379. 7 1.255.7 1,492.0 1,206.4 299.0 738.8 145 181 119 53 196 302 1 ^^ 275 355 232 312 131 S9 30 4 94 79 299 43 4 68 320 202 292 231 17a 215 108 202 238 210 IS8 163 211 208 249 84 163 274 347 29S 304 276 352 257 338 302 267 23 303 271 22 06. 8 38 54.0 54 22.5 IS 29. 7 43 42.0 59 06. 5 34 49-2 47 24.6 57 31- 8 35 09.4 42 52. 5 33 57- I 59 06. 18 53.6 42 s8 13 57.8 18 16 15 22 32 57 51 19 35 49 49 02 20 20 08 00 33 19 48 26 38 58 42 03 52 59 30 14 40 04 40 37 39 24 02 31 18 45 14 35 13 25 II 50 07 20 14 59 30 47 18 01 57 32 04 22 19 02 43 29 38 30 30 08 32 27 45 55 45 34 01 14 56 39 325 I 299 233 16 122 265 95 175 52 132 311 239 210 184 274 259 119 223 184 248 140 22 112 SI 358 35 288 22 S8 30 338 343 31 28 69 264 343 94 167 118 180 124 180 96 172 77 158 122 87 203 123 91 21 38 S3 14 43 59 33 48 57 35 43 33 S8 18 42 13 17 IS 32 51 35 49 20 08 33 48 39 41 53 30 40 40 39 02 19 14 13 II 07 15 31 18 57 04 19 43 38 30 33 46 45 01 56 26.9 55-6 56-6 50.6 55- 2 44.0 53-0 06.1 34-2 40. 35-5 46.0 40-5 39-2 56 41-6 50 38 52 16 32 29 30 50 31 25 12 51 12 33 08 30 18 37 55 56 13 45 34 02 00 01 46 22 18 32 49 14 16 18 33 26 S6 Goat Island Grass Island Wheat 2,326.22 1,775-30 987. 74 1,616. iS 1,523-85 1,483-27 1, 868. 21 1,380. II 1,109.06 1,276.10 1,938.51 492.49 975-91 944.05 953-0 S38- 58 855.6 610.2 274.3 1,309.8 573.2 1,394-6 681.4 1,817.3 496.6 443.6 766.7 420.3 1.037.3 734.9 284.9 613.8 658.0 355-5 665.9 732.0 406. 1 633-8 467-6 351-0 503.4 863.3 543.8 934-6 537-2 687.7 652-3 S19-S 1,953-9 766- 5 122-5 484.0 551.4 3. 3666504 3. 2492729 2. 9946421 Grass Island "RanV 3.2084890 3- 1829432 Wheat Chippawa 3-1712188 3- 2714262 3- 1399149 Wlieat Transformer Grass Island Bank Goat Island 3-0449565 Transformer 3- 1058858 3- 2874680 2. 6924013 Sta. I. New York State Survey Bank T. P. No. I Park Transformer Transformer Terrapin Park 2.9894094 2-9749935 2- 97908 2.7312472 2-93227 Bridge Park Goat Island Grass Island Goat Island Bank Dam 2- 78544 2.43823 T P No 6 Canal 2. 75830 Bank Transformer Bank 2. 83342 3-23942 2.69599 Canal Terrapin Terrapin Transformer T. P. No. I Transformer Park 2.64699 2.88462 Wall 2. 62360 3-01591 Luna T.P.No.i Park 2. 86621 2. 45464 2. 78802 2. 81820 Bluff Park T.P.No. I Park 2. 55088 2.82341 T.P.No.i WaU 2.86453 2.60864 Cliff 2.80196 2. 66988 K Terrapin Canal 2. 54534 2. 70189 B T.P.No.i Terrapin N T.P.No.i 2. 73542 C T.P.No.i Terrapin 2. 73012 2.83737 2.81447 D T.P.No.i Terrapin 2. 71562 Bank 3.29090 I, T.P.No. 6 Semaphore 2. 88453 2.088IS 2. 68482 Cliff T.P.No.i 2. 74147 7821° — S. Doc. 105, 62-1 10 lo8 PRESERVATION OE NIAGARA FALI/S. V. S. Lake Survey. Preservation of Niagara Falls. Zi CHIPPAW^/K 1 -Table 34. L/\T 43 03' 44.47 7 T/?/'s sta-//o/7 /5 0/7 Me Ca//ad/'a/7 s/'c/^ of I TQ r^p ^7 'TP-p ^^^ /y//z^ara /f/'i^^/^ Of7 f//£ /2/^y// of /yi^^ ;^£//a//^ /r/i^er, 9 /A //-c^ //I'e ecf^£. of /^e- ^& ^/^ A ^/^£'// ^j^if/r^ ^

    y0^y J? 6?//- /e/i-^iP// /Wy^ f//a ^^/^ £>/" a ^/^tri'.s^i/ sfaA/e- //og Tsj-. «'V'//9G^/r>x9 O/d Co/ontaf Mouse. Surface Stone. L S /^ Ban K Lat 43° 04 10' 649 r/f^/'s rSto^/o/r A5- o/r ffye Ca/7acf/a/7 s} ^_ yy^^Z■ ///f?'/f ^Jf^^//^^ ^^>^^yf a/i^^£. ^ef-y^^^-^ yy/ fi' /zf^- — ///a^a-ra /Ft^'er ^'' D>s-f-an<:e5 /'nfeei C&j'rf.rrj. DESCRIPTIONS OF TRI ANGULATION STATIONS. PRESERVATION OF NIAGARA FALIvS. 109 U. S. Lake Survey. Preservation of Niagara Falls. 2-Table 34. ^ Lat. L one. 43 04- 79 OZ 41.963 4S.4 TO G?{ASQ ISJ.. of Ms /-/W/l^ej^ c/^Z/fp o/f M£ yy^r//^a,^^ce oy Me /aaA,f>ry oA y/f'e. //a/^^iy/ La-t. Lono. 43''o4-' 46U99 79 03 46. i 66 y^ Goat I su. M/'S s/ayy^^/f /s £>^ yye t^yAy^fj^ e/n/ ^y cpoo. y y.s/a/va', /s y^ey y/^^:?/^ y^e .t^ay^^, zs.o /y 3. yy. c/ a ^y£ay a JZ^' //fc/^ a.s/r J •£"/■/ yy e/^^ss^y oy a 2.-^ /'^cy sy^^, a^a' <$£>./ yy A.^.i/y. oy /i^a .s/^a./y caty^r^s yi^y/cy /^^y?' -v2^ yye ^/t^ey^. c p/f ye/' /s /z^a^y^e^ y-j/ /cp c>y iZ £:£>y^/s'ey y^^yy y^^eyt/i^ yye- .s^^yy^fc^ ^y yye ^>^ ^'^ /■#« yW^^ys^ .y /yr^y-ys yyyi::yf- ^ey yyy:^y ^^yyyi^ yy^y^£yyy^££^. / / OOAT Js^/i/v^ CrOAifS DESCRIPTIONS OF TRI ANGULATION STATIONS. no PRESERVATION OF NIAGARA FALLS. U. S' Lake Survey. Preservation of Niagara Falls. 3-TaBLE 34. Lat 43° 04 53'2.6 6 73 OA- 4-S.6 63 A TRANS FORMER ^ ," 1 t On/ar'/o /^oiveJ'lZ. Transformer //ai/se- L AT ■ LO N G- 43 79 05 OA- 9.037 08.307 T. r. N" I Gec/O^/^/-. 2y /S Z/r£. ■S^7r!7^£- C^^^r^/^ i/ /^y //^£ Z a^^'i' S£y'r-jr£^ /}/ y&T^'S, azrc/ Z'o's /or'/f/'<^a' a. sZo'^-yyA/^ /r^'//^/- ya/- /yyosZ cy yZ^'S' ~S^y-*^,fy.s <^ Z Wz^Zfo^r^ /=7i//^ // /'s Oy^ y^a£/^£^y yb/y!ry OA' M<^ S/aya^ /^^.s^'yj^ay/iP'yr, v^<^ y7r,ey^y^ -^^^/^r ZZ-^ ^./*< £Z^/'yy^0r- ^(y//if/'yrj/ ■ ZD/s/^ryy££. /^ />^>r roy//yry or^ 7/V<£ p^/Z/^ ZZ£. ea^^a^ /77ar^y^y?tZ y^y a c^?r^^s o/va^ t:/y^^yy Zr^Ze /W ZZ£: yi>yC y^Z ^7 eZy^trss^^y ^.^^/y^s- ^ /rr^eZ^^ v5>?-^^>^4yy^£y Sfa^c ^eserfa/zofi I ^/TTerfcaT I /^a/rs ^/rarr /?aj//yr^ /7a/>/^S DESCRIPTIONS OF TRIANGULATION STATIONS. PRESERVATION OP NIAGARA FALLS. Ill U. S. Lake Survey. Preservation of Niagara Falls. 4-Table 34. L/\ir. Long. 43 OS 73 O^ \9.676 2\ Park y^'e cyy/ce. oy y/y£)yy ye^^yeyyyyyo ^ /-c^yy y^ ^ y^fyy ,^ 6 /y/^yf^s s^^y^>'y£^ ^^ yy c/ /^ yyyyry^ yy^^j^' yyJ/4 La-t. 43° OS"' ie."3a& Long. 79 o^ oo.&s-f y^ S R I DGET Ty^/s sya y/<7y^ oy yy^e y/Za^ti'/^e? yr'/^jer ^y^y^yp^ c^y ys>^<$ /'s /^ yy/at^ay-yi. y^y^y/s, yy- y- y/y^yyi'£-y£^y:iy yyy£. 6^/y/3^ ^/-ycyf^e., oyr yyre ;^^y yy j^^/^^ y ey/^e- yyy^y c y yy yy/yyy sAed^ c^ ^ yy ^^.3 y/ yroyy/ C-oyyfey o y ^ fy ££ yCP / y^ ^os/^y/yt^ie yy yy^^-y^ yyyyyy yc?ye. yy/- yz /Z£yyy£ry^yyey. DESCRIPTIONS OF TRI ANGULATION STATIONS. 112 PRESERVATION OF NIAGARA FALLS. U. S. Liike Survey, Prcser\-atiou of Niagara Falls. 5-Tabi.e 34. ^ DA M L/^T. 43" 04' 5 2 '.'9 4- T/f/s sA^^/'/c'//, es/^a^Z/js^^'iSiS^ /^ /^^^S /o^ y/^s. LoHG 79 3 378 1 /£>cayy'^^ ^^/^ ^£>e/j^<3^/Ar^s J// Z/^^ /^■(^^/Aik^ y^ y^yy/^ , so . s- y^i^y^y^ , s yy <2 y>£>j^£. yy'e- 7y'>:/e. ^y^ ^$ y^y^-y^ .ey/^^ /^ /$ yy^iry^ y::^ yiyC y^s. a^y/y yy'if ^as/- £i/^£. i^y a ^-^ y'^c^' ^•yyy/ . iTeyyycy ys y^/'ayy'eyy^y^ yy t^ ye^ ^ y£>yr4S. ^'^y^yd'ey yi& yyy^^y^yir ^^=>^/<>^ y^£yr ^ <^-s y^y^y/sA^'ai />^ y^O^ y^ O'y):/ /yy ^^yyj^^'^y c> y y^'S £::yy^y y yyy£- Ty^ytfy^y?-y^J'yy^y' y^/yy^^t^isi ^^, ^ y^o^-^fy yy^£>£/^^//' yyr yy'A y^^' £>y a y£>^^>^ £y£>yy£. y^ yb^ yS >^^ ^^ yyy^y^y>r ^yyy <: tf <£ 3 /y/Cy^f'S ^ ^y^yy y^<^ ~S£yyy^ x2> cn^y^/j^^ef/ //>& LoriG. FS o3 09. 00 //'^'^/-i/y^a/^j^y ^^o'^^ /^y^^ /=a'y/s, /'s ipy^ //>£ /-^e^ /r^^^/y/ pTt^/ c^^y^^^ £>/ ^j^/s jtif'^yW^£- a/ y^£, J'/eyy^ . Ce^y^rj*' /Jr ^^ /rayy /V a 2 //rc/^ 0^ y^^^ ^47/yj^, £'/r£. yc> yy^i! ^'. 3.73 yy^ /-^^r^y^^^ y^ y^^^ s.yy. -^sr yy. LAT. 43 0-4- 45". 6 S T/^/S ^/a.y/i>/r yv^^ es /ts /^y^s^y^^fay xv /&-42. /^y LonG 79 oA- 2.1 6 sr ya:A^esyyct-y/,^yay£ y;^e£yycjy£ yy^. .syt^yc^ ^yc^^/y A?. yy'y^^^y^ y^ cy . C*r/ryyr /'•s iU cy^~rs ctyy y>>y yy^ y^yc^ oy /r ^y^?^£ ^/^^y' ^ /^^y^fs ^ygy/ry^:. ^ /yyo - y^<::yy^y Sy-^^y^s t^yi^^^. yy/f ..si^yyeytr^. ^y^^^coyy /y yy^ ^o'/A- yy^ y£?y:y cy yyy^s s:y<:?yy^ yis yaayyfy ya yy/fy^4f' . ' y^ TERRAPth Ly\T . 43" O 4-' 46. 90 7^/s /pyes>ty .S^y^^yy^yy pya-.S^ esyi2yyyj^^^yyyy^ a^y yy^f .s^yyyy^ yya>y^^ o'^i^ny yy y^^ yyy exy^^^a^yy y^yyts^yyy y^cy y yy^c^ yycpy-s^c^y^e^ y=^yy>s. Ty'e yy/yy^r^^ 7?yyar/o/yf' ys cuyy yy^ y^y ey^s y^yy^y.s a yy^yy/f y^yy/::y tS'y^^yya^ y^tf ^y^yy^pyy. y^ yyyy/i7 y^/z-Zf y/e^/^/y ^y^e ^a^/- a/ y/re ^^ y>^ycy-y , <^a^ y^/f t?^^ ^/^^^ e^y^yy^ y/r£. /f'^'^yf^ ■i^^.7' yy. yy.vn/. c?y y^a'yf, y^'e- ^^^pt^^ j~y>' £>y j^yfasi^ y-^^^ /f y^y^7/>^^ ^^^/l^-^^ /-a yy^ ^>^^^ yy^^ ^^y^yy, £?A<^ye^f^ y^£>yy y^£i.yff^<£:. /:z y'Y /z y-^ ytiP yyr<^y,^s sey-yy^s^/r y^yy;^ tV^ ^^.^ y^si ^a. £7yr y y^ray^/f-^e aC US j^S U-A7- Lone ^3 OS- o9. 69 Z9 04- 3S..^& ^ CLiF'r= y~y-/^ £ ytr^ y/ cy^r^ ^■s'ya yr y/^y ay^ x<:ycy o^ysz/yc cy /y^ yy^^/^y y'S'^y/yf^j ^s'o ZP/sya^Yce-s /a' yca/y^y-s ypf/yyy«-/ye k^^-. 'y?" /?cfy^y /yy yy. "JD ' Cy^^y:^ r/*fcy ^yfe- ^.zyy ''^" ee/^^^ /<>f.7'yy^,''y^^ ^razf Z^Cf/y/j^f^ S.T'-S' yy d7ff>r y^y yjs yityaryyf-,ey ^^ a: c^oyCyC^ e y yatyy yea^e^ /^yo yAf y^oc.y(: to^yr/c-y y's y^yayytf y? , y's yyy Jy^y'y: yyyy'yy y^^yyf- yyy/7y yy£ oyyyce. oy yy<^ ^^yyyy^yyyyyyyyyyyyyy^ JV. 9 yt^ay yyo^ yyre. ^yyy. cy?^^ y yy'y^j-£ y^^yy ^^y /'yf y^^>*'-/r. DESCRIPTIONS OF TRI ANGULATION STATIONS. PRESERVATION OF NIAGARA FALLS. U. S. Lake Survey. Preservation of Niagara Falls. "5 8-Table 34. LaT 43 OS 0\.IS LONG. 79 04 14.73 ^ L U N /\ 6f Drill hole ^ W/^ L 1_ L/<7- -43 04 48.71 T/^/sS s/^/^/c>/^ , £^A7/i>//^/reaf /or- &o'y^yed/' o/ Long 79 04 42..43 /-^e- ^^^^//y'/ye aZ/y^^ y^//^ /^^ /9£?6, ys ic^^r /y^£. y/a /^ ^^c/f ^Xs/We. c?y^ //^^f ^/^fy/e / /^/^^ y^/py^^y^^ y^^^r x^//ra y^ i^f y y./^t^ ^a'^atyyfa'y^y^/7y/S!'^yyyy^ x^/^^^-v-^^ (i^^^yr/^r" /s o.s ^3 ^ s Wy^t_C. LAT. L ONG. 43" 79 04' 04 S7. ff A L ORETTO r/;/s s/aZ/cp/^ /s //le. cey^/ey of //?£ crass o/? /■y^e Aor^/Zo (Co/7y^/7t oy? //7e /^yy/? /? c>/ /^y^/Zs yj e yv Sf^/yo/r Vl&y s /p^/^<^^^ screiyy yyy /Ae //n- <:/t?cy^ i^f //^e C^i^/y^/cc £/yy<^c//^ iy/rc/yr f/^tS c £> y/ / yy / Z^^ y yy'y^ts^ /Veyiy X^y^ Sfa/e^ ^S^yyyyy^^ yyy /SSO ^ y's y? Z f/^e- /re/zy/ &/ /^y sZyyyy^ a yy y/ /^<:y f^^ yyyy/^yr Za ^ 7~eyyy<2Z . Ce^^/ey y's <2. C'y\s^'S /yT' y^/yi^ Zy:yy/\:a^ /d? yyrcy^l>lisl>i.\l by the Now York State survey in 1S90, is iu Victoria Tark. lietween the railing and the cliff, jcj feet from the north- east awuer of nviliug at RaniWeis Rest, the lirst stone resthousc above the Steel Arch Briilge. Center is marked by a brass bolt s inch in diameter set iti the r\Kk. AC. Latitude. 4^1*05' ii.oo": longitude, 79** 04' 31.91". Tliis station, established by the New York State snrwy in 1S90. is iu Victoria Park, between the railing and the clifl, .-j.j feet northerly of pipe of drinking fountain south of Uantblcrs Rest. Center is a cross on a stone monument 6 inches square set flush with the surface. AT. • LiXtitude. 4^;* 05' 04.56"; longittide, 79*^ 04' 36.4S". Vhis station, establishexv KKNCH M.VRK, lNTKKN.\.TioN.\i. Bkipgk No. 3, is in Buffalo, N. Y., ou a projection of stone in fourth course of masonry below bridge seat on north end of east abutment of International Bridge over nuun elianuel of Niagara River, being a square cut on stone, 1,735 meters below bridge seat and 1.150 meters back of the northwest comer of abutment, Uie stone above being m^ked in white piunt thus: ' '"gj ' " Ele\-atiou. 5S--..-5Sfeet. PUKM.\NKXT BKNCn M.\KK, Gr.\KP I.ocK. is iu Buffalo. N. Y., in the center of coping stone on towptith side of guard lock of Erie Canal, 600 meters below InteraatiomU Briilge over the Erie Canal at Black Rook, being the highest point in smiJl square cut in the southeast corner of larger suuare, which is optxwite the hinge of the upv^er sate and 7 meters below upper end of lock, marked thus: Q. Elevation, 576.454 feet. PUKXHNKX'T BKNCH M.\KK. W.KTURWOKKS, is ill BtltTalo. N. Y., OU stonc window sill of center window on the river side i\f main building of pumiving station of the ButTalo waterworks, being the center of a brass bolt leaded horiiontally into stone 6 inches from north end of sill and 35 inches U.S. above the water table at the grvnind, marked thus: C Klex-ation. 5,<;.So4 feet. P. B. M. PSRM.\XKXT BENCH M,\RK. ToN.\\v.\xp.\ No. J. is ill Toiiawaiida, N. Y,. on the northeast surface stone of the south abutment of the Tonaw-anda I>am, being the top of a high point between boltixl ir^in Kxrs in small square inside of large square cut on top of stone. Elevation. 575.146 feet. Pkkm.vn-kxt bknch m.\rk. L.\S.m,h! No. i. is in Ui Salle. N.Y., just south of the La &ille Station, ou the northwest comer of bridge seat of Csist abutment of Uie New York Central & Hudson River Railroad bridge, over Cajiipi Creek, being tlie top of a square cut on stone. Elevsition. 571.6H feet. Pkrm.wkkv bknou m.\rk. EciioT.\, is in Niagara Falls, N. Y., ou the vrest end of stone door sill of west door on south side of tlie New York Central & Hudson River Railroad station, o;Ulevl •■ Echota," being the top of a small square in the soutlieast comer of a larger square cut on the stone. lilcN-ation. 57.1.9^^ feet. PhRM.\NKKV BKNCH M,\RK. Ni,\o.\R.\ No. --. is in Niagara Falls, N. Y,. on window sill of first window west of norUieast comer of Niagara Falls Power Co.'s powi:r house tNo. t\ being tlie top of a bra-ss Kilt leaded vertically in cast end of stone. ?'j feet frvrni front of building. 5 inches back frvmi front edge of window sill, 7 inches west of east side of window, and on side of building facing Buffalo Avenue. Elex-jition, 571.8^7 feet, Pkrm.vxknt BKNCH M.\RK. St'srKNsioN Bkipok. is iu Niag;>ra F;ills. N. Y,. on the northwest corner of passenger station callevi SnsiH-nsion Bridge ou the New York Central & Hudson Ri\-er Railroad, being tlie center of a brass bolt ICiidcvl horiiontallj- into center of se\-enth stone abo\'C tlic vr.iter table, 4.5 inches abov« the platform, and 6 inches south of the nortliwcst comer of the building. Elevation, 5&4s377 feet. PRESERVATION OF NIAGARA KALIvS. II7 Table 36. — Permanent bench marks by wye levels. [Elevations above mean tide. New York (adjusted levels. 1903).] Permanent duncii mark, Ulack Crkkk, is in Black Creek, Ontario, being a square cut on the southwest corner of upper plate under the northwest corner of the highway bridge over Black Creek. Elevation determined by duplicate level lines from permanent Vjcncli mark. Chippawa. Elevation, 570. 554 feet. Pkrmanknt dkncii mark, Chippawa, is in Chippawa, Ontario, being a square cut on top of stone water table at southwest corner of Balti- more Hotel, on the corner of Front and Bridgewater Streets. Elevation determined by duplicate level lines from permanent bench mark, Toll. Elevation, 571. 670 feet. PrlKMANiJNT uivNCii MARK. T()L,i,, is in Niagara Falls, Ontario, being a point on stone in the fourth course below middle window on the west side of the Canadian customs and toll station at the west end of the Upper Steel Arch Bridge. Elevation determined by duplicate level lines from permanent bench mark, Arch. Elevation, 525.918 feet. Pi^KMANENT iiJ',NCii MARK, Arcii, IS in Niagara Falls, N. Y., on the retaining wall at the east end of the Upper Steel Arch Bridge, being the top of a brass bolt leaded vertically into the stone, 20.4 feet southwest of the southwest edge of bridge plate. 1.55 feet from the outer edge of the wall, U.S. and 29.1 feet from southwest end of wall, marked O Elevation determined by duplicate level lines from permanent bench mark. Park, and B.M. vertical measurement with steel base wire. Elevation, 361. 172 feet. Permanent bench mark, Park, is in Niagara Falls, N. Y.,on the northeast corner of the administration building, NewYork State Reserva- tion, directly tmder north window on the cast side of the building, 10.3 feet from the northeast corner, being the top of a brass bolt leaded vertically U.S. into the water table, marked thus: O Elevation determined by duplicate level lines from pennancnt bench mark, Niagara No. 2. Eleva- B. M. lion, 556.406 feet. Permanent BENCH mark, nRincK No. i, is in Niagara Falls, N. Y.. being thetopof abrass bolt leaded vertically into the top of large bowlder at south end of retaining wall at abutment of Michigan Central liailroad bridge over Niagara River. The bolt is 15 feet from abutmc-nt and 113 U.S. feet from inclined railway building, marked thus: O Elevation determined by duplicate level lines from permanent bench mark, Suspen- P. B.M. sion Bridge, and vertical measurements with steel base wire. Elevation, 363.580 feet. Permanent bench mark, Bridge No. 2, is at Niagara Falls, N. Y., 6 feet from the water's edge, 362 feet south of the south side of the abut- U. S. ment of Michigan Central Railroad bridge in the gorge, being the top of a brass bolt leaded vertically into a large flat rock, marked O Eleva^ P. B. M. tion determined by duplicate level lines from permanent bench mark, Bridge No. i. Elevation, 345.284 feet. Temporary bench mark. Paper, is in Niagara Falls, N. Y..on the wall on the northerly side of the intake canal of the Niagara Falls Power Co. at the west end, being the top of the west anchor bolt holding a large iron chock just west of the automatic gauge of the power company. Elevation determined by duplicate level lines from permanent bench mark, Niagara No. 2. Elevation. 567.288. Permanent bench mark, Sili-, is on the stone sill of the basement window on the west side of the office of the Buffalo Smelting Works at the foot of Austin Street, Black Rock, Buffalo, N. Y., being a smoothed square sunk slightly below the level of the sill. Elevation determined in 1900 by duplicate level lines from permanent bench mark Guard Lock and permanent bench mark International Bridge No. 2. Redetermined in 1907 by several duplicate level lines from permanent bench mark Guard Lock. Elevation. 574.762 feet. Permanent bench mark, Port Day, is in Niagara Falls, N. Y., on the west side of the canal of the Niagara Falls Hydraulic Power & Manu- facturing Co., at its head. 25 feet from the Niagara River. 50 feet from the canal, 18 feet from an iron electric-light pole, 6 feet from a double box- wood tree, being the top of a conical iron bolt leaded into the top of a cut stone 6 inches square projecting 4 inches above the surface of the ground. Elevation determined by several duplicate level lines from permanent bench mark Niagara No. 2. Elevation, 567.165 feet. Permanent bench mark, Copper Bolt, is in Niagara Falls, N. Y., on the retaining wall on the southerly side of the canal of the Niagara Falls Power Co., 87 feet west of power house No. 2, being the top of a copper bolt leaded into the top of the coping stone. Elevation determined by duplicate level lines from permanent bench mark Niagara No, 2. Elevation, 567.216 feet. Permanent bench mark. Whirl, is on the American side of the Niagara River at the Whirlpool on the ledge of flat rock extending into the river at the point, only a few inches above mean stage of the river, 20 feet from the west edge of the ledge, 35 feet from the north edge and 35 feet B.M. from the corner, being the top of a brass bolt leaded vertically into the rock and marked O Elevation determined by four lines of levels WHIRL, from permanent bench mark Bridge No. i. Elevation, 294,426 feet. Permanent bench mark, Whirlpool, is on the Canadian side of the Niagara River at the Whirlpool, 750 feet from point at entrance to Whirl- pool, 275 feet south of a small creek, being the top of an iron bolt leaded vertically into the top of rock ledge 1.9 feet from its water edge, marked U.S. O Elevation determined by careful river crossings in duplicate from permanent bench mark Whirl. Elevation, 297,040 feet. P. B. M. Permanent bench mark. Pool, is on the Canadian side of the Niagara River at the Whirlpool, about 40 feet north of permanent bench B.M. mark Whirlpool, on the same ledge of rock close to the water's edge, being the top of a brass bolt leaded vertically into the ledge, marked O POOL. Elevation depends on duplicate level transfer from permanent bench mark Whirlpool. Elevation, 297.731 feet. iiS PRESERVATION OF NIAGARA FALLS. Appendix v VOLUME OF RIVFR FLOW BY THREE WEIRS — VARIATION AT GAUGES — FLOW IN POWER AND HYDRAULIC CANALS FOR SHUTDOWN PERIODS — WATER SURFACE ELEVATIONS AT VARIOUS GAUGES DURING SHUTDOWN PERIOD. Tabi.B 4:1 .—Dischargo of Niagara Rher — Comparison offloic by tlinr vcirs. >90S, July 13 July 14 Jvily IS July 16 July I? July >S July 19 ' July so > Julj' ai > July aa' Julysi" Jull'34' July 35' July 26> Julysji July aS « Julj- JO ' JuLvjo' Julyji' Aug. 1* Aug. a ' Aug.s Aug. 4 Aug.s Aug. 6 Initial weir. Buffalo gauge. S7o' S"3- S73- S7o- S"3- 573' S73' 573 S73' 573 573 573' 573 573' S73' 572' 573- 573' 573 573- 573 River discharge. aaj,90o 334. 100 335.400 333.300 330.700 331.100 336.300 331. 300 330.500 324.800 330.500 8I6.OOO aiS. 500 319. 100 331. Soo 331. SOO 331.400 331.000 333.700 3l6. 700 331.400 319. Soo 333. 700 337.700 aas.aoo Whirlpool Rapids. Suspcnsdou Bridge gauge. 343.47 343.47 343. so 343. 33 343-35 343- as 343.53 343. 15 343. u 343.47 341- 99 341.55 341- S3 341-90 343. 13 343- 35 34.-. 31 343. 16 343. 33 341-57 343- 05 343.03 343. 35 343.91 343. 55 River discharge. 334.000 334.000 334.300 331. 700 331. Soo asiiSoo 934.500 830.. 900 330.500 a34.ooo 319.300 315.000 317. 700 31S.400 330.700 331.900 331.500 331.000 aai.600 ais. aoo 319.900 319,600 333. SoO aaSt40O 324.800 Difference. •^ 100 — 100 — 1, 100 — 600 +1.100 + 700 — l.Soo — 300 o — Soo — 1.300 — 1.000 — Soo — 700 — I, loo + IQO + 100 — 600 — I.IOO — 1.500 — 1.500 — 300 + 100 + 700 — 4CO Lower Rapids. Wliirlpool .c.uige. 394.10 394-19 394-33 393-94 394-94 394-99 393.84 394.19 393-73 393-36 393-55 393-64 395.84 393.96 393-90 393-94 393-95 394.06 394-64 394-34 River discharge. 334,000 334,800 335,300 333,600 331,800 233.300 331,600 334,800 330.600 316.400 219,000 319, Soo 331,600 333, TOO 333,300 33a, 600 333, 700 333,700 339,000 335,300 Difference. xoo 700 300 +1.100 + 1, 100 + I.100 o + 100 + 400 + 500 + TOO — 300 + 900 + Soo +1,000 + 1.0CO + 1.3CO + 100 * Shutdowni Q"3.9ii» (11.63+ Buffalo— 5:015. 0^1,137 (;6.59+S«spensioii Brid.ge— 335.0)3. Q~x.ooS (33.59+ Whirlpool— 39o)i. * Partial shutdown. PRESERVATION OF NIAGARA FAI,LS. Table 43. — Slope of Niagara River — Effects of variation in water diversion. 119 Date. Time. Buffalo. Austin ■ Street. Buffalo, 3 hours early. Schlossers Dock. Chip- pawa. Grass Island. Wins Dam. Ontario Power Co. Fore bay. Prospect Point. Horse- shoe. Mean water dver- sion. a b c d e £ g h i k 1 tn u 1908. July iS 8-24 4-24 573- 49 573- 26 S68. 26 568. 07 573- 56 573- 33 564- 38 564. 28 S63- 36 563. 29 562. 65 562. 76 S58. 60 558. 56 559- 49 559- 49 513.97 512.97 508. 74 508. 75 8,400 700 Difference -0.23 +0. 23 —0. 19 +0.19 -0.23 +0.23 —0. 10 +0. 14 —0. 07 4-0. 13 4-0. II 4-0. 13 4-0.04 4-0. 10 0.00 4-0. 10 0.00 4-0.03 -fo. 01 4- 0. 10 7,700 Correctioa for Buffalo, . 0. 00 0.00 0. 00 +0.04 4-0. c6 4-0.24 4-0.14 4-0. 10 4-0.03 4-0. II 8-33 8-24 573- 15 573- IS 567.97 567. 97 573- IS 573. 16 564- 18 564. 16 563- 20 5(>3- 14 562. 66 562. 46 558.41 558. 36 559- 34 559- 26 512.91 512.90 1,600 July 28 7j300 +0. 00 0. 00 0.00 0.00 +0.01 — 0. 01 —0.02 —0.01 —0.06 —0.01 — 0. 20 —0.01 —0.05 0.00 —0.08 0.00 —0.01 0.00 0.00 0.00 0.00 —0.03 —0.07 —0. 21 —0.05 —0.08 —0.01 8-22 2-19 573- 13 573- 14 567-85 567. 97 573- 00 573. 14 564- 01 564- 16 562. 98 563. 20 562- 33 562. 67 sss. 28 558. 48 559- 29 559- 44 512. 89 512.93 508. 46 508. 62 7,800 1,200 Aug. 2 DiSerence +0.01 — 0. 01 +0. 12 —0.01 +0. 14 —0. 14 +0. 15 —0.08 4-0. 22 —0.08 4-0.34 —0.08 -fo. 20 —0. 06 4-0. 15 —0. 06 -fo. 04 — 0. 02 -fo.i6 —0.06 6,600 Corrected 0. 00 + 0. II 0.00 +0.07 4-0. 14 4-0. 26 4-0. 14 4-0. II 4-0.02 4-0. 10 2-19 I-16 573- 14 573-" 567- 97 567.90 573- 14 573- 06 564- 16 564.09 563. 20 563- 07 562. 67 562.42 558. 48 558.39 559-44 559-33 512.93 512.90 508. 62 508. 50 7,200 Difference —0.03 +0.03 0. 07 +0. 02 —0.08 +0.08 — 0. 07 +0.04 -0.13 -1-0.04 -0.25 4-0.04 — 0. 09 4-0. 03 —0. II -fo. 03 —0.03 4-0.01 —0. 12 4-0.03 6,000 Correction for Buffalo Corrected . . . 0.00 —0.05 0.00 —0.03 —0.09 —0. 21 —0.06 —0.08 —0.02 —0.09 Residuals from table: 0. 00 0. 00 +0. 10 + 0. 15 0. 00 0.00 —0.05 —0. 01 4-0.08 4-0. 14 4-0. 13 H-o. 17 4-0.13 4-0. II 4-0. 050 -+-0. 036 7-890 7.S50 Mean 0.00 0.00 +0. 12 + 0. IS 0.00 0.00 —0.03 4-0.04 4-0. II 4-0. 23 4-0. IS +0.39 4-0. 12 4-0.16 4-0. 043 4-0. 054 7,720 July 20-27 0. 00 +0.03 0. 00 +0. 07 -|-o. 12 4-0. 24 +0.04 -f 0. on 6,050 I20 PRESERVATION OP NIAG.\RA FAI.LS. Table 44. — Flow throiigh canal of the Niagara Falls Power Co. conveyor meter. Rat- ing. Inde.-; velocity. Mean velocity. Dis- charge. Gauges. Dote. Time. Meter. Area. Grass Section Fall. Remarks. Island. No. I. IQOS. June 13 II-I2 iB S62. 18 Paper canal running. 13-14 iB 3.01 3.46 2,150 7,439 562. IS J4-IS IS-I6 iB 14B 2.96 2.90 3- 40 3.23 2,14s 2,233 7,304 7,190 562. 13 563. IS 16-17 14B 2.S9 3.21 =, =34 7. 171 562. 14 June i^. 9-10 iB 3-35 3. 73 2.206 8,184 562. 06 Do. lo-ii iB 3-39 3.76 2. 211 8,313 562.09 II-I3 iB 7.735 7.536 I4-IS 15B 3.03 3-36 = 1243 562. 27 IS-I6 15B 3.01 3-34 =•=45 7.498 562. 28 15-17 15B 2.96 3.2S 2.236 7- 334 562. 24 17-1S 12-13 isB 15B a. 97 1.63 3.39 =.=33 7, 346 4.626 563. 21 S62. 66 June 14. Paper canal closed; Sunday. li-14 14-15 15B 15B 1.63 1.66 3.07 2. 10 2.23s =,=44 4,626 4.712 562.66 562. 71 15-16 15B 1-59 2.02 2.256 4.557 562. 78 16-17 17-iS isB ISB 1.56 1.61 I. 9S 3.05 2,363 2,251 4^479 4,614 562.81 562. 75 June 15. S-9 iB 2.06 2.2S 3,281 562. S2 5 wheels, paper company. Do. 9-10 lo-il iB iB 2. 11 2-33 2, 281 5.315 563. S3 562. s6 563. S7 6 wheels, paper company. 11-12 iB 2. 12 =•35 2,290 5,381 July I... 9-10 iB 2. 29 3. 54 2,274 5,776 562. 48 562. 48 Paper canal running. lO-ll iB 2.24 3. 4S 3,374 5, 639 11-ia iB 2.16 2.40 2,276 5,464 562. 51 IJ-13 iB 2.07 3.30 2,287 5. 260 56=. 55 13-14 14-15 iB iB 2. 12 2.17 =■35 2.41 3,281 3,285 5,360 S>S07 562. 52 562. S4 15-16 S-9 iB 14B 3. 12 2.23 =.35 =•47 2,283 2,258 5,36s 5,575 562. S3 562. 39 July 9... Do. 9-10 10-11 11-12 11-13 13-14 .4B 14B 14B 14B 14B 2.2S 2.28 2.20 2.20 3.25 =•53 =•53 2.44 3.44 =■49 3,360 3*356 3,372 2,278 2,271 5.71S 5, 708 5,543 SjSsS 5. 655 562. 40 562. 42 S62. 47 562. so 562. 46 14-15 IS-16 14B 14B 2.26 2.25 2.50 2.49 2,271 2.26S 5,678 5.647 S63. 46 563. 4s July 17. . 14-15 isB 2.41 3.67 =•334 6.232 562. 88 S62.81 0.07 Do. 15-16 15B 2.5S 2.S6 2,328 6.65S 562.88 563. 78 . lo 16-17 15B 3-57 3.SS 2,307 6,575 562. 78 563.66 . 12 JulyiS.. 9-10 15B 2.47 2. 74 2,292 6,2So 562. 70 562. sS . 12 Do. 10-11 15B 2.63 2.92 3,300 6,716 562. 73 563. 62 . 10 11-12 15B 2-57 3.Ss 2,307 6,575 562. So S62. 66 •14 12-13 ISB =■33 3.5S 3,3=7 6,003 562. S6 562. 77 .09 13-14 15B 2-33 2.5S 3,330 6, oil 562. SS S62. 79 .09 14-15 15B =■35 2.60 2,3=6 6,04s 562.84 56=. 76 .oS 15-16 15B 2.30 =■55 3,319 5,914 562.81 563. 73 .08 16-17 15B a. 30 =■55 2.309 5,S8S 562. 74 563. 67 .07 17-lS 15B 2.34 2-59 2,290 Si 931 562. 66 S62. S7 • 09 Aug. 3 . . s^ isB 2.41 3.06 2.167 6, 631 562. 40 563. 25 •15 Paper canal closed. 9-10 15B 2. 17 =■ 75 3.190 6.023 562.44 S63. 3S .06 10-11 15B 2.13 2. 70 3.19s 5.926 <:62. 46 562.41 •OS 11-12 isB 2. 12 2.69 =.197 5.909 563. 4S 562. 42 .06 15-16 15B 2.14 2. 71 3.194 5^9=4 562.48 562. 40 .oS 16-17 isB 2.16 =■74 =,iSS 5; 995 562. 46 S62.37 .09 17-lS 15B 3.29 2.90 =,178 6.316 562. 43 S62.31 .13 Aug. 4. . lO-ll 15B 2.13 3. 70 =,197 5-93= 562. 52 562. 43 .10 Do. 11-12 isB 2.10 2.66 3.197 5,844 562. 50 563.43 .oS Aug. 6. . 9-10 isB 3.60 3.30 3,304 7, =73 562.63 562. 46 •17 Do. 10-11 15B 2.6l 331 3,190 7, =49 562.63 563.44 •19 11-12 15B 4 2.60 3.30 2,193 7 .=34 562. 63 562.43 .19 PRESERVATION OF NIAGARA FAI.LS. Table 45. — Flow through canal of Niagara Falls Hydraulic Power & Manufacturing Co. NEW YORK CENTRAL SECTION. 121 190S. June 13 . June 14. July 33. July 24. July 27- Aug. 2 . Time. 10. 00-11. 00 I4B II. 00-12. 00 I4B 13. 00-14. 00 I4B 14. oo-is- 00 I4B 15. 00-16. 00 :i4B 16. 00-17. 00 14B 17. 00-18. 00 14B 12. 00-13. 00 14B 13.00-14.00 14B 14.00-15.00 14B 15. 00-16. 00 14B Meter. Rating, Revolu- tions per second. Index velocity. 1-33 1.36 1. 22 1. 13 1. 17 I. 54 1-59 I. OS 1.08 I. 12 I. 02 Mean velocity. LIS 1. 18 1.06 .98 I. 01 1-34 1.38 .91 •94 '97 MAIN STREET SECTION. igo8 July 17 July 20 July 21 July 22 July 28 July 29 July 30 July 31 Aug. z . 00-16. 00 00-17. 20 00-17. 00 00-17.30 30-10. 00 00-11.00 00-13. 30 00-15.00 00-16. 00 00-17. 00 00-13.00 00-14.00 00-15. 00 00-16.00 40-10. 00 00-11. 00 00~I2. 00 00-15.00 00-16. 00 00-17. 00 00-18. 00 00-23. 00 00-24. 00 00- o. 30 30- 8. 00 00- 9. 00 30-12. 00 30-17. 30 00-12. 00 00-15. 00 00-16. 00 00-17. 00 00-18. 00 00-22. 00 00-23.00 00-24. 00 00- 2. 00 00- 3.00 00- 4. 00 00- 5. 00 00- 6. 00 00- 9. 00 00-10. 00 00-11. 00 I4B 7 I4B 7 isB 3 ISB 3 isB 3 15B 3 isB 3 15B 3 isB 3 isB 3 isB 3 15B 3 15B 3 15B 3 isB 3 isB 3 I5B 3 iB S iB 8 iB 8 759 A 759 A 7S9 A 759 A 759 A 759 A 759 A 759 A 759 A 759 A 759 A 759 A 759 A 759 A 759 A 759 A 759 A 759 A 759 A 7S9 A 759 A 7S9 A 759 A 759 A o- 73 •77 •99 i.o5 1.08 1.07 I. 00 I. 02 1.05 I. 02 I. 20 I. 17 I. 18 I. II I. 12 I. II L13 I. 02 I. 06 I. 02 •59 .60 .60 •58 • 57 •57 •53 • 67 .65 •S5 •56 •55 •54 •52 •52 •51 •49 •49 •49 •50 •49 •38 •37 •36 1-39 1.47 1.50 1.48 I. 40 1.42 I. 46 1.42 I. 64 I. 60 I. 62 '•53 1.54 ■•53 1.56 L32 1-37 L32 J-SS I. 40 I. 40 1-35 L33 1-33 1.24 L57 LS2 I. 29 1-31 I. 29 I. 26 I. 22 I. 22 I. 19 I. 15 LIS LIS I. 17 I- IS .89 .87 .84 o- 75 ■ 79 I. 12 L19 I. 21 I. 19 L13 LIS I. 18 '•IS 1-32 I. 29 1.31 L23 1.24 L23 I. 26 I. 06 I. II I. 06 L II 1^13 I- 13 I. 09 1.07 1.07 I. 00 1.27 L23 I. 04 I. 06 I. 04 1.02 .98 .98 .96 ■93 •93 •93 •94 •93 •72 .70 .68 .734 >733 ;74I .742 .740 >729 , 722 ,753 ,7S6 ,7S8 ,768 1,500 1,500 1,529 1,540 1,546 i,SSo 1,553 i,S5o 1,55° 1,549 1,536 1,531 1,532 1,533 1,524 1,524 I, 522 1,546 i,S48 1,548 1,549 1.550 1,550 1,548 1,542 1,540 1,538 1,533 1,532 1,525 1,523 1,538 1,539 1,537 1,S35 1,541 1,549 l,5SO l,SS2 1,554 I,SS7 1.568 1,566 1,564 Dis- charge. 1,994 2,04s 1,84s 1,707 I,7S7 2,317 2,376 1,595 1,651 1,70s i,5S6 I, 712 1,833 1,871 1,844 l,7SS 1,782 1,829 1,781 2,027 1,975 2,007 1,886 1,890 1,874 1,918 1,639 1,718 1,641 1,719 I. 752 1,752 1,687 1,650 1,648 1, 538 1,947 1,884 I, 586 1,614 1,600 l,S70 l,S°6 1,504 1,479 1,440 1,442 1,443 1,461 1,448 1,129 1,096 1,063 Gauges. Port Day. 562. 26 562. 25 562- 33 562^ 34 S62.31 562. 21 562. IS 562.44 562. 47 562. 49 562. s8 S62. 73 562. 63 562. 45 562. 45 562. 59 562. 45 562. 4S 562. 4S 562. 46 562.35 562. 34 562.33 562. 48 562. 49 562. 51 562. S3 S62. S3 S62. 51 562. 48 562.36 562.36 562. 29 562. 29 562.31 562. 23 562. 28 562. 3 1 562.32 562. 27 562. 28 562.37 562.47 562. 49 562. 50 562. 53 562. 56 562. 62 562. 60 562.57 562. 08 562. 19 562. 26 562. 30 562. 33 562. 30 562.30 562. 29 562. IS 562. 10 562. II 562. 12 562. 03 562. 03 562.01 562. 25 562. 28 562. 28 562.29 562. 30 562.30 562. 28 562. 21 562. 19 562. 17 562. 12 562. II 562. 04 562. 02 562. 17 562. iS 562. 16 562. 14 562. 20 562. 29 562. 30 562.32 562.34 362.37 562. 48 562. 46 562.44 Fall. 0.37 .26 •30 •30 •35 •34 -34 •32 •31 •32 •23 . 21 •23 •24 ■23 ■IS •17 . 20 •19 .26 • 14 •14 . II •14 •17 .iS .19 .18 .19 • 19 •14 • 14 •IJ 122 PRESERVATION OF NIAGARA FALLS. Table 45. — Flow through canal of Niagara Falls Hydraulic Power & Manufacturing Co. — Continued. MAIN STREET SECTION-Continued. Time. Meter. Rating. Revolu- Index velocity. Mean velocity. Area. Dis- charge. Gauges. Date. tions per second. Port Day. Main Street. FaU. 190S. Aup. 3 II. 00-12. 00 759 rs9 A 0- 5f^ 0. R^ Q. 68 1.563 I..S50 I 063 563. S3 563.43 562. 42 562. 30 0. II •13 14. 00-15. 00 A 36 84 .68 1. 054 15.00-16.00 759 A 36 84 .68 I.5SO 1.054 562. 42 562. 30 . 13 16. 00-17. 00 759 A 37 87 .70 I1S4S 1,084 362.43 562. 28 ■15 17.00-18. 00 759 A 3S 89 .72 I.5SO 1,116 562. 45 562. 30 ■15 19. 00-20. 00 759 A 3S 89 ■72 I.5SO 1,116 S62. 42 562. 30 . 13 30. 00-31. 00 759 A 40 94 .76 1.549 1.177 563.33 562. 29 .06 31. 00-22. 00 759 A 40 94 .76 l.SSO 1. 178 562. 33 562. 30 •03 33. 00-23. 00 759 A 38 89 .72 1. 549 1,115 562.31 562. 29 .02 33. 00-24. 00 759 A 36 84 .68 1. 545 1. 051 562. 29 362. 24 • 05 Aug, 3 13. 00-14. 00 14. 00-14. 30 759 759 A 48 S3 .90 I. 00 1.543 1. 541 1,388 1. 541 562. 36 562.35 562. 21 563. 30 ■15 • IS ■A 34 Aug. 4 8. 00- 9. 00 7S9 A SI 19 .96 1.544 1.483 562.37 562. 23 . 14 Aug. 6 13. 30-14. 30 14.30-15.30 759 759 A S3 52 34 22 1.537 1. 534 1.537 1.503 562. 30 562. 25 562. 16 562. 13 A .98 . 14 . 12 PRESERVATION OF NIAGARA FALLS. Table 46. — Elevation of water surface at times of changes in water diversion, igo8. 123 Time. July 18: 8.00. 8.30. 8.40. 9.00. 9. 20. 9.40. 10.00. 10.30. 10.40 . 11.00. 11.20. 11.40. 13. 00. 13. ao. 13.40. 1300. 13.30. 13.40. 14.00. 14.20. 14.40 ■ 15.00. 15.30. 15.40. 16.00. 16.20. 16.40. 17.00. 17.30. , 17.40. 18.00. . 18.30. . 18.40. . 19.00. . 19.20. . 19.40. . 30.00. . 30.20. . 30.40. . 31.00. . 31.30. . 31.40. . 33.00. . 33.30. . 33.40. . 33.00. . 33.30. . 33.40. . 34.00. . July 19: 0.20. . 0.40. . 1.00. . X.30. . Z.40. . 3.00. . 3. 30. . a. 40. . 3.00.. 3.30. . 3.40. . Buffalo. 573-82 573-64 573- 78 573-98 574- '4 574- 16 574- 40 574-36 574- 24 574-17 574-03 573-90 573-72 573-62 573-61 573-80 573-94 S73-93 573-81 573- 56 573-34 573-31 573-04 573-17 573- 17 573- 19 573- 29 573-01 572-79 572.99 573-05 573-34 573-42 573- '9 572.78 573- 04 572-99 573-06 573- 08 573- 19 573-06 573- 16 573-33 573- 56 573-64 573-47 573-42 573-34 573-34 573-32 573-43 573-46 573-55 573-57 573-59 573-39 573-44 573- 25 573-33 Austin Street. 568. 40 568. 40 568.38 568. 43 568.46 568. 48 568. 58 568. 60 568. 68 568.67 568. 70 568. 66 568. 63 568. 56 568.51 568. 48 568. 50 568. 53 568. 56 568. 55 568.51 568.41 568.33 568. 27 S68. 23 568. 18 568. 14 568. 13 568.09 568. 01 567-98 567-96 568. 06 568. 13 568. 10 567-95 567-92 567- 93 567.89 567. 94 567- 88 567- 90 567-94 567-95 568- 05 568. 08 568. 10 568. 08 568.07 568. OS 568. OS 568.04' 568. 09 568. 10 S68. 14 568. 18 568. 18 568. 14 568. 14 568.09 Schiossers Dock. 564-37 564.38 564-44 564.45 564- 45 564- 4S 564- 45 564-45 564- 47 564- 50 564- 52 564- 56 564- 59 564- 63 564. 64 564. 65 564. 60 564. 61 564. 61 564.60 564. 60 564- 59 564- 58 564- 56 564- 53 564- 52 564. 47 564- 43 564. 40 564-37 564-35 564-32 564- 27 564- 24 564. 21 564. 21 564. 21 564.21 564- 19 564- 18 564- 17 564. 14 564- 14 564. 12 564- 13 564- 13 564- 13 564- 12 564-12 564- 15 564.17 564-17 564- l8 564- 20 564. 21 564. 22 564- 23 564- 25 564- 26 564- 28 Chippawa. 563 563 563 563 563 563 563 563 563 563 563 563 563 563 563 563 563 563 563 563 563 563 563 563 563 563 563 563 563 563 563 563 563 563 563 563 563 S63 563 563 563 563 563 563 563 563 563 563 563 563 563 563 563 563 563 563 563 563 5S3 563 Grass Island. 562.63 562.6s 562.69 562. 70 562. 70 562.71 562. 71 562. 72 563- 73 562.75 562. 78 562.80 562.84 562.87 562.85 562.89 562.88 562. 85 562. 85 562.83 562.82 562.82 562.82 562.82 562. 79 562. 76 562. 73 562. 70 562.67 562. 64 562.62 562. S9 562.57 562.52 562. 51 562. 50 562. 50 562. so 562.48 562. 46 562.43 562.42 562.42 562.42 562.42 562.41 562.41 S62.43 562.46 562.52 562.56 562. 58 562. 65 562. 68 562. 70 562. 72 562. 73 562.7s 562. 76 562. 77 Ontario Power Co. 559 S3 559- S4 559-53 559-52 559-53 559- S3 559-55 559- 56 559- 58 559-60 559-62 559- 60 559-61 559-62 559- 61 559-62 559- 63 559-61 5S9-6l 559- 61 559- 60 559-61 559.60 559- 57 559-57 SS9S2 559-49 559- 48 559-47 559- 45 559-44 559-40 559-40 559-38 559-39 559-40 559-38 559-37 SS9-37 559-34 SS9-3S 559-32 559-32 559- 30 SS9-3I 559-34 559-36 559-38 559-41 559- 40 559-42 559-44 559-45 559- 48 559- 48 559-51 559- 51 559-51 Wing dam. 558-59 558.61 558.65 558-65 558- 6s 558-65 558.65 558-65 558-67 558-68 558- 69 558-71 SS8. 73 SS8. 75 558.72 558- 76 558.75 558- 74 558. 74 558- 74 558- 73 5S8- 72 558- 72 SS8. 72 5S8- 70 558- 68 558-66 5S8. 64 558-62 SS8.61 SS8- 58 SSS. 56 SS8- 54 558- SI 558- so 558- 49 558.48 558.48 558-48 558-46 558-45 558-44 558.43 558. 43 558. 43 558- 43 558- 43 558-43 558-45 558-47 558- 48 5S8. 49 558- 51 558- 54 SSS- 54 558-54 558- 55 5S8- S7 SS8- 57 558-58 Prospect Point. 512-96 512-98 512.99 S12. 98 512.98 512.98 512.97 513.99 513.99 513.99 513-00 513-00 S13-01 SI3-02 513.00 513-02 513-01 513-00 S13-01 513-01 513-00 513-00 SI3.01 513-00 513-00 513-00 513-00 512.99 512. 98 513.96 512.97 512.97 512.94 512.96 512.94 512.93 512.94 512.94 512.93 512.92 512.92 512. 92 512. 91 512.91 512.91 SI2.9I 512.92 512.91 512-92 512. 93 512 94 512.94 512.95 512.96 512.96 512.97 ! 512.96 562.97 562.99 512-99 Horseshoe. 508.73 508.77 508.84 508.86 508.86 508.85 508.84 508.83 508.8s 508.86 508.90 508.93 508. 98 509.00 508.95 508.97 509.02 (') (') (') (') (') 0) (') (') (') (') (') (') 508.79 508.78 508.75 508.71 508.67 S08.64 508.63 508. 63 508.61 508-59 508.56 508-55 508-60 508.53 508.52 508.52 508.52 508.52 508.55 508.58 508.64 508.69 508. 70 508.70 508.73 508.73 508.74 S08. 76 508.79 508.80 S08.82 7821° — S. Doc. 105, 62-1 II * Gauge out of order. 124 PRESERVATION OF NIAGARA FALLS. Table 46. — Elevation of icalcr surface at times of changes in water diversion, igoS — Continued. Time. July 19; 4.00. . 4.30. . 4.40. . S-00. . S.20. . 5.40.. 6.00, . 6.30, . 6.40. . 7.00. . 7.30. . 7.40. . S.oo. . 6.30. . S.40. . 9.00. . 9.30. . 9.40 ■ ■ 10.00. . 10. 30. JO. 40. . 11.00. . II. 30. . 11.40. . 12.00. . 13.30, 13.40. . 13.00. , 13.30. 13.40 . 14.00. 14.30. 14.40. 15.00. 15.30. 15.40. 16.00. 16.30. 16.40. 17.00. 17.20. 17.40. 18.00. IS.30. IS.40. 19.00. 19.30. 19.40. 30.00. 30.30. 30.40. 21.00. 21.^ Buffalo. 33.30. 33.40. 33.00. 33.30. 33.40. 34.00. 573. 573- 573- 573- S73. 573. 573. 573- 573. 573. 573. 573- 573. 573. 5-3- 573- 573. 572. 573- 573- 573' 573' 573' 573' 573' 573' 573' 573 573- 573 5-3- 573. 573- 573- 573- 573' 573- 573' 573' 573' 573' 573 573- 573 573 573 573 573. 573' 573' 573. 573- 573- 573- 573. 572. 573' 573' 573' 573' 573 Austin Schlossers Street. Dock. 568.09 56S. 13 56S. 13 56S. II 56S.0S 568. oS 56S.08 568.07 568.07 568.07 56S.O3 568.04 567. 99 56S. 02 S6S. 03 568. 00 567. 95 567. 93 567- 93 567. 94 567.97 567. 99 568.03 56S.03 56S.03 56S. 03 568.03 56S.01 56S.04 56S.0S 568.08 56S.07 S6&I1 56S. 14 S6S. 1 6 568. iS 568.18 568. iS 56S. 30 56S.33 568.33 56S.34 56S.23 568.32 568. 20 56S. 17 56S. 15 568.13 56S.14 56S.11 568.13 568. oS 568.01 568.00 567. 97 567. 95 567. 93 567.92 567.90 567. 92 567. 90 Chippawa. 564. 28 563. 29 564. 3S S63. 29 564. 28 563. 29 564. 38 563. 29 564. 38 563. 29 564. 38 563. 29 564. 2S 563. 29 564. 38 563. 29 564. 2S 563. 39 564. 38 563. 29 564.28 563. 39 564. 38 563. 2S 564. 28 563. 28 564. 28 563. 38 564.28 563. 27 564. 28 563. 37 564. 27 563. 36 564. 27 563. 25 564. 26 563. 26 564. 24 563. 26 564. 23 563. 25 564. 21 563. 35 S64. 22 563. 23 564.21 563. 35 564. 20 563. 34 564. 21 563. 35 564.21 563. 35 564. 24 563. 35 S64. 24 S63. 35 564. 34 563. 36 564. 24 563. 26 564. 24 563. 36 564. 34 563. 27 564. 24 563. 27 564. 25 563. 38 564. 25 563. 3S 564.26 563. 29 564. 28 563. 30 56+ 29 563. 32 564.39 563. 32 564.32 563.32 564. 32 563. 33 564.32 563. 34 564. 33 563. 34 564. 34 563. 34 564. 34 563. 35 564. 36 563. 35 564.35 563. 35 564. 35 563. 35 564. 35 563. 34 564. 3S 563. 34 564.3s 565. 33 564.3 s 563. 33 564.33 563.32 554.31 563. 31 564.29 563.31 564.27 563. 30 564.25 563. 29 564.25 563. 28 564.34 563. 26 564.33 563. 25 • G.1U, 5e stopped. Grass Island. 562. 77 562. 77 562. 77 562. 77 562. 78 562. 78 562. 77 563. 77 563. 78 563. 78 562. 77 563. 76 562. 75 563. 75 S63. 73 563. 73 562. 73 563. 73 562. 72 562. 71 563. 70 563. 69 562.69 (') (') (') (') (') (') (') ") 562. 72 562. 72 562. 73 563. 73 563. 74 563. 75 563. 76 563. 77 563. 78 563. 79 563. So 563. So 563. So 563.81 562.82 562. 83 562. 82 562. S3 562. 82 562. 82 562. So 562. So 563. So 563. 78 563. 76 563. 75 563. 73 563. 71 562. 70 563. 69 Ontario Power Co. SS9. 52 569- 53 559. 51 559- 51 559- SO 559- SI 559- SI 559- 50 559- SI 559- 50 559- SI 559- 49 SS9- 48 559. 47 559- 48 559- 47 559- 47 559- 45 559- 46 559- 47 559. 45 559- 43 SS9. 43 5,';9. 45 539- 43 559- 4S SS9. 46 559- 46 559-4- 559. 47 559- 47 559-47 SS9. 4S 559- 47 SS9- 46 559- 49 559- 4S 559- 49 559- SO 559.52 559- 52 559- 53 559- S3 559- 53 559- 54 559- 54 559- 55 559- 54 559-53 559-52 559.53 559- 51 5S9- 51 559-51 559. 49 559.48 559. 49 559.47 559- 47 559-48 Wing dam. 558.58 558-59 558-59 SSS- 59 SSS-59 SSS- 59 SSS- 59 SSS- 59 SsS- 59 558-59 SS8. SS 558.57 SSS. 57 558.57 558.56 558.55 SSS. 55 SSS- 55 SSS- 55 55S- 54 5S8. 53 558-54 SSS- S3 5SS53 SSS.52 55& 53 S5S-53 558-53 568- 53 558-53 SsS- 54 558-54 SsS- 54 558- SS SSS- 55 55S- 55 55S. 56 SsS- s6 S5S.57 558-58 558.59 56S.59 558. sS 558.58 55S- 58 SSS. S7 55S. 57 55S- 57 ssS. 5- SSS. s8 558.60 558-60 SsS. 59 558- 59 558.59 SsS. 57 55S.56 558. 55 558.54 55S.53 558.53 Prospect Point. 512. 98 SI 3. 98 512. 99 512.98 512.98 512. 98 512. 98 512.99 512.97 512.97 512. 98 512.97 512. 97 512.97 513. 98 513.97 513.96 513.96 513. 96 512-96 512.96 512. 96 512.95 512.96 512.96 512. 96 512. 96 512. 96 512-96 513. 96 512.96 512.96 513-97 513-97 512.97 512-96 512- 96 512-97 512. 98 512-98 513.98 512. 98 512.98 512.98 512. 98 512.99 SI2. 97 512.99 512.98 512.99 512. 98 512. 9S 512.99 512- 98 512.98 512-97 562.97 512.96 512.96 512. 96 512.96 Horseshoe. 50S.S2 50S.84 S08. 84 508.83 50S. 83 508. S3 50S-84 508.83 S08- 83 508.81 508.80 SoS. 7S 508.77 50S.77 508. 76 508.75 508.72 50S. 7a SSS. 72 S0S.73 50S. 70 508.67 508-67 SoS. 67 50S. 69 508.69 S08.69 508.71 SoS. 70 508.71 SoS. 71 SoS. 71 50S. 70 508. 71 508.71 508.72 50S.72 S0S.75 508.75 508.76 S0S.77 508. 79 508. So 50S.S1 50S.S1 508.81 508.83 50S.S3 508. So 50S.7S 55S.77 508.7s 50S.75 508.74 508.73 S0S.71 50S. 70 S0S.6S 508.65 508.65 508.65 PRESERVATION OF NIAGARA FALLS. Table 46. — Elevation of water surface at times of changes in water diversion, 1908 — Continued. 125 Time. Buffalo. Austin Street. Schlossers Dock. Chippawa. Grass Island. Ontario Power Co. Wing dam. Prospect Point. Horseshoe. July 19; 8.00.. 8.30. . S.40. . 9.00. . 9.20. . 9.40. . lO.OO. . 10.20. . 10.40. . xx.oo. . 11.20. . ZZ.40. . X2.00. . X2.20. . X2.4O. . 13.00. . X3.2O. . X3.4O.. 14.00. . 14.20. . X4.4O.. 15.00. . X5.20. . XS.40. . x6.oo. . X6.20. . 16.40 . . X7.00, . 17. 20. . 17.40. . xS.oo. . 18. 20. . X8.40. . X9.00. . X9.20. . 19.40.. 20.00. , 30.20. . 20.40. . 21.00. . 31.20. 21.40. 32.00. 33.30. 32.40. 23.00. 23.20. 23.40. 34.00. July 28: 0.20. 0.40. I.OO. 1.20. 1.40. 2.00. 2.20. 2.40. 3.00. 3.30. 3.40. 4.00, 573.05 573- 02 573-07 S73-05 573-04 573-05 573- 03 573- 02 573- OS 573.05 573-09 573- 13 573- 14 573- 13 573-15 573- 18 573- 16 573- 19 573-23 573- 23 573-25 573-29 573-27 573-27 573- 28 573-25 573- 23 573- 20 573- IS 573-30 573- 25 573-35 573- 28 573- 20 573-11 573-09 573- 13 573- >4 573- 12 573- 14 573- 14 573-09 573- 09 573-04 573-08 573-09 573-06 573- 09 573-04 573-09 573-08 573- 14 573- 16 573-17 573- 18 573-22 573-24 573- 28 573- 29 573-28 573-26 567.92 567.93 567. 93 567.93 567.92 567.91 567-90 567.92 567. 88 567.90 567-91 567-92 567-94 567-93 567- 93 567-95 567-95 567- 95 567-98 567-98 568.00 568- 01 568. 01 568.00 S68. 03 568. 03 568. 03 568. 03 568.00 568.01 568. 03 568. 05 568. OS 568. 04 568. 02 567- 99 567- 99 567-99 567- 99 567-98 567-98 568. 04 568. 03 568. 04 s68. 04 568.05 568. 03 568. 03 568.04 568.02 568. 04 568. 04 568. 06 568. 03 567-97 567-97 567-99 568-00 568-02 568-01 568- 02 564. 22 564. 22 564. 21 364.21 564. 20 564. 20 564. 20 564. 19 564. 18 564. 18 564. 18 564- 17 564- 16 564- 16 564. 16 564- 17 564-15 564- 15 564- 15 564- J 5 564- IS 564- 15 564- IS 564- IS 564-15 564.15 564. 16 564- 17 564- 18 564- 18 564- 19 564- 19 564. 19 564. 19 564. 20 564- 21 564. 21 564-21 564. 21 564. 21 564-21 564-21 564-21 564.21 564- 21 564- 21 564-21 564. 20 564. 20 564. 20 564. 20 564. 19 564- 19 564. 18 564. 18 564. 18 564- 18 564. 18 564. 18 564- 18 564- 18 563-22 563. 22 563- 21 563- 22 563- 20 563. 20 563- 19 563- 19 563- 19 563- 19 563- 19 563- 18 563- 18 563- 18 563. 18 563- 18 563- 18 563- 18 563- 18 563- 18 563- 18 563- 18 563- 20 563- 20 563- 20 563- 20 563. 21 563- 22 563. 22 563. 22 563- 23 563- 23 563- 23 563- 23 563- 23 563-23 563- 23 563- 23 563- 23 563- 23 563- 23 563- 23 563- 23 563- 23 563- 23 563- 22 563- 22 563- 22 563- 22 563. 21 563-21 563- 20 563- 20 563. 19 563. 20 563- 19 S63- 18 563- 18 563- 18 563. 18 563- 18 562. 70 562. 68 562.68 562. 67 562.66 562.65 562.65 562.64 562. 63 562. 64 562. 63 562. 63 562- 63 562. 63 562-64 562. 63 562. 63 562. 63 562. 63 562.64 562. 64 562. 63 562-64 562. 6s 562. 6s 562.66 562. 67 562.67 562-68 562. 68 562. 68 562.69 562.68 562. 68 562. 69 562. 69 562. 70 562. 70 562.69 562.68 562.68 562. 68 562.68 562.68 562.67 562.67 562.67 562. 66 562. 6s 562.63 562.63 562.60 562. 59 562. 58 562.58 562. 56 562.55 562. 54 562.55 562. 54 562.55 559-36 559-35 559-35 559- 33 559-34 559-33 559-34 559- 33 559.32 559-32 559-33 5S9-32 559-32 559-31 559-32 559- 33 559-33 559-33 559-33 559-31 559-33 559-33 559-33 559-33 559-35 559-35 559-35 559-36 559-36 559-35 559-35 559-35 559-36 559-37 559-37 559-35 559-36 559.34 559- 34 559-35 559- 34 559- 33 559-34 559-32 559- 33 559-31 559-33 559-31 559-31 559-32 559-32 5S9.32 559-31 559- 30 559- 29 559- 29 559- 29 559- 28 559- 28 559- 29 559. 28 558- 43 558-43 558-43 558-42 558-42 558-42 558.41 558.40 558- 40 558-39 558-39 558- 40 558- 40 558-39 558-39 558.39 558- 39 558-39 558.39 558-39 558-40 558-40 558-41 558-41 558-41 558-42 558- 43 558-42 558.43 558.43 558- 43 558- 43 558- 43 5S8- 43 558- 43 558.43 558- 43 558-43 558- 43 558- 43 558. 43 558. 43 558- 43 558-43 558- 43 558- 43 558-42 558-42 558-42 558-42 558- 42 558-41 558- 40 558- 39 SS8- 39 558-39 558- 39 558-38 558-38 558-38 558.38 512.92 512.93 512.92 512.92 512. 92 512.92 251.92 512-91 512-91 512-90 512-91 5x2.90 512-91 512-92 512-90 512-90 512.91 512. 90 512.90 512.91 512. 90 512-91 512.92 512-91 512.92 512.92 512.92 512.90 513.91 512.93 512.92 512.92 512.92 512.92 512.92 512.92 512.92 512.91 512.91 512. 90 512-91 512.92 512-91 512.91 512. 90 512-91 512-90 512-91 512-90 512.90 512.90 512.90 5:2-90 512.90 512. 89 512.89 512.88 512.89 512.89 512.88 513.90 (>) (') (>) (0 (') (') w (') (>) (■) C) (') (>) (1) (■) (>) (') (') (') (') (') (>) (>) (■) (>) {!) (>) (') (■) (') (') (■) (') (') (') (') (>) (0 (>) (') (>) (>) {>) (') (') (■) (') (1) (>) (>) (1) (>) {>) (•) (■) (■) (') (') (■) (>) (>) 1 Gauge out of order. 126 PRESERVATION OF NIAGARA FALLS. Tabi,E 46. — Elevation of water surface at times of changes in water diversion, igoS — Continued. Time. July 28: 4.20.. 4.40 . . 5.00. . 5.20. . 5-4° ■ • 6.00. . 6.20. . 6.40. . 7.00. , 7.20. , 7.40. . 8.00. 8.20. 8.40. 9.00. 9.20. 9.40. 10.00. 10.20. 10.40. 11.00. ir.2o. , 11.40. . 12.00. . 12.20. . 12.40. . 13.00. . 13-20. . 13.40. X4.00. . 14.20. 14.40. X5.00. 15. 20. 15.40. 16.00. . 16.20. . 16.40. . 17.00. . 17.20. . 17.40. . 18.00. . 18.20.. 18.40. . 19.00. . 19.20. . 19.40., 2O.0O. 20.20. 20.40. 21.00. : 21.20. 21.40. 22.00. 22.30. 22.40. 23.00. 23.20. 23.40. 24.00. Buffalo. Austin Street. 573- 2S 573- 25 573- 26 573-26 573.26 573-27 573- 23 573- 27 573- 20 573- 23 573- 19 573- 17 573- 17 573- 17 573- 09 573- 10 573- 15 573-20 573- 18 573- 20 573- 20 573- 20 573- 14 573- 16 573- 14 573- iS 573- 20 573,18 573- 17 573- 20 573- 18 573- 15 S73- IS 573- 13 573- II 573- IS 573- 13 573- 14 573- OS 573- 13 573- 14 573.07 573- 19 573- 04 573- 10 573- 08 573- IS 573- 19 573- IS S73- OS 573- 05 573- 16 573- 14 573- IS 573- 14 573-21 573- 19 573- 24 573- 23 573- 20 Schlossers Dock. 568.03 568.01 568. 02 568. 03 568. 02 568. 03 568. 01 568. 04 568. 01 568. 02 568. 01 368. 02 568. 04 56S. OS 568. 03 568. 03 568. 03 568. 04 568. 04 568.03 568. 01 568. 00 567. 99 567-98 567- 99 567.98 567- 98 567- 98 367- 99 567.98 567- 98 567- 98 567- 98 567- 98 567-97 567- 97 567-95 567- 95 567-93 567-95 567. 94 567. 94 567. 92 567-91 567. 90 567- 93 567- 92 567-94 567- 94 567-92 567-91 567. 92 567- 93 567. 93 567. 94 567-93 567. 96 567. 95 567. 96 567- 95 Chippawa. 564- 18 564. 19 564. 18 564. 19 564. 19 564- 18 564- 18 564. 18 564. 18 564. 19 564- 18 564. 18 564. 18 564. 18 564. 18 564- 18 564. 18 564. i8 564. 18 564. 18 564. iS 564. 18 364- 17 564- 17 564- 17 564. 16 564. 16 564. 16 564. 16 564. 16 564- 16 564. 16 564. 16 564. 16 564- 16 564. 16 564. 16 564. 16 564. 16 564. 16 564. 16 564- 15 564- IS 564- IS 564. 14 564. 14 564. 14 564. 13 564- 13 364. 13 564- 13 564- 13 564- 13 564- 13 564.13 564- 13 564- 13 564- 13 564. 13 564- 13 563- 18 563- 18 563-17 563-17 563- 18 563- 18 563. 18 563. 18 563. 18 563. 18 563- 18 563- 18 563- 18 563- 18 563- 18 S63- 17 563- 17 563- 17 563- 17 563- 17 563. 16 563- IS 563- IS 563- 15 563. IS 563- IS S63- 15 563- IS 363- IS 563- 14 563- 14 563-14 S63- 14 563. 14 563- 14 563- 14 363. 14 363. 14 563- 13 563- 13 563- 13 563. 13 563. 13 563. II 563. II 563. II 563. 1 1 563- II 563. II 563- II 563. 1 1 563- II 563- II 563. II 563- II 563- II 563-11 563. II 363- II 563. II Grass Island. Ontario Power Co. Wing dam. 562.55 362. 56 562. 56 562. 57 562. 56 562.56 562. 53 562. 52 562. 52 562. 53 562. 52 562. 52 562. 52 562. 52 562. 50 562. 50 562. 50 562. 49 562. 49 562. 48 562. 47 562. 48 562. 47 562.47 562. 49 562. 47 562. 47 562.47 562. 47 562. 47 562. 46 562. 47 562.46 562. 47 562. 47 562. 47 562. 46 562. 46 562. 46 562. 45 562. 45 562.45 562.45 562.4s 562. 45 562.44 562.44 562.44 562. 43 562. 43 562.43 562.43 562. 43 362. 43 562.43 562. 43 562. 42 562. 42 562. 43 562. 43 559- 30 559-30 SS9- 29 559- 29 539-31 559- 29 5S9- 29 SS9-3I 559-31 559- 29 539- 28 559- 29 SS9- 28 SS9. 30 5S9- 28 359- 28 559- 28 SS9- 28 559- 28 559- 28 SS9- 28 559- 27 559- 27 559- 28 559. 28 559- 28 5S9- 27 559- 27 559- 28 539- 26 559- 27 559-2 7 SS9- 25 559. 26 5S9- 27 559- 27 559- 27 559- 27 SS9- 23 559- 26 559- 26 559- 26 559- 26 559- 26 559 24 S59- 25 SS9- 25 559- 24 559- 24 559- 23 SS9- 24 559- 24 559- 23 SS9- 23 559- 24 SS9- 24 559- 24 559- 25 5S9- 24 Prospect Point. Horseshoe. 558- 38 358.39 SS8- 39 558. 40 338.40 558.40 558.40 558.40 SS8. 39 558. 39 5S8- 39 558-39 558.39 558.39 558.39 558. 39 558. 39 558.39 558- 39 558.38 558. 38 558. 38 358.38 558.37 558.38 558.37 558.37 558.37 SS8.37 558.37 558-37 558-37 538.37 558-37 358.37 558.37 558.37 SS8.36 558.36 5S8. 36 558. 36 558.36 558. 36 SS8. 36 558- 36 5S8. 36 5S8- 36 558- 35 558- 35 SS8- 34 558.34 SS8. 34 538.34 558. 34 558.34 558.34 558.34 SS8. 34 538. 34 538.34 512.90 512.90 512. 90 512.8 512. 90 51a. 90 512 90 512. 90 512.90 512. 90 512.90 512- 90 512. 90 512.91 512-91 512- 90 512. 91 512.91 512-91 512. 90 512.91 512. 90 512. 90 512. 90 512. 90 512.90 512. 90 312. 90 512.90 512. 1 512.89 512.90 512. 89 512. 90 512.89 512.89 512.90 512.89 512.90 SI2. 90 512.90 512. 90 512.89 512. 90 512. 89 512.89 512.1 512.89 512.1 SI2.; 512.88 512. 312. 89 512.8 512.8 512.89 512.88 512.89 512.90 512.90 (') (■) (') (') (') (') (') (') (') (■) (') (') (■) (') (■) (') (') (') (') (') (') (') (') (■) (') (') (') (') (') (') (') (') (■) (') (') (■) (') (') (•) (') (■) (') (') (') (') (') (■) (') (') (') (') (') (') (') (') (') 0) (') (') (') ' Gauge out of order. PRESERVATION OF NIAGARA FALLS. Table 46. — Elevation of water surface at times of changes in water diversion, 1908 — Continued. 127 Time. Aug. i: 8.00. . , 8.20. . , 8.40. . g.oo. . 9.20. . 9.40.. xo.oo. . 10.20. . 10.40. . 11.00. . XI. 20. . 11.40. . 12.00. . X2.20. . X2.4O. . 13.00. . X3.2O.. 13.40. . X4.OO. . Z4.2O. . 14.40.. 15.00. . 15.20. . 15.40. . x6.co. . Z6.20. . 16.40. . 17.00. . 17.20. . 17.40. . 18.00. . 18.20.. 18.40. . 19.00. . X9.20. . X9.40. . 20.00. . 20.20. . 20.40. . 21.00. . 31.20. . 21.40. . 23.00. . 22.20. , 32.40. . 23.00. . 23.20. , 23.40. , 34.00. . Aug. 2: 0.20. 0.40. x.oo. 1.20. 1.40. 2.00. 3.20. 3.40. 3.00. 3.20. 3.40. Buffalo. Austin Street. 5?2. 55 572.56 572.68 572.68 572.79 572.86 573- 00 573-06 573-13 S73-23 573- 23 573-34 573-36 573-34 573-4° 573-35 573-45 573-46 573-38 573-36 573-38 573-42 573-34 573- 29 573- 24 573- IS 573- 12 573- 10 573- 14 573-11 573- 14 573-09 573- 08 573- 14 573-08 573-08 573- II 572-97 572-99 573- 00 573- 14 573-06 573- OS 573-04 573- 18 573- 14 573- 19 573- 14 573- 20 573- 18 573- 19 573-20 573- 2S 573- 23 573- 28 573-29 573-37 573- 40 573-39 573-37 Schlossers Dock. 567- 45 567-45 567-47 567-48 567- S3 567-54 567-61 567-66 567- 71 567- 74 567- 78 567.81 567. 88 567-87 567.92 567-97 567.99 568. 03 56S. 02 568. oi 568. 04 568. OS 568. 06 568. 04 568. 04 568. 03 567. 99 567-98 567.92 567.96 567- 93 567-94 567- 93 567-93 567- 92 567- 88 567-85 567-84 567-87 567- Ss 567- 8s 567-83 567-87 S67- 87 567- 88 567. go 567-91 567-93 567.92 567- 94 567- 93 567- 93 567-95 567-97 567-97 568.00 568.00 568. 03 568. 05 568. OS Chippawa. 563- 79 563- 79 563- 79 563- 79 563- 79 363- 79 563- 79 563- 79 563- 79 563- 79 563- 83 563- 8s 563-87 563.90 563- 94 563-98 564. 01 564. 03 564. 05 564. 10 564. 10 564. 10 564.11 564- 13 564. 14 564- 13 564- 13 564- 13 564- 13 564- IS 564- IS 564- IS 564- IS 564- IS 562. IS 564. 15 564. 15 564- IS 564- 13 S64- 13 564. 12 564. 11 564. 10 564. 10 564.11 564- II 564- 10 564. 10 564. 10 564. 10 564-11 564. 12 564. 12 564- 13 564- 14 564- 14 564- IS 564- 17 564.17 564.17 ^ Gage not Grass Island. 562. 82 562. 82 562.81 562.81 562. 80 562.81 562.81 562. 80 562.80 562. 82 562.83 562. 84 562. 86 562.89 562. 90 562. 93 562.9s 562.96 562. 98 563.00 563.02 563- 03 563-05 563.06 563-07 563-08 563.08 563.09 563-09 563-09 563.09 563.09 563.09 563-09 563-09 563.09 563.09 563.09 563.09 563- 09 563.09 563.08 563.08 563.08 563.08 563-08 563. 10 563-12 563- 13 563- 14 563. 14 563- 15 563- IS 563- IS 563- 15 563- 16 563- 16 563- 16 563- 17 563- 18 562- 13 562. 13 S62. 13 562.11 562. II 562.11 562. 12 562. 12 562. 12 562. 13 562. 16 562. 18 562. 20 562.24 562.27 562.28 362.31 562.35 562.36 562.38 562.39 562. 40 562.42 562.43 562.45 562.4s 562.46 562.47 562. 47 562.47 562.47 562.46 562.46 362.45 562. 45 562.45 562.44 562.43 562.43 562.43 562.42 562.41 562. 40 562. 42 562.43 562. 46 562.52 562-57 562- 58 562-58 562.61 562. 61 562. 62 562. 61 562. 63 562. 63 562. 64 562.65 562.65 562. 66 Ontario Power Co. Wing dam. 559- 12 559-12 559- 13 559- 12 SS9- 12 559-11 559- 12 5S9-I4 559- 14 559-15 559-17 559- iS 559- 18 559- 22 559- 24 559- 26 559- 27 559- 28 559- 30 559-30 559- 33 559-35 559-35 559-36 559-37 559-37 559- 38 559- 38 559- 40 559-37 559-38 559- 38 559-40 559- 40 559- 40 559- 40 559-49 559-37 559-39 559-39 559-37 559-37 559-31 559-32 559- 33 SS9- 36 SS9-36 559-37 559-36 559-38 559-40 559- 41 559- 39 559-41 559-41 SS9-4I 559-42 SS9-43 559- 45 559-45 Prospect Point. 558. 19 558. 19 558. l8 558. 18 558.17 558. 18 558-18 558- 18 558- 19 558- 20 558.21 558.22 558.25 558.25 558. 28 558.29 558.31 558-33 558-35 558-37 558-37 558-38 558-39 558- 40 558. 40 558.41 558.42 558.42 558.42 558.42 558.41 558.42 SS8. 42 SS8. 42 558. 42 559-41 55S- 41 558. 40 558. 39 558.39 558.38 558.38 558.37 558.37 558.37 558.37 558.39 558-41 558-41 558- 43 558- 43 558-44 558- 45 558-45 55S. 45 558- 45 558-46 558- 47 558.47 558-48 Horseshoe. 512-84 512.84 512.84 512.84 512.84 512.84 512.84 512.84 512.84 512-85 512-86 512.87 512.86 512.86 512.88 512.88 512.88 512.90 512.90 512. 90 512.90 512.90 512.90 512. 90 512. 92 512.91 S12.91 512.90 512.92 512.91 512.90 512.92 512.91 512.92 512.91 512.90 512.92 512.91 512.90 512.90 512.91 512.91 512.90 512.90 512.90 512.90 512.90 512.90 512. 90 512.92 512.90 512.92 512.91 SI2-9I 512.91 512.92 512-92 512-92 512. 92 512.93 (■) (') (') w (') (') (■) (■) (') (') (') (') (') (■) 0) 50S. 32 50S.32 508. 32 508. 37 508. 39 508. 42 508.45 508. 47 508. 49 508. 50 508. 52 S08. 53 508. 54 508. 52 508. 53 508. 53 508. 53 508. 52 508. SI 508. so S08. 49 508. 47 508. 45 508.44 508.44 50S. 42 508. 40 508. 40 508. 39 508. 40 508. 43 508.46 508.47 508.47 508. 50 508.55 508.57 508.58 508. 58 508.60 508.60 508.60 508.63 508. 63 508.64 128 PRESERVATION OF NIAGARA FALLS. Table 46. — Elevation of water surface at tiines of changes in water diversion, igoS — Continued. Time. Aug, 4.00, 4.30. 4-4° . S.oo. S.20. 5-40. 6.00. 6.30. 6.40. 7.00. 7.20. 7.40. S.oo, S.20. S,40. 9,00, 9.30, 9.40. 10,00. 10.20. 10.40. 11.00. 11,20, 11,40, 12,00. 12,20. 12,40, 13-00. 13.20, 13,40. 14,00, 14,20, 14,40. 15,00, IS.20, 15,40, 16,00, 16, 20, 16,40, 17,00, 17,20, 17.40. iS.oo. IS.20. 18,40, 19,00, 19.20, 19,40, 20,00, 20,20, 19.40 21,00, 21,20, 31,40, 22,00, 32.30, 22.40, 23-00, 23,20, 33.40, =4.00. 573- 573- 573- 573- 573' 573 573 573' 573 573' 573' 573' 573 573' S72. 57: 573. 573- 572. 572 S72. 572. S72, 572. 572. 572- 572, 572. 57- 572, 573. 572. 573- S73 573- 573 573 573. 573. 573. 573' 573- 573- 573- 573- 573- 573. 573. 573. 573. 573. 573. 572 572. 573. 57 572. 573. 572. 572. 572 Austin Street. 56S. OS 56S. 09 568. 09 568. 10 56S, 12 568. 15 568. 16 568.14 568. 17 568.14 568. 16 568.13 568. 09 568.07 568. 03 S68. 03 568. 02 567. 93 567- 97 567- 94 567. 92 567. SS 567. 88 567. 84 567. 83 567.83 567- 79 567- 79 567. 78 567. 78 567. 78 567-80 567- 83 567- S3 567- S3 567- 88 567. SS 567. 90 567.91 567.92 567. 94 567- 93 567- 93 567. 97 567- 95 567. 99 567- 97 567. 96 567. 97 567- 98 567- 99 567. 96 567. 94 567. 90 567. SS 567. 86 567- S5 567- 85 567. 81 567- 79 567. 81 Schlossers Dock. 564, 20 564, 20 564, 33 564, 22 564- 23 564- 24 564- 24 564- 26 564- 26 564, 26 564- 27 564- =8 564- 28 564- 28 564. 28 564. 28 564- 28 564- 28 564- 27 564. =6 564, 26 564- 24 564- 22 564- 21 564- 19 564. iS 564, 16 564. IS 564- IS 564- 13 564- 12 564, II 564. 10 564-09 564. 09 564-09 S64-09 564-09 564.09 564.09 564. 10 564. 10 564. II 564. 13 564. 13 564- 13 564- 14 564- 14 564. 15 564- IS 564- IS 564- 15 564- IS 564. 15 564. 15 564- 15 564. IS 564. 15 564. 14 564. 13 564- 12 Chippawa. 563 563 S63. 563 563 563 363 563 563 563 563. 563. 563 563 563 563 563 563. 563 363 563 563 563. 563. 563. 563. 563. 563. 563- 563 563 563 563 S63. 563. 563. 563 563. 563. 563. 563. S63 563 563 563. 563- 563 563. 563- 563. 563- 563. 563. 563. 563. 563. 563. 563, 563. 563. 563. Grass Island. 562. 67 562. 69 562. 69 562, 70 562, 70 562. 71 562, 72 562. 72 562. 73 562. 75 562. 75 562. 76 562. 77 562. 77 S62. 78 562. 77 562. 76 562, 74 562, 73 562. 72 562, 72 562, 71 562. 69 562. 68 562. 66 562-65 562, 64 562- 63 562, 62 562. 60 562,60 562. 59 562, 5S 562. sS 562. 58 562. 58 562. s8 562. sS 562. 58 562. 59 562- 59 562. 60 562. 61 562. 62 562. 63 562. 63 562. 63 562. 59 562, SI 562. 50 562.48 562. 49 562. 49 562. 4S 562. 4S 562.47 562.47 562. 45 562.44 S62. 43 562. 43 Ontario Power Co. 559. 559. 559. 559- 559. 539. 559. 559. 559. 559. 559. 559. 559. 559- 559- 559. 559. SS9. SS9. 559-48 559- 559- SS9- 559- 559- 559- 559- 559- 559. 559- 5S9. SS9. 559. 559- 559- 559- 559- SS9- 559- 559- 559- SS9- 559. 559. 559. 559. S59. 559. 559. 559. SS9. 559. 559. 559- 559- 559. 539. 559. 559- 559. SS9 Wing dam. 558- 48 558.49 558.50 558.50 558. 50 558- SI 558- 51 5S8. 52 558- 53 558- 54 558.33 558.53 558- S3 558.54 558.54 558. 54 558. S3 538.53 558- 52 SSS- S3 558- 51 558-50 558.50 558.49 558-48 SS8.47 558. 47 55S. 46 SS8. 45 55S.44 558.43 558.43 558.43 558.43 558.43 558. 43 558- 43 558.43 558.43 558.43 558.43 558.43 558.45 558.46 SSS. 46 558.46 558.46 558-46 558-43 558-44 558.43 558.43 558-43 558-43 555- 43 558- 43 558-42 558.41 556- 40 558.40 558.40 Prospect Point. 2. 92 2, 92 2-93 2-92 2-93 2-92 2-93 2. 92 2.94 2-95 2-95 2. 96 2-95 2-95 2-95 2-95 2-9S 2-95 2-95 2-94 2,94 2.94 2. 93 2- 92 2.92 2. 92 2,92 2-93 2-93 2-93 2. 92 2, 92 2.92 2.91 3. 92 2.92 2.92 2. 93 2.92 2.93 2- 93 2-92 2-93 2-93 2-94 2-93 2.93 3.93 3, 92 2.92 2,91 3. 90 2. 91 2. 90 2,91 2.90 3. 90 2. 90 3. 90 2. 90 2. 90 Horseshoe. S08. 65 50S. 67 508, 69 508, 69 508, 69 50S, 70 508, 70 50S. 71 50S-72 50S- 74 SoS. 73 S0S.74 508. 74 508. 74 508. 74 508. 74 S08. 73 50S. 69 SoS. 69 S08. 67 508.66 508, 64 SoS. 64 508. 61 SoS. 60 508.58 50S. s8 S08.56 50S.56 508, 54 508.53 508.51 508.50 508.49 508.49 508.49 508.49 SoS. 50 508.49 508.50 508.50 508.52 508. 53 50S. 54 50S.54 508.5s 508.53 508.52 508. 53 508, S2 508.51 508.53 50S.54 508.53 508.55 508.55 S08-53 508,52 508-53 SoS. 52 508,53 PRESERVATION OP NIAGARA FAI^LS. Table 46. — Elevation of -water surface at times of changes in water diversion, igoS — Continued. 129 Time. Buffalo. Aug. 3: o. 20 0. 40 1.00 1. 20 1.40 2. 00 2. 20 2.40 3.00 3.20 3-4'- 4.00 4. 20 4.40 S-oo 5. 20 S-40 6. 00 6. 20 6.40 7.00 7. 20 7.40 8.00 8.20 8.40 9.00, 9. 20 9.40 10.00, ID. 20. 10. 40. 11.00. 11. 20. 11.40. 12.00. 12 20. 12.40. 13.00. 13. 20. 13.40. 14-00, 14. 20, 14.40 15.00 15. 20 15.40, i6. 00 572-84 572- " 572 572 572 572 572 572 572 572 572 572 573 573 573 573 573 573 573 573 573 573 573' 573 573 573' 573' 573' 573 573 S73 573 573' 573 573 573 573 573 573 573 573 573 573 573 573 573 573 573 Austin Street. 567- 567. 567. 567. 567. 567 567 567. 567 567. 567 567 567 567 567 567 567 567 567 567 567 567 567 567, 567. 568, 568, 568, 568, 568. 568. 568, 568. 568. 568, 568, 568, 568, 567. 567. 567, 567, 567, 567- 567 5«7. 567, 567, Schlossers Dock. 564. 564 564- 564. 564 564. 564 564- 564 564- 564- 564- 564, 564, 564, 564' 564, 564, 564, 564, 564' 564- 564. 564- 564 564- 564. 564 564 564, Sl54' 564 5'i4' 564, 564, 564, 564, 564, 564. 564, 564, 564, 564, 564 564- 564 564. 564- Chlppawa, 563 563. 563 563' 563 563 563 563 563 563 563 563 563 563 563 563 563 563 563 563 563 563 563 563 563 563 563 563 563 563 563 563 563 563 563 563 563 563 563 563 S63 563 563 563 563 563 563 563 Grass Island. 562. 42 562.41 562. 40 562.39 562.38 562.38 562.38 562.37 562.35 562.34 562.34 562.34 562.34 562.34 562.34 562.34 562.34 562.35 562.34 562. 34 562.34 562.34 562.35 562.36 562.38 562.39 562.42 562. 45 562.45 562. 46 562.47 562.47 562.47 562.48 562.49 562.49 562. 51 562.51 562. 52 562. 52 562.52 562.52 562.51 562. 50 562. 48 562.48 562. 48 562.48 Ontsrio Power Co. 559-32 559-31 559-30 559-31 559-32 559-31 559- 30 559-27 559- 27 559- 27 559- 25 559-26 559-27 559-26 559-25 559- 28 559- 27 559-28 559-29 559-30 559-29 559- 28 559-31 559-31 559-31 559-32 559-35 559-36 559-35 559- 36 559-36 559-38 559-38 559-38 559- 39 559- 40 559-39 559-40 559- 40 559- 40 559- 40 559-37 559-41 559-37 559- 37 559-38 559-37 559-36 Wing dam. 558. 558. 538 5S8 558. 558. 558. 558- 558- 558- 558- 5S8. 558. 558. 558- 558 558- 558. 558. 558. 558- 558- 558, 55S. 558. 558. 55S. 5S8. 558. 5S8. 558, 55S. 558, 558 558, 558. 5S8. 5S8. 558, 5S8 558. 558, 558. 558, 5S8 558. 558 558. Prospect Point. 512.90 512.89 512.90 512. 88 512.88 512.88 512.88 512.89 512. 90 512.89 512.90 512.90 512.88 512.88 S12.88 512.88 512.89 512. 88 512.89 512.89 512.90 512.83 512. 90 512.90 512.90 512.91 512.91 512.90 512.92 512.92 512.92 512. 90 512.91 512.91 512.90 512.90 512.90 512.91 512.92 512.91 512.92 512.92 513.92 512.92 512.92 512.92 512.92 512- 91 50S. 53 508. S3 508. 52 508.52 508. 51 508.51 508.50 508. 50 S08. 49 508.47 508. 46 508. 47 508. 4S 508- 46 50S. 49 508. 46 508. 47 508. 46 S08. 46 508-44 508-44 508-43 508.43 508.4s 508.44 508. 47 S08.48 508. 49 508. so 508.50 508.51 508.50 508. SI 508.52 508. 53 508. 54 508.56 508.54 508. 54 S08. S3 508.52 508. 52 508. 52 508.51 508.50 508. SO 508. 48 508. 50 I30 PRESERVATION OF NIAGARA FALI^. Appendix 4. current meter ratings of 1907 and 1908. Table 49. — Summary of current meter ratings, still-water bases. Designation of rating. Absolute rating. Revolutions per second. Velocity in feet per second. Relative rating. Revolutions per second. Percentage velocity. Remarks. Meter suspended 6 feet in front of skifi. iB meter: July October. . . . November . , 2B meter: July October November . , 4A meter: July October. . . . 46 A meter: November . , 1907. July 24-27. Oct. S-14. . Nov. 8-1 1. . July 23-27.. Oct. 8-14.- ■ Nov. 9-12 . . Cayuga Creek ....do Prospect Reservoir, Cayuga Creek do Prospect Reservoir. July 25-27. . Oct- 9-14- . - Ca^Tiga Creek . ....do Nov. 9-12 . Prospect Reservoir . 2-55 3-76 S-oo 6.23 2.51 3.72 4-93 6. 14 2.52 3-71 4.90 6.12 2.49 3.68 4-83 6.04 2.54 3-74 4.98 6.32 2-59 3.82 S.o8 6-34 2.50 3-68 4-88 6.13 2. S2 3-6g 4-Ss 6. 04 2.69 4.09 S-47 6.84 7.46 7-36 7-3S 7.24 7- 54 7.61 7.40 7-34 51.0 50.9 SI- 4 51.6 51- o 51.0 51.2 52- o 75- 2 75-5 7S-7 76. 2 75- I 75- 2 75-4 76. I 74.8 100. o 100. o 100. o 100. o 100. o 100. o 100. o 100. o 124. 6 124. 6 124.9 125. I 126. 9 124.8 125.6 J24. 5 J49. 2 149-3 150.0 149.9 151.4 149.8 151. 6 I5'-3 Meter 2.5 feet deep. Do. Meter 4.5 feet deep. Meter 2.5 feet deep. Do. Meter 4.5 feet deep. Meter 2.5 feet deep. Do. Meter 4.5 feet deep. Table 50. — Still-water ratings of current meters 4A and 46A. METER L. S. 4A. Rating program No. — 3 4 5 6 7 8 9 10 II 12 13 14 15 1 16 17 1 18 19 20 21 Bate. Approxim.ate velocity, feet per second. 1. 00 I. 25 1.52 2.00 2.50 2-94 3-33 3-Ss 4.17 4-5S 4.76 5.00 5.26 5-56 5-88 6.2s 6.67 7-14 7.69 Total revolutions on 400-foot base. 1907. 299 310 324 324 324 1 1 f 324 I331 323 327 f 326 1 329 [328 323 July 26 1 312 317 319 318 |32. 1 325 324 1 326 1 333 327 329 330 328 329 [326 I 326 1 1 1 324 I328 I326 j 330 327 324 327 330 1» f 324 1 326 326 f 324 326 1 326 323 324 327 I 327 322 323 299 310 312 317 319 323 324 326 329 329 326 326 327 327 327 327 32s 32s 332 328 330 313 Oct 9 1 269 292 304 317 321 324 329 1 326 1 32s 331 329 332 333 332 332 331 Oct II 1 1 319 1 31S 1 319 319 ! 327 326 326 32s 330 326 128 298 320 313 328 f 327 1 329 2SS 324 328 331 330 329 269 290 301 317 317 319 322 326 3=8 327 331 327 330 332 330 32S 327 330 328 METER L. S. 46A. Not. 9« 281 281 282 292 297 29s 301 J 298 1 297 300 294 293 293 300 295 j,, 295 295 293 294 292 292 293 1=93 I 292 293 292 291 291 294 291 295 1 291 1 292 J 292 1 291 ( 293 I 293 291 •93 290 \ 290 392 293 291 292 f 292 I 292 f 292 1 293 ! 293 29s \ 29« I 292 290 261 Mean 261 281 29S 299 295 293 294 293 293 291 292 292 292 291 292 293 293 29. ' Cayuga Creek, La Salle, N. Y. Meter 2.5 feet deep. » Prospect Reservoir. Buffalo, N. Y. Meter 4.5 feet deep. PRESERVATION OF NIAGARA FALLS. Table 51. — Still-water ratings of current meter iB. METER L. S. iB. 131 Rating program No.— 3 4 S 6 7 8 9 10 II 12 13 14 IS 16 17 18 19 20 21 Date. Approximate velocity, feet per second. I. 00 J. 25 1.52 2. 00 2.50 2.94 3-33 3- 8s 4- 17 4- 55 4.76 5.00 S.26 S-S6 5-88 6.25 6.67 7.14 7.69 Total revolutions on 400-foot base. 1907. July24> 249 295 301 317 321 320 |32I [ 320 319 319 July 15 1 307 314 314 316 3JS 319 1 1 1 318- I 320 320 320 31S 319 J 320 I 322 (322 I322 322 321 321 321 319 322 July 26 1 318 J318 I 319 July 27 1 322 Mean 249 295 301 307 314 3IS 318 319 319 319 319 320 319 321 322 321 321 321 , 321 Oct. 81 287 292 317 323 322 321 324 328 Oct.91 3i6 321 325 325 1 326 331 |328 I 321 } 326 327 326 323 Oct. Ill 266 262 280 313 289 326 321 323 322 326 327 323 326 Oct. 12 1 |3» I 307 318 319 320 32s 324 324 326 32s 322 327 Oct. 14 1 323 324 264 284 298 3" 320 321 322 322 324 32s 324 328 324 326 322 324 326 325 326 Nov. 8 > 1 3°4 I 307 298 313 319 f3l4 [ 319 321 !'•■ 323 f 324 I 320 323 323 324 |325 I 32s {32s 326 326 32s 326 325 326 326 327 324 |325 I 326 32s 323 326 325 326 |325 I 326 32s 326 326 32s .326 327 326 1 328 1 326 27s 294 J 326 Nov. 118 1 326 275 294 303 313 317 321 322 324 32s 326 326 326 325 325 326 326 326 327 3=6 ' Cavuga Creek, La Salle, N. Y. Meter 2.5 feet deep. ' Prospect Reservoir, Buffalo, N. Y. Meter 4.5 feet deep. 132 PRESERVATION OF NIAGARA FALLS. Table 52. — Still-water ratings of current meter 2B, METER L. S. 2 B. Rating program Nos. — 3 4 s 6 ■ 7 S 9 10 II 12 13 14 IS 16 17 18 19 20 21 Date. Approximate velocity, in feet per second. 1. 00 1. 25 1.52 2.00 2.50 2.94 3.33 o-Ss 4.17 4-33 4.76 S.oo S.26 3.36 5.SS 6.23 6,67 7.14 7.69 Total revolutions on 400-foot base. 1907. July 23 1 232 263 32s 323 329 331 3=6 J 331 I 334 329 July 24I 291 |3M I 3to 30S 321 322 3=S 329 328 f 331 1 329 323 1„. 331 330 332 329 331 331 July 25 1 327 j 332 I 332 1 July 27 1 332 328 Jlean 232 263 291 310 322 32s 323 326 328 329 33° 330 330 330 330 331 331 332 328 Oct. 81 292 2S7 319 3.2 321 315 |3I3 I 315 \ 322 1 312 31S 314 317 Oct. 9I 297 314 321 3" 306 321 3lS 312 316 316 323 325 322 316 329 [316 1 32s 322 313 323 309 321 312 3i6 Oct. ji> 241 252 284 297 291 321 311 322 323 324 327 323 1 328 \ 321 1 317 322 1 31S 320 Oct. 12 1 321 319 322 Oct. 14I 3.8 Jlcan 246 2SS 292 313 313 314 318 320 324 322 322 319 322 31S 319 315 317 319 317 Nov. S"- J 292 1 274 [ 383 I2S4 29S 299 298 304 303 \ 304 1 310 312 30S 31S 314 309 317 f 304 i 3" [ 319 1316 316 307 311 \ 319 320 3" (32. I 319 316 313 31S 321 13.3 l.,X4 322 319 310 313 ■ 320 320 , 320 31S 30s 309 \ 320 31S 319 311 (3=0 I31S 313 }3=o 307 I 310 t 319 1318 317 320 317 Nov. 9' Nov. 12 5 Mean 2S4 300 30S 313 313 312 314 31S 316 317 31S 313 315 3IS 3l6' 314 31S 1 Cayiiga Creek. LaSalle. N. Y. Meter 2.5 feet deep. 2 Prospect Reservoir, Buffalo, N. Y. Meter 4.3 feet deep. Observations of Nov. S given approximately double weight. PRESERVATION OF NIAGARA FALLS. Table 53. — Summary of meter ratings, igo8. 133 Desig- nation of rating. Date. Place. Revolutions per second. Velocity, in feet per second. Remarks. 1908. June 20-25. July 3 July II July 13-15-- July 29 Aug. 7 Aug. II. . . . Jime 20-25. July 3 July II July 13-15.. July 29 Aug. 7 Aug. 12. . . . June 20-25. Julys July II July 13-15-. Aug. 7 Aug. 12-13 • IB METER. Prospect Reservoir Niagara River do Prospect Reservoir Niagara River do Prospect Reservoir Prospect Reservoir. Niagara River do Prospect Reservoir. Niagara River do Prospect Reservoir. ISB METER. Prospect Reservoir Niagara River do Prospect Reservoir Niagara River Prospect Reservoir. 1.29 1.29 1.29 1-30 1-30 1.30 I-3I 1.30 1.29 I. 26 1. 26 1.26 1-25 1.26 1.26 1-34 1-34 1.40 1-35 1.34 1-35 48 2-47 2-41 2.42 2.42 2-40 2.38 2.41 2. 56 2. 56 2.64 2-59 2.58 2.58 3-71 3-73 3-71 3-69 3-69 3-69 3-73 3-71 3-69 3-61 3-62 3-62 3-59 3-54 3-59 3-81 3-81 3-92 3-84 3-84 3-83 4.94 4-97 4-94 4.91 4.91 4.91 4.96 4.94 4.91 4-83 4- 84 4. 84 4.81 4.72 4-79 5.07 S-07 5-22 5.10 S-09 5- 10 6.18 6. 21 6.18 6. 14 6. 14 6. 14 6. 21 6.17 6. 14 6.04 6.0s 6.06 6.00 5.90 5.98 6.32 6.32 6.52 6.38 6.36 6.38 7-44 7-44 7-44 7-36 7-36 7-36 7-44 7.40 7.42 7. 26 7. 26 7.28 7.18 7.0S 7.18 7-59 7-S9 7.82 7.66 7.64 7-65 Still-water base. Depends on 15B meter. Used as standard. Still-water base. Used as standard. Do. Still-water base. Mean of 4 and 7. Still-water base. Depends on isB meter. Depends on iB meter. Still-water base. Depends on iB meter. Do. Still-water base. Still-water base. Used as standard. Depends on iB meter. Still-water base. Depends on iB meter. Still-water base. Table 54. — Still-water ratings of current meter iB. METER L. S. iB. Date. Rating program Nos.— n 2 3 4 S 6 7 8 9 ro II 12 13 14 IS 16 17 18 19 20 21 Approximate velocity, in feet per second. 1 n 1. 00 I.2S 1.52 2.00 2.50 2.94 3-33 3.8s 4-17 4-55 4.76 5.00 5.26 5.56 5.88 6.25 6.67 7-14 7.69 Total revolutions on 400-foot base. 'i 1908. June 20 June 22 272 276 291 286 297 304 3289 1 303 1 304 313 318 314 323 324 I 323 \ 1 320 1- 324 322 |»3i6 I324 324 321 1- 32s 322 323 325 '328 323 324 321 326 f 323 325 [ 323 32s 321 I 323 324 322 321 322 325 322 326 323 322 J 326 I324 321 1- 1 321 1 320 321 323 323 323 320 32s [ 226 I 325 1 3 = 2 t 320 322 323 Mean. 322 274.0 291-3 303- 7 315-0 323-3 319 318 323-0 323-3 322-7 323-3 323- 5 323-6 323-0 321- 5 324-3 323-8 323-0 321-2 323-0 324.0 321.8 '4 287 1 3°2 1 298 303 311 314 313 323 |325 I 321 32s I326 (32. I 325 »322 [324 I 326 326 325 326 325 32s I 32s 32s 325 32s 32s 32s j 323 I326 [ 324 I326 1 I 326 32s |323 I 325 326 327 I 327 326 I 323 327 Mean 2S7. 301.0 312. 7 318- S 323-0 325- S 325-0 325-0 325-5 325- 5 325-0 325.0 325-0 324-7 323-0 325- 5 324-7 327.0 325-3 '7 302 304 317 319 319 323 322 322 322 321 321 322 321 323 324 321 323 323 * Prospect Reservoir, Buffalo, N. Y, Meter 4.5 feet deep. ' Rejected. 134 PRESERVATION OF NIAGARA FALLS. Table 55. — Still-water ratings of current meter 14B. METER L. S. 14B. Date. Rating prot^ram Nos.— a 2 3 4 5 6 7 8 9 10 IZ 12 n 14 15 16 17 18 19 20 21 a Approximate velocity, in feet per second. 15 a 0.76 1. 00 I. 25 1.52 2.00 2.50 2.94 3-33 3.8s 4-17 4-55 4.76 5.00 5.26 5-56 5.SS 6.25 6.67 7-14 -.69 Total revolutions on 400-foot base. ■l 1908. June 22 June 23 — June 25... Mean. 2 237 291 J 2S2 I 279 286 307 2S7 312 2299 312 306 314 = 306 j'297 I 317 316 326 \ 324 322 324 32s 1^3iS I 323 320 326 2321 320 (326 I326 I326 3=6 1- 326 325 32s t324 I 326 323 32s 322 324 322 (321 1 326 326 1.: 325 325 325 327 325 I 32s 1 324 324 327 I 32s 323 326 32s 324 f 324 1 324 = 319 324 322 323 324 324 1 " 2S4. 29S.0 310.7 316.5 324.0 324.0 325-0 326.0 326.3 325- 323- 5 323- s 325-0 325-0 325- 5 325-3 324- 5 324.2 323.0 323.3 ■4 303 t3i6 I 316 3=3 323 {328 327 |328 I 330 328 330 1 329 J 330 I 331 330 330 f 329 \ 330 1 331 333 331 1 329 I 332 330 \ 330 332 330 [328 I 331 330 Mean. Aug. 12 . . . 331 303.0 316.0 3=3- 32S.0 327.0 329.0 329.0 329.0 330.5 330-0 330.0 333- 331-0 330-5 331-0 I330. 330- 329.5 '9 i 326 322 327 |32S I 3=6 331 332 32s f 330 1 329 333 324 329 328 33S 332 330 333 330 330 332 330 329 33S 332 329 339 332 330 332 331 334 332 333 330 329 331 332 337 331 334 332 329 334 333 330 Aug. 14 . . . 327 Mean 327.0 329-0 3=7- 331-0 330-0 329-5 330- S 331- 531- 332-0 330.0 332.0 331-0 530. s 33I.S '' ^ Prospect Reservoir, Buffalo, N. Y. * Rejected. PRESERVATION OF NIAGARA FALLS. Table 56. — Still-water ratings oj current meter 15B. 135 METER L. S. isB. Date. Rating program Nos. — . i 3 3 4 S 6 7 8 9 10 II 13 13 14 15 16 17 18 19 20 31 2 •3 Approximate velocity, feet per second. 0.76 1. 00 I.3S I- S3 3.00 3.50 2-94 3-33 3- 8s 4-17 4-SS 4-76 S-00 5- 26 S-S6 5.88 6. 25 6.67 7.14 7-69 n Total revolutions on 400-font base. «i 190S. June 30 June 23.... June 34 357 259 286 390 392 296 r 302 1 396 399 301 306 [ 303 313 310 I 309 I 3" 313 313 312 312 314 315 314 ('310 I 313 [ 314 31S 314 in 3IS f 316 I 31S 317 1'" 3IS 31S 3IS 31S 3 IS I 314 315 31S 317 316 315 31S [316 I 316 [318 I316 316 1 [ 319 31S J 316 I 315 31S 315 317 318 315 316 1 Mean. July 13 . . 1 ^" 358.0 288.0 394.0 399. s 307.0 30s [ 304 3n. 3" 309 310 3-3 313 309 3" 314.3 313- S 314- s 313 313 313 315.3 313 311 312 3IS-7 312 312 3H 315-0 (3:3 I 313 313 31S-2 314 316.0 313 J 313 I 313 3 IS- 5 316.7 316.3 316. 2 315-8 '4 289 383 394 394 390 J 301 1*390 300 312 1 313 312 1 13X3 P" July 15. . . 313 313 313 ' 314 313 313 Do 313 Mean. Aug. 13 . . . Aug. 13 . . . 3I» !8S-S 294.0 395-3 304-3 310.0 310.7 312.3 |3i2.n 312-7 313. 311. 7 313-0 314.0 313-0 312- 5 313-0 313-5 313-0 312-5 '7 360 , 243 36s 371 389 28s .289 39S 310 306 311 309 311 312 313 313 313 313 314 313 312 311 313 313 316 313 314 313 Mean. 263.0 80.0 287.0 295.0 308.0 311.0 310.0 312.0 313.0 313-° 313-0 3I2-0 314-0 313.0 312.0 313.0 312.0 314-0 314-0 313- ' Prospect Reservoir, Buffalo, N. Y. Meter 4.5 feet deep. • Rejected. REPORT OF SEPTEMBER 21, 1909. United States Eake Survey Office, Detroit, Mich., September 21, igog. The Chief of Engineers, United States Army, W ashingtmi, D. C. General: The project of April 30, 1907, approved by the Chief of Engineers May 8, 1907, for the expenditure of the original allotment of $5,000 made April 23, 1907, from the appropriation "Preservation of Niagara FaUs" of the act approved June 29, 1906, included, among other items of field work, measurement of the flow of the intake canal of the Niagara Falls Power Co., the object of such measurement being to determine whether this company was limiting itself to the diversion of 8,600 cubic feet per second, the latter being the maximum volume of diversion permitted by this act, and being, further, the limit for diversion prescribed in the Secretary of War's permit of August 16, 1907, to this company. 2. These discharge measurements were made in the fall of 1907, and a special report upon the results ascertained was submitted February 13, 1908. These results are further included in the report of November 30, 1908, covering all investigations made to that date under then existing allotments from the appropriation "Preservation of Niagara Falls." 3. Inasmuch as the discharge measurements of 1907 were made solely with the purpose of ascer- taining the volume of the diversion made by the Niagara Falls Power Co. under the usual conditions of operation, the field observations were limited to such as were necessary for the satisfactory comple- tion of the discharge measurements, and, while no attention was directed to the mechanical efficiency of the conversion of energy in the power houses, it was assumed that the company would, in view of the limitations imposed by the act, for its own advantage so operate its mechanical and electrical equipment as to derive the utmost possible return from the energy in the volume of water diverted. 4. These discharge measurements are recorded in full in Table 61 of the report of November 30, 1 908,^ and with additional information and in somewhat altered form appear also in Table i - of the accompanying report of Junior Engineer Sherman Moore. 5. From these tables it will be seen that the discharge measurements of 1907 served to establish an average diversion of 0.165 cubic foot per second for each kilowatt of electrical energy developed at the switchboard. As the International Paper Co. was, by discharge measurements made at about the same time in its auxiliary headrace canal, believed to divert a maximum of 698 cubic feet per second, there remained for the Niagara Falls Power Co. an authorized diversion of 7,902 cubic feet per second. Based upon the above average diversion per kilowatt, and the supposed maximum diversion of the International Paper Co., Major (then Captain) C. W. Kutz, Corps of Engineers, at that time in charge of the supervision of power and transmission companies at Niagara Falls, with a view to enforcing the provisions of the act of June 29, 1906, on February 5, 1908, notified the Niagara Falls Power Co. that it must limit its output of electrical power to about 65,000 switchboard horse- power, this being in round numbers the equivalent of a diversion of 7,902 cubic feet per second at 0.165 cubic feet per kilowatt, the exact equivalent being, however, slightly less than 64,200 horse- power. 6. While the general manager of the company expressed surprise at the apparently small efiiciency of his mechanical and electrical plant, no objection was made to the limitation imposed by Major Kutz, and for over a year the company continued to observe the restriction thus placed upon its ' See page 65. " See page 149. 137 138 PRESERVATION OP NIAGARA FALLS. output. In the meantime, it had become evident to this office that in all probability, due to con- current power-house conditions of operations, the coefficient derived from the measurements of 1907 could not fairly be used as a basis in determining the efficiency of the plant and for deducing the corresponding volume of the diversion from the switchboard indications. 7. As too high a coefficient would result in depriving the company of part of the diversion permitted under the terms of the permit of August 16, 1907, and as the officials of the company had expressed an entire willingness to cooperate with the United States in an attempt to arrive at results of more conclusive character, on April 3, 1909, this office addressed to the Chief of Engineers a letter requesting an additional allotment of $5,000 from the appropriation " Preservation of Niagara Falls," so that funds might be available for the field work necessary to determine more satisfactorily the efficiency of the plant belonging to the Niagara Falls Power Co. under various usual conditions of operation. This allotment was made by the Secretary of War on April 15, 1909, and the field opera- tions under it have been made and their results are herein reported. 8. Prior to beginning the field operations proposed in the letter of April 3, 1909, it was already known in a general way that the generating equipment of the Niagara Falls Power Co.'s power house No. 2 was considerably more efficient than that of power house No. i , and it was further believed that the efficiency of each generating set varied with the valve opening of its turbine. The program of hydraulic measurements for the determination of the efficiencies of the generating units under various conditions of operation was, after conference with the officers of the company, therefore arranged so as to cover the widest practicable limits in the combination of the units and in the adjust- ment of the valve openings. 9. It was believed that the efficiencies of the generating sets and the valve openings were con- nected by a law so definite as to be susceptible of expression in the form of a smooth and regular curve and the program of field work was arranged so as to furnish the data needed for plotting the desired curves. These curves appear in plates 3, 4, 5, and 6 of the accompanying report of Junior Engineer Moore, and show, respectively, the relation between valve opening and power generated, that between valve opening and diversion per kilowatt, and, finally, the relation between valve opening and efficiency. 10. Field work was begun upon May 11, 1909, and was concluded upon August 3. The details of the methods employed are fully explained in the annexed report and no extended reference to them seems required. In a general way it may be stated that, coincidentally with discharge meas- urements in the intake canal, operating conditions were maintained so as to remain fixed as nearly as possible until a sufficient number of discharges for each test condition had in turn been taken. Simultaneously switchboard wattmeters were read and valve openings observed. From the data thus obtained by a series of approximations the curves of plates 4, 5, and 6 were derived, those of plate 3 being, on the other hand, based directly upon the observations. 11. Examination of plates 4 and 5 shows a wide variation in the quantity of water used per kilowatt. For power house No. i, at 50 per cent valve opening, about 0.255 cubic foot of water per second is required to produce i kilowatt at the switchboard ; at 75 per cent valve opening this diversion becomes o. 1 75 cubic foot per second ; and at 90 per cent valve opening the corresponding diversion is 0.155 cubic foot. Beyond that point the curve for power house No. i is uncertain. As it is practically impossible under normal operating conditions to obtain and use a mean valve opening in power house No. i greater than 90 per cent, the curve above that point is of comparatively little importance. Below 90 per cent valve opening the cur\^e of plate 4 is fairly well determined and shows between 90 and 50 per cent valve opening an increase of diversion, or reduction in efficiency, of over 64 per cent. Plate 5 shows that the generating apparatus of power house No. 2 is notably more efficient than that of No. i. At 50 per cent valve opening the diversion is for No. 2 about 0.158 cubic foot per second as against 0.255 above given for No. i. At 90 per cent valve opening these figures are, respectively, 0.121 and 0.155 cubic foot. Plate 6 shows that for power house No. i the mechanical efficiency varies from about 34 per cent at 50 per cent valve opening to 56 per cent at 90 per cent valve opening, the corresponding figures for No. 2 being 52 per cent and 69-I- per cent. PRESERVATION OF NIAGARA FALLS. 139 12. Using the curves of plates 3, 4, 5, and 7, Junior Engineer Moore has deduced Table 10,* which embodies in as great detail as, after conference with the officers of the Niagara Falls Power Co., seemed desirable, the practicable operating combinations and their corresponding switchboard limitations, so that the total diversion should in no case exceed the limit permitted by law. 13. While Table 10 has been derived as explained, the "permissible output" of columns 4 and 6 has in each case been expressed in round numbers after being increased by 2 per cent. This allow- ance is made to give the company the benefit of any uncertainty in the observations'. 14. It will be seen that 80,900 horsepower may at times be generated without a diversion exceeding 8,600 cubic feet per second, and that the switchboard output for 85 per cent of the test conditions enumerated may exceed the limit of 65,000 horsepower formerly prescribed. 15. In the exercise of the duty of supervising the operations of this company under its permit, the limits of Table 10 have informally been communicated to the company and the company is now operating in conformity with them. The officers of the company have requested that before definitely imposing these limits further consideration be given to the propriety of increasing them, so as to equal the maximum individual result observed under each test condition; but, in view of the uncer- tainties in the readings of wattmeters, in the summation of these individual readings by the switch- board operators, and in the true values of the valve openings, and since, as explained in the preceding, some allowance has already been made above the totals indicated by a rigid application of plates 3, 4, and 5, I feel that single abnormally high values of output should have no further weight assigned to them, and that Table 10 represents all that may fairly be allowed. It is accordingly proposed to make Table 10 the final and definite rule for the guidance of the company. 16. Should the company conduct its operations in accordance with Table 10, it is evident that the duty of supervision becomes far more complicated than in the past. For the present an employee of this office now at Niagara Falls will be directed to make frequent inspections, but to continue this after the close of the field season will make the work of supervision expensive. The desirability, as well as the justice, of amending the Burton Act so as to permit the Niagara Falls Power Co. to divert water to the full capacity of its tailrace tunnel are plain. 17. In view of the intimate bearing of this investigation upon the interests of the company, and as an acknowledgment of the helpful cooperation of the company, it is believed to be advisable to furnish the company with a copy of this report and permission to do so is requested. Very respectfully, your obedient servant, Charles Keller, Major, Corps of Engineers. United States Lake Survey Office, Detroit, Mich., August 11, igop. Maj. Charles Keller, Corps of Engineers, U. S. Army, Detroit, Mich. Major : I have the honor to transmit herewith a report covering the results of the measurements made in the canal of the Niagara Falls Power Co. during the present season, under appropriation "Preservation of Niagara Falls." Very respectfully, Sherman Moore, Junior Engineer. 'See page 149. 7821° — S. Doc. 105, 62-1 12 140 preservation of niagara fai^ls. August, 1909. thb niagara falls power co. The plant of the Niagara Falls Power Co. is located in Niagara Falls, N. Y., on the bank of the Niagara River. It is just below Grass Island, about three-fourths mile above the head of Goat Island, and well above the point where the water breaks into rapids in its descent to the Falls. Water is taken from a headrace running in a northeasterly direction, making an angle of about 130° with the direction of the river. This headrace is 1,200 feet long, 200 feet wide at the river, and gradually narrows to 120 feet at its end. It was excavated in the dry from bedrock and has a mean depth of about 12 feet. From the mouth of the canal a dredged channel with a depth of 18 to 20 feet extends several hundred feet into the river. In the river above this channel there are 5 concrete barrier cribs, designed to break up the ice. Booms moored to other cribs serve to keep floating debris and ice out of the canal. On each side of the intake canal is located a power house. The water enters the penstocks through inlets provided with vertical lift gates. The penstocks are of steel, 7^ feet in diameter, and each supplies one turbine. The turbines are double, of the Fourneyron type. In power house No. I the turbines discharged directly into the air, but in power house No. 2 they are provided with draft tubes about 34 feet in length. The head on the turbines in power house No. i is normally 136 feet. In No. 2 the working head, due to backwater in the wheel pits, is about 140 feet, depending, however, upon the amount of water consumed. Power is. transmitted from each turbine to an electrical generator on the power-house floor by means of a vertical steel shaft. The generators, running at 250 revolutions per minute, deliver two- phase alternating current at 2,200 volts. In power house No. i there are 10 units, each of 5,000 horsepower rated capacity. In power house No. 2 there are 11 units, each of 5,500 horsepower rated capacity. The speed of the alternators is regulated by a valve operated automatically by a governor. This valve is cylindrical in form and regulates the amount of water flowing from the turbines. The gates in the inlet passages are always wide open when the unit is in operation. From the wheel pits, the water is carried away through a tunnel, which passes under the city and discharges into the Gorge just below the Upper Steel Arch Bridge. The capacity of this tunnel is the limiting factor in the amount of power which may be generated by the plant. The tunnel is too small to carry advantageously the present flow, and its capacity is considerably reduced by the eddies and cross currents caused by the large angle at which the tunnels from the power houses unite, and by the discharge from the International Paper Co.'s turbines, which enters the main tunnel at nearly right angles 835 feet below the junction of the two branches. At the upper end the tunnel flows under pressure at nearly all times. On July 17, by submerging the turbines in power house No. i, and reducing the head in power house No. 2 to 130 feet, 9,744 cubic feet per second of water were passed through the turbines of the two power houses. This with 616 cubic feet per second from the International Paper Co., making a total of 10,360 cubic feet per second, may be considered as the maximum capacity of the tunnel. At the time of this diversion, the switchboards showed a total output of 93,000 horsepower, the most power ever generated by the plant. Current for exciting the fields of the alternators in power house No. i is developed by small direct current generators operated by small turbihes served by branches from the main penstocks. In power house No. 2 the turbines operating the exciters are served with water from a wasteway at the end of the forebay, designed primarily for the disposal of ice. At the end of the canal there is a second wasteway used principally for sluicing ice. In power house No. i are located two large Pelton wheels, which pump the water for the city mains. In each power house are 4 pairs of bus bars, which receive the output of the alternators. These bars may be tied together through the switchboard, and interconnecting cables permit of the bars in power house No. i being tied to those in No. 2. The practice of the company has been to operate the bars in five or six banks, two or three banks in each power house. This divides the load and prevents the effect of a short circuit on the transmission fines from crippling the entire plant. U. S. Lake Survey. Preservation of Niagara Falls. Plate 1. NIAGARA FALLS POWER CO. PRESERVATION OF NIAGARA FALIvS. I4I Local consumers are served at 2,200 volts directly from these bars. The rest of the power goes to the transformer house, where it is stepped up to 11,000 volts for transmission to the Union Street substation, and to 22,000 volts for transmission to Buffalo. The Canadian plant of the Niagara Falls Power Co., generating power at 11,000 volts, is con- nected by cables with the 1 1,000- volt bus bars in the transformer house. Power from the Canadian plant is also delivered, by way of Fort Erie, to the bus bars in the receiving station at Buffalo. By means of these interconnecting cables it is possible to operate the Canadian plant in parallel with the American plant, and to carry any portion of the load on either plant. As the Canadian Govern- ment exacts a tax on each horsepower developed, it has been the practice, since a limitation was placed on the output of the American plant, to develop continuously the maximum amount per- mitted with that plant, and to carry the balance, including the peaks, on the Canadian plant. As a result of this operating condition, the load of the Niagara Falls Power Co. is practically uniform throughout the day, dropping somewhat between midnight and early morning, but showing none of the peaks which usually characterize the output of a power plant. Plate I shows the location and general plan of the plant of the Niagara Falls Power Co. Under the terms of the Burton Act the water which may be diverted from the Niagara River by the Niagara Falls Power Co. is Hmited to 8,600 cubic feet per second. As the result of a series of measurements of the flow through the intake canal made in 1907, Maj. C. W. Kutz, Corps of Engineers, United States Army, imposed a limit upon the company of 65,000 horsepower at the switchboard. Table i Ms a reproduction of Table 61,^ in the report on "The Preservation of Niagara Falls," November, 1908, with the addition of data relating to the number of units in operation and the output from each power house. Referring to this table, it will be seen that a relatively large number of units was being operated in power house No. i , while some of the more efficient units in No. 2 were idle. The average load per unit was also relatively low. The units in power house No. i were being operated at about 78 per cent of their rated capacity, and those in No. 2 at about 70 per cent. This was the direct result of the operating practice under which the total load was carried as a number of small loads, each on a distinct bank of bus bars. It seemed probable that, by operating the alter- nators at a higher load, their efficiency would be increased, and a greater amount of power could be generated with the same water consumption. It was for the purpose of determining the efficiency of the units in various combinations that the present series of measurements was made. METHODS. For the purpose of measuring accurately the amount of water consumed under certain test loads, hydraulic section No. 2, used in 1907, was reestablished. This section lies 275 feet below the head of the intake canal and about 80 feet above the upper end of the forebay of power house No. 2. The canal at this point is 175 feet wide. The location of the section is shown on plate i. Two wire ropes, 3K feet apart, were stretched across the canal on the line of the section. On these cables ran the four grooved wheels of a simple platform, or car, from which the meters were operated. The meters were suspended in the water by means of a special cable consisting of 6 feet of one-fourth inch wire rope, spliced to about 10 feet of three-eighths inch manila rope. The wire rope was provided with an insulated wire in its center carrying the current which operated the registers. The clean wire rope reaching above the surface presented a minimum resistance to the cur- rent, while the manila rope at the upper end facilitated handling the meters. The depth of the meter below the surface was determined by tags of cotton cloth i foot apart on the wire rope. The section was divided into 10 subsections or panels, and velocities were measured at the index points established in 1 907. No coefficient work was done, it being assumed that, as there had been no change in the cross section, the velocity coefficients would not have changed. The section was not resounded, but the bottom was carefully examined with a meter weight to make sure that no bowlders had been carried by the ice onto the section. The elevation of the ' See page 149. 2 See page 65. 142 PRESERVATION OF NIAGARA FALLS. water surface was determined by a gauge of the box and bottle t\-pe, placed just below the section in the same location as the gauge of 1907. The zero of this gauge was determined by a series of readings made on the water siuface on the line of the section 3 feet from the wall. The elevation of the zero was carefully checked at the close of the work and showed no change. The distance between the line of flotation of the bottle and the i-foot mark on the staff was checked several times during the progress of the work and did not change. A shed to shelter the observer and the registers, and to ser\'e as a storehouse for the instru- ments and tools, was built at the southeast end of the section. All the ^Tires forming the electrical coimections lead to a table in this shed, and within the shed the wiring was permanent. A complete copper circuit was carried to the meter on the conveyer to guard against short circuits through the ground and water. A Xo. 14 insulated copper wire carried the direct circuit to the meter on the section, and the return circuit was through the galvanized-iron ^vire which carried the tags marking the meter stations. Two distinct sets of batteries, each consisting of four No. 6 Columbia dr*- cells, were used, one on each circuit. The circuits were made through a two-pole single-throw switch, which was screwed to the table. By means of this switch, both meters could be started or stopped at the same instant. Time was taken from an ordinars" watch which was kno\vn to be correct. Each test load, «"ith a few exceptions, was maintained long enough to permit the measurement cff six discharges, two with each of three current meters. A discharge measurement consisted of one two-minute observation at each index point. "While the measurements on the section were in prog- ress, a meter was run continuously from the pulp-wood conveyor at the head of the canal at the general index point established in 1907. A meter was also run at the index point on section 2 in the canal of the International Paper Co. Readings of the wattmeters on the switchboards were made at inter\-als of 10 minutes during the progress of each test. The valve openings of the turbines were read each hour. The elevations of the water surfaces in each wheel pit were determined over a half-hour period during each test by staff gauge readings. These determinations were made by employees of the power company, and copies of the records were furnished by them. A general check on the readings of the wattmeters and valve openings was furnished by independent readings made by the writer, usually once or twice a day. After the obser\'ations had been reduced, it was foimd that the efficiency cun^es were weak at small valve openings. A second short series of tests was therefore made to strengthen the curves at these points. Only four measurements of the flow vrith two or three meters were made on these tests, and no measurements were made in the canal of the paper company. The results are, there- fore, not so strong as those of the first series, but it is thought that they are as accurate as the work required. The first test load was placed on the plant May 29. Between that date and July 8, 237 measure- ments of the flow, covering 36 test conditions, were made. On July S the work was suspended for a week to enable the power company to install two large water rheostats. Up to this time all the power developed had been used commercially, but owing to the destruction of two transformers by a short circuit, it was impossible to make use of all the power developed under the high loads of the later tests. The water rheostats cared for the surplus power and permitted a maximum development. On July 14 the work was resumed, and between that date and July iS, 46 measurements of the flow were made under 9 test conditions. The later series of measurements was begxm July 31 and com- pleted August 3. It comprises 32 measurements under S test conditions. CURRENT METERS. The outfit of the party included four t\"pe B Haskell current meters. These meters were all put into excellent condition before the party left Detroit. Before rating the meters, they were run for several days in the canal to insure smooth bearings and, as nearly as possible, a permanent running condition. The result of this preliminan.- work is the first 21 measurements of flow which were made with normal operating conditions in the power houses. PRESERVATION OF NIAGARA FALLS. 143 May 22-27, inclusive, the meters were rated on the still-water base in Cayuga Creek at La Salle. This was the same base used in 1907. The base, and the methods employed in rating the meters, are fully described in my report on "Preservation of Niagara Falls," submitted June 11, 1908, and'will not be repeated here. During the progress of the discharge measurements the meters were very carefully watched to detect any changes in their ratings. Each morning the meters were spun in the air in a vertical position, and the length of time the wheels turned was recorded. At the beginning of the work, the iB meter was set aside as a standard meter, and each of the other meters was run side by side with it once each day at a fixed point in the current. This current rating served to indicate changes in the ratings of the meters. On June 3, at the close of the day's work, meterisB, as a result of the break- ing of a hand rail, fell into the pulp-wood conveyor and was rather badly damaged. After its wheel had been straightened and its pivot returned, it was rated in the current with the iB meter. Two runs were made at each index point on the section, the relative positions of the meters being changed for the second observation. This is rating B of this meter. Rating B ^ was a similar rating made a few days later. It represents an abnormal condition of the meter and has been used in none of the reductions. In renewing the contact disk of the 15B meter, which was done before the beginning of the sea- son's work, silver had been used instead of platinum. This proved unsatisfactory, as the silver wore away rapidly as a result of the unavoidable spark when the electric circuit was broken by the pin leaving the silver for the rubber half of the disk. This wear left the disk rough and pitted and increased the friction on the wheel to a large extent. To remedy this trouble, small half circles of platinum were inserted where the contact pin jumped from the silver to the rubber and from the rub- ber to the silver. The remedy failed, and the meter was set aside, in place of the iB meter, as a stand- ard. In this capacity it was subject to so little use that the disk could easily be kept smooth. The second still-water rating was made on the La Salle base July 8-12, inclusive. Meter loB showed no change in its rating. Meter 14B showed a change of 1.2 per cent, the wheel turning more easily. The rating of the 15B meter checks the current rating B as well as could be expected. The rating of meter iB is not entirely satisfactory. The meter gives eccentric results, and evidently was not in good condition. This meter has seen a great deal of service, its record dating back to 1 898, and it is probable that the brass bearing in the end of the wheel has become badly worn. Owing to the construction of the wheel, an examination of this bearing is impossible. The rating adopted differs about i per cent from rating A, the wheel turning less easily. Ratings made after rating C, but not included in this report, show that there were no important changes in the rating of the meters during the last part of the work. The details of the still-water ratings are shown in Table 2,' and a summary of the ratings in Table 3.2 In reducing the measurements of flow, rating A was used for all work previous to the first still- water rating. For the period between the two still-water ratings, rating B, which is a mean of ratings A and C, was used for the iB and loB meters. An examination of the current ratings and other data indicated that the change in the rating of the 14B meter occurred about June 23. Rating A was therefore used up to that date, and rating C for the later work. Rating A was used for the 15B meter until the time that it was damaged, June 4. After that time rating C has been used, as it has a greater weight than the current rating B. For the period after the second still-water rating, rating C was used for all meters. INTERNATIONAL PAPER CO. The International Paper Co. is the only tenant of the Niagara Falls Power Co. that buys water instead of electrical power. The location of its intake canal is shown on plate i. At the head of the canal there is a gatehouse with two gates separated by a masonn,' wall. Beyond the gatehouse the canal is 30 feet wide and about 10 feet deep, with planked sides and a smooth bottom. From the canal the water enters a vertical penstock 12 feet in diameter which, through short elbows, serves 1 See page 150. 2 See page 151. 144 PRESERVATION OF NIAGARA FALLS. six 56-inch Jonval turbines, each of a rated capacity of 1,300 horsepower at 140 feet head. The available head is about 135 feet. The power is transmitted from the turbines through vertical shafts to the power-house floor, where, by means of large bevel gears, it is transferred to horizontal shafts and is conducted to the grinding machines. The waste water from the turbines is discharged through a tunnel 660 feet long into the main discharge tunnel of the Niagara Falls Power Co. Section No. 2 lies 128 feet below the gatehouse and 175 feet above the racks. The water is boiling to some extent and the section is not an ideal one, but it is the best that the canal affords. As there was no record of the actual position of the head gates at the time of the measurements of 1907, the velocity coefficients were redetermined. Vertical velocity curves were measured at points 3, 12, 18, and 27 feet from the west wall, and the mean velocity of the cross section was determined with respect to a single index point at four-tenths depth at the center. The velocity coefficient for this single index point was found to be 0.791 ; that is, the mean velocity of the cross section at any instant is 0.791 time the simultaneous velocity at the single central index point. This is materially different from the coefficient of 1907 (0.891), and indicates a different setting of the head gates. The section was not re-sounded, the area determined in 1907 being used. Soundings with the meters in measuring velocity curves indicated no material change. As the amount of water consumed by the International Paper Co. is less than 10 per cent of the total permissible diversion of the Niagara Falls Power Co., an error of 10 per cent in the volume used by the former company would represent an error in the total quantity of less than i per cent. Therefore, no effort was made to obtain refine- ments in the work on the canal of the paper company. It is believed that the probable error of the combined determination of velocity coefficients and area is about 2Y2 P^'' cent. Before beginning the work the International Paper Co. was requested to maintain the head gates in some fixed position. The writer was assured by representatives and employees of the company that at all times during the obser\'ations of flow the westerly gate was wide open, and the easterly gate was raised about i foot. From an analysis of the measurements it appears probable that the position of the easterly gate varied from week to week, its adjustment being approximate only. It was the practice to close the gates ever}' Saturday night and open them again some time on Sunday, but ordinarily they were not touched at any other times. Velocity coefficients were determined during the week ending June 26. Assuming that the discharge as measured during this week is correct, the measured flow from May 29 to June 13 appears to be about 33^ per cent too large. The flow between June 13 and June 30 appears as substantially correct, and that after June 30 appears to be about 13 per cent too small. The records of the output of the mill show no variations of sufficient magnitude to account for these differences. Table 4 Hs a tabulation of the measurements of flow through the canal of the International Paper Co. Table 5 - shows the consumption with varying numbers of turbines based on the mean consump- tion of water as shown during the week ending June 26. Under the wording of the Burton Act, it is unla\\'ful for the Niagara Falls Power Co. and its tenants to divert at any time from the Niagara River more than 8,600 cubic feet per second of water. As the power company has no means of knowing the amount of water being used by the paper company at any particular time, in determining the water available for use in the turbines of the Niagara Falls Power Co. it is necessary to deduct from the total amount of water allowed to the power company the maximum amount which can be used by the paper company. For the determination of this quantity, it is thought proper to consider only the measurements made during the week in which the velocity coefficients were determined, as the position of the head gates is somewhat uncertain during the other measurements. The mean measured water consumption during this week, with six wheels running, was 724 cubic feet per second. The maximum measurement showed a flow of 753 cubic feet per second. Seven measurements out of 47 showed a flow in excess of 740 cubic feet per second. As was stated above, the probableerror of the combined velocity coefficients and area is estimated to be aboutz^^per cent. The error of a single measurement, due to pulsations in the canal and to instrumental errors, ^See page 154. ^Seepage 157. PRESERVATION OF NIAGARA FALLS. 145 is probably about i >^ per cent. Allowing the paper company the benefit of these probable inaccuracies, the maximum water consumption has been placed at 725 cubic feet per second. The Niagara Falls Power Co. may therefore use 7,875 cubic feet per second through its turbines. A consumption of 725 cubic feet per second by the International Paper Co. shows an efficiency of 67 per cent in the turbines based on their rated capacity reduced to 135 feet of head. REDUCTION OF OBSERVATIONS. Through the courteous offer of the Niagara Falls Power Co., an office was secured in power house No. 2, and the reduction of the results was carried forward simultaneously with the field work. The location of the office so near to the site of operations made the task of supervising both field and office work an easy one, and greatly facifitated progress. In the reduction of the discharge measurements in the canal of the Niagara Falls Power Co., the velocity coefficients and areas determined in 1907 were used. The discharge as measured by the meter on the section was accepted as the true flow. The results from the conveyor meter have not been used in any of the computations of relationship between water and power, and serve only as a rough check. Using the general coefficient determined in 1907, omitting all measurements during which the flow through the canal of the paper company was either unknown or was less than 550 cubic feet per second, 232 observations show a mean difference of ± 1.96 per cent between the flow as measured on the section and that measured by the conveyor meter. The maximum residual in this group is — 7 per cent. The maximum positive residual is +5.3 per cent. Eight residuals are greater than 5 per cent, and of these six have a negative sign. That is, the majority of the large residuals show that the volume as measured by the conveyor meter is too small. It is possible that a part of these discrepancies may be due to the effect of weeds on the wheel of the conveyor meter. For several days in July moss and weeds drifting in the current gave a great deal of trouble. The conveyor meter was not cleaned as frequently as the meter on the section, and at times weeds collected on the wheel in considerable quantities. While an attempt was made to reject all erroneous observations the effect of the weeds may not have been entirely eliminated. The differences between the flow as measured at the two points were platted with respect to the percentage of the total output which was developed in power house No. i, and a relationship was determined. By this reduction the coefficients for use with the conveyor meter are as follows: Per cent of total load carried in power house No. 1. Velocity coefficient. 60 50 40 30 20 Per cent. 116.0 IIS- 4 114. 7 114. 1 "3-4 This relationship is not well defined, however, and will not greatly increase the accuracy of obser- vations made by a meter at the conveyor. The chief result of these reductions is the determination of the probable error of measurements made by a single meter at the conveyor. The probable error is about 2 per cent, and 96 per cent of the observations are likely to be correct to within 5 per cent. In Table 6 ^ are tabulated the measurements of the flow through the canal of the Niagara Falls Power Co. The volume by the conveyor meter in this table is that computed by the use of the velocity coefficient of 1907 (114.8 per cent). During the measurements of the flow in the canal, as has been stated, readings of the wattmeter in both power houses were made every 10 minutes. From these readings the mean output in kilowatts 'See page 157. 146 PRESERVATION OF NIAGARA FALLS. of each power house, for a time corresponding to the time of each discharge measurement, was derived. Readings taken three or four minutes before the beginning of the measurement, and three or four minutes after its completion, were included in the mean, as it was thought that the change in output in a few minutes was ordinarily less than the error of reading the wattmeters. As a measurement of the discharge normally took about 30 minutes, four or five lo-minute readings were usually included in each mean. The mean valve opening of the turbines in each power house was estimated from the nearest hourly readings and the relative output. All obser\-atioris on each test condition were then aA-eraged. Since the error in the rating of the meter is constant and cumulative, while the error of obser^-ation is accidental and compensating, the results by each meter were first averaged, and each mean result given a weight of imity in the general mean. Thus in some cases a single measurement by one meter might have a weight equal to that of three measurements by a second meter. Table 7 * shows for each measured discharge and for each test load, the output from each powex house, the elevation of the water surface at the section, the elevation of the water in each wheel pit, the total output in kilowatts, the total flow in cubic feet per second, and the ratio between water consumed and power developed. The results in the last column for the indi\4dual measurements are approximate only and were taken out \nth a slide rule. The mean ratio was obtained by diA-iding the mean water consumption by the mean total output in kilowatts. The agreement of the ratios for the indi^-idual measurements ofiFers the best available check on the accuracv of the work. The average mean difference of the indi\-idual results from the weighted mean of the group is 1.07 per cent. The maximum mean difference for any group is 2.5 per cent. These figures are based only on tests i— 41, inclusive. The results in the last series, tests 42-49, inclu- sive, were not included ; first, because the ratings of the meters were a little uncertain ; second, because the load was very unsteady, due to an attempt to hold the water consumption as near to 7,800 cubic feet per second as possible. An unsteady consumption not only results in less certain wattmeter readings, but also sets up pulsations in the canal which cause an unsteady gauge and fluctuating velocities. This mean error of 1.07 per cent includes not only the error of measurement, but also the error of the determination of the load from the lo-minute readings. The load carried by the power houses is not steady, but fluctuates continually 2 or 3 per cent. The determination of the mean ordinate to the load cun'e by readings at lo-minute inter\"als is therefore more or less inaccurate, but the labor involved in reading 42 wattmeters prevented the taking of readings at more frequent inter\-als. The elevation of the water surface in the wheel pits shown in Table 7 depends chiefly upon staff gauge readings covering only 30 or 40 minutes each day. The Niagara Falls Power Co. main- tains seff-recording gauges at units 5 and 10 in power house No. i, and at units 11, 16, and 21 in power house No. 2 . Some use was made of these records of these gauges, but they are not to be depended upon. The fluctuation of the water is at times very great and very sudden, and it has been foimd almost impossible, even by semidaily inspections, to keep the gauges at true elevation. Table S - is a summary of the results of the various tests tabulated ^^•ith respect to the total num- ber of imits in operation. In plate 2 have been plotted, for each test condition, the mean fall from Grass Island to section 2 T^-ith respect to the mean total water consumption. The curve sho^vn was sketched in to pass as near as possible through the center of the plotted obser\-ations. EFFICIENCY OF UNITS. In plate 3 is shown graphically the relation between the output of the turbines in each power house and the valve opening, corresponding to a head of 136 feet in power house No. i and to 140 feet in power house No. 2. In reducing the observed quantities to a imiform head, it has been assumed that the amount of power generated was in direct proportion to the head. The obser\-a- tions do not follow the mean line very closely. AMth a given mean valve opening, the output may varv as much as 10 per cent. This may be due to several causes. Small differences in the exciting current in the fields might account for some of it. The units probably dififer slightly in their efli- ' See page 163. - See page 171. U. S. Lake Survey. Preservation of Niagara Falls. NIAGARA FALLS POWER CO. Fall Grass Island to Section *£, O.IO , O.EO O.30 0.40 10500 loooo 9SOO 6300 6000 Plate 2. O-5 Feet. FALL FROM GRASS ISLAND TO SECTION V/ITH RESPECT TO THE WATER USED. Z46 — I U. S. Lake Survey. Preservation of Niagara Falls. Plate 3. NIAGARA FALLS POWER CO. Kilowatts. lOO SiO so f g,TfO o ^ 60 > 50 40 lOO 90 •iso Cu O > 60 50 lOOO 2000 3000 4000 • / H Power iad on t House jr bines 1 No.i. 36 feet. o 5 5?° ) / o o, / / / z' • O 1 OOD/ O / oQo e H Power 5Qd on + House ur bines No. 2. 140 feet. o o/ ojt /o / /^ / o / X /^ RELATION BETWEEN VALVE OPENING AND KILOWATTS. U. S. Lake Suri-ey. Preservation of Xiagara Falls. NIAGARA FALLS POWER CO. Plate 4. o o o fi o o ti o o M N d 0- o N o Si •« s (U U iri o / / 4- / (U / u- 1 ■«-♦ (D o tO 1 z in ( v V (A 3 c O JD I J. •♦- 1' 5 o o a 13 O y / / «§ o § o o o I^ tf 10 e • 6u»u3cIq 3/^1° A 4.usD-iacl 7821°— S. Doc. 105, 62-1- -13 U. S. Lake Survey. Preservation of Niagara Falls. Plate 5. NIAGARA FALLS POWER CO. Cubic Feet of Woter per Kilowatt . ^QQ n, ^in ^ n-i'gft o.iIKO Q,1|4'Q QAfin (LX^ Ol^lQ Qd^O 90 ? c a.so O > C Q} S. Q. 50 40 EFFICIENCY CURVES. U. S. Lake Survey. Preservation of Niagara Falls. Plate 6. NIAGARA FALLS POWER CO. 100 IOlO. 90 cn c 'c 80 a. o (U > a 70 > 0) c Q> O 1. 0) 60 so O TO to \ \ \ t \ -^ \ ^ 1 \ t \ ri \ ** \ "5 -^ •s. \ -S. \ « \ '^ \ -z. X V X \ ^ N \ Note:- T/)e i>reah incurve for Unifs Jn Poiver House /V<3./. of 6 6 - 6 8 per ceni is c/ue fo the presence of a dividing f/ant^e in fhe runners. A small /not^enien-f- of the ^afe cd ^bis poini does nol- change the f/otv. WATER CONSUMPTION BY TURBINES. PRESERVATION OF NIAGARA FALLS. I47 ciencies, and different combinations might give different results. The most probable cause is an uncertainty in the exact mean valve opening. The opening of the valves was usually read only once an hour, and had to be interpolated for intermediate periods. For the determination of the efficiencies of the units in the two power houses, the best starting point is afforded by test 41 (A-i), during which power house No. i was entirely closed. This test gives directly a value for the amount of water consumed per kilowatt for the generators in power house No. 2, with a mean valve opening of 87 per cent. This value, corrected for the head, was substituted in all tests in which the mean valve opening in power house No. 2 was between 85 and 90 per cent, and the relation between the output in kilowatts and the water consumed was computed for the units in power house No. i. These points were plotted, water consumed per kilowatt and mean valve opening, and through them was drawn a line representing a first approximation of the efficiency of the units in power house No. i. Using values scaled from this Hne, values for the water per kilowatt for different valve openings in power house No. 2 were determined. Using in turn a mean curve through these points, values were again derived for various valve openings in No. i. By alternating between power house No. i and power house No. 2 in this manner, values were obtained on the fourth approximation which differed by less than i per cent from those shown by the third approximation, and these values were adopted as substantially correct. Plates 4 and 5 show for a unit in each power house the water necessary to generate one kilowatt at valve openings from 50 to 100 per cent. As an indication of the correctness of these curves. Table 9 ' is presented. In this table the amount of water consumed by the entire plant for each test condition has been computed by means of the output of each power house as shown by the switchboard readings, the head on the turbines, and the curves of plates 4 and 5. The mean difference between the computed water consumption and the water consumption as actually measured is ±95 cubic feet per second, or 1.18 per cent. The maximum difference is 3.2 per cent. Ten observations out of 53 show a difference of over 2 per cent. Provided there were no losses of any kind, the amount of water necessary to generate i kilowatt in power house No. i under a head of 136 feet should be, theoretically, 0.087 cubic feet per second. The corresponding amount in power house No. 2 under a head of 140 feet should be 0.0843 cubic feet per second. Dividing these quantities by the actual amounts necessary to generate one kilowatt for different valve openings as shown by the curves in plates 4 and 5, the efficiency curves shown in plate 6 were computed. These curves show, as percentages, the mean efficiency of the units in each power house from the water to the switchboard. Plate 7 is a combination of the curves of plates 4 and 5 with those of plate 3, and shows the consumption of water by the mean turbine in each power house for varying valve openings. In all of these reductions no account has been taken of the water which flowed through the canal and yet was not employed in generating power which showed at the switchboard. The effi- ciencies are therefore slightiy too low. About 500 kilowatts are developed by auxiliary generators, the city supply amounts to about 15 cubic feet per second, and the water expended in pumping it amounts to about 25 cubic feet per second. There is a slight leakage through the waste gates at the end of the canal, but this quantity was certainly less than 5 cubic feet per second. The total water consumption, therefore, which is not employed in generating the current which appears on the switchboard instruments, is about 100 cubic feet per second, or 1.3 per cent of the total diversion. SWITCHBOARD INSTRUMENTS. The amount of power developed by each alternator is shown at the switchboard by two watt- meters, one on each phase. The readings of these wattmeters were used in all computations involving output of power, and some knowledge of their accuracy is therefore desirable. The wattmeters are tested occasionally by shunting into the circuit a standardized meter. As the determination of the errors of the 42 wattmeters would have taken three or four days it was not thought advisable to test them all. Tests were made on four meters selected at random in power house No. 2, at 50 ' See page 172. 148 PRESERVATION OF NIAGARA FALLS. per cent and at 90 per cent of full load. These four meters showed a mean error of ±2.4 percent at 50 per cent load and ±0.8 per cent at 90 per cent load. The algebraic means were — 2.4 per cent and — 0.4 per cent. A complete test of all wattmeters was made by the power company in May, 1909, and the records of this test were examined. The mean error at 50 per cent load was ± 2.3 per cent. The mean error at 90 per cent was ±1.9 per cent. The algebraic means were — i .4 per cent and +0.6 per cent. The maximum error of any single meter was — 10 per cent. The maximum error of any two meters on the same alternator was —10.2 per cent. After this test the meters were adjusted, and a second series of observations was made, which shows very much smaller errors. The tendency of the wattmeters to show results which are too small is marked. This is a condition which would result unfavorably to the power company. It is therefore probable that the error in the total output due to errors in the wattmeters is somewhat less than 2 per cent. CONCLUSIONS. The efficiency tests of the units described in the preceding pages show that, without exceeding the limits imposed by the Burton Act, the Niagara Falls Power Co., by operating its plant in certain ways, may generate more than 65,000 horsepower. They also show that, under some of the com- binations of units occasionally employed in the past, the permissible diversion of water may be exceeded whUe developing less than 65,000 horsepower. After considerable thought and discussion of the subject, the officers of the power company requested that if possible the permit might be of the form shown in Table 10.^ This form, it is thought, covers all conditions under which it might be desirable or necessary to operate the power plant. The quantities for each combination shown in Table 10 were carefully computed by means of plates 3, 4, 5, and 7, for a water consumption of 7,875 cubic feet per second. The water used by the city of Niagara Falls is not properly chargeable to the Niagara Falls Power Co., under the accepted interpretation of the Burton Act. This amounts to 35 or 40 cubic feet per second, or about one-half of i per cent of the total water consumption. The mean error of the curves as shown in Table 9 is about 1.2 per cent. To compensate for the water used by the city, and for possible small errors in the reductions and computations, the exact figures of total permissible power for the combinations in Table 10 have been increased by 2 per cent, and expressed in the nearest hundreds of kilowatts. The corresponding horsepower is approximate, and is given in Table 10 for convenience only. The most efficient method of operation would in general be a minimum number of units in power house No. i operated at a maximum valve opening. Two limiting valve openings have been specified in Table 10. Under a more complicated form of permit the output might be increased slightly without exceeding the allowable diversion, but it is believed that the increase of power would not compensate for the greater difficulties of operation and supervision. It is the desire of the power company that any permit be as simple as possible. It is therefore respectfully recommended that the Niagara Falls Power Co. be permitted to generate power as specified in Table 10. With the efficiency curves of plates 3, 4, 5, 6, and 7, and a knowledge of the output of each power house, and of the heads on the turbines, it will be possible to compute at any time in the future the amount of water consumed by the Niagara Falls Power Co., until the modification or replacement of some of the turbines or generators renders the cur\'es obsolete. In conclusion I wish to thank the officers of the Niagara Falls Power Co. for their constant courtesy and for their valuable assistance, by the fullest cooperation, in furthering the progress of the work. All data, drawings, and charts in their possession have been freely opened for my exami- nation, the plant has been operated under considerable disadvantage to them to secure the desired information, and I am indebted to them for many valuable suggestions in regard to the planning of the test conditions. Respectfully submitted. Sherman Moore, Junior Engineer. To Maj. Charles Keller, Corps 0/ Engineers, U. S. Army. 'See page 173. PRESERVATION OF NIAGARA FALLS. 149 NIAGARA FALLS POWBR CO. Table i. — Relation of water consumed to power developed. [Observations of 1907.] Group No. Table 61. Date. Time. Power house No. 1. Power house No. 2. Total power (kilo- watts). Total water (cubic feet per second). Ratio No. Units. Kilowatts per unit. Units. Kilowatts per unit. (i-i-h). a b c d e f i h i k 4 7 S 3 6 8 18 17 19 II 2 I 12 IS 13 14 10 34 47 48 49 50 22 46 39 23 26 27 38 25 37 40 41 21 20 24 16 28 29 30 43 42 44 45 1907 Sept. 20 16.00-17.45 13.4s-15.30 9.00-10.20 14.00-15.50 10.30-11.45 1s.30-17.00 10 2,760 9 2,870 53,438 8,651 10 2,760 8 2,940 51,025 8,001 .156 do 10 10 10 10 2,700 2,650 2,700 2,870 8 8 8 8 3,000 3,080 3,190 3,100 51,083 51,112 52,567 S3. 500 8,077 8.444 8,582 8,i8s .158 .165 .163 .152 do 10 2,740 8 3,060 51,860 8,258 1-592 14.45-15.50 13. 30-14.45 16.05-17.05 9.00-10.30 8.40-10.00 9. 20-11. 05 3 9 9 9 9 9 9 2,560 2,500 2,620 2,670 3,020 2,710 9 9 9 9 9 9 2,690 2,840 2,910 2,840 2,830 3,160 47. ISO 47.800 49.825 49. 533 52,675 52,800 8,098 8,061 8,312 7,770 8,539 8,412 do .169 . 167 do Sept. 27 . 162 .159 9 2,680 9 2,880 49,960 8,199 11.00-12.30 11.15-12.30 15.30-16.45 9.15-10.40 10.50-12.20 4 9 9 9 9 9 2,500 2,530 2,620 2,670 2,670 8 8 8 8 8 2,790 2,840 2,760 2,780 3,050 44.733 45.533 45,650 46, 067 48,367 7,499 7,597 7,742 7.761 8,048 .167 .167 .170 .169 . 166 Oct I Oct. 2 Sept. 26 Mean 9 2,600 8 2,840 46, 070 7.-729 .1678 16.07-16.52 1s.49-16.4s s 8 8 2,750 2,910 10 10 2, 760 2,880 49. 550 52,050 8.295 8,066 .167 •155 Mean ; 8 2,830 10 2,820 50,800 8,180 Dec. 5 11.00-13.43 13. 55-14.54 15.01-16.27 13.30-15.05 J4.33-15.30 12.59-14.02 15.35-16.50 6 8 8 8 8 8 8 8 2,810 2,950 2,900 2,680 2,620 2, 700 2,700 9 9 9 9 9 9 9 2,360 2,500 2,610 2,840 2,910 2,870 2,870 43,708 46,075 46,683 47, 050 47.225 47.375 47.450 7,494 7,64s 7,477 7.800 7.773 7,787 7.793 .172 .. .do.... do .166 .165 . 164 .164 Dec 3 .... 8 2,770 9 2,710 46,510 7,681 .1653 Nov 18. . . 13. 10-14. 10 14. 10-15.05 10.00-10. 55 10. 40-11. 45 8.56-9.55 14.05-15.05 15.23-16.29 7 8 8 8 8 8 8 S 2,620 2,620 2,810 2,650 2,840 2, 720 2, goo 9 9 9 9 9 9 9 2,990 3,000 2,820 3,000 2,840 2,960 2,800 47,900 48,000 47,925 48, 233 48, 250 48,375 48,400 7,884 7,807 8.075 7,752 8,113 7,783 7,817 .165 .163 . i63 do Dec. 3 Nov. 18 . 161 .168 f do. .161 .160 8 2,740 9 2,920 48,150 7.890 .1638 10.35-11.40 9.00-10.05 9.1S-10.25 10.00-11.25 15.30-16.25 9.15-10.15 10.25-11.40 8 8 8 8 8 8 8 8 2,790 2,780 2, 700 2,800 2,750 2,790 2,710 9 9 9 9 9 9 9 2,920 2,940 3.040 2,980 3,030 3,000 3,190 48, SSO 48,475 48, 967 49, 133 49,325 49, 283 50,400 8,044 7.907 8,163 8,010 8,113 8,092 8,239 .165 do .163 .166 .163 .165 .164 .163 Nov. 18 Nov. 19 do 8 2,760 9 3,010 49, 160 8,811 .1678 10.06-10.57 8.47- 959 ii.i2-il.S5 13.22-14.27 9 8 8 8 8 3,100 3,120 3,050 2,700 8 8 8 8 2,780 2, 780 2,900 3,410 47, 075 47,225 47,600 48, 850 7,804 7,771 7,843 7.637 .166 do .165 .i6s .156 do do 8 2,990 8 2,970 47,680 7.864 . 1650 Note. — Columns a, b, c, h. i, and k from Table 6i, report of 1908 on preservation of Niagara Falls. I50 PRESERVATION OI^ NIAGARA FALLS. Table 2. — RatUigs of current tneters . [Meters on boom 6 feet ahead of skiff.l METER iB. Desig- nation of rat- ing. Mi-y 22. May 24. May 27. July 9. . July 10. July 12. Rating program Nos. — 2 3 4 S 6 7 8 9 10 II 12 13 14 Approximate velocity, in feet per second. 0.76 1. 00 1.25 1.52 2.00 2.50 2.94 3-33 3.8s 4-17 4-SS 4.76 S-oo Total revolutions on 400-foot base. I 260 261 24s 233 267 283 277 283 28s 292 294 287 296 298 299 297 3°4 311 3" 313 309 310 308 316 3IS 317 314 321 322 320 316 318 3IS 323 '316 318 319 319 318 323 321 '31S 320 320 317 325 323 321 322 '312 '314 319 323 316 324 322 321 '318 320 321 320 315 320 320 319 320 320 318 323 320 322 320 321 321 31S 321 323 320 METER loB. May 24 . May 25. May 26 . July 9.. July 12. ' 218 253 224 215 259 262 283 259 270 269 272 279 278 28s 282 301 290 291 300 3°3 309 304 303 309 311 313 309 311 311 f 314 I 314 318 313 317 31S 318 313 318 31S 319 317 316 314 319 318 313 317 317 316 316 314 318 319 317 315 319 319 318 319 316 31S 320 METER 14B. May 25 . May 26. May 27 Julys.. July 9. . July 10. 263 292 306 296 287 312 316 312 315 332 314 326 323 326 325 326 325 ' 307 329 332 336 337 332 332 330 334 332 337 338 337 334 335 334 f 339 1 338 334 333. 338 338 '327 340 337 336 339 33 S 332 [ 333 I 335 33S 337 333 333 333 METER isB. May 22. May 25. May 27. July 8. . July 10. 265 '234 '26s 261 276 I 287 1 '250 286 ( 292 1 286 300 297 225 259 278 J 245 271 278 1 207 246 276 308 278 J 306 280 281 30s 313 30S 308 2S9 3" '31S 310 308 306 '303 295 291 317 318 313 '306 295 295 316 315 316 296 317 315 293 291 293 [ 317 316 f 298 I 296 318 f 316 I 3.5 296 295 294 1 Not used in reduction. PRESERVATION OP NIAGARA FALLS. Table 3 . — Summary of ratings of current meters. 151 Desig- nation of rat- ings. A B C A B C A C A B B' C 1909 May 24-27. July 9-12. May 24-26. July 9-12. May 25-27. July S-io. . May 22-27. June 7. . . . June II. , . , July 8-10. . Place. METER IB. Cayuga Creek . . . , Cuyuga Creek METER loB. Cayuga Creek Cayuga Creek METER 14B. Cayuga Creek . . . .do Absolute rating. Revolutions per second. Velocity per second. METER 15B. Cayuga Creek Power company canal. ....do Cayuga Creek 1-35 1.33 1.32 1.38 1.37 1.36 1.27 I. 25 2.54 3.76 2.52 3.74 2.49 3-72 2.57 3.79 2.56 3-79 2-55 3-79 2.40 3-35 2.41 3.60 2-57 3.81 2.78 4.03 2.63 3.90 2.73 4.07 5.01 4.99 4.97 3.05 S.05 5- OS 4-73 4-79 S.07 5.28 S.18 5-42 Relative rating. Revolutions per second. Percentage per second. 26.9 26.6 26.6 27-3 27. 1 26.9 26.8 26. 1 26.4 so. 7 73-° 50. s 75. SO. I 74.8 SO. 9 7S-2 50.7 73-2 SO-S 7S-2 so. 7 73-1 SO. 3 73.2 SO. 7 73- 1 S2.7 76.3 SO. 8 75- 3 SO. 4 75-1 100. o 100.0 100. o 100. o 100. o 100. o 100. o 100.0 100. o 100. o 100.0 100. o Remarks. Stillwater base. Mean of A and C. Stillwater base. Stillwater base. Mean of A and C. Stillwater base. Stillwater base. Do. Stillwater base. Current rating with iB. Do. Stillwater base. 152 PRESERVATION OP NIAGARA FAI,I^. Table 4. — Summary of discharge measurements, International Paper Co. [Elevations in feet above mean tide at New York.] Number. Con- secu- tive. Corre- spond- ing dis- charge, Niagara Falls Power Co. Time of day. Rating. Water surface elevation. Index velocity. Grass Island. Section. Fall, Grass Island to section. Wheels in oper- ation. Volume of flow (cubic toot- seconds). May 29. do.. do.. do.. do.. do.. do.. June I . . do.. do.. do.. do.. do. do.. do., June 2 . . do.. do.. do.. do.. do.. Jime 3 . . ....do,. ,..,do.. ...,do,. do.. ....do.. do.. do.. June 4 . . do,. do.. Jime s . . ....do.. ...do,. ....do.. June 7 , . ....do.. ...,do,, ..,.do,. ....do,. ....do.. ....do.. ...Mo.. Junes. . ....do.. ....do., ..,,do. , ....do.. ....do.. June 9, , ....do.. June 10 . ....do.. S.44- 9.27 9.30- 9- SI 10. 17-10. 55 10. 55-11.58 13.58-14-41 14. 41-15.08 15.55-16.44 8.35- 9.12 9. 12-10.42 ■ II. 13-12.00 13. 21-14. 02 14. 02-14. 48 14-48-15.14 15.40-16. II 16. 11-16. 32 10.37-10.58 11. 24-11. 50 13- 55-14-41 14- 41-15- 03 15-32-15-58 16-00-16. 20 8.41- 9. 16 9. 16- 9.42 10. 01-10. 33 10. 34-10. 59 13-38-14-27 14- 27-14- 49 15. 12-15. 53 15.55-16.02 16.03-16. 17 16. 22-16.45 16.47-16. 58 13.51-14.12 14. 12-14. S3 15. 14-16. 10 16. 10-16.31 9. 02- 9. 47 9. 4S-10. 13 10. 13-10. 53 II. 17-11.47 14- OS-14- 36 14-37-15-03 15. 20-ls-SO 15. 51-16. 21 8. 58- 9. 23 9. 23- 9. 44 10. ii-io. 37 10.37-11.02 14.00-14.47 I4-47-IS-I9 15.46-16. II 16. 12-16.37 9.06- 9.39 9. 39-10. OS 14B 14B 15B ISB loB loB 14B isB 15B loB 14B 14B 14B loB loB loB 14B isB ISB 14B 14B 14B 14B isB isB loB loB 15B 15B 14B loB 14B ISB ISB 15B 15B 14B 14B 14B 15B loB loB 15B 15B isB isB 14B 14B 14B 14B loB loB 14B 14B A A A A B B A A A B A A A B B B A A A A A A A A A B B A A A B A C C c c A A A C B B C C C c A A A A B B A A 2.6s 2.85 2, 90 2.87 2.87 2. 96 2.88 2.99 2.99 2.98 3-07 3-08 3.0s 2.98 2.92 2.97 2.93 2.98 2.96 3.01 2.97 2.9s 2.96 3.06 3. II 2.99 3-05 3-00 2.99 3- 04 3. II 3.10 2.89 2.94 3- 04 2-93 3.07 3.08 3- 07 3-03 3-02 3.06 3-°3 3-09 3- II 3-09 3-07 3- 08 3-22 3-19 2.58 2.87 3-13 3-14 562. 24 562. 24 562. 25 562. 27 562. iS 562. 16 562. IS 562.09 562.09 562.06 362.05 562.03 562.00 561.99 562.00 562. 16 562. 16 562. 18 562. 17 562. IS 562. 14 562.08 562. 08 562. 08 562.08 562. 13 562.14 562. 15 562. 14 562. 04 562. 04 562.04 562. 10 562. II 562. II 562. 12 562.01 562.00 561.99 562.01 561.99 561.98 561.96 561.96 561.93 561.92 561.91 561.89 561.72 s6i. 72 562. 04 562. 03 561.98 561.98 561.52 561.50 561.52 561. 53 561.44 561.42 561.40 561.30 561. 28 561.27 561. 26 561. 21 561. 20 561. 20 561.21 561.42 561.40 561.43 561.40 561,38 561.39 561.30 561.31 561.31 561.32 561.37 561.38 561. 38 561.38 561.27 561,25 561.24 561.31 561.30 561.32 561.30 561. 20 561. 19 561. 19 561.19 561. 20 S6i. 18 561. 16 561. 16 561. 13 561. 13 561. 12 561. II 560. 84 560. 85 561.36 561. 23 561.05 561.06 685 731 747 740 733 756 734 756 754 7SO 773 771 762 746 730 759 747 762 753 764 ?57 743 746 772 787 761 774 761 761 763 782 777 731 743 768 740 768 771 768 758 7SS 762 756 769 772 766 763 764 778 771 6SS 720 774 774 PRESERVATION OP NIAGARA FALLS. Table 4. — Summary of discharge measurements, International Paper Co. — Continued. 153 Number. Con- secu- tive. Corre- spond- ing dis- charge, Niagara Falls Power Co. ss S6 57 S8 59 60 61 63 63 64 6S 66 67 68 69 70 71 72 73 74 75 76 77 78 79 80 81 82 83 84 8s 86 87 88 89 90 91 92 93 94 95 96 97 98 99 xoo 101 103 103 104 los 106 107 108 109 99 100 lOI 102 103 108 109 no III 112 113 114 115 116 "7 118 119 122 123 124 125 126 127 138 129 130 131 133 134 135 136 137 138 139 140 141 142 143 144 June 10 . do.. do.. do.. June II. do.. do.. do.. do.. do... do... ....do... June 12 . . do... do... ....do... June 14.. ....do... ....do... ....do.... June IS. . do.... do.... do.... do.... do.... do.... do.... June 16... do.... do.... do.... do... do.... June 17. . . ....do.... ....do.... ....do.... ....do.... ...do.... ....do.... ....do.... ....do.... June 18... ....do.... ...do.... ...do.... ....do.... ....do.... ....do.... ....do.... ...do.... June 19... ...do.... ....do.... Time of day. 10. 34-11. OS II. 05-11.30 13. 56-14-37 14- 37-15- 33 9. 05- 9.26 9.26- 9. 52 10. 14-10. 39 10. 39-10. 50 10. 50-11. 20 14- 03-14- 54 14-54-13-58 16- 13-16. ss 14. 30-1 s. 01 15.01-15.33 IS- 49-16- 13 16. 13-16. 55 9.17- 9.47 9. 47-10. 13 10. 38-11. 13 11. I3-II. 47 8. S2- 9. 28 9. 28- 9. 52 10. 12-10.47 10. 47-11. 13 13.43-14-19 14. 19-14- 44 15- 13-15- 43 15-43-16. 10 8. 38- 9. 16 9. 16- 9.41 9. s6-io. 47 10.47-11. 12 15-33-16. 14 16. 14-16. 49 8. 42— 9. 01 9. 08- 9. 28 9. 48-10. 09 10. 10-10. 40 13. 41-14. II 14. 11-14.40 14.40-15.08 IS- 31-16. 01 16.01-16. 22 8.43- 9.18 9. 18- 9. 50 II. 15-11.53 13.36-13-47 13- 47-14- 07 14- 36-14. S7 14- S7-I5- =9 15.45-16.21 16. 31-16. 51 8.36-8.57 8-S7- 9-43 10.51-11.32 Meter. Rating. Index velocity. 15B ISB loB loB 15B 15B loB loB loB 14B 14B loB 14B 14B ISB 15B 14B 14B loB loB 15B 15B loB loB 14B 14B loB loB loB loB 14B 14B 14B 14B 15B 15B loB loB 14B 14B 14B ISB ISB loB loB 14B iB iB loB loB 14B 14B iB iB loB C C B B C C B B B A A B A A C C A A B B C C B B A A B B B B A A A A C C B B A A A C C B B A B B B B A A B B B 3-09 3-19 3-03 3-06 3-00 2-93 1-95 3.78 2.97 2.84 2.87 3.88 3.97 3.04 3.92 3.00 3.84 3. 70 2.81 Water surface elevation. Grass Island. 2.69 2.67 3.74 1. 61 1.83 2-44 2-43 2.20 3. 12 2-93 2.92 2.76 3-93 3-01 2.94 2.86 3.81 2-75 2.80 2.90 2.87 2-97 3-00 2.89 2.96 3.87 3.76 3.76 2.88 2.78 2.76 3.81 3. 78 3.77 3.86 3.82 561-94 561-94 563.06 562.09 563.37 563.36 562.35 562.25 562.24 562. 13 562. 13 562. 13 562.25 562. 24 562. 30 562. ig 563. 35 563. 36 563. 37 562. 28 562. II 563. II 563. 13 562. 14 562. II 562. 10 562. 23 562. 33 562. 30 563. 19 563. 23 563. 33 562. 22 562.21 563. 31 562.02 562. 03 563.09 563. 24 562. 36 563.31 562.33 562. 42 562. 45 562.37 562.37 562.36 Section. 561.03 561.00 561.12 561. 16 561.34 561.36 561.65 561.38 361.37 561. 26 561. 23 561.24 561.43 561.38 561.36 561.33 561.53 561.53 561-53 561.57 561.51 561.49 561.69 S6i.63 561. 64 561. 6s 561.66 561.66 561. 17 561.17 561.25 561.33 561. 15 561. 13 561.42 561.42 561.41 561.38 561.42 561.44 561.41 561-39 561.41 561. 17 561.17 561. 29 561.44 561.48 561-51 561.55 561.63 561.68 S6i. 63 561.63 561.56 FaU, Grass Island to section. 0.91 -94 -94 -91 ■93 .90 .60 -87 •87 -87 .89 -Sg .82 .86 Wheels in oper- ation. .61 .61 .61 .62 .82 .96 -97 .80 .80 •79 .81 .81 -79 •71 .82 .80 .8s .86 .80 .80 •78 .80 ■78 .80 •77 -74 •74 .80 Volume of flow fcubic foot- seconds). 6 6 6 6 6 6 4 6 6 6 6 6 6 6 6 6 6 6 6 6-5 6-5 6-5 6-1 4-5 5 5 5 5 6 6 6-5 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 759 781 754 762 758 745 508 706 754 716 720 723 759 770 742 758 734 698 724 697 686 705 430 478 635 634 574 554 731 738 693 735 747 733 730 717 703 709 740 733 757 763 737 737 715 69s 704 739 715 711 730 726 721 744 739 154 PRESERVATION OF NIAGARA FALLS. Table 4- — Summary of discharge measurements, International Paper Co. — Continued. Con- secu- tive. Corre- spond- ing dis- charge, Niagara Falls Power Co. Date. Time of day. Meter. Rating. Water surface elevation. Index velocity. Grass Island. FaU, Grass Island to section. Wheels in oper- ation. Volume of flow (cubic foot- seconds). no XIX XI3 "3 1X4 "5 1x6 117 1X8 "9 X20 131 xaa ia3 X34 "S 126 "7 13S X29 130 131 133 133 134 13s 136 137 138 139 140 X41 142 143 144 I4S X46 147 148 149 ISO 151 152 IS3 IS4 ISS 156 157 IS8 XS9 160 161 162 163 164 i6s 145 146 147 148 149 ISO 151 June 19. ...do... ....do... ....do... ....do... June 21.. ....do... II. 32-12. 00 13- 13-13- S9 14. 01-14. 28 14.50-15.26 15. 27-16. 18 8. 29- 8. 46 8. 46- 9. 06 loB 14B 14B iB iB iB iB B A A B B B B 2.82 2.86 2.82 2.9s 2.94 2.82 562.34 562.31 562.30 562.31 562.30 562.17 562. 16 561.55 561.49 561.48 561. 56 561.5s 561.30 561.30 0.79 .82 .82 •72 •75 .87 .86 727 734 723 762 760 711 731 153 154 155 156 157 IS8 159 162 163 164 165 166 167 168 169 170 171 172 173 174 175 176 177 178 179 180 181 182 183 184 xSs 186 187 188 189 190 191 June 21.. . ...do... ....do... . ...do... ...do... ...do... ....do... June 22.. ....do... ...do... ...do... ...do... do... do... do... June 23.. do.. do.. do.. do.. do.. do.. do.. do.. do.. do.. do.. June 24 . do.. do.. do.. do.. June 25 . do.. do.. do.. do.. June 26. do.. do.. do.. do.. do.. do.. do.. do.. June 28. do.. 10.02-10.32 13. 11-13.44 13- 44-14- 10 14.32-IS. 02 15.02-15. 27 15.42-16.05 16.05-16.37 8. 48- 8. 55 ID. 38-10. 48 10.48-11. 18 II. 18-II.45 13.20-13.57 13-57-14-25 15. 52-16. 18 16. 18-16.43 8. IS- 8.47 8. 47- 9. 16 9. 38-10. 10 10. 10-10. 39 10. 56-11. 16 II. 28-11. 54 13. 08-13. 42 13. 42-14. 08 14. 23-15. 08 15.08-15.34 15. 56-16. 17 16. 17-16. 23 10. 14-n. 12 II. 13-11.34 13. 28-14. OS 14- 03-15. 05 15. 20-17.05 8.36- 9-30 9. 30-10. 40 13. 05-14. 00 14.00-15. 10 15- 49-16. 30 8. SI- 9. 42 9. 42-10. 13 o. 30-11. 06 II. 06-11.36 14. 16-14. S2 14. 52-15. IS 15.35-16. 04 16. 06-16. 36 16.38-17. IS 8. 30- 8. s6 8. 56- 9. 26 loB 14B 14B iB iB xoB loB 14B iB iB iB 14B 14B iB iB 14B 14B iB iB loB loB 14B 14B iB xB loB loB loB loB loB loB loB iB iB iB iB loB 14B 14B iB iB 14B 14B loB loB loB loB loB B A A B B B B A B B B A A B A C C B B B B C C B B B B B B B B B B B B B B B C C B C C B B B B B 2.84 2.91 2.87 2.47 a. 76 3.78 3.81 2.98 2-93 3.98 2.90 2.90 2.87 2.98 2.90 2.79 2. 87 2. 90 2.95 2-93 2.80 2.96 2-93 2.93 3.89 3 82 3.83 3.86 2.81 2.80 2.71 2.74 3. 69 2.81 2.85 2.89 2.89 2.81 3.83 2.83 2. 90 2.87 2.81 2.81 2.83 3.63 563. 15 562. 13 562. 14 562. 16 562. 16 563. 17 562. 18 562. 14 562. 13 562. 13 562. 12 562. 13 563. 10 562.09 562. 11 S62. 18 561. 18 s6i. 18 561. 19 561. 17 S6i. iS S6i. 18 561. 18 S6i. 17 561. 15 S6i. 18 561. 18 562.17 562. 18 562. 20 562. 21 562. IS 562. 13 562. II 562. 10 562. 09 562. 18 562. 17 S61.33 561.26 561. 27 561.40 561.33 561. 38 561. 29 561. 29 561.25 561. 35 561.35 561.24 561.21 561.23 S61.24 561.34 S6i. 28 561.30 561. 29 561. 26 561. 28 s6i. 26 561. 26 s6i. 26 561. 24 561. 26 561.28 561.55 561. 54 561. 53 561. 50 561.40 56J. 65 561. so 561.60 561.60 561.55 561.38 561. 40 s6i. 40 S61.41 561.37 561.35 561.34 561.31 561. 29 561. lo 561. 13 •79 -78 .80 .80 •78 ■78 •77 •79 .80 1.08 1.04 5-6 6 6 6 5■^> 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6-S 720 731 73a 6a8 698 700 708 753 738 7SO 738 736 717 748 736 707 733 731 743 738 703 744 738 735 726 709 709 737 743 743 722 713 706 70s 699 73S 734 735 737 715 718 716 733 726 708 708 698 653 PRESERVATION OF NIAGARA FALIvS. Table 4- — Summary of discharge measurements, International Paper Co. — Continued. 155 Number. Con- secu- tive. Corre- spond- ing dis- charge, Niagara Falls Power Co. Date. Time of day. Meter. Rating. Index velocity. Water surface elevation. Grass Island. Section. Fall, Grass Island to section. Wheels in oper- ation. Volume of flow (cubic foot- seconds). 166 167 168 169 J 70 171 17a 173 174 1 75 176 177 178 179 180 181 183 183 184 I8s 186 187 188 189 190 J91 19a 193 194 J9S 196 197 19S 199 20O 301 303 303 304 305 306 307 30S 109 a 10 an 313 313 314 315 316 217 3l3 319 3ao 331 193 193 194 195 196 197 198 199 200 30Z 302 203 304 205 206 207 208 209 210 2IZ 212 313 314 315 316 317 3lS 319 320 221 322 223 324 325 336 327 338 229 230 231 333 333 234 235 236 337 238 239 340 341 242 343 244 34S 346 1909 June 28 ....do ....do ...do ...do ...do ....do ...do June 39 ....do ....do ....do ....do ...do ...do ....do ....do ....do ....do June 30 do do do do do do do do do July I do do do do do do do do do July 2 do do do do do do do do do Julys do do do do do do 46-10. 16 16-10. S3 53-11. 39 39-12.05 30-13. 50 50-14. 16 16-15. 43 43-16. 33 33-16.49 19- 8. 50 50- 9- 36 43-IO- 13 13-10. 40 09-13. 34 34-14. 07 28-14. 49 49-15- 35 43-16. II 13-16. 33 36- 8.53 S3- 9- 30 43-10. 16 16-10.37 58-11. 19 19-11. 55 03-14. 42 42-15. 10 38-16. 18 18-16. 51 25- 9. II II- 9.46 45-11- 17 17-I1.50 16-13.49 49-14.17 45-15- IS 15-15-40 57-16.22 22-16. 54 31- 9-01 01- 9.32 47-10. IS 15-10. 41 00-11. 25 36-11.46 13-14.38 38-15.04 44-15- S9 00-16. 20 29-11.00 00-11.32 32-11.57 37-14- 21 21-15.07 21-15.45 50-16. 32 iB iB iB iB 14B 14B loB loB loB iB iB 14B 14B loB loB iB iB 14B 14B loB loB iB iB I4B 14B loB loB iB iB 14B 14B loB loB iB iB 14B 14B loB loB loB loB iB iB 14B 14B loB loB iB iB 14B 14B 14B loB loB iB iB B B B B C C B B B B B C C B B B B C C B B B B C C B B B B C C B B B B C C B B B B B B C C B B B B C C C B B B B 3.89 2-93 3-83 3-75 3. 76 2. 79 2. 70 3.84 3.87 1. 41 3- 54 2-43 3-00 2.87 3.88 3.89 3.97 2.97 2. 52 2.50 3.53 2.53 3.47 3.41 3.50 3.49 3.51 3.53 2.38 2.35 2.32 2-34 3-45 2.45 3.03 1-35 J. 91 .86 2-33 2.46 2.47 2.40 2.41 2-37 3.43 2-39 2.45 2.40 2-43 2.45 2.45 2.46 I- 59 2- 00 2-44 562. 16 562. 16 562. 16 563. 16 562. 18 563. 17 562. 16 563. 17 562. 17 563. 04 562.02 562.02 562.01 561.95 561. 94 561. 94 561. 94 561. 96 561.97 562. II 562. 13 563. 16 562. 18 562. 20 562. 20 562. 21 562. 20 562. 18 563. 16 562. 19 562. 18 562.17 562. 18 562. 30 563. 20 562. 21 562. 22 562.24 562. 25 563. 19 562. 20 562. 21 562. 21 562. 20 562. 20 562. 21 562. 21 562. 20 562. 24 561.94 561.93 561.92 562.04 562. 10 562.18 562. 22 561, 561 S6l, S6l S6i 561. 561, S6i. 561. 560. 561, S6i 560. 560. 560. 560. 560. 560. 560. 560. 560. 560. 560. 560. 560. S6i S6l 561 561 561 561 561 561 561 561 S6i 561 561 561 561 561 S6l S6l 561 561 561 561 S6i 561 561, 561 S6i S6i 561 561 561 1.07 I. 06 1.07 1.07 1.08 I. 06 1.06 1.07 I. 06 1. 10 .63 .98 I. II 1. 18 1. 17 1. 12 1. 13 I. 19 I. 19 .64 .66 .65 .68 .65 .63 -71 •70 .69 -71 -70 .62 .64 .66 .67 .66 .60 •SO .56 •37 .61 .65 ■63 ■63 .62 .62 .64 .64 • 65 -53 .64 •63 •63 .66 .47 .60 -63 6 6 6 6 6 6 6 6 6 6 6-1 S-6 6-1 6 6 6 6 6 6 6 6 5-6 6 6 6 6 6 6 6 6 5-6 6-5 S-6 6 6 6-1 1-6 6-2 1-2 6-S 6 6 6 6 6 6 6 6 6 6 6 6 6 6-1 6^-I 6 714 717 726 701 683 683 693 670 704 699 361 635 589 718 688 69s 698 71a 71a 64s 643 647 647 636 635 644 640 647 650 611 583 6co 603 633 63a 535 3SS 498 33g 603 636 638 63 X 635 611 635 6lg 632 631 612 619 6x9 636 41S S17 633 156 PRESERVATION OF NIAGARA FALLS. Table 4 — Summary of discharge measurements, International Paper Co. — Continued. Number. Con- secu- tive. Corre- spond- ing dis- charge, Niagara FaUs Power Co. Time of day. Rating. Index velocity. Water surface elevation Grass Island. Section. Fall. Grass Island to section. Wheels in oper- ation. Volume of flow (cubic foot- seconds). 232 223 a24 325 226 227 228 229 330 231 232 334 335 336 237 338 339 340 341 243 243 244 24S 246 247 348 249 250 251 352 253 254 255 256 357 2S8 359 260 261 262 263 264 265 266 267 368 269 270 271 272 273 274 275 376 247 248 349 250 251 252 253 254 255 256 257 258 259 260 26X 262 263 264 265 266 367 268 269 270 371 272 273 374 275 376 277 278 279 281 282 283 284 286 289 290 291 292 293 294 295 296 297 298 July 6.. ....do.. do.. do.. do.. do.. July 7.. do.. do.. do.. do.. do.. July 14. do.. do.. do.. do.. do.. do.. do.. do.. July IS. do.. do.. do.. do.. do.. do.. do.. do.. do.. do.. do.. .....do.. do.. .. ..do.. do.. do,. July 16. do.. do.. do.. do. do.. July 17. do.. do.. do.. do.. do.. do.. do.. do.. do.. do.. I9-II-35 35-11-55 32-14.01 05-14- 43 07-15. 27 27-15-58 00- 9.25 25- 9- 56 13-10. 38 38-10. 59 24-11-39 41-11.56 55-11. 10 23-11.56 28-13-39 39-14-04 09-14.38 43-15- II 12-15-39 15-16.30 30-17-01 SI- 9- 01 06- 9.36 53-10- 03 03-10. 25 25-10. 40 OI-II. II 16-11.42 42-11.52 12-13.34 49-14- 01 15-14-42 43-15- 15 20-15.30 35-15- 50 50-16. 17 27-16. 48 48-17. 10 37- 9.02 24- 9- 34 34- 9- 49 49-10- 13 19-10. 49 30-11-47 34-10. 10 00-10. 30 50-11.02 11-11.38 43-12.03 25-13-35 35-14-08 26-14.46 46-15- 15 45-16. 00 00-16. 34 . 14B 14B loB loB iB iB 14B 14B loB loB iB iB 14B 14B loB loB loB iB iB 14B 14B 15B 15B loB loB loB iB iB iB isB 15B ISB 15B 15B 15B ISB iB iB 14B 15B 15B ISB 15B iB 15B 15B loB loB loB ISB 15B iB iB loB loB C C B B B B C c B B B B C c B B B B B C C C C B B B B B B C c c c c c c B B C C C C C B C C B B B C C B B B B 2-36 2-39 2-44 2.42 2-48 2-44 2-33 2-37 2.49 2-43 2.45 2.41 2.48 2-46 2.49 2-45 2.40 .2-50 2- 10 2-36 2-34 2. 50 2- 50 2-45 2.51 2-51 2-52 2-53 2. 52 2.64 2.78 2.46 2-43 2-39 2-39 2.38 2. 29 2.48 2.42 2.46 2-45 2.30 2.47 2.52 2.46 2.47 2.51 2.38 2-49 2.48 2-35 2.38 2-54 2.51 2-34 562-03 562. 02 562-02 562-01 562.04 562.06 562- OS 562.04 562-04 562. 04 562. 03 562. 02 562.06 562.07 562.07 562.07 562-07 562.06 562.04 562.02 562. 01 562.07 562.08 562.09 562. 10 562. 12 562- 10 562. 10 562. 10 562. 14 562. 14 562. 14 562. II 562. 10 562. 12 562. 12 562. 13 562. 12 562. 20 562. 21 562. 21 562.17 562. 16 562. 20 562. 03 562.03 562.04 562. 06 562.08 562. 11 562- II 562. 12 562- 13 562.13 562. 14 561 561, 561 561 S6i 561 561 561 561 561 561 561 561, 561. 561 561 561 561 561 561, 561, S6i, S6i 561 561, 561, S6i, 561, 561 S6i, S6l, S6i 561 561 S6l 561 561 561 561 561 561 561, S6l S6i 561 S6i, 561 561, 561 561 S6i, 561 561 S6i 561 6 6 6 6 6 6 6 6 6 6 6 6 6 5-6 6 5-6 5-6 6 4-5 5-6 5-6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6-S-5-6 6 6 6 6 5 6 6 6 6 6 5-6 6 6 5-6 6-5 6 6 5-6 598 60s 621 615 633 623 S94 604 636 620 625 615 625 619 630 623 606 632 533 595 586 634 634 621 637 637 637 640 637 66s 693 626 618 609 609 609 586 633 621 634 630 593 634 647 616 616 639 605 632 631 601 607 647 641 599 PRESERVATION OF NIAGARA FAI^I^. Table 5. — Water consumption of International Paper Co. ^57 Operation. Number of observa- tions. Total length, in seconds. Mean water consump- tion. 6 wheels 47 43 5 5 II 86, 620 8,410 1,500 1,500 3.410 61S 504 278 I wheel ^ Mean for week ending June 26. Note.— Observations with less than 6 wheels in operation were reduced as percentages of the mean flow with 6 wheels for the week in which they were made, and then reduced to correspond to the mean consumption of water for 6 wheels during the week ending June 26. Table 6. — Summary of discharge measurements. Date, 1909. Time of day. Water surface elevation. May rt May 12 do do May 13 do do do do May 14 do do do do do do do May 20 do May 28 do May 29 do do do do do do June I do ....do ....do ....do ....do Junes ....do ....4o ....do ....do ....do 16. 25-17. 00 15. 00-15.40 15. 40-16. IS 16. 20-17.00 8. 40- 9. 20 9. 20- 9. so 10. 00-10. 40 10. 40-11. 15 16. 10-17. 10 8. so- 9. 25 9. 25-10. 10 10. 40-11. 10 11. lo-ii. 40 14. 10-14. SO 14. 50-15. 20 15. 40-16. 10 16. 10-16. 45 15. 20-15. 50 IS- 50-16. 40 IS- 10-15. so 15. 50-16. 20 8. so- 9. 25 9. 25-10. 00 10. 20-10. 50 10. 50-12. 00 14. 10-14. 40 14. 40-15. 40 16. 05-16. 35 8. 40-10. 10 10. 10-10. 45 14. 00-14. 45 '4- 45-15- 20 IS- 35-16. 10 16. 10-16. 35 9. 5S-IO. 2S 10. 30-11.00 11. 20-11. 50 14. 10-14. 40 14. 40-15. 10 IS- 30-16. 00 Grass Island Feet. 562. 24 S62. 18 S62. 18 562. 16 562. 12 562- 13 562. 12 562. 12 562. IS 562. 18 562.17 562. 16 562. 18 562. 12 562. 12 562. 13 562. 13 562. 01 562. 01 562.38 562. 42 562. 24 562. 24 562. 25 562. 27 S62. 18 562. 16 562. IS 562. 09 562. 09 562. 03 562. 00 561. 99 562.00 562. 13 562. 16 562. 16 562. 18 562. 17 562. IS Section No. 2 Feet. s6i. 93 561. 99 561.97 561. 95 561.89 561.91 561.89 S6i. 88 561. 90 S6i- 9S 562.00 561.99 561.99 561- 95 561. 99 S6i. 98 361.97 561. 85 561. 8s 562. 19 562. 23 562. 04 562. 04 562. 06 562. 07 561-97 S6i. 97 561.97 361.90 S6i. 87 561.80 561. 77 S6i. 76 S6i. 79 561. 95 561.96 561. 96 561.97 561.96 561. 94 Grass Island to sec- tion. Feet, 0.31 .19 . 21 . 21 •=3 . 22 ■23 . 24 - 2S •23 ■17 . 17 .19 • 17 ■15 • 14 .16 .16 .16 .19 . 20 . 19 . 20 . 21 ■ 19 .18 .19 . 22 •23 •23 -23 . 20 . 21 Wind. Direc- tion. NNW. SW. SW. SW. WNW, WNW, WSW. WSW. WSW. SW. SW. SW. SW. w. w. w. w. SW. SW. SW. SW. NW. NW. SW. SW. SW. SW. SW. SE. SE. SE. SE. E. E. NW. NW. NW. NW. NW. SW. Ap- proxi- mate veloc- ity. Volume of flow. Conveyor meter. Jte- ter. iB isB isB isB iB iB iB iB iB iB iB iB iB isB isB isB 15B 14B 14B 15B isB loB loB 14B 14B isB isB loB 14B 14B loB loB ISB isB 15B isB loB 14B 14B loB Rat- ing. Vol- ume. 7.989 7,562 7,466 7,537 7,649 7,618 7,s64 7,600 7,589 7,367 6,972 6,922 6,86s 6,921 6,785 6,776 6,977 6,592 6,529 7,036 7,084 7,46s 7,380 7,543 7,440 7,274 7,381 7,317 7,357 7,360 7,465 7,427 7,357 7,437 7,218 7,204 7,182 7,232 7,204 7,169 Section No. 2. ter. loB iB iB 14B isB isB loB loB 14B 14B 14B loB loB iB iB 14B 14B iB iB 14B 14B 15B isB loB loB 14B 14B ISB loB loB isB 15B 14B 14B 14B 14B ISB loB loB ISB Rat- ing. Vol- ume. 8,012 7,193 7,358 7,286 7,S83 7,381 7,595 7,563 7,624 7,238 6,98s 6,857 6,979 6,911 6,386 6,422 6,693 6,710 6,718 6,902 6,756 7,320 7,355 7,333 7,201 7,150 7,310 7,151 7,140 7,254 7,318 7,324 7,243 7,301 7,024 6,837 7,011 7,228 7,07S 7,044 Paper company. Me- ter. Rat- ing. Vol- ume. Total diver- sion of water. I4B A 685 8,005 I4B A 731 8,086 isB A 747 8,080 isB A 740 7,941 loB B 733 7,883 loB B 7S6 8,066 14B A 734 7,88s ISB A 7S6 7,896 isB A 7S4 8,008 14B A 771 8,089 14B A 762 8,086 loB B 746 7,989 loB B 730 8,031 loB B 7Si> 7,596 14B A 747 7,758 15B A 762 7,990 isB A 7S3 7,828 14B A 764 7,808 7821° — S. Doc. 105, 62-1 14 158 PRESERVATION OE NIAGARA FALLS. Table 6. — Summary of discharge measurements — Continued. No. Date, 1909. Time of day. "Water-surface elevation. Grass Island. Section No. J Fall. Grass Island to sec. tion. Wind. Direc- tion. Ap- proxi- mate veloc- ity Volume of flow. Convey or meter. Me- ter.' Rat- ing. Vol- ume. Me- ter. Rat- ing. Vol- ume. Paper company. Me- ter. Rat- ing. Total diver- sion of water. Vol- ilme. June 2 Jtmes. ....do. ....do. ....do. ....do... ....do... ....do... do... June s . . . do... do... ....do... do... do... do... do... Jiuie 7 . . . do... do... do... do... do... do... June S . . . do... do . . . do . . . do... do... do... do... June 9 . . . do... do... do... do... do... do... do... June 10 . . do... do... do... do... do... June II . . do... do... do... do... do... do... June 12 . . do... do... do... 16.00-16.30 8- 45- 9- IS 9. 15- 9. 45 10. 00-10. 30 10. 30-11. 00 I3-4S-I4-30 14. 30-15. 00 15.20-15.50 15. 50-16. 20 8. 45- 9. 15 9. IS- 9. 40 10. lo-iQ. 25 10.30-10.55 13.40-14. 10 14. 10-14. 40 15.00-16.05 16. 05-16. 30 9- OS- 9-45 10. 10-10. SO 11. 15-11.40 14. 10-14. 35 14- 35-15- 00 15. 20-15.45 15-45-16.10 S. ss- 9. 20 9. 20- 9. 45 10. 10-10.35 10. 35-11.00 14. 10-14. 50 14- 50-15. 20 15- 50-16. 10 16. 15-16. 40 S.4S- 9.15 9- 15- 9- 45 10.05-10.35 10.35-11.00 13. 40-14. 20 14. 20-14. 50 15-50-16.15 16. 15-16. 40 9-10- 9.3s 9-35-10.05 10. 40-n. 10 11. IO-II.30 14. 10-14. 40 14.40-15. 10 S- 55- 9- 2S 9- 25- 9- 55 10. 15-10. 50 10- 50-11- 15 14- 15-14- SO IS- 20-15. 50 16. 20-16. 50 S. SS- 9- 30 9. 40-10. 10 10.35-11. ss I4.3S-IS-00 Feet. 562. 14 562. 08 562. 08 562.08 562.08 562. 13 562. 14 562. 15 562. 14 562.09 562-09 562.09 562.09 562. 10 562. II 562. 11 562. 12 562. 01 561. 99 562- 01 561.99 561.98 561. 96 561.96 S6l- 93 561. 92 561.91 561. 89 561. 72 561. 72 S6i. 75 561. 7S 562.01 562.04 562.09 562. 13 562. II 562. 10 562. 04 562. 03 561.98 561.98 561.94 S61.94 562. 06 562.09 562.27 562. 26 562.25 562. 24 562. 13 562. 12 562. 13 562. 17 562. 20 562. 24 562. 25 Feel. Feel. . 20 •19 . 20 •17 ■19 .18 -19 .18 .18 •23 .24 • 23 ■25 ■ 23 - 21 .24 •23 ■24 •23 .24 . 22 . 21 . 22 . 20 •27 -25 -26 .26 -23 •23 ■23 -23 -33 -31 •31 •33 •33 •33 •35 ■33 -31 •31 •31 •31 SW. S. s. s. s. SE. SE. SE. SE. NE. NE. NE. NE. NE. NE. NE. NE. NE. NE. NE. NE. NE. NE. NE. NE. NE. NE. NE. NE. NE. NE. NE. NE. NE. E. E. NE. NE. NE. NE. NE. NE. NE. NE. NE. NE. SW. SW. NW. NW. SW. SW. SW. SW. SW. SW. SW. loB loB loB 14B 14B isB 15B 14B 14B 14B 14B loB loB 14B 14B loB loB loB loB 14B 15B 15B 14B 14B loB loB isB ISB loB loB 14B 14B loB loB 14B 14B 14B 14B 14B 14B loB loB 14B 14B 15B 15B 14B 14B isB 15B loB loB 15B 14B 14B loB loB 7,212 7> 7i isB 15B isB loB loB 14B 14B loB loB loB loB 14B 14B loB loB 14B 14B 15B iB loB 14B 14B loB loB 14B 14B loB loB 15B isB loB loB 14B 14B loB loB loB loB 15B isB ISB 15B loB loB 14B 14B loB loB I4B 14B iB 15B 14B loB loB 14B ISB 14B 14B 14B 15B 15B loB loB 15B isB isB 15B 15B ISB 14B 14B isB loB loB 15B 15B 15B isB 14B 14B 14B 14B loB loB 14B 14B isB 15B loB loB 15B ISB loB loB 14B 14B loB 757 743 746 772 787 761 774 761 761 731 743 76S 740 76S 768 758 7SS 762 756 769 772 766 763 764 778 771 6S5 720 774 774 759 7S1 754 762 75S 74s 607 754 716 720 723 7,722 7.607 7,609 7,648 7.592 7,674 7,650 7,670 7.719 8,169 8.230 8,286 8,394 8,137 7.978 8,249 8,193 S.15S 8,089 8,201 8,072 8,026 8,076 8,028 8,2IO 8,113 8,021 3,065 8.993 8,843 8,948 9.063 9.008 S.918 8,S3S 8,776 8,709 8,857 8.303 8,S8o 8,772 14B 8,673 PRESERVATION OF NIAGARA FALLS. Table 6. — Summary of discharge measurements — Continued. 159 Water-surface elevation. FaU. Wind, Volume of flow. Total No. Date, 1909. Time of day. Grass Ap- Conveyor meter. Section No. 2. Paper company. diver- sion of Grass Island. Section No. 2. Island to sec- tion. Direc- tion. proxi- mate veloc- ity. water. Me- ter, Rat- ing, Vol- ume. Me- ter, Rat- ing, Vol- ume, Me- ter. Rat- ing. Vol- ume. a b c d e f e h i k 1 m n P q r s Feel. Feet. Feet. 98 June 12 15.05-15.30 562. 24 561.96 .28 SW. 6 loB B 7.947 isB C 8,002 14B A 770 8,772 99 do 16. 10-16. 55 562. 19 561. 91 .28 SW. 10 14B A 8,083 loB B 7,873 isB C 7S8 8,631 100 June 14 g. 20- 9. 50 562. 03 SW. 10 loB B 7,882 15B C 7.934 14B A 734 8,668 101 do 9. so-io. 15 562. 02 SW. 10 loB B 7-839 15B C 7,942 14B A 698 8,640 103 do 10.45-11. 10 562. 03 SW. 10 15B C 7,990 14B A 7.69s loB B 724 8,419 103 do II. 10-11.40 562. OS SW. 10 ISB C 7.787 14B A 7,781 loB B 697 8,478 104 los 106 do 14. 15-14. 40 14- SS-iS- 20 15. 35-16. 00 16. 00-16. 35 8. 55- 9- 25 562.09 562. 10 562. 12 562. 13 561.95 SW. 10 15B C 7,920 loB B 7.587 7,666 do NW. 20 15B C 7. 752 loB B do NW. IS IS 6 14B A 7,686 15B C 7,759 107 108 do NW. 14B 14B A 7,693 7,515 15B C 7,698 7,409 June 15 SW. A loB B 15B C 686 8,09s 109 do 9- 25- 9- 55 561. 94 SW. 6 14B A 7.551 loB B 7,541 isB C 705 8,246 ZIO do 10. 15-10.45 561. 94 SW. 6 isB C 7.481 14B A 7,610 loB B 420 8,030 XII do 10. 45-11. 15 561- 94 SW. 6 15B C 7.435 14B A 7,569 loB B 478 8,047 112 do 13. 50-14. 20 562. 25 562. 02 •23 SW. 6 loB B 7.433 15B C 7.589 14B A 63s 8,224 113 do 14. 20-14. 50 562. 26 562. 02 •24 SW. 6 loB B 7,220 isB C 7, 503 14B A 634 8,137 114 do 15. 15-15. 45 562. 27 562. 04 •23 SW. 8 isB C 7,655 14B A 7,630 loB B 574 8,204 US do 15.45-16.15 562. 28 562. 04 .24 SW. 8 15B C 7.544 14B A 7,515 loB B 554 8,069 116 June 16 8.45-9-15 562.11 561. 69 .42 SW. 10 ISB C 8,880 14B A 8,852 loB B 731 9,583 117 do 9- IS- 9- 40 562. II 561.69 •42 SW. 10 isB C 8,734 14B A 8,813 loB B 728 9,'S4i 118 do 10. 10-10, 45 562. 13 561.71 •42 SW. 12 loB B 8,594 isB C 9,007 14B A 693 9,700 119 do 10.45-11. 10 562. 14 S6i- 74 .40 SW, 12 loB B 8, sii 15B C 8,776 14B A 73S 9,5" 120 121 122 do II. 25-12. 00 13. 20-14. 00 15. 45-16. 15 562. 15 562. 16 562.11 S6l. 75 561.76 561.67 .40 .40 •44 SW. 12 14B 14B loB A 8,623 8,611 loB B 8,950 8,951 9,022 do SW. 12 A loB B .!...do SW. 12 B 8,856 isB C 14B A 747 9,769 123 do 16. 15-16. 50 562. 10 561.66 ■34 SW. 12 loB B 8,458 15B C 9,082 14B A 732 9,814 124 Jime 17 8. 40- 9. 05 562. 22 561.93 .29 SW. 20 14B A 7,844 loB B 7,882 isB C 730 8, 612 12s do 9-05- 9-35 562. 22 561.92 .30 SW. 20 14B A 7,667 loB B 7.958 ISB c 717 8,67s 126 do 9- 45-10- 15 562. 20 561.90 ■30 w 18 isB C 8,097 14B A 7.985 loB B 702 8,687 127 do 10. 15-10. 40 562. 19 561.88 ■31 w 18 15B C 8,040 14B A 8,008 loB B 709 8,717 128 do 14.15-14.45 562. 23 561.93 •30 w 12 loB B 8,099 15B C 8,226 14B A 733 8,959 129 do 14. 40-15. 10 562.22 561.93 .29 w 12 loB B 8,056 15B C 8,097 14B A 757 8,854 130 do 15.30-15.55 562.21 561.90 •31 w 12 14B A 8,224 loB B 8,042 15B C 763 8,805 13 1 do IS- SS-I6- 25 562.21 561.91 •30 w 12 14B A 8,062 loB B 7.982 15B C 737 8,719 132 133 do 16. 25-16. 55 8. 50- 9. 20 562.21 562.02 561. 90 561.68 •31 •34 w 12 14B 15B A 8,033 8,076 loB B 7,937 8,092 Jime 18 NW 20 C 14B A loB B 737 8,829 134 do 9. 20- 9. 50 562. 03 561.68 •35 NW 20 15B C 8,076 14B A 8,097 loB B 715 8,812 I3S do 11. 20-11. 50 562. 09 561.80 •29 NW 20 loB B 7,675 iB B 7,641 14B A 695 8,336 136 do 13.20-13.45 562.24 561.96 .28 w. 20 14B A 7,799 loB B 7,755 iB B 704 8,459 137 do 13.45-14-10 562.26 562.00 .26 w. 20 14B A 7,760 loB B 7.725 iB B 739 8,464 138 do 14.30-15.00 562.31 562.03 .28 w. 25 iB B 7,951 14B B 7,800 loB B 715 8,51s 139 do 15.00-15.30 562.33 562.06 •27 w. 35 iB B 7.987 14B B 7,72s loB B 711 8,436 140 do 16.00-16.25 562.42 562. 14 .28 w. 45 loB B 7,546 iB B 7,616 14B A 730 8,346 141 do 16. 25-16. 50 562.45 562. 18 -27 w. 45 loB B 7,369 iB B 7,583 14B A 726 8,309 142 June 19 8.30-8.55 562.37 562. II .26 SW. 12 14B A 7,830 loB B 7,851 iB B 721 8,572 143 do 8- 55- 9- 45 562.37 562. 13 -24 SW. 12 14B A 7,650 loB B 7,684 iB B 744 8,428 144 do II. 05-11. 30 562.36 562.06 .30 w. 16 iB B 8,572. 14B A 8,187 loB B 729 8, 916 14S 146 do II. 30-12. 00 13- 15-13- 55 562.34 562.31 562. 02 562.01 •32 •30 w. 16 14B iB A 8,247 loB B 727 8,974 do SW. IS loB B 7; 747 B 7,532 14B A 734 8,266 147 do I3-SS-I4-30 562.30 561.99 •31 SW. 15 loB B 7,200 iB B 8,206 14B A 723 8,929 148 do 14-55-15-30 562-31 562.09 .22 SW. 25 14B A 7,149 loB B 7,156 iB B 762 7.918 149 do 15- 45-16- 15 562.30 S62. 03 •27 SW. 25 14B A 7,780 loB B 7,857 iB B 760 8,617 ISO June 21 8.15- 8.45 562.17 561.81 -36 SW. 6 14B A 8,333 loB B 8,451 iB B 711 9,162 ISI do 8.45- 9.15 562. 16 561.81 •35 SW. 6 14B A 8,312 loB B 8,342 iB B 731 9,073 IS2 153 do do 9.30- 9-55 9-55-10.35 562. 15 562. 15 561. 80 561.81 •35 •34 SW. SW. g iB B 8,514 8, 186 14B 14B A 8,395 8.352 8 iB B A loB B 720 9,072 154 do 13- 10-13- 45 562. 13 561. 74 •39 SW. 6 loB B 8,594 iB B 8,941 14B A 731 9,672 i6o PRESERVATION OF NIAGARA FALLS. Tabi,e 6. — Summary of discharge measurements — Continued. Water-surface p elevation. ill. Wind. Volume of flow. Total No. Date, 1909. Time of day. Gr ass Ap- Conveyor meter. Section No. 2.- Paper company. diver- sion of Grass Island. Section Is! No. 2. to ti and sec- Direc- tion. proxi- mate veloc- ity. water. Me- ter. Rat- ing. Vol- ume. Me- ter. Rat- ing. Vol- ume. Me- ter. Rat- ing. Vol- ume. a b c d e f g h i k 1 m n P q r s Feet. Feet. F 'et. 155 June 21 13.45-14.20 562. 14 561. 77 37 SW. 6 loB B 8,598 iB B 8,895 14B A 722 9,617 156 do 14- 35-15- 00 562.16 561.79 37 sw. 10 14B A 8,443 loB B 8,534 iB B 628 9,162 157 do 15.00-15.30 562. 16 561. So 36 SW. 10 14B A 8,388 loB B 8,630 iB B 698 9,328 158 do 15.40-16.05 562. 17 561.82 35 sw. 10 iB B 8,698 14B A 8.782 loB B 700 9,482 IS9 do 16.05-16.40 562. 18 561.81 37 SW. 10 iB B 8.774 14B A 8.872 loB B 708 9,580 160 June 22 9-05- 9.30 562. 15 561. So 35 sw. 3 loB B 8,094 14B A 8,671 i6i do do 9.30-10.00 10. 15-10. 45 562. 14 562. 13 561. Si 561. 78 33 35 sw. sw. 3 4 loB 14B B A 8,039 8,481 14B loB A B 8,645 8,626 162 iB B 738 9,364 163 do 10. 4S-II. IS 562. 13 561- 79 34 sw. 4 14B A 8,317 loB B 8,489 iB B 750 9,239 164 do II. 25-11. 55 SS2.I2 561- 79 i3 sw. 5 14B A 8,447 loB B 8,626 iB B 728 9,354 165 do 13. 20-13. 55 562, 12 561- 73 39 sw. S loB B 8,590 iB B 8,863 14B A 726 9,589 166 do 13.55-14.30 562. 10 561- 72 38 sw. 5 loB B 8,582 iB B 8,802 14B A 717 9,519 167 do 15. 50-16. IS 562.09 561- 75 34 sw. S 14B A 8,519 loB B 8,733 iB B 74S 9,481 168 do 16. 20-16. 50 ■ 562.11 561- 77 34 sw. 5 14B A 8,473 loB B 8,544 iB B 726 9,270 169 June 23 8. IS- 8. 45 562. 18 561-81 37 sw. 6 loB B 8,774 iB B 8,920 14B C 707 9,627 170 do 8. 45- 9. 20 562. 18 561.81 37 sw. 6 loB B 8,522 iB B 8,884 14B C 722 9,606 171 do 9.35-10. 10 562. 18 561.80 38 sw. 7 14B C 8,912 loB B 8,830 iB B 731 9,561 172 do 10. 10-10. 40 562. 19 561.80 39 sw. 7 14B C 8,637 loB B 8,841 iB B V43 9,584 173 do 10.55-11.20 562. 17 561- 78 39 sw. 8 iB B 9,046 I4B C 8,991 loB B 73S 9,729 174 do II. 20-11.55 562. 18 561- 78 40 sw. S iB B 8,941 14B C 8,844 loB B 703 9,547 175 do 13. 10-13.40 562. 18 561- 78 40 sw. 20 loB B 8,502 iB B 9,°75 14B C 744 9,819 176 do 13.40-14. 10 562.18 561. 79 39 sw. 20 loB B 8,824 iB B 9,033 14B c 738 9,771 177 do 14. 25-15. 10 562. 17 561. 78 39 sw. 20 14B C 8,583 loB B 8,858 iB B 735 9,593 178 do 15. 10-15. 40 562. IS 561. 74 41 sw. 20 14B C 8,402 loB B 8,922 iB B 726 9,648 179 do 15. SO-16. 20 562. 18 561. 78 40 sw. 25 iB B 8.732 14B C 8,990 loB B 709 9,699 180 do 16. 20-16. 50 562. 18 561- 79 39 sw. 25 iB B 8,677 14B C 8,992 loB B 709 9,701 181 June 26 9. 00- 9. 4s 562. 17 561- 90 27 NW. 12 loB B 7,674 iB B 7,877 14B C 735 S,6l2 182 do 9. 4S-IO. 15 562. iS 561. 91 27 NW. 12 loB B 7,512 iB B 7,525 14B C 737 8,262 183 do 10. 35-11. OS 562. 20 561- 92 28 NW. 6 14B C 7,652 loB B 7,652 iB B 71S 8,367 184 do II. 05-11.35 562. 21 561. 93 2S NW. 6 14B C 7,806 loB B 7,808 iB B 718 8,536 185 do 14. 20-14. 50 562. IS 561- 89 26 NW. 6 loB B 7,987 iB B 8,093 14B C 716 8,809 186 do 14- 50-15- IS 562- 13 561. 86 27 NW. 6 loB B 7,968 iB B 8,052 14B C 733 8,78s 187 do 15.30-16.05 562. II 561. S3 28 NW. 8 iB B 7,841 14B C 8,053 loB B 726 8,779 188 do 16. 05-16. 35 562. 10 561.81 29 NW. 8 iB B 7,997 14B C 7,980 loB B 708 8,688 189 do 16. 45-17. 10 562. 09 561.80 29 NW. 12 iB B 7,759 14B C 7,990 loB B 708 8,698 igo June 28 8. 25- 8. S5 562. 18 561- Sg 29 SW. 2 iB B 7,565 14B C 7,924 loB B 698 8,622 191 do 8. 55- 9- 25 562. 17 561- 89 28 sw. 2 iB B 7,755 14B C 7,762 loB B 653 8,415 192 do 10. 15-10. 50 562. 16 561. 88 28 NW. 2 14B C 7,755 loB B 7,620 iB B 717 S,337 193 do 10. so-ii. 25 562. 16 561. 88 28 NW. 2 14B C 7,840 loB B 8,115 iB B 726 8, 841 194 do II. 30-11. ss 562. 16 561. 88 28 NW. 4 14B C 7, 755 loB B 7,956 iB B 701 8,657 195 do 13. 10-13. 45 562. 18 561. 91 27 W. ' loB B 8,041 iB B 7,815 14B C 682 8,497 196 do 13- 45-14- 15 562. 17 561. 91 26 W. ■ loB B 8,105 iB B 7,938 14B C 6S2 8,620 197 do 15. 10-15. 40 562. 16 561. 90 26 W. 5 iB B 7,991 14B C 7,622 loB B 692 8,314 198 do 15. 40-16. IS 562. 17 56-1. gi 26 W. 5 iB B 8,020 14B C 7,761 loB B 670 8,431 199 do 16. 25-16. 50 562. 17 561. 90 27 W. 2 iB B 8,076 14B C 7,676 loB B 704 8,380 200 June 29 8. 20- 8. 50 562. 04 561- 74 1 30 NE. 25 14B c 7,810 loB B 7,430 iB B 699 8,129 ZOI do 8. so- 9. 25 562- 02 561. 74 28 NE. 25 14B c 7,515 loB B 8,051 iB B 361 8,412 202 do 9. 40-10. 10 562. 02 561. 72 30 NE. 20 loB B 8,019 iB B 7,936 14B C 625 8,s6l 203 do 10. 10-10. 40 562. 01 S6i. 71 30 NE. 20 loB B 8,032 iB B 7,668 14B C 589 8,257 204 do 13. 10-13. 35 561. 95 561. 62 33 NE. 8 iB B 8,387 14B C S, 246 loB B ,18 8,964 205 do 13-35-14-10 561. 94 S6i. 63 31 NE. 8 iB B 8.226 14B C 8,073 loB B 688 8,761 206 do 14- 30-14- 55 S6i. 94 561. 62 32 NW. 5 14B C S,2i6 loB B 8,389 iB B 695 9,084 207 do 14- 55-15- 25 561. 94 561. 63 31 NW. 5 14B C 7,928 loB B 8,524 iB B 698 9, 222 208 do 15. 40-16. 10 591. 96 561. 63 33 NE. 6 loB B 8,433 iB B 8,437 14B C 712 9,149 209 ....do 16. 10-16. 2S 561.97 561. 65 32 NE. 6 loB B 8,408 iB B 8,272 14B C 712 8,982 210 June 30 8. 25- 8. 55 562. II 561.83 28 SW. 5 iB B 8,282 14B C 8, 016 loB B 64s S,66i 211 do 8. 55- 9. 2S 562. 13 561. 85 28 SW. S iB B 8,171 14B C 7,872 loB B 642 8,514 PRESERVATION OF NIAGARA FAIvLS. Table 6. — Summary of discharge measurements — Continued. i6i Date, 1909. Time of day 212 213 214 215 216 217 218 2ig 220 221 222 223 224 225 ?26 227 228 229 230 232 233 234 235 236 237 238 239 240 241 242 243 244 245 246 247 248 249 250 251 252 253 254 25s 256 257 258 259 260 261 262 263 264 26s 266 June 30 . . . do do do do do do do July I do do do do do do.... do.... do.... do.... July 2 do.... do.... do.... do.... do do do do do July3 do do do do do do July 6 do ....do ....do do do July 7 do do do do do July 14 do do do do do do do 9.40-10. 15 10. 15-10. 40 10. 55-11. 20 11. 20-11. 55 14. 10-14. 45 14- 45- J 5- 20 15* 35-16- 20 16. 20-16. 55 8. 30- 9. ic 9- IS- 9- 45 10. 15-11. 15 11. 15-11. 45 13. 15-13.45 13- 45-14- 25 14. 40-15- 15 15.15-15-45 15- 55-16. 25 16. 25-17. 00 8. 30- 9. 00 9.00- 9.30 9- 45-IO. 15 10. 15-10. 45 10- 55-11- 25 11. 25-12. CO 14. 10-14. 35 14-35-15-05 15- 20-15- 50 15- 50-16. 20 10. 30-11. 00 II. 00-11. 30 11-30-12. 10 13- 45-14- 25 14-25-15.05 IS- 20-15. 55 15- S5-I6- 25 10. S5-Il-3° 11.30-12. 00 13- 30-14- 05 14. 00-14. 45 IS- 00-15. 25 15- 25-15. 5S 8- 45- 9- 30 9- 30- 9- 55 10. 10-10. 40 10. 40-11. 10 11. 20-11. 45 13- 10-13. 40 10. 40-11, 10 11. 10-12.00 13, 40-14. 10 14. 10-14. 40 14- 41^15- IS 15- 15-15-40 16.05-16.35 16.35-17.00 Water-surface elevation. Grass Island, 267 I July 15 1 8.35-9.00 Feet. 562. 16 562. iS 562. 20 562. 20 562. 21 562. 20 562. 18 562. 16 562. 19 562. 18 562. 17 562. 18 562. 20 562. 20 562.21 562. 22 562. 24 562. 25 562. 19 562. 20 562. 21 562. 21 562. 20 562. 20 562. 21 562. 21 562. 20 562. 24 561. 94 561. 93 561. 92 562. 04 562. 10 562-. 18 562. 22 562. 03 562. 02 562. 02 562. 01 562. 04 562. 06 562. OS 562. 04 562. 04 562. 04 562. 03 562. 02 562. 06 562. 07 562.07 562. 07 562. 06 562. 04 562. 02 561. 01 562.07 Section No. Feet. 561.87 561. 90 561. 92 561.91 561. 87 561. 86 561.85 561. 83 561.86 561. 8s 561. 84 S6i. 84 561.88 561. 89 561.90 561.91 561.91 S6i. 91 561. 88 561. 89 561.90 561. 89 561. 90 561. 89 561.87 561. 87 S6i. 86 561.96 561. 61 561.58 S6i. 56 561. 72 S6i. 75 561. 87 561.91 S6i. 78 561. 76 561. 76 S6i. 77 561. 80 561. So 561. 81 561.80 561.80 561. 80 561. 81 561. 79 561. 6l 561.61 561. 63 561.61 561. 63 561. 60 S6i. 56 561. 55 561. 64 Fall. Grass Island to sec- tion. Feet. .29 .28 .28 .29 -34 -34 -33 •33 •33 ■33 ■33 -34 -32 -31 -31 •31 ■33 -34 -31 -31 •31 ■32 -30 -31 •34 •34 ■34 .28 •33 •35 ■36 •32 ■35 ■31 ■31 ■25 .26 .26 .24 .24 .26 .24 .24 .24 •24 . 22 ■23 •45 .46 •44 .46 ■43 •44 .46 .46 •43 Wind. Direc- tion. SW. SW, SW, SW, SW, SW. SW. SW. SW. SW. SW. SW. w. w. w. w. NW. NW. NE. NE. NE. NE. E. E. SW. SW. SW. SW. NW. NW. NW. NW. NW. NW. NW. N. N. NE. NE. NE. NE. N. N. NE. NE. NE. NE. SE. SE. SW. SW. SW. SW. SW. SW. SW. Ap- proxi- mate veloc. ity. Volume of flow. Conveyor meter. Me- ter. 14B 14B loB loB iB iB 14B 14B loB loB iB iB 14B 14B loB loB iB iB iB iB 14B 14B loB loB iB iB 14B 14B loB loB loB iB iB 14B 14B loB loB iB iB 14B 14B loB loB iB iB 14B 14B loB loB iB iB 14B 14B isB 15B loB Rat- ing. Vol- ume. C C B B B B C C B B B B C C B B B B B B C C B B B B C C B B B B B C c B B B B C C B B B B C C C C C C C C C c c 8,046 7,958 8,153 8,083 8,795 8,Si2 8,458 8,573 8,369 8,487 8,437 8,374 8,311 8, 190 8,541 8,591 8,337 8,041 8,191 8,304 8,108 7,933 8,266 8,304 8,398 8,356 8,149 7,677 8,421 8,380 8,467 8,061 7,934 7.743 8,159 7,664 7,691 7,607 7,615 7,576 7,618 6,885 7,193 7,381 7,381 7,540 7,421 8,793 8,916 8,991 9,040 8,971 8,784 8,919 8,951 8,917 Section No. 2. Me- ter. loB loB iB iB 14B 14B loB loB iB iB 14B 14B loB loB iB iB 14B 14B 14B 14B loB loB iB iB 4B 4B loB loB iB iB iB 14B 14B loB loB iB iB 14B 14B loB loB iB iB 14B 14B loB loB iB iB 14B 14B 15B 15B loB loB iB Rat- ing. B B B B C C B B B B C C B B B B C C C C B B B B C C B B B B B C C B B B B C C B B B B C . C B B C C C C C C C C C Vol- ume. 7,961 8,206 7,991 7,999 8,352 8,432 8,178 8,452 8,544 8,567 8,369 8,532 8,543 8,550 8,472 8,502 8,445 8,390 8,070 8,013 8,261 8,082 8,244 7,96s 8,243 8,336 8,520 7,692 8,171 7,852 8,135 8,102 8,180 8,213 8,366 7,442 7,414 7,440 7,427 7,532 7,571 7,219 7,331 7,323 7,390 7,35° 7,307 9,144 9,068 9, OSS 9,058 9,093 9,246 9,318 9,318 9,228 Paper company. Me- ter. Rat- ing. iB iB 14B 14B loB loB iB iB 14B 14B loB loB iB iB 14B 14B loB loB loB loB iB iB 14B 14B loB loB iB iB 14B 14B 14B loB loB iB iB 14B 14B loB loB iB iB 14B 14B loB loB iB iB 14B 14B loB loB iB iB 14B 14 B 15B B B C C B B B B C c B B B B C C B B B B B B C C B B B B C C C B B B B C C B B B B C C B B B B C C B B B B C C C Vol- ume. 647 647 636 62s 644 640 647 650 611 582 600 603 632 632 525 355 498 228 602 636 638 621 62s 611 623 618 632 631 612 626 605 61s 633. 623 S94 604 636 620 625 615 625 619 623 606 63= 533 595 586 634 Total diver- sion of water. 8, 60S 8.853 8,627 8,624 8,996 9,072 8,82s 9, 102 9,155 9.149 8,969 9,135 9,175 9,182 8,997 8,857 8,943 8,618 8,672 8,649 8,899 8,703 8,869 8,576 8,868 8,954 9,152 8,323 8,783 8.471 8,754 8.728 8.595 8.730 8,999 8,040 8,019 8,061 8,042 8,165 8.194 7,813 7,935 7,959 8,010 -•975 7,922 9,769 9,687 ■9,678 9,664 9,72s 9,779 9,913 9,904 9,862 l62 PRESERVATION OF NIAGARA FALLS. Table 6. — Summary of discharge measureniettis — Continued. Date, 1909. Time of day. Water-surface elevation. FaU. Wind. Volume of flow. No. Grass Island. Section No. 2. Grass Islanc to sec- tion. Direc- tion. A^ pro."ci mate veloc ity. Conveyor meter. Section No. 2. Paper company. - Total diver- sion of - water. Me- ter. Rat- ins. Vol- ume. Mi- ter. Rat- ing. Vol- ume. Me- ter. Rat- ing. Vol- ume. a b c d e f g h i t 1 m n P q r s 36S July IS 9. 00- 9. 30 Feet. 562. oS Feet. 561. 64 Feet. •44 sw. 6 loB C 8,897 iB C 9,149 13B C 634 9.783 269 do 9. 35-10. 00 562.09 361. 6s •44 sw. S iB C 8,984 14B C 9,171 loB B 621 9,792 270 do 10. 00-10. 25 562. 10 361.67 •43 sw. 8 iB c 9,022 14B C 9,04s loB B 637 9,682 271 do 10. 50-11. 15 562. 10 561. 6S -42 sw. 12 14B c 8,844 15B C S,9II iB B 637 9,348 272 do II. 15-11.45 562. 10 561.67 •43 sw. 12 14B c S,S3S 15B C 9,020 iB B 640 9,660 273 do 13.1s-13.40 562. 14 361.69 •43 w. 12 iB c 9,039 loB C 9,190 15B C 665 9.855 274 do 13.40-14.05 562. 14 561.70 •44 w. 12 iB c 9,106 loB C 9,063 13B C 693 9,756 27s do 14. 10-14. 40 562. 14 561. 71 •43 w. 13 loB c 9,19s 14B C 9,249 15B C 626 9,873 276 do 14. 50-15- 20 562.11 S61.67 •44 NW. 20 loB c 9,130 iB C 9,299 15B C 61S 9,917 =77 do 15. 50-16. 15 562. 12 S6l. 76 •36 NW. 20 loB c 8,736 14B C 8,720 isB C 6og 9,329 27S do 16. 15-16.45 562. 13 361- 75 •3S NW. 20 loB c 8,644 14B C 8,699 iB B 586 9,28s 279 do 16. 50-17. 15 562. 12 561. 74 •3S SW. 6 14B c 8,6S7 15B C 8,776 iB B 633 9,409 2S0 July 16 do 8.10- 8.40 S.40- 9.0s 562. 18 562. 20 S61.S1 561.82 •37 •3S NW. NW. 16 16 isB 13B c c 8,501 8,509 iB iB c c 8,630 8,522 281 14B C 621 9,143 2S2 do 9.10- 9-35 562.21 361. 83 •38 sw. 10 iB c 8,681 loB c 8,717 isB c 634 9,331 =S3 do 9. so-io. IS 562. 17 561. 82 -33 SW. 10 iB c 8,593 loB c 8, 741 13B c 593 9,334 2S4 do ID. is-io. 50 562. 16 S6i. 78 •3S SW. 10 iB c 8,627 loB c S,8o6 ISB c 634 9.440 28^ do do 10. 50-11. 20 II. 20-11.45 562.17 362. 20 561. So 361. 82 ■37 •38 sw. SW. 13 13 loB loB c c 8,640 8,656 14B 14B c c 8,713 8,652 2S6 iB B 647 9,299 287 July 17 do do S.35- 9.00 9.0s- 9.30 9.35-10.00 562.03 562. 03 562.03 561.51 561.31 561.51 -32 •32 •52 NNW. NNW^ NT\r. 10 10 12 loB loB iB c c c 9,493 9,473 9,248 15B iB 14B c c c 9,644 9,713 9,693 2SS 2S9 15B C 616 10,309 290 do 10. 00-10. 30 562. 03 561. 51 •32 NW. 12 iB c 9,330 loB c 9.744 ISB C 616 10,360 291 do 10. 50-11.35 562.06 561.67 •39 NW. 12 14B c 8,586 13B c 8,732 loB B 60s 9,337 292 do II. 35-12.00 562. 08 561.69 •39 NW. 12 14B c S,6o3 15B c 8,780 loB B 632 9,412 293 do 13. 10-13.35 362. II 561. 72 •39 N^^ 12 iB c 8,707 loB c 8,890 13B C 631 9.321 294 do 13- 35-14. OS 562. II 361. 72 •39 NW. 12 iB c 8,6S6 loB c 8,877 15B C 601 9.478 29s do 14.15-14.45 562. 12 361. 73 •39 W. 12 loB c 8.757 14B c 8,827 iB B 607 9.434 296 do 14.45-13-20 562. 13 361. 73 •38 W. 12 loB c 8,853 14B c 8,842 iB B 647 9,489 297 do 13.35-16.00 362. 13 561. 73 •3S NW. 10 14B c 8, 790 15B c 8,858 loB B 641 9,499 298 do 16.00-16. 25 562. 14 S6i- 76 ■38 NT^r. 10 14B c 8,694 13B c 8,981 loB B 599 9,5So 299 July iS do do do 7-2S- 7.50 7. 55- S. 20 8. 23- 8. 30 8. 55- 9. 20 562. 46 562. 50 362. 53 562. 54 362.42 362.45 562.47 362.49 ■04 • 03 .06 •05 SW. SW. SW. WNW. 12 12 10 12 iB iB loB loB c c c c 5,625 3,439 5,670 5,634 14B 14B 15B TSB c c c c 4,940 5,110 5,131 300 301 ,102 303 do do July 31 do 9- 23- 9- SS 9. 55-10. 20 II. 25-rII.SO 13. 10-13.50 562. 39 362.64 562.06 562. 06 562.52 362. s6 561.76 561. 63 .07 .oS •30 .41 NW. NW. SW. SW. iS 33 6 6 14B 14B 15B loB c c c c 3,760 5,466 7,942 S,oSo iB iB iB 14B c c c c S,lS3 5,175 S,095 7,863 304 305 306 307 do do 13. 50-14. 20 14. 20-14. 30 562.05 562. 05 361. 76 561. 75 • 29 .30 NE. NE. 8 8 loB iB c c 7,984 7,893 14B c r 7,825 7,813 ,1oS 309 do. .7 do 13.15-15.40 15. 40-16. 05 362. 04 563. 05 361. 73 361- 75 .29 • 30 NE. NE. 12 12 iB iB c c 7,997 8, 060 15B ISB c c 7,937 7,910 310 311 do 16. 10-16. 30 562.05 561.76 .29 NE. iS 14B c 8,005 loB c 8,084 312 do Aug. 2 do do 16.30-17.co S. so- 9. 15 9-13-9- 43 9. SO-IO. 23 362. 04 561.71 561. 73 361. 76 561.7s 561.37 561.38 561.42 .29 •34 •33 -34 NE. NE. NE. NE. iS 10 10 10 14B 14B 14B 15B c c c c S,oSo 8,169 8,100 S,022 loB loB loB iB c c c c 8,071 8,304 S,36S 8,09s 313 314 31S 316 do 10. 25-10. 55 S61.7S 561.44 •34 NE. 10 15B c iB c 8,211 317 do 11.45-12.00 S61.S1 561. 50 -31 NE. 10 i^;B c 8,074 iB c S,iS4 31S do do do 13.20-13.50 13- 30-14- 20 14. 20-14. 45 361.88 361. Sg 561. SS 561.58 561.60 561.60 .30 -29 .28 NE. NE. NE. 10 10 10 13B loB loB c c c S,oio S,o62 8,143 iB 14B i.lB c c ' c 8,007 7,76s 319 320 3:1 ....do 15. 55-16. 20 561. 85 561.56 .29 NE. iS loB c 8,158 14B c 7,743 .122 do 16.20-16.45 361.83 561.55 .30 NE. iS loB c 8,171 14B c. 323 do 16.50-17.23 S6l. 83 361.32 .31- NE. 18 iB c 8, 110 15B c 7,896 324 do 17-25-17.35 S6i. 82 561.32 -30 NE. iS iB c S.090 15B c 7,842 PRESERVATION OF NIAGARA FALI/S. Table 6. — Summary of discharge measurem,ents — Continued. 163 Date. 1909. Time of day. Water-surface elevation. Fall. Wind. Volume of flow. No. Grass Island. 6ection No. 2. Grass Island to sec- tion. Direc- tion. Ap- proxi- mate veloc- ity. Conveyor meter. Section No. 2. Paper company. Total diver- sion of water. Me- ter. Rat- ing. Vol- ume. Me- ter. Rat- ing. Vol- ume. Me- ter. Rat- ing. Vol- ume. a b c d e £ g h i k 1 m n P 1 r s 325 Aug. 3 do do do do do do do ....do ...do ....do ....do 8.20- 8.4s 8.4s- 9.10 9. IS- 9. 50 9. 50-10. 20 IO.S5-II-2S II. 25-11. 50 13- 05-13- 30 13- 35-14- 15 15.00-15.25 IS- 25-15- 56 16-00-16.35 16.35-17.00 Fe S6i S6i 561 562 561 561 S6i 561 561 561 561 ■;6i et. 98 98 99 00 97 96 93 94 95 95 95 96 Feel. 561.67 561.67 561.71 561. 70 5S1.65 561. 63 S6i. 59 561. 60 561.61 561. 63 S6i. 63 561.64 Feel. .31 •31 .28 .30 •32 •33 •34 •34 -34 •32 •32 •32 SW. SW. SW. SW. SW. SW. S. s. s. s. •NE. NE. 18 18 18 18 25 25 8 8 6 8 10 10 14B 14B 15B 15B 15B 15B loB loB loB loB 15B 15B C c c c c c c c c c c c 7,906 7. 947 7,845 7,900 7,928 S,020 8,368 8,413 8,194 8,16s 8,144 8,069 loB loB iB iB iB iB 14B 14B iB jB 14B 14B C c c c c c c c c c c c 8,147 8,024 7,835 7,773 8,168 8,124 8,314 8,282 8,190 8,223 8,109 8,104 326 327 328 329 330 331 332 333 334 335 336 Table 7. — Relation between water consumed and power developed. Date. Time of day. Power house No. i. Power house No. 2. Total output in kilo- watt. Water-siu-face elevation. Num- ber of dis- charge. Meter. Water con- sumed. Test No. Units. Mean gate. ■ Output in kilo- watts. Units. Mean gate. Output in kilo- watts. Section No. 2. Wheel pit No. I. Wheel pit ■ No. 2. per kilo- watt. a b c d e f g h i k 1 m n P q r I 1909^ May 29 8. 50- 9. 25 9. 25-10.00 10. 20-10. 50 10. 50-12. 00 14. 10-14. 40 14- 40-1 S- 40 16. 05-16. 35 8 ■ 78 78 78 78 79 76 76 24, 720 25,200 25,250 25, 130 2S, 140 24, 780 24,200 7 f 72 72 73 71 72 74 73 23,420 23,340 22,990 22,950 23, 180 23, 640 22, 740 48, 140 48,540 48, 240 48, 080 48,320 48,420 46, 940 562.04 562. 04 562. 06 562.07 561.97 561.97 561.97 22 23 24 25 26 27 28 isB isB loB loB 14B 14B 15B 7,320 7,355 7,333 7,201 7,150 7,310 7,151 0. 152 .152 • 152 .150 .148 .151 ■153 419.8 418.0 Weip hted mean . . . 8 78 24,950 7 72 23, 189 48,100 562. 02 419-8 418. 7, 257 1 • 1509 June I 8. 40-10. 10 10. 10-10. so 14. 00-14. 50 14.40-15.20 15.30-16. 10 16. 10-16. 40 2 7 78 76 75 77 76 75 21,320 21,110 20, 500 20, 680 20, 630 20, 620 8 74 73 78 78 74 . 74 26,850 27,450 28,150 27,920 27,580 27,900 48, 170 48, 560 48, 650 48,600 48, 210 48, 520 561.90 561.87 561.80 S6i. 77 561. 76 561. 79 29 30 31 32 33 34 loB loB ISB 15B 14B 14B 7,140 7»2S4 7,318 7,324 7,243 7,301 .148 • 149 .150 •151 .150 ■ISI 418.6 417-7 Weig ited mean . . . 7 76 20, 8ro 8 75 27,640 48, 450 561.81 418.6 417-7 7,263 .1499 Junes 9.50-10.30 10. 30-11. 00 II. 20-11. 50 14. 10-14. 40 14.40-15.10 15.30-16.00 16.00-16.30 3 6 73 72 73 75 76 79 79 17,500 17,370 iS,ooo 18,430 18,340 18,810 iS, 940 9 ■ 64 63 64 66 67 64 64 29,450 29,300 30,180 29, 860 29,820 29,490 29,800 46, 950 46, 670 48, 180 48, 290 48, 160 48,300 48, 740 561.95 561.96 561.96 561.97 561.96 561.94 561.94 35 36 37 38 14B 14B isB 7,024 6,837 7,011 7,228 7,07s 7,044 6,965 .150 .146 .146 • 149 ■147 • 146 •143 416.7 416.9 39 loB 40 15B 41 T^n Weig 1 ited mean I 6 75 18, 130 9 6s 29,680 416.7 416.9 7,030 1 1 " ' 1 164 PRESERVATION OF NIAGARA FALLS. Table 7. — Relation between water consumed and power developed — Continued. Date. Time of day. Power house No. i. Power bouse No. 2. Total output in kilo- watts. Water-surface elevation. Num- ber of dis- charge. Meter. Water con- sumed. Test No. Units. Mean gate. Qutput in kilo- watts. Units. Mean gate. Output in kilo- WaLLS. Section No. 2. Wheel pit No. 1. Wheel pit No. 2. per kilo- watt. a b c d e f E b i k 1 m n P q r 4 1909. June 3 8.40- 9.20 9.20- 9.50 10.00-10.30 10. 30-11.00 13.40-14.30 14.30-15.00 15.20-15.50 15. 50-16. 20 s ' 78 76 76 77 74 74 75 75 15.6S0 1S1440 14,850 15, 100 14, 840 14, 690 14, 740 14.570 10 73 71 70 73 74 74 74 74 32, 760 33.260 32,450 33.270 33,770 34,430 33.120 33.620 48,440 48,700 47,300 48,370 48,610 49, 120 47,860 48, 190 561.89 561.88 561.91 561. 89 S6i. 9S 561.9s 561.97 561.96 42 43 44 45 46 47 48 49 isB 15B loB loB 14B 14B loB loB 6,864 6,863 6,876 6,805 6,913 6,876 6.909 6.958 0. 142 .141 •I4S .140 .142 .140 ■145 .144 415.6 416.8 Weig s 76 15,050 ic 73 33,410 48,460 561.92 415.6 416.8 6,882 .1420 June 5 8. 40- 9. 20 9. 10- 9. 40 16. 00-10. 30 10. 30-11.00 13. 40-14. 10 14. 10-14.40 15. 00-16. 10 16. 00-16.30 5 7 86 86 86 86 86 86 8s 85 23.540 23,200 23,080 23,180 23, 170 23. 120 22.990 22,740 8 86 86 86 87 87 87 87 87 30,310 30,300 29. 730 30.360 30, 480 30, 460 30,900 31,180 53.850 53.500 32,810 53. 540 53.650 53. s8o 53.890 53.920 561.87 561. 86 561. 87 561.87 561.87 561.87 561.88 S61.87 50 SI 52 S3 54 55 S6 57 loB loB 14B 14B loB loB 14B 14B 7,549 7.393 7.4°4 7.4IS 7.43S 7.487 7.51S 7.654 .140 .138 .140 ■139 .138 .140 . 140 419.8 419.0 Weig 7 86 23,130 8 87 30. 460 53,590 561.87 419.8 419.0 7.484 ■ 1396 June 7 6 9. 00- 9. 50 10. 10-10. 50 fi. lo-ii. 40 14. 10-14. 40 14. 30-15. 00 15. 20-15. 50 15.40-16. 10 6 86 86 87 91 91 91 92 19,310 19,640 19,900 20, 100 20, 260 20,340 20,360 9 86 87 87 87 86 86 87 33,930 33.490 33.790 33,980 34,060 33,6So 33,620 53.240 53.130 S3. 690 54. 080 54. 320 54.020 53.980 561. 78 561. 78 561. 77 561. 76 561. 74 561. 73 S6i. 72 58 59 60 61 62 63 64 15B iB loB 14B 14B loB loB 7. 369 7. 210 7.491 7.43S 7.396 7.333 7.432 .138 418. 8 418.8 .136 .138 .136 .136 .138 Weig 6 88 19, 830 9 86 33,780 53.610 561. 76 418.8 418.8 7.354 ■1372 Junes hted mean 8. 50- 9. 20 9. 20- 9. 50 10. lo-ro. 40 10. 30-11. 00 14. 10-14. 50 14. 5<^I5. 20 15. 50-16. 10 16. 10-16. 40 5 76 76 78 84 82 86 86 14. s8o 14, 820 15.180 15, 160 15.700 15,920 16, 130 16,220 10 89 89 89 89 89 89 89 90 38,800 38, 740 38,300 38,260 38,600 38,780 39.230 39,360 53.380 53.560 53.480 53,420 54,300 54, 700 55.360 55.580 561. 71 561. 71 561. 69 561. 69 561. 4S S6l. 47 561. 49 561. 52 6s 66 67 68 69 70 71 72 14B 14B loB loB 15B 15B loB loB 7.300 7,260 7.313 7.264 7,432 7,342 7.209 7,288 .136 •136 418.2 418.2 .136 • 134 .130 Weig 5 80 IS. 390 10 89 38, 750 54. 140 561. 59 418. 2 418.2 7,312 • 1351 June 9 8 8. 40- 9. 20 9- 10- 9. 50 10. 00-10. 3c 10.30-11.00 13. 30-14. 20 14. 20-14. SO 15. 50-16. 20 16. 10-16. 40 4 85 83 83 83 87 85 84 84 14, IDO 13.870 13.690 13.650 14.750 14,300 13,460 13, .>;4o 11 88 87 86 84 86 86 88 89 41,700 41, 260 41,320 40,900 42.030 42.040 42.780 42.940 55. 800 55. 130 55,010 54, SSO 56,780 56, 340 56, 240 56.480 561. 79 561. 83 561.87 561.91 S6i. 88 561.87 561. 81 561.80 73 74 75 76 77 78 79 80 14B 14B loB loB loB loB 15B 15B 7,206 7.223 7.I7S 7.150 7.306 7.253 7.366 7.34S . 129 416. 2 417-8 •131 • 131 WHr 4 84 13.S60 n 87 41.970 55. 830 561. 83 416. 2 417.8 7,264 June 10 9 9. 00- 9. 40 9. 30-10. 10 10. 30-11. 10 11. 00-11. 30 14. 10-14. 40 14.40-15. 10 9 [ 84 84 84 1 84 83 [ 84 30.440 30. 540 30, 600 30, 6S0 30,340 30,280 7 [ 86 82 87 1 *' 87 87 25,880 23,960 25,930 26, 040 26, 480 26, 260 56.320 54,500 56,530 56,720 56,820 56.540 561. 6s 561. 67 561. 63 561. 61 561. 73 S6l. 76 81 82 83 84 85 86 15B isB loB loB 14B 14B 8.219 8,069 8,189 8,282 8,254 8,156 .146 .148 426.7 421.9 •14s .146 • 14s • 144 Weig 9 84 30,480 7 86 561. 68 426. 7 421.9 8,195 • 1457 PRESERVATION OF NIAGARA FALLS. Table 7. — Relation between water consumed and power developed — Continued. 165 loB 7,882 •143 loB 7i9S8 .147 14B 7,98s .149 14B 8,008 .145 i66 PRESERVATION OF NIAGARA FALLS. Table 7. — Relation between water consumed and power developed— C(m&aMs:&.. Date. Time of day. Power house No. i. Power house No. 2. Total output in kilo- watts. Water-surface elevation. Num- ber of dis- charge. Meter. Water con- sumed. Water per kilo- watt. Test No. Units. Mean gate. Output in kilo- watts. Units, Mean gate. Output in Icilo- watts. Section No. 2. Wheel pit No. I. Wheel pit No. 2. a b c d e f g h i k 1 m n P q r 16 1909. June 17 14. 10-14. so 14.40-15. 10 15.30-16.00 15. 50-16. 30 16.30-17.00 8. 50- 9. 20 9. 20- 9. so 7 74 75 76 76 76 77 76 20, iSo 20, 160 20, 250 20,300 20,440 20, oSo 20,310 xo 10 85 85 82 S2 86 S3 82 36, S90 36,560 36, 740 36, 660 36,900 36,860 36. soo 56.770 56,720 56, 990 56,960 57,340 56, 940 56,810 561. 93 S6l. 93 S6l. 90 561.91 561. 90 561. 68 561. 68 12S 129 130 131 132 133 134 15B 15B loB loB loB 14B 14B 8,226 8, 097 8,042 7,982 7,937 8,092 8,097 0.14s ■143 .141 . 140 .139 .142 .142 42X. 6 422. s Weig htedmean.. . 7 76 20.230 10 84 36,670 56, 900 56X. S4 42X. 6 422. s 8,080 . 1420 Juae iS June 19 IX. 20-1 X. 50 13. 20-13. 50 X3. 40-14. 10 14.30-15.00 15.00-15.30 16.00-16.30 16. 20-16. so 8. 30- 9. 00 9.00- 9. so 17 6 90 90 91 90 90 91 92 86 86 21,510 21,520 21,420 21,480 21,320 21,620 21, 740 20, 650 20,470 xo 78 So 82 82 83 84 85 84 84 37,520 36, 940 36, 790 37,070 36, 740 36,680 36, 620 37,640 37, 230 59.°30 58, 460 58,210 58,550 58.060 SS.300 58,360 58, 290 57,700 561. 80 S6i. 96 562.00 562. 03 562. 06 562. 14 562. xS 562. II 562. 13 13 s 136 137 138 139 140 141 142 143 iB loB loB 14B 14B iB iB loB loB 7,641 7,755 7,725 7,800 7,725 7,616 7,583 7,851 7,684 .130 ■133 •132 •133 •133 .130 . 134 ■133 420.4 421.3 Weig htedmean. . . 6 90 21,350 10 82 37,000 58.350 562. 04 420.4 421.3 7,710 .1321 11.QO-11.30 II. 30-12. 00 13.10-x4.00 13.50-14.30 8. 10- S. 50 3. 40- 9. 20 9.30-10.00 9. so-io. 40 18 June 19 June 21 htedmean. . . 9 78 79 79 26, 840 26,490 27,220 27, 290 27,700 27,400 27,490 27,630 XI 52 52 SI 51 S3 52 SO SO 22,920 23,020 22,280 22, 100 22,140 22,070 21,94° 21,160 49, 760 49,510 49.500 49.390 49.840 49, 470 49,430 48, 790 562.06 562.02 562.01 561.99 561. Si 561. Si 561. So 561. Si 144 I4S 146 147 150 151 152 153 14B 14B iB iB loB loB 14B 14B 8,187 8,247 7,532 8,206 8,451 8,342 8,395 8,352 . 165 .167 •152 .166 .170 .16S 424.6 424.4 .170 .171 ■Weip- 9 77 27,320 II S2 22,150 49,470 561.91 424.6 424.4 8,299 .1678 June 21 hted mean . . . 13. 10-13. SO 13.40-14.20 14.30-15.00 15.00-15.30 15.40-16. 10 16.00-16.40 19 9 78 82 84 84 86 86 27,480 27,660 27,900 27,630 27,780 27, 5S0 10 66 67 66 66 66 66 27,520 27,270 27,020 26, 7S0 26, 940 27,390 SS.ooo S4,930 S4.920 S4,430 54, 720 34,970 561. 74 561.77 561. 79 561. So 561.82 561. 81 154 155 156 IS7 ISS 1 59 iB iB loB loB 14B 14B 8,941 8,895 8,534 8,630 8,782 8,872 .163 .162 .156 .isS .160 426.0 426.2 .162 Weig 9 83 27, 680 10 66 27,150 54. S30 561.79 426.0 4=6.2 8,776 June 22 htedmean. . . 9.00- 9.30 9. 30-10. 00 10. 10-10. 40 10. 40-11. 20 II. 20-12.00 13.20-14.00 14. 00-14. 30 15.50-16.20 16. 20-17.00 20 9 78 78 79 79 80 80 80 80 So 26,690 26, 890 27,220 27,4x0 27,480 27,480 27,680 26, 680 26, 670 9 75 75 75 74 75 76 76 75 . 75 28,940 28, 620 29, 020 28, 560 28,490 29, 610 28,720 28,660 29.320 55. 630 S5,Sio 56, 240 55,970 55,970 57,090 56,400 55,340 S5,990 561.80 561. Si 561. 78 561. 79 561. 79 S6t. 73 561. 72 561. 75 561. 77 425.8 425.0 160 161 162 163 164 165 166 167 168 14B 14B xoB loB loB xB iB loB loB 8,671 8,64s 8,626 8,489 8,626 8,863 S,802 8,733 8,544 •ISS .156 •153 .152 ■154 •ISS • 156 .158 Wdg 9 79 27, ISO 9 75 28,920 56,070 561.77 425.8 425.0 8, 698 .1551 June 23 hted mean . . . 8. 10- 8. so 8.40- 9. 20 9. 30-10. xo 10. 10-10. 40 21A 9 80 79 So So 27,310 26,520 27,000 27,750 9 90 90 91 92 32,920 33,xio 33,480 34, 040 60, 230 59.630 60, 4S0 61,790 561. Si 561. Si 561.80 561. So 169 170 171 172 iB iB loB loB 8,920 8,884 8,830 8,841 .14S 426.8 426. 8 .149 .X46 Weig 9 80 27,140 9 91 33,390 60, 530 561. So 426.8 426. S 8, 869 .1465 PRESERVATION OP NIAGARA FALI.S. Table 7. — Relation between water consumed and power developed — Continued. 167 Date. Time of day. Power house No. i. Power house No. 2. Total output inkilo- watts. Water-surface elevation. Num- ber of dis- charge. Meter. Water con- sumed. Water Test No. Units. Mean gate. Output in liilo- watts.' Units. Mean gate. Output in kilo- watts. Section No. 2. Wheel pit No. I. Wheel pit No. 2. per kilo- watt. a b c d e f g h i k 1 tn n . P q r 21B 1909. June 23 10. 50-11. 20 II. 2C-12.00 13. 10-13.40 13.40-14. 10 14. 20-15. 10 14- 10-15-40. 15.50-16.20 16. 20-16.50 9 So 79 79 80 80 81 82 8i 26,480 26,470 26,40c 26,270 26,670 26,870 26, 700 26, 680 9 95 95 95 95 95 95 94 95 34i 940 54, 880 34. 960 35. 120 34.970 35.000 35.040 35. 100 61,420 61,350 61,360 61,390 61,640 61,870 61,740 61,780 561.78 561. 78 561. 78 561.79 561.78 561.74 561.78 561.79 173 174 175 176 177 1 78 179 180 14B 14B iB iB loB loB 14B 14B 8,99r 8,844 9-07S 9.033 8,858 8,922 8,990 8,992 0.147 .144 .148 .147 .144 .144 -145 .145 427.4 427.2 Weis 9 80 26,560 9 95 35.010 61,570 561.77 427.4 427.2 8,966 - 1456 June 26 9.00- 9.50 9. 40-10. 20 10. 30-11. 10 11.00-11.40 laA ' ( 84 84 is 8s 21,970 21,860 21,980 22, 240 9 88 88 88 88 34. 860 35.090 34. S30 35. 040 56, 830 56, 950 56,810 57. 280 561.90 561.91 561.92 561.93 181 182 183 184 iB iB loB loB 7,877 7.525 7.652 7,808 -139 .132 ■135 .136 422.0 421.4 Weig 7 84 22,010 9 88 34.960 56.970 561.91 422.0 421.4 7.716 -1354 June 26 14. 10-14. 5° 14.50-15.20 15.30-16. 10 16.00-16.40 16. 40-17. 10 22B 7 84 is 83 83 . 83 22,300 22,360 21,670 21,310 21,280 9 100 100 100 100 100 37.320 37.230 37.390 37.530 37.'48o 59.620 59,590 59.060 58, 840 58, 760 561.89 561.86 561. 83 561.81 561. 80 iSs 186 187 18S 189 iB iB 14B 14B 14B 8,093 8,052 8,053 7,980 7,990 -136 -135 .136 •135 -136 422.4 421.4 422.2 421.4 Weig 7 84 21,880 9 100 37,370 59. 250 561.84 422.3 421.4 8,040 -1357 June 28 8. 20- 9. 00 8. 50- 9- 30 10. 10-10. 50 10. 50-11.30 II. 30-12. 00 13. 10-13.50 13. 40-14. 20 =3 6 90 91 90 89 89 91 . 93 20, 660 20, 460 20,520 20, 760 20, 800 20, 900 20, 930 10 100 100 100 100 100 98 , 100 40.970 41,100 40, 900 40, 860 40, 880 41,080 41)130 6i,6jo 61,560 61,420 61,620 61, 680 61,980 62,060 561.89 561. 89 561.88 561.88 561.88 561.91 561.91 190 191 192 193 194 195 196 14B 14B loB loB loB iB iB 7,924 7,762 7,620 8,115 7,9S6 7,815 7,938 - 129 .126 423-4 422.8 .124 • 131 . 129 .126 -12S Weig 6 91 20, 720 10 100 41,010 61. 730 561.89 423.4 422.8 7,872 .1275 June 28 June 29 15- 10-15. 40 15.40-16. 20 16. 20-16. 50 8. 20- 8. 50 8.50- 9-30 9. 40-10. 10 10. 10-10. 40 =4 S 93 93 93 87 87 87 . 87 17,440 17,440 17.500 17, 240 17, no 17, 140 17,150 II 100 100 100 100 100 100 100 45. 220 45.200 45,260 45. 140 45. 400 45.320 45.350 62,660 62,640 62,760 62,380 62,510 62,460 62.500 561.90 S61.91 561. 90 S6l. 74 561. 74 561.72 561.71 420.0 421-5 197 19S 199 200 201 202 203 14B 14B 14B loB loB iB iB 7,622 7,761 7,676 7.430 8.051 7. 936 7,668 . 121 418.2 421.5 •1=3 Weig S 80 17,260 II 100 45, 280 62, 540 561.80 419.1 421-5 7.743 8,246 8,073 8,389' 8.524 8,437 8,272 .1238 June 29 hted meau... 13. 10-13.40 13.30-14. 10 14.30-15.00 14.50-15.30 15. 40-16. 10 16.10-16.40 25 7 74 75 77 78 78 , 77 20, 700 20,440 20, 490 20, 460 20,250 20, 240 10 83 84 83 85 86 . 84 37.040 36, 180 36.300 36,420 37, 540 36,810 57,740 56,620 56. 790 56, 880 57. 790 57,050 561.62 561. 63 561.62 561. 63 561. 63 561.65 204 205 206 207 208 209 14B 14B joB loB iB iB • 143 . 142 .148 421.6 422. 8 .150 .146 Wei J 7 76 20,430 10 84 36,720 57.150 S6l. 63 421.6 422.8 8,324 -1457 June 30 8.20- 9.00 8. 50- 9- 30 9. 40-10. 20 10. 10-10. 40 10. 50-11. 20 11. 20-12. 00 26 6 84 83 84 8s 86 i 8s 19. 750 19,650 19,810 19,900 20,220 20,270 II 74 75 77 77 77 I " 36, S30 37,sSo 3 7; 450 36,960 36, 930 37,660 56, 580 57.230 57. 260 56,860 57. 150 57, 930 S6i. 83 561.8s 561.87 561.90 561.92 561.91 210 211 212 213 214 215 14B 14B loB loB iB iB 8,016 7.8-2 7,961 8.206 7.991 7.999 -138 - 144 .140 .ij8 420.8 422.6 Wei 6 84 19. 930 II 76 37.240 57. 170 561.88 420.8 422.6 8, 008 . 1401 1 i68 PRESERVATION OF NIAGARA FALLS. Table 7. — Relation between water consumed and power developed — Continued. Date. Time of day. Power house No- i. Power house No. 2. Total output in kilo- watts. Water-surface elevation. Num- ber of dis- charge. Meter. Water con- sumed. Water Test No. Units. Mean gate. Output in kilo- watts. Units. Mean gate. Output in kilo- watts. Section No. 2. ■OTieel pit No. I. MTieel pit No. 2. per kilo- watt. a b c d e f E h i k 1 m n P q r 1909. June 30 Julyi 14. 10-14. 50 14.40-13-20 15.30-16.20 16. 20-17. 00 8.30- 9.10 9. 10- 9-50 8 84 85 74 76 87 88 25,600 25,560 23,470 23.580 26,350 26, 2S0 9 97 97 97 94 90 90 3S,220 35.330 35,650 35.680 33. 790 34.0S0 60,820 60,890 59. 120 59.260 60, 140 60,360 561.87 561. 86 561-85 561.83 561.86 561.8s 216 217 218 219 220 221 14B 14B loB loB iB iB 8.3S2 8.432 8,17s 8,45= 8,544 8,567 0.137 •139 .138 .142 .142 .142 425.8 425- 5 Weig 8 82 25, 140 9 94 34.960 60,100 561. 85 4=5-8 425.5 8,421 July I 10. 40-11.20 II. 10-11.50 13. 10-13. 50 13- 40-14- 30 14. 40-15. 20 IS- 10-15- 50 15.40-16.30 16.20-17-00 28 7 85 85 87 88 87 89 91 89 23,480 23,560 23,4=0 23,480 23,820 23,900 24, 020 24, 180 10 91 90 87 Ss 85 85 83 81 38, oSo 38.100 37.400 36. 770 36, 690 36,760 36, S20 36,700 61.560 61.660 60.820 60.250 60,510 60,660 60,840 60,880 561.84 561-84 561- 88 561- 89 561-90 561.91 561.91 561. 91 424.0 425.7 222 223 224 225 226 227 228 229 14B 14B loB loB iB iB 14B 14B 8,369 8,532 8.543 8,550 8,472 8,502 8,445 8,390 .136 .13S .143 .140 .140 423.4 422.8 .138 Weig r 88 23,700 10 86 37.0SO 60,780 561.89 423.7 424.2 8,489 July 2 S-30- 9-00 9.00- 9.30 9- 40-10- 20 10. 10-10. 50 10- 50-11- 30 11. 20-12.00 29 6 So 80 So 81 81 82 17,820 17,940 18, 030 iS, 140 18,330 18,500 II 85 85 85' 85 84 86 40,900 41, 200 41,660 41,450 41,170 40, S50 58,7=0 59, 140 59, 690 59,590 59.SOO 59.350 561- 88 561.89 561.90 561.89 561.90 561.89 422.4 422.2 230 231 232 23a 234 235 14B 14B loB loB iB iB 8,070 8,013 8,261 8,082 8,244 7,965 ■137 .136 .138 .136 4=2.4 422.3 422.4 422.4 422.4 422.3 .138 •135 Weig 6 Si 18, 130 II 85 41,200 59.330 561.89 422.4 422.3 8, 106 .1366 July 3 14. 10-14. 40 14.30-15- 10 15-20-15.50 30 6 81 82 82 18,390 lS,350 18,500 II 100 100 100 44,340 44,380 44.300 62, 730 62, 730 62,800 561.87 561-87 561.86 423.5 423-5 423.5 423.0 423-0 423.0 236 237 238 14B 14B loB 8,243 8,336 8,520 .131 ■^33 .136 Weig 6 82 18,440 II 100 44.330 62,770 561.86 423-5 423-0 8,40s July 3 10- 30-11. 00 II. 30-11. 30 1 1- 30-12. 00 13. 40-14- 30 14- 20-15- 10 15. 20-16. 00 15- SO-16. 30 31 8 84 84 82 82 82 82 . 82 24, 570 24,850 24,310 24.520 24,580 24,600 24,700 9 88 87 86 81 81 82 83 32,430 32.670 33.020 31.790 31.990 31,780 31,890 57,000 57.5=0 57.330 56.310 56,570 56,380 56, 590 561. 61 561. 58 561. 56 561. 72 561. 75 561.87 561. 91 425.2 423.4 240 241 24a 243 244 245 246 iB iB iB 14B 14B loB loB 8,171 7.852 8. 135 S.102 8,iSo 8,213 8,366 .143 .136 . 14a 424.0 422.1 •145 .146 • 147 Weig 8 S2 24,550 9 84 32,150 56, 700 561. 74 4=4.6 422.8 8,194 .1445 July 6 10. 50-11.30 11. 30-12. 00 13. 30-14. 00 14. 00-14- 50 15-00-15-30 15. 20-16.00 32 6 82 82 S3 83 83 [ ^' 19, 740 19,980 i9,SSo 19,960 20,340 20,430 10 72 72 70 71 72 72 32.600 32,520 32,280 32.320 31.710 32,120 52.340 52,500 52,160 52,280 52,050 52,550 561. 78 561. 76 561. 76 561. 77 561.80 561. So 420.0 419.4 247 248 249 250 251 252 iB iB 14B 14B loB loB 7,442 7,414 7,440 7,427 7,53= 7,571 ■143 . 141 . 142 • 144 Weig 6 5 82 83 84 83 82 84 Si 20,060 10 72 32,260 52,320 561. 78 420.0 419-4 7.471 .142S July 7 S. 40- 9. 30 9- 30-10. 00 10. 10-10. 40 10. 40-11. 10 11. 20-11. 50 13. 10-13- 40 16,940 16,840 16,840 17,040 17,360 11 71 72 72 71 69 . 70 34,620 35,360 3Si400 35,720 35, 290 34.920 51,560 52,200 52, 240 52, 760 52.650 52,060 561. 81 561. 80 561. So 561.80 561. Si 561. 79 253 254 255 256 257 258 iB iB 14B 14B loB loB 7.219 7.331 7.323 7.390 7-350 7.307 . 140 417.4 419.0 .140 . 14X I "3 1 -<.--.- Wei( 5 1 S3 j 17,030 II 71 35,220 52, 250 561. So 417.4 419.0 7.3=0 . 1401 1 PRESERVATION OP NIAGARA FALLS. Table 7. — Relation between water consumed and power developed — Continued. 169 Tes No Date. Time of day. Power house No. i. Power house No. 2. . Total output . inkilo- wa tts Water-surface elevation Meter Water con- sumed Water per kilo- watt. Units Meai gate Outpu in kilo- watts. Units Meat gate Outpu in kilo- watts. Section ^f 1 No. 2. P't No. I. Whee pit No. 2. ber of dis- charge a b c d e f g 10 h i k 1 m n P q r 34 1909. July 16 July 17 9. 50-10. 20 10. 10-10. so 10. 50-11. 20 11. 20-11. 50 10. 50-11. 40 11.30-12. 00 7 f 84 8s S7 86 89 87 34, 160 23.860 24, lob 24,170 24,810 24,630 [ 100 100 100 100 100 i 100 40, 120 40, 120 40,080 40,000 39.950 39,850 64,280 63 , 980 64, iSo 64. 170 64. 760 64, 500 561.82 561. 78 561.80 561. 82 561.67 561. 69 424.8 424.8 425.0 425.0 425.6 425.8 426. 426.0 283 284 285 286 291 292 loB loB 14B 14B 15B 15B 8,741 8,806 8,713 8,652 8,752 8,780 0- 136 -137 -136 - 13s - ns -136 Wei ;lited mean . . 7 86 24, 290 10 100 40,020 64,310 561. 76 424.9 425.8 8,741 July 15 July 16 15. 50-16. 20 16. 10-16. 50 16.50-11. 20 8. 10- 8. 40 8. 40- 9. 10 9. 10- 9. 40 ■1359 35 6 f 88 88 88 84 S3 i 83 20,920 20, 880 20,860 20, 720 20.610 20,500 " f 100 100 100 100 100 i 100 43,480 44.240 44,320 44,090 44,170 44,220 64,400 65, 120 65, 180 64,810 64, 780 64, 720 S6i. 76 S6i. 75 561. 74 561.81 561. 82 S6i. S3 277 278 279 280 281 282 I4B 14B 15B iB iB loB 8.720 8,699 8,776 8, 630 8,522 8,717 = = -13s -134 423.4 423.4 423-4 425.8 425.7 423-7 •135 -133 .131 .135 Weii hted mean . . . July 14 Jtilyis 16. 00-16. 40 16.30-17.00 8. 30- 9. 00 9.00- 9.30 9- 30-10. 00 10. 00-10. 30 6 86 20, 730 II 100 44,130 64, 860 561. 79 423.4 425- 7 8,69s • 1341 36 9 89 92 86 88 89 89 29. 280 30.030 30. 140 30. 4S0 30.520 30.410 9 [ 94 95 90 90 90 , 90 34.410 34,420 32,940 32,010 32, 540 32,620 63,690 64, 450 63,080 62,490 63, 060 63, 030 561. 56 561. 55 561. 64 561. 64 S6i. 65 561.67 426-9 427-8 426.2 426.3 365 266 267 268 269 270 loB loB iB iB 14B 14B 9,318 9.318 9,228 9,149 9,171 9.04s . 146 -145 . 146 -146 .145 428.3 428.3 426. 4 426.4 Weig hted mean. . . July 14 10. 40-11, 10 11. 10-12.00 13- 40-14. 10 14. 10-14. 40 14. 40-15- 20 15. 10-15.40 9 89 30. 140 9 92 33.160 63,300 561.62 427.8 426.3 9,205 -1454 37 8 S3 84 90 90 90 90 26. 560 26,680 27, 290 27,080 27,020 26,970 10 94 94 93 94 94 . 94 37, 160 37,330 36, 870 37, 240 37,550 37,830 63, 720 64,010 64, 160 64, 320 64.570 64, 800 561.61 561. 61 561. 63 561. 61 561.63 561.60 426.4 426.4 426.8 426. I 426.0 426.3 259 260 261 262 263 264 iB iB 14B 14B 15B isB 9,144 9,o6S 9>05S 9,058 9,093 9,246 -143 .142 -141 426.8 426.3 -141 Weig hted mean . . July IS 10.50-11. 20 II. lo-ii. 50 8 S8 26,930 10 94 37,330 64. 260 561. 62 426. 6 426.2 9, III . 1418 38A ' ' 1 88 1 87 24, 100 24,020 II 9i 92 40, 160 40,510 64, 260 64, 530 561.68 561.67 426.4 426.4 271 272 isB 15B 8. 911 9,020 •139 Weig ited mean . . 7 88 24.060 II 92 40. 340 64,400 561.68 426.4 426.4 8,966 July 15 13. 10-13.40 13* 40-14. 10 14. 10-14. 40 14. 50-15. 20 -1392 38B 7 88 90 90 91 24,420 24, 240 24,300 24, 440 II 100 100 100 100 43,070 43,000 43,000 43.060 67,490 67, 240 67,300 67. 500 561.69 561. 70 561. 71 561. 67 273 274 275 276 loB loB 14B iB 9,190 9,063 9.249 9.299 -136 •135 -137 .138 426. 6 428.6 426.6 428.8 Weig ited mean . . 7 90 24,360 II 100 43.030 67,39° 561. 69 426.6 428.7 9.22s July 17 13. 10-13.40 13- 30-14. 10 14. 10-14. 50 14. 40-15- 20 ^5' 30-16. 00 16. 00-16. 30 •1369 39 s 82 88 91 91 90 90 27, 760 28, 630 28, 770 28, 680 28, 750 28, 760 9 100 100 100 100 100 100 35,760 36,240 36,250 36,250 36,270 36, 440 63, 520 64, S70 65,020 64,930 6s, 020 65, 200 561. 72 561. 72 561. 73 561. 75 561. 75 561. 76 293 294 295 296 297 298 loB loB 14B 14B 15B 15B 8,890 ,8,,S77 8,827 8,842 8,858 8,981 .140 •137 .136 -136 -136 -138 427.4 426. 5 427.4 426.5 427.4 426. s Weigl ted mean . . 8 89 28, s6o 9 100 36,200 64. 760 561. 74 427.4 426.5 . 431-8 431.8 431.3 431-8 8,879 9,644 9,713 9,693 9,744 July 17 -1371 287 288 289 290 isB iB 14B loB 40 8. 30- 9. 00 9. 00- 9. 30 9. 30-10. 00 10. 00-10. 30 8 93 96 9S 95 27.300 27, 700 27,910 27,910 II 100 100 100 100 41,480 41,500 41,420 41,480 68, 7S0 69, 200 69,330 69.390 561.51 561.51 561.51 561. SI 430.0 430.0 430.0 430.0 -140 - 141 . 140 . 140 Weigt ted mean 8 II 100 41.470 69.170 561.51 430.0 431-8 . 9,698 . 1402 1 1 170 PRESERVATION OF NIAGARA FALLS. Table 7. — Relation between water consumed and power developed — Continued. Date. Time of day. Power house No. i. Power house No. 2. Total output in kilo- watts. Water-surface elevation. Num- ber of dis- charge. Meter. Water con- sumed. Test No. Units. Mean gate. Output in kilo- watts. Units Mean gate. Output in kilo- watts. Section No. 2. Wheel pit No. I. Wheel pit No. 2. per kUo- watt. a b c d e f g h i k 1 m n P q r 41 1909. Jtily iS 7. 20- 8.00 7. so- S. 20 8. 20- 9. 00 8. 50- 9. 20 9. 20-10. 00 9. 50-10. 20 II 85 86 88 88 87 I 87 44,240 44,520 44.870 45. 140 45.450 44.960 44.240 44.520 44.S70 45. 140 45.45° 44.960 562.42 S62. 45 562.47 562. 49 562. S2 S62. 56 408.3 407-5 407.5 407.6 407.7 407.7 411. 2 411. 410.9 410.9 410.9 410. 299 300 301 302 303 304 14B 14B 15B isB iB iB 4.940 5. no 5.131 5.214 5.183 S.I75 0. Ill -IIS .116 Weig hted mean . . II 87 44.S60 44.860 562. 49 407.7 410.8 S.I26 • II43 July 31 II. 20-11. so 13. 10-13. 50 13' 50-14* 20 14. 20-14. 50 42 7 76 72 73 73 22,420 22,800 21,370 21,340 9 76 1 78 77 I 78 32,160 32.690 31,640 32,680 54.580 55. 490 S3. 010 54. 020 561. 76 S6i. 75 561. 76 561. 75 421.3 30s 306 307 308 iB 14B 14B ISB 8.09s 7.863 7.82s 7.831 .148 .142 .148 •I4S 422.3 42 1. 421.8 WeiR hted mean 7 74 21,950 9 77 32,330 S4, 280 561. 76 422.3 421.4 7.923 . 1460 July 31 15. 10-15.40 15. 40-16. 10 16. 10-16. 30 16.30-17.00 43 S 71 70 70 70 231420 22, 7S0 22,530 22.720 S 84 82 83 [ 84 29,660 28, 740 28,710 29,270 53.080 51.520 SI. 240 51,990 561. 75 561. 75 561. 76 S6i. 75 422.6 422. 2 422. 2 423-3 421.6 309 310 311 312 15B 15B loB loB 7.937 7. 910 8,084 8,071 - 149 -154 -158 ■I5S Weig hted mean 8 70 ] 2=,86o 8 83 29, 100 51.960 561. 75 422. 6 421.6 8,000 .1540 Aug. 2 8. 50- 9. 20 9. 10- 9. so 9. 50-10. 30 10.20-11.00 44 S f So 7S 74 I 73 26,590 25.880 24,030 24,160 9 72 71 70 70 27,810 27,950 27,590 26,420 54.400 53.830 51.620 SO. 5S0 561-37 561. 38 561.42 561.44 421.6 421.6 423-0 313 314 315 316 loB loB iB iB 8,304 8,368 8,09s 8,211 •153 -15s •157 . i6z Weig hted meau 8 76 25.170 9 71 27,440 52,610 S6i. 40 421.6 423-0 8,244 -1567 Aug. 2 II. 40-12. 00 13. 20-13. 50 13- 50-14* 20 14- 20-14. 50 45 7 78 78 So 23,020 23,320 23,260 23.380 10 [ 70 68 66 [ 68 30. 730 29,100 28, 920 29,380 53, 750 S2,420 52.1S0 52.760 S6i. 50 561. 58 S6l. 60 561. 60 423-3 317 31S 319 320 iB iB 14B 14B 8,154 8,007 7.768 7.919 .153 -153 -149 .ISO 422.4 421.7 Weig hted mean , 7 79 23.250 10 68 29.530 S3, 7S0 S6I.S7 422. 8 421. 7 7.962 •IS09 Aug. 2 IS- 50-16. 20 16. 20-16. 50 16. 50-17-30 17-30-1S.00 46 7 78 79 77 76 22,360 22,490 22,490 22,060 II 60 59 61 60 27.920 27.700 27,900 27,180 50,280 50, 190 50.390 49. 240 561. 56 561. 55 561. 52 S6l. S2 321 322 323 324 14B 14B ISB 15B 7. 743 7.704 7.896 7,842 •154 •154 •157 •159 422. 422.4 421.9 WeiB hted mean 7 78 22,350 II 60 27,670 SO. 020 S6i- 54 422. 2 421.9 7. 796 •I5S9 Aug. 3 hted mean.... S. 20- 8. so 8. 40- 9. 10 9. 10- 9. so 9- 50-10. 20 47 6 76 75 75 73 19.430 19. 040 iS, 740 18,820 II 74 75 69 69 35,420 34. 7S0 32, 930 33.460 54. 850 53.S20 51,670 52,280 325 326 327 328 loB loB iB iB 8,147 8,024 7.835 7.773 • 149 • 149 .151 •149 S6i. 67 561.67 S6i. 71 419.8 419. 1 419.0 421.5 Weig 6 75 19,010 II 72 34, 150 53.160 s6i. 70I 561. 69J 419-3 421.5 7.945 • 1495 Aug.3 10. 50-11. 30 11. 20-11. 50 13.00-13.30 13- 3<^X4- 20 4S 8 6s 6S 66 67 20.450 20,220 20, 740 20, 730 II 60 59 58 59 26, 650 26,200 26, 290 26,900 47. 100 46,420 47.030 47, 630 561. 65 561. 63 561. 59 561. 60 329 330 331 332 iB iB 14B 14B 8,168 8,124 8,314 8,282 •173 ■175 420.7 422. 6 Weip ited mean 1 8 66 20, 540 II 59 26,510 47.040 422.6 8,222 • 1748 Aug.3 15. 00-is- 30 15- 20-15. SO 16. 00-16. 40 16.30-17-00 ^ 49 8 68 68 66 67 20, 640 20, 460 20,610 20, 780 10 66 67 64 64 27, 240 27, 280 27,210 26, 790 47, S80 47, 740 47. S20 47.570 561.61 561. 63 S6i. 63 561. 64 420. S 422.6 333 334 335 336 iB iB 14B 14B 8,190 8, 223 8, 109 8, 104 • 171 • 172 • 170 Weig itedmean 8 67 20, 620 10 1 65 27. no 1 47.760 561. 63 420. s 422.6 8. 156 . 1-08 ' 1 1 PRESERVATION OF NIAGARA FALLS. Table 8. — Summary of results. 171 Number. Ref- er- ence. Test. Power house No. i. Units. Mean gate. Head. Out- put (kilo- watts). Kilo- watts per unit. Power house No. 2. Mean gate Head. Out- put (kilo- watts). Kilo- watts per unit. Power houses Nos. i and 2. Units, Output. Kilo- watts. Horse- power. Water con- sumed. Water per kilo- watt. Ar Bt B2 B3 B4 Bs B6 B7 B8 Ci C2 C3 C4 Cs C6 C7 C8 C9 Ci Cii CJ2 C13 C14 Di D2 D3 D4 D5 D6 D7 D8 Dg Dio Dii D12 D13 D14 Dis Ei E2 E3 E4 Es E6 E7 E8 Eg Fi F3 E4 Fs Gi 22A 22B 43 10 9 47 26 29 30 35 45 15B 16 25 28 34 44 31 27 39 46 38A 38B 49 37 20 21A 21B 36 48 40 14 19 isA 18 1909 July 18 June 9 . . . . June 3 . . . . June 8 . . . . Jime 2 . . . . June 7 . . . . Jime I . . . . June 5 . . . . May 29 July 7 June 15 . , . June 29.. . July 6 June 14 . . . Jime 1S-19. Jime 28 . , . July 31.... June 12... July 7 do.,.. July 31.... June II . , . June 10 . . . Aug. 3 June 30 . . . July 2 do.. .. July 15-16. Aug. 2 June 16 . . . June 17-18. June 29 . . . July I July 16 Aug. 2 . . . . Julys June 30-3 1. July 17 Aug. 2 . . . . July IS ....do.. .. Aug. 3 . . . . July 14. . . . June 22 . . . Jime 23 . . . do.... July 14-15. Aug. 3 . . . . July 17 June 16 . . . June 21 . . . June 16 . . . June 19-21. 136 13S 136 136 136 136 136 136 136 136 136 135 13s 135 134 134 134 134 134 134 131 132 136 135 134 133 134 134 135 135 134 133 133 134 133 132 132 134 132 132 134 132 132 132 131 I3S 130 132 132 132 133 13,860 I5>050 15.390 18,130 19,830 20,810 23, 130 24,950 17,030 17, 240 17,260 20,060 18,970 21,350 20, 7go 21,950 22,630 22,010 21,880 22,860 26,320 30, 480 19,010 19,930 18, 130 18,440 20, 730 23,250 17,660 20,230 20,430 23,700 24, 290 25,170 24,550 25, 140 28,560 22,350 24,060 24,360 20, 620 26,930 27, 150 27, 140 26, 560 30, 140 20, 540 27, 700 16, 890 27,680 21,280 27,320 3,465 3,010 3,078 3,022 3,30s 2,973 3,304 3, 120 3,406 3,448 3,452 3,344 3,162 3,5SS 3,465 3,136 3,233 3,144 3,126 2,85s 3,290 3,387 3,168 3,322 3,022 3,073 3,455 3,322 2,523 2,890 2,919 3,386 3,470 3,146 3,069 3,142 3,570 3,193 3,437 3,480 2,770 3,366 3,0x7 3,016 2,951 3,349 2,568 3,462 1,877 3,076 2,364 3,036 87 87 73 89 6s 86 75 87 72 71 78 100 72 88 82 100 77 89 88 100 76 8S 100 100 68 86 84 84 86 100 71 100 60 92 100 65 94 75 91 95 92 59 100 92 66 92 52 152 144 145 143 145 143 144 143 144 143 143 140 142 140 141 139 140 141 140 140 140 140 140 140 139 139 139 136 138 139 139 137 136 138 139 136 135 140 135 133 139 135 137 135 134 135 139 130 134 135 133 137 44,860 41,970 33,410 38,750 29,680 33, 780 27,640 30, 460 23, 180 35,220 38,450 45, 280 32, 260 38,110 37,000 40,980 32,330 33,600 34, 960 37,370 29, 100 30,170 25,760 34,150 37,240 41,200 44,330 44,130 29,530 36,870 36,670 36,720 37,oSo 40,020 27,440 32,150 34,960 36,200 27,670 40, 340 43,030 27,130 37,330 28,920 33,390 35,010 33,160 26,510 41,470 37,010 27,150 36,810 22, 150 4,078 3,81s 3,341 3,875 3,298 3,753 3,45S 3,808 3,312 3,202 3,495 4, 116 3,2f6 3,811 3,700 4,098 3,592 3,733 3,884 4>iS2 3,638 3,771 3,680 3,10s 3,38s 3,745 4,433 4,012 2,953 3,687 3,667 3,672 3,708 4,002 3,049 3>S72 3,884 4,022 2,515 3,667 3,912 2,713 3,733 3,213 3,710 3,890 3,684 2,410 3,770 3,701 2,715 3,681 2,014 IS IS IS 15 IS IS 15 15 16 16 16 16 16 16 16 16 16 16 16 16 j6 16 17 17 17 17 17 17 17 17 17 17 17 17 17 17 17 18 18 18 18 18 18 18 18 18 19 19 19 19 19 44,S6o 55,830 48, 460 S4. 140 47,810 S3, 610 48,450 53,590 48, 100 52,250 55,690 62, 540 52,320 57,090 58,350 61,770 54, 280 56, 230 56,970 59,250 51,960 56, 49° 56, 240 53,160 57,170 59,330 62, 770 64, 860 52,780 54, 530 56,900 57,150 60, 780 64,310 52,610 56,700 60, 100 64,760 50,020 64,400 67,390 47,760 64, 260 56,070 60, 530 61,570 63,300 47,040 69, 170 53,900 54,830 58,100 49,470 60, 100 74,800 65,000 72,600 64, 100 71,900 65,000 71,800 64, 500 70, 100 74,600 83,800 70, 100 76,500 78, 200 82,800 72,800 75,400 76,400 79,400 69,700 7S, 700 75,400 71,300 76,600 79,500 84,200 87.000 70,800 73,100 76,300 76,600 81, 500 86,200 70,500 76,000 80,600 86,800 67, 100 86,300 90,300 64,000 86, 100 75, 200 81,100 82,500 84,900 63, 100 92,700 72,300 73,500 77,900 66,300 5,126 7,264 6,882 7,312 7,030 7,354 7,263 7,482 7,257 7,320 7,534 7, 743 7,471 7,732 7.710 7,945 7,923 7,920 7, 716 8,040 8,000 8,100 8, 19s 7,945 8,008 8,106 8,405 8,695 7,962 7,958 8,080 8,324 8,489 8,741 8,244 8,194 8,421 8,879 7,796 8,966 9,225 8,156 9,111 8,698 8,869 8,966 9,»05 8,222 9,698 8,892 8,776 9,052 8. 299 o. 1143 .1301 . 1420 •1351 .1470 .1372 ■1499 •1396 •1509 . 1401 •1353 .1238 .1428 ■1354 • 1321 .1286 . 1460 .1409 •13S4 •1357 .1540 .1434 ■1457 •149s .1401 .1366 •1339 -1341 •1509 . 1460 . 1420 •1457 •1397 •1359 ■1567 •144s . 1401 •1371 ■1559 •1392 .1369 .1708 .141S •1551 .1465 ■1456 -1454 .1748 . 1402 .1650 . 1601 •1558 .1678 172 PRESERVATION OF NIAGARA FAIvLS. Table 9. — Water consumption for each power house. Power house No. I. Power house No 2. Total water. ■ No. Corre- Corre- Valve. Coeffi- cient. Head. spond- ing coeffi- Kilo- watt. Water. Valve. Coeffi- cient. Head. spond- ine coeffi- Kilo- watt. Water. Com- puted. Ob- served. Differ- ence. Per cent.* cient. cient. I 78 1,706 136 1,706 24,950 4,260 72 1,330 144 1.292 23,180 2.995 7.255 7.257 — 2 0.0 2 76 1,740 136 1,740 20, Sio 3,620 75 1,305 144 1,269 27,640 3.515 7.140 7.263 -123 1-7 3 75 I, 760 136 I, 760 18,130 3.190 65 1,400 14s 1.352 29, 680 4,010 7,200 7.030 -t-170 2.4 4 76 1,740 136 1,740 15,050 2,620 73 1,320 145 1.273 33.410 4,260 6,880 6,882 — 2 ■ 5 86 1,590 136 1,590 23.130 3,680 87 1,22a 143 1,197 30, 460 3.650 7.330 7.482 -152 2.0 6 88 i,s68 136 1,568 19,830 3. 115 86 1,228 143 1,202 33. 7S0 4,060 7. 175 7.354 -179 2.4 7 80 1,675 136 1,675 15,390 2,580 89 1,212 143 1,188 38,750 4,600 7,180 7,312 -132 I. 8 8 84 i,6iS 136 1,618 13,860 2.245 87 1,222 144 1,188 41,970 4.990 7,235 7.264 — 29 •4 9 84 1,618 132 1,668 30, 480 S.oSs 86 1,228 140 1,228 25.760 3.16s 8,250 8.195 + 55 ■7 10 82 1,645 131 1,708 26,320 4.490 88 1,218 140 1,218 30, 170 3,670 8,160 8.100 -t- 60 •7 II 78 I. 70S 134 1,732 22,630 3.925 89 1,212 141 1.203 33.600 4.050 7.975 7.920 + 55 •7 12 80 1,675 135 1,687 18,970 3.200 88 I,2lS 140 I, 218 38,110 4.64s 7.845 7.732 -t-113 I- 5 13 8S 1,602 136 1,602 17.240 = ,765 78 1,280 143 1.252 38,450 4,820 7.58s 7.584 4- I .0 14 54 2, 430 132 2,505 16, 890 4.240 92 1,198 134 1,251 37,010 4.640 8,880 8,892 — 12 . I ISA 66 2,005 132 2,065 21,280 4.400 92 1,198 133 1,262 36, 810 4.650 9.050 9,052 — 2 .0 IS 68 1,934 I3S 1,949 17,660 3.440 86 1,228 138 1,246 36, 870 4,600 8,040 7.958 + 82 1.0 16 76 1,740 135 1,753 20, 230 3.550 84 1,240 139 1,249 36,670 4.585 8,13s 8,080 + 55 -7 17 90 1,550 135 1,562 21.350 3,335 82 1.254 141 1.246 37.000 4,620 7,955 7.710 + 245 3-2 18 77 1,722 133 1,762 27.320 4,810 52 1,560 137 1.595 22, 150 3,535 8,345 8.299 -f 46 .6 19 83 1,630 132 1,680 27,680 4.650 66 1,390 135 1,441 27,150 3.920 8,S7o 8.776 -206 2.4 20 79 1,690 133 1,728 27, 150 4,700 75 1,305 137 1.335 28,920 3,S6o 8,560 8,698 -138 1.6 21A 80 1,675 132 1,724 27.140 4,680 91 1, 202 135 1.246 33,390 4,160 8,840 8,869 - 29 •3 21B So 1,675 132 1,724 26,560 4,580 95 1.183 134 1,236 35.010 4.325 8.90s 8,966 - 61 •7 22A 84 1,618 134 1,642 22.010 3,620 88 1,218 140 I, 218 34.960 4.25s 7. 875 7,716 + 159 2.1 22B 84 1,618 134 1,642 21.8S0 3,600 100 1, 162 140 1.162 37,370 4.345 7.945 8,040 - 95 1.2 23 90 I,S50 134 1,573 20, 790 3,270 100 1,162 139 1,1/1 40, 980 4,800 8,070 7.945 -I-125 1.6 24 89 1,558 136 1,55s 17,260 2,690 100 1, 162 140 1,162 45.280 5,260 7.9SO 7,743 -1-207 2.7 25 76 1,740 134 1,765 20,430 3,610 84 1.240 139 1,249 36, 720 4.590 8,200 8,324 -124 l-S 26 84 1,618 13s 1.630 19.930 3,250 76 1,298 139 1,308 37.240 4,870 8,120 8, 008 -t-112 1.4 27 82 1,64s 132 1,695 25.140 4,260 94 1,188 136 1,223 34,960 4,280 8,540 8,421 -f 119 1.4 28 88 1,568 133 1,604 23,700 3,800 86 1,228 137 1,254 37,080 4.655 S.45S 8,489 — 34 •4 29 81 1,660 134 1,683 18, 130 3,050 85 1,234 139 1.243 41, 200 S.130 8.180 8,106 + 74 • 9 30 82 1,64s 133 1,682 lS,440 3,100 100 1,162 139 1, 170 44.330 S.I9S 8,295 8. 405 — no 1-3 31 82 1,64s 133 1,682 24.550 4, 130 84 1,240 139 1.249 32,150 4,010 8,140 8. 194 — 54 •7 32 82 1,645 13s 1,658 20,060 3,325 72 1.330 142 1,312 32,260 4.240 7,565 7,471 + 94 1-3 33 83 1,630 136 1.630 17.030 2,780 71 1.340 143 1. 312 35,220 4.625 7.40s 7.320 + 85 1.2 34 86 1,590 133 1,626 24. 290 3,955 100 1,162 136 1. 197 40, 020 4,790 8.745 8.741 + 4 .0 35 86 1,590 134 1,613 20, 730 3,342 100 1,162 136 1. 197 44.130 5,280 8,622 8.695 - 73 .8 36 89 1,558 131 1,616 30,140 4,870 92 1,198 13 s 1.243 33,160 4.125 8.995 9.20s — 210 2-3 37 88 1,568 132 1,616 26, 930 4.350 94 1,188 135 1.232 37.330 4, 60s 8.9SS 9. Ill -156 1-7 38A 83 1,568 132 1,616 24, 060 3,885 92 1,198 135 1.243 40, 340 5. 025 8,910 8,966 - 56 .6 3SB 90 1,550 132 1,597 24,360 3,885 100 1, 162 133 1.223 43.030 5.26s 9.150 9,225 - 75 .S 39 89 1,558 132 1,605 28, 560 4.5S0 100 1, 162 13s 1, 206 36,200 4,360 8,940 8,879 -1- 6l •7 40 95 1,520 130 1,590 27.700 4,400 100 1,162 130 1,252 41,470 S.200 9,600 9,698 - 98 I.O 41 42 136 134 87 77 1,222 1,290 152 140 1,127 1,290 44,860 32,330 5.060 4,170 S,o6o 8,140 5,126 7.923 - 66 -1-217 1-3 74 1,780 1,807 21,950 3,970 2.7 43 70 1,872 134 1,900 22,860 4.350 83 1,247 140 1,247 29. 100 3.63s 7.985 8,000 — IS .3 44 76 1,740 134 1,766 25, 170 4.445 71 1,340 138 1,360 27.440 3,735 8.T80 8,244 - 64 .8 45 79 1,690 134 1,715 23,250 3,990 68 1,369 140 1.369 29. 530 4, 050 8,040 7,962 + 78 x.o 46 78 I, 706 134 1,732 22,350 3,875 60 1,459 140 1.459 27,670 4,040 7.91S 7,796 + 119 i-S 47 75 1,760 136 1,760 19,010 3.345 72 1,330 140 1.330 34. 150 4.S45 7.890 7.945 — 55 •7 48 66 2,00s 135 2,022 20, 540 4,160 S9 1,470 139 1. 481 26,510 3.930 8,090 8,222 -132 1.6 49 67 1.970 134 1.995 20,620 4.140 6S 1,400 139 1,410 27.130 3.825 7,96s 8,156 — 191 2-1 ' Mean error, i.iS per cent. PRESERVATION OF NIAGARA FALI.S. Table io. — Recommendation for permit. ^i: Units in operation. Pennissible output. Valve in No. I no less than 50 per cent. Valve in No. I no less than 7 s per cent. Total. No. 1. No. 2. Kilowatts. Approximate horsepower. Kilowatts. Approximate horsepower. IS 4 II Unlimited. Unlimited. Unlimited. Unlimited. 15 S 10 Unlimited. Unlimited. Unlimited. Unlimited. IS 6 9 Unlimited. Unlimited. Unlimited. Unlimited. IS 7 8 Unlimited. Unlimited. Unlimited. Unlimited. IS 8 7 Unlimited. Unlimited. Unlimited. Unlimited. 16 S II 60, 400 80,900 60, 400 80,900 16 6 10 58,600 78, 500 58.600 78,500 16 7 9 56,900 76, 200 56, 900 76,200 16 8 8 5S, 100 73,800 55,300 74, 100 16 9 7 52,600 70. 500 53,600 71,800 17 6 II 5S, =oo 74,000 55,200 74.000 17 7 10 53,400 71 . 600 53,400 71,600 17 8 9 52, 100 69.800 52. 100 69.800 17 9 8 49, 600 66, 500 50, 600 67,300 iS 7 II 49,900 66, 900 51,500 09, 000 IS 8 10 48, 200 64,600 50, 200 67,300 18 9 9 46, 100 oi.Soo 49 000 65, 700 19 S II 45,400 60,800 49,000 65,700 19 Op 9 ;ratioi 10 1 not 44,000 59. 000 48, 100 64,500 ■ lin lited . . . 40,000 53,600 NoTB.— This schedule is based on 7,87s cubic feet per second ol water available in plant of Niaeara Falls Power Co. and 725 cubic feet per second in the plant of the International Paper Co. Two per cent has been added to quantities as computed by curves. o 7821° — S. Doc. 105, 62-1 15 l::: lO