EFFECTS ON LAKE ONTARIOWATER LEYIELS OF THE GUT DAM AND CHANNEL GHAffG€S IN THE GALOP RAPIDS REACH OF THE ST. LAWRENCE RIVER EFFECTS ON LAKE ONTARIO WATER LEVELS OF THE GUT DAM.AND CHANNEL CHANGES. IN THE -.GALOPRAP1 DS. REACH"OF THSE . ..

. 'ST. LAWRENCE -RIVER . .

APPENDIX B BACKWATER. COMPUTATIONS ...... - ......

REPORT TO THE INTERNATIONAL JOINT COMMISSION

. r.. * - by THE INTERNATIONAL LAKE ONTARIO

. . BOARD-OF ENGINEER.S,.-:-::,. . s ., . . . -

October 1957

'., . EFFECTS ON LAKE ONTARIO WATER LEVELS OF THE GUT D@ AND CHANNEL CHANGES IN THE GALOP RAPIDS REACH OF THE ST . LAWRENCE RIVER

TABLE OF CONTENTS

.TEXT

Subject Page

SECTION I .INTRODUCTION Authority ...... Instructions to Board of Engineers ...... Membership of Board and Working Committee ...... Purpose and Scope ......

SECTION I1 .GALOP RAPIDS REACH OF THE ST . LAWRENCE RIVER ~esumg of Changes in the Galop Rapids Reach ...... Available Data ...... Flow Distribution...... wdrograpkly ...... Water Surface Elevations ...... Discharge ...... Previous Reports ......

SECTION I11 .METHOD General Approach ...... Distribution of Flow ...... ;...... Backwater Computations ...... Conditions for Computations ...... Determination of Effects ......

SECTION IV .COMPUTATIONS Selected Flow ...... *...... 10 Hydraulic Elements ...... 10 Water Level at Downstream End of Computations ...... 10 .Page Water Levels at Upstream End of Camputations ...... 11 Raughness Coefficients ...... 11 Canadian Galop Rapids Channel ...... :...... 11 Gut Channel ...... 12 Rating Curve for Flow in American Galop Rapids Channel ...... 12 Computation of Effects ...... 12 Computation of 1874 Condition (condition . 6) ...... 13 Effect of Dredging in the Canadian Galop Rapids Channel ...... 13 Effect of the Galop Canal Realignment ...... 13 Effect of Gut Dam Construction ...... 13

SECTION V .RESULTS OF THE S'I'LJDY General ...... 14 Computed Effects at North Channel Gage ...... 14 Discussion ...... 14 Computed Effects on Lake Ontario ...... 15 Table: Computed Effects of Changes at North Channel Gage and Lake Ontario ...... 16

TABLES

Title Table

1918-1920 Discharge Measurements of the Galop Rapids Reach of the St . Lawrence River ...... 1952 Discharge. Measurements of the Galop Rapids Reach of the St . Lawrence River ...... Water Surface Elevations at Permanent and Temporary Gages, 1953-1954.. Hydraulic Elements - Canadian Galop Channel ...... Hydraulic Elements - Gut Channel ...... Computation Record - Condition 1...... Computation Record - Condition 2 (~anadianGalop channel) ...... Computation Record - Condition 2 (~utchannel) ...... Summary of Computations ......

PLATES

Title Location Map ...... 1953 Conditions ...... 1953 wdrograpkly ...... 1874 mdrograpw ...... ;...... e...... 1953 Flow Distribution in Galop Rapids ...... Gage Relationships. North Channel - Lock 25 ...... Gage Relationship..- . F - Lock 25 ......

iii . Plate Gage Relationship. Lock 28 .Lock 25 ...... Stage-Discharge Relationship at Lock 25 for St . Lawrence River Discharge, International Rapids Section ...... Cross Section at Section 1...... Cross Section at Section 2 ...... Cross Section at Section 3 ...... Cross Section at Section 4 ...... Cross Section at Section 5 ...... Cross Section at Section 6...... Cross Section at Section 7...... Cross Section at Section 8...... Cross Section at Section 9...... d...... Cross Section at Section 10 ...... Cross Section at Section 11 ...... Cross Section at Section 12...... Cross Section at Section 13 ...... Cross Section at Section 14 ...... Cross Section at Section 15 ...... Cross Section at Section 16 ...... Cross Section at Section 17 ...... Cross Section at Section 1G ...... Cross Section at Section 2G ...... Cross Section at Section 3G ...... Cross Section at Section 4G ...... Cross Section at Section 5G ...... Cross Section at Section 6G...... Cross Section at Section 7G ...... Cross Section at Section 8G ...... Cross Section at Section 9G ...... St . Lawrence River Rating Curves at the Gages "Lock 28" and .FI1 ...... Flow in American Galop Rapids Channel in Per Cent of Total River Flow Under 1952 Conditions ...... St . Lawrence River Rating Curves at North Channel Gage ...... Rating Curve for North Channel Gage Giving Flow in American Channel of Galop Rapids at Total River Flow of 240. 000 CFS ...... EFFECTS ON LAKE ONTARIO WATER LEVELS OF THE GUT DAM AND CHANNEL CHANGES IN THE GALOP RAPIDS RUCK OF THE ST. LAWRENCE RIVER

SECTION I

INTRODUCTION

1. Authority. The Governments of Canada and the United State of America requested the International Joint Commission to investigate and report on the following Reference dated 25 June 1952:

"In order to determine, having regard to all other interests, whether measures can be taken to regulate the level of Lake Ontario for the benefit of property owners on the shores of the lake in the United States and Canada so as to reduce the extremes of stage which have been experienced, the Governments of the United States and Canada have agreed to refer the matter to the International Joint Commission for investigation and report pursuant to Article IX of the Treaty relating to boundary waters between the United States and Canada, signed January 11, 1909. '!It is desired that the Commission study the various factors which affect the fluctuations of water level on Lake Ontario, including the construction in,the St. Lawrence River known as 'Gut Dam1, and any diversion of water into or out of the Great Lakes basin, and shall determine whether in its judgment action can be taken by either or both Governments to bring about a more beneficial range of stage, having regard to the proposed plan for improvement for navigation and power of the International Rapids Section of the St. Lawrence River and the proposed method of regulation of the levels of Lake Ontario which is an essential feature of that plan. "As a result of its studies under this Reference, it is desired that the Commission shall determine whether, in its judgment, changes in regard to existing works or other measures would be practicable and in the public interest from the points of view of the two Governments, having in mind the order of precedence to be observed in the uses of boundary waters as provided in Article VIII of the Boundary Waters Treaty of 1909.

"In the event that the Commission should find that changes in existing works or that other measures would be feasible and desirable, it should indicate how the interests on either side of the boundary would be benefited or adversely affected thereby. The Commission should estimate the cost of such changes in existing works or of such other measures, including indemnification for damage to public and private property arising therefrom and the cost of any remedial works that may be found to be necessary. With due regard to the final paragraph of this Reference and to the arrangements presently being proposed for development of power in the International Rapids Section of the St. Lawrence River, the Commission should indicate how the cost of any measures and the amounts of any resulting damage should be apportioned between the interests involved.

"In the conduct of its investigation and otherwise in the performance of its duties under this Reference, the Commission may utilize the services of engineers and other specially qualified personnel of the technical agencies of Canada and the United States and will as far as possible make use of information and technical data heretofore acquired by such techical agencies or which may become available during the course of the investigation, thus avoiding duplication of effort and unnecessary expense. "It is the desire of both Governmentsthat consideration of this Reference shall not delay action by the Commission with respect to applications submitted to the Commission concerning the development of power in the International Rapids Section of the St. Lawrence River.

2. Instructions to Board of Engineers. Under the authority of this Reference, the International Joint Commission, in April 1953, established the International Lake Ontario Board of Engineers, the members of which were drawn from technical agencies of the two Governments. In the letter of appointment from the International Joint Commission, the International-Lake Ontario Board of Engineers was instructed as follows:

"The duties of the Board will be to undertake through appropriate agencies in Canada and the United States, the necessary investigation and studies and to advise the Commission on all technical engineering matters which it must consider in making a report or reports to the two Governments under the Reference of 25 June 1952." 3. Membership of Board and Working Committee. The International Lake Ontario Board of Engineers is composed of one representative from each Government. Mr. Gail A. Hathaway, formerly Special Assistant to the Chief of Engineers, Department of the Army, Washington, D. C., now Engineering Consultant to the International Bank for Reconstruction and Development, is the United States member. Mr. T. M. Patterson, Director, Water Resources Branch, Department of Northern Affairs and National Resources, Ottawa, Ontario, is the Canadian member. 4. The Board arranged for technical assistance through the appointment of its International Lake Ontario Working Committee with two members each from the United States and Canada. Membership of the United States Section consists of Mr. F. F. Snyder, Hydraulic Engineer, Office of the Chief of Engineers, Department of the Army, Washington, D. C., Chairman, and Mr. Edwin W. Nelson, Chief Engineering Consultant, Office of the Division Engineer, North Central Division, Corps of Engineers, Chicago, Illinois. Mr. Snyder was appointed Chairman on 15 July 1957 to replace Brigadier General P. D. Berrigan upon his resignation as member and Chairman of the United States Section, and on the same date Mr. Nelson was appointed a member. General Berrigan became a member and Chairman of the United States Section vice Colonel W. P. Trower when General Berrigan assumed responsibility as Division Engineer, North Central Division, Corps of Engineers, on 6 June 1955. Membership of the Canadian Section consists of Mr. R. H. Clark, Chief Hydraulic Engineer, Water Resources Branch, Department of Northern Affairs and National Resources, Ottawa, Ontario, Chairman, and Mr. R. H. Smith, Hydraulic Engineer, St. Lawrence Seaway Authority, Montreal, Quebec. Mr. C. G. Cline, Hydraulic Engineer, Department of Northern Affairs and National Resources, served as alternate to Mr. Smith, pending the latter's appointment. 5. Pur~oseand Sco~e. The determination of the effects on Lake Ontario water levels of -the Gut Dam and channel changes in the Galop Rapids reach was undertaken by three methods: gage relationships; backwater computations; and model tests. The purpose of this appendix is to present the results of the study to determine the effects of channel regimen changes in the Galop Rapids reach of the St. Lawrence River for a flow of 240,000 cubic feet per second by means of computed backwater profiles.

SECTION I1

GALOP RAPIDS REACH OF THF, ST. LAWFENCE RIVER

6. The Galop Rapids reach of the St. Lawrence River, located approximately 70 miles downstream from Lake Ontario, extends from about Ogdensburg, New York, to about Cardinal, Ontario, and includes the Galop Rapidd (see Plates 1 and 2). These rapids consist of three separate channels: the Canadian Galop Rapids; the Gut Channel; and the American Galop Rapids. The Galop Rapids are formed by a rock ledge which provides the natural control of Lake Ontario outflows. Alterations to the regimen of any of the three channels will affect upstream river stages and Lake Ontario water levels. The Galop Canal on the Canadian side of the river provides a means for navigation to bypass the swift currents in the rapids. 7. ~esum6 of Changes in the Galo~Ra~ids Reach. The regimen of the Galop Rapids reach of the St. Lawrence River has been altered several times in the past. The original Galop Canal was constructed during the period 1844-1846 to provide a safe upbound passage around the rapids, The canal was relocated during the period 1889-1896 to its present alignment. Between 1880 and 1888 and again from 1897 to 1908, the natural channel through the Canadian Galop Rapids was dredged to afford larger vessels a safe downbound passage through the rapids. The Gut Channel was closed in 1903 by placement of the structure known as Gut Dam. The primary purpose of the dam was to shut off a side or cross current in the Canadian Galop Rapids to render that channel safer for the passage of vessels. A secondary purpose was to raise the water in the upper entrance of the Galop Canal, by lessening the cross-sectional area of discharge of the river. Operations to remove Gut Dam were started on 30 October 1952 and were completed on 6 January 1953. In the area upstream of the Canadian Galop Rapids, the North Channel navigation improvement to provide an approach for vessels using the Galop Canal was made during the period 1897 to 1908. There have been no known changes in the American Galop Rapids channel. The changes to the regimen of the Galop Rapids reach are discussed in chronological order in the following paragraphs,

8. The original Galop Canal was the' upper of a series of canals constructed by the Government of Canada to-provide navigation with a means for passing into the upper St. Lawrence River and the Great.La.kes. Construction of the Galop Canal was initiated in 1844 to provide a safe passage past the Galop Rapids. In November 1846, the Galop Canal, about 2.25 miles in length, was opened to traffic. The upstream half of this canal is depicted'on Plate 4. The original Galop Canal provided clear depths of about nine feet over the sills and was used primarily for upbound passage. In 1856, this canal was joined to the Iroquois Canal so that the Galop Canal thereafter extended over five miles from the head of the Galop Rapids to Iroquois, Ontario.

9. In 1879, a contract was awarded by the Department of Public Works, Canada, to deepen the downbound navigation channel through the Canadian Galop Rapids for 14-foot navigation. The work under this contract was completed in 1888.

10. In May 1889, work was initiated by the Department of Public Works to improve the upper end of the Galop Canal. Salient features of this improvement were: the construction of a new Lock 27 at a location easterly of the old lock; the construction of a new lift lock (designated Lock 28) adjacent to the new Lock 27 to provide access to the river below the more turbulent water in the Canadian Galop Rapids; and the realignment of the canal proper including an extension of the upper entrance pier of the Galop Canal. These changes to the original canal can best be illustrated by comparing the canal as it was in 1874, shown on Plate 4, with the alignment depicted on Plate 3. This work was practically completed in 1895 when the new locks were placed in service. The pier extension was completed in 1896.

11. Excavation of the North Channel through Spencer and Drummond 1slands was started in June 1897. This improvement, which was designed to eliminate the necessity of using the sinuous natural channel through United States waters, consisted of a straight channel 300 feet wide with a pier at the upper end extending upstream from Spencer Island, The channel was opened to traffic in 1901 although work remained on both the dredging and Spencer Island pier. The pier was completed to normal water level in October 1902, and dredging to full width throughout the channel except at the lower end where material was reserved to be used in the construction of Gut Dam was completed during 1902 and 1903. Removal of the material reserved for Gut Dam was started in September 1903, and dredging of the channel was practically completed by 1904. Final details of the channel were completed by 1908.

12. Further dredging in the Canadian Galop Rapids was initiated following hydrographic surveys which indicated that the deepening done under the original contract (see' paragraph 9) had not provided the required depths in the navigation channel. The additional dredging was begun in 1897 and, with the exception of the years 1902 and 1903, was carried on and practically completed by 1906. Surveys following this work indicated that a 14-foot navigation channel had been obtained throughout the Canadian Galop Rapids.

13. In September 1903, following negotiations between the Governments of Canada and the United States, the Department of Railways and Canals, Canada, initiated the placement of a rock dump to close the Gut Channel between Adams and Galop Islands. Closure of the Gut Channel was completed by November 1903 and the permanent Gut Dam was finished in 1907.

1. No further alterations to the regimen of the Galop Rapids reach of the St. Lawrence River are known to have occurred until 30 October 1952 when the CanadianGovernment, pursuant to the Order of Approval of the International Joint Commission for the St. Lawrence Power Project dated 29 October 1952, initiated steps to reopen the Gut Channel by removal of the Gut Dam. The removal operations were completed on 6 January 1953. 15. Available Data. To complete the desired backwater computations, data from the several sources listed below were considered:

a. Special Projects Branch, Department of Transport report entitled "Extent of Excavation in the Canadian Galop Rapids as Determined by Surveys of 1873-1906 .I1

b. Special Projects Branch, Department of Transport report entitled llEffectsof Improvements for Navigation in the Galop Rapids Area on Water Levels."

c. International Lake Ontario Board of Engineers, "Specifications for the Construction, Verification and Testing of the Hydraulic Model of the Galop Rapids Reach of the St. Lawrence River," dated 28 February 1955, including revisions given in Addendum to Specifications, dated 4 January 1956.

d. Waterways Experiment Station, Corps of Engineers, U. S. Army, Technical Memorandum No. 2-233, dated June 1947, subject 'lModel Studies for the Improvement of the Galop Rapids Reach of the St. Lawrence River."

16. For the purposes of this study, the data extracted from the sources listed in the preceding paragraph were divided into three classifications: flow distribution among the various channels composing the Galop Rapids; hydrography of the Canadian Galop Rapids channel and Gut Channel and the channels immediately upstream thereof; and water-surface elevations related to flows in these channels. The data in each classification are discussed hereunder.

a. Flow Distribution. Any changes in the regimen of the Galop Rapids reach have an effect on flow distribution among the three channels of the rapids. The most significant change in recent years affecting the distribution of flow was the reopening of Gut Channel in 1953. ,Flowmeasu~ements made both prior to and subsequent to the Gut Dam removal operations provide a necessary source of information for making the backwater computations.

(1) In the stabilized period when the Gut Channel was closed, discharge measurements were available for both the American and Canadian Galop Rapids channels. During 1918, 1919, and 1920, measurements were made in the American Galop Rapids channel by the Hydro-Electric Power Cammission of Ontario and the Department of Public Works, Canada. In November of 1952, the Hydro-Electric Power Commission of Ontario measured flows in both the American and Canadian Galop Rapids channels. Results of all measurements during this period when the dam was in place are contained in Tables 1 and 2. These results were obtained frm Tables 4 and 5 of the ltSpecifications for the Construction, Verification and Testing of the Hydraulic Model of the Galop Rapids Reach.I1

(2) For the period subsequent to the completion of the removal operations, extensive stream flow measurements in all three channels were made in 1953 by the Water Resources Branch, Department of Northern Affairs and National Resources, Canada. These were verified by joint measurements of the Water Resources Branch and the U. S. Lake Survey in 1954. In addition, the Hydro-Electric Power Cmission of Ontario measured discharges in the Gut Channel and in the American Galop Rapids channel in January and February 1953. Results of the Water Resources Branch measurements are, shown on Plate 5. This is identical to Plate 29 of the model specifications previously referenced.

(3) No historical data are available of flow measurements or distribution prior to the closure of Gut Channel in 1903.

b. )ivdromavhy. All hydrographic information used in this report was extracted from Plates 1 and 2 of the ltSpecifications for the Construction, Verification and Testing of the Hydraulic Model of the Galop Rapids Reach of the St. Lawrence River," which are partially reproduced in this report on Plates 3 and 4. c. Water Surface Elevations. Information on water surface elevations used in this report was obtained from the model specifications:

(1) Gage relationships between the Lock 25 gage and gages at North Channel, F, and Lock 28 given on Plates 15 (~evised),17, and 26, respectively. These relationships are shown herein on Plates 6, 7, and 8.

(2) Water surface elevations at gages North Channel, ItaVt, Lock 28, and F for flows of 240,000 cfs given in Table 1 (~evised)and at gage Upper Adams for a flow of 265,900 cfs given in Table 6. Water surface elevations at gages North Channel and "att for a flow of 265,900 cfs derived from Plates 15 (~evised) and 20 (~evised). These elevations are shown in Table 3, herein.

d. Discharge. Discharges were based upon the Lock 25 gage rating adopted by the Coordinating Committee on Great Lakes Basic Hydraulic and Hydrologic Data on l-4 March 1956, reproduced on Plate 9.

17. Previous Reports. Reports issued by the Department of Transport, Canada, by the Hydro-Electric Power Commission of Ontario, and by the St. Lawrence River District, Corps of Engineers, U. S. Army, containing backwater camputations through the Galop Rapids of the St. Lawrence River were available prior to initiation of the study reported herein. These reports were carefully reviewed to determine if the computations contained therein would be of value in this investigation. This review indicated that the backwater computations contained in the files of the St. Lawrence River District, Corps of Engineers, U. S. Army, and in the report flBackwater Computations, Barnhart Island Powerhouse to Lake Ontarion issued by the Hydro-Electric Power Commission of Ontario, dated 21 December 1953, would be of little value to the problem presented here since they were primarily concerned with water surface elevations following the construction of the power project and seaway in the International Rapids Section of the St. Lawrence River. 18. The report "Effects of Improvements for Navigation in the Galop Rapids Area on Water Levelsw by the Special Projects Branch, Depar-hnent of Transport, which was presented to the International Lake Ontario Working Committee at its December 1953 meeting did contain pertinent backwater computations. These computations were made for the reach of the Canadian Galop Rapids between a section downstream from Lock 28 and a section between Adams Island and the Canadian shore. However, the hydrographic data on which the Department of Transport computations were based were partially superseded by the information contained in the "Specifications for the Construction, Verification and Testing of the Hydraulic Model of the Galop Rapids Reach of the St. Lawrence River.It

SECTION I11

METHOD

19. General Approach. The problem of calculating the effects of chamnel alterations in a reach of a river by means of backwater computations is usually solved by starting the computations-at a point downstream from the altered channels,.where the water surface elevations have not been changed by the alterations. The computations are then carried upstream through all of the channels in the reach under study to a point where the effects of the alterations are to be determined. However, consideration of the hydraulic and hydrographic data available for the Galop Rapids reach of the St. Lawrence River indicated that a convenient procedure for determining the effects of the several changes by backwater computations would be to confine the computations to the Canadian Galop Rapids channel and the Gut Channel. This approach was feasible because there have been no known changes in the American Galop Rapids channel and because there are data available as a basis for determining the distribution of I I flow among the channels of the American Galop Rapids, the Gut, and the Canadian Galop Rapids. 20. Distribution of Flow. The distribution of flow among the American 1 Galop Rapids channel, the Gut Channel, and the Canadian Galop Rapids channel I for each condition investigated is an important factor in computing the effects of the channel changes. In this study, the method employed to determine the distribution involved the use of a rating curve for the flow in the American Galop Rapids channel for a total river flow of 240,000 cubic feet per second. The derivation of this curve (Plate 39) is described in paragraph 32. It is applicable only for the total river flow used in the backwater computations; for this one total river flow, the tailwater elevation at the foot of the rapids is constant under the several channel conditions and the flow in the American Galop Rapids channel under such conditions will vary only with the water surface elevation at its head. For convenience in using this rating curve, the flow in the dmerican Galop Rapids channel is related to the water level at the upstream point of the backwater computations. Through the use of this relationship, the distribution of flow between the channels is interpolated for channel conditions other than the two for which the distribution is known.

21. Backwater Computations. The backwater computations were started at a downstream section with a known elevation and with the appropriate Canadian Galop Rapids channel flow. The computations were carried upstream utilizing a step-by-step method involving a trial and error procedure to compute the water surface profiles in the Canadian Galop Rapids channel and Gut Channel to the upstream section where the effects of the various channel changes were determined. In the step-by-step method, the Manning equation, V = 1 86 ~*/3~~/2, was used for determining the head losses between selected sections 4-due to frictional resistance. To these losses were added head losses resulting from the formation of eddies in expanding reaches, eddy losses being considered as equal to one half the change in velocity head between the upper and lower ends of the reach in question. An additional head loss resulting from the convergence of flows of the upper part of the Canadian Galop Rapids channel and the Gut Channel was assumed between Sections 7 and 8 for computations of conditions when flow was passing through the Gut Channel. Average coefficients of roughness, for the Canadian Galop Rapids channel from Section 1 to Section 17 and for the Gut Channel from Section 8 to Section 9G, (see Plate 3), were derived for a channel condition in each case wherein water surface profiles and correspofiding, discharges were known. These average coefficients were used in the computations for the other channel conditions.

22. Conditions for Com~utations. The changes In the Galop Rapids reach of the St. Lawrence River which are considered herein are the dredging in the Canadian Galop Rapids, the Galop Canal realignment, and the construction of the Gut Dam. The other recorded changes in the reach are the construction of the original Galop Canal, the construction of the North Channel, and the removal operations at Gut Dam. Very little is known regarding the regimen of the Galop Rapids before 1874 but, since construction facilities of the 18401s, when the original Galop Canal was built, would probably have allowed work to be performed only in shallow water near shore, it is assumed that construction of the original canal had little effect and that the regimen of 1874 closely approximated that for the condition which existed before the original canal was constructed. Because of the numerous assumptions which would have to be made in cmputing backwater through the reach of the river in which the North Chahnel improvement is located, and the consequent uncertainty of the results, the effect of this improvement on Lake Ontario water levels and hydraulic conditions through the Galop Rapids reach was not determined in this study. The change in water levels upon the completion of the Gut Dam removal operations is readily determinable from conditions which actually existed in the prototype during the periods of stable regimen prior to and subsequent to these operations.

23. The rating curves and gage relationships used in this report are based upon 1952 and 1953 conditions, which are after the completion of the North Channel improvement. In other words, it was assumed that the North Channel improvement existed in the river under all conditions set out in paragraph 24. 24. The changes considered herein occurred concurrentljr during a period of changing regimen and it was necessary to assume hypothetical conditions to obtain a measure of their individual effects. Therefore, hypothetical conditions were established to indicate, first, the effects of the regimen changes had they been restored individually on the 1952 hydrography and, secondly, had they been accomplished individually on the 1874 hydrography. The 1952 hydrography, used herein for convenience, is the same as the 1953 hydrography with the Gut Dam in place. To facilitate identification and to simplify tabulating the results, the conditions selected for computation were given numerical designations. The hydrography associated with each condition is summarized as follows: Condition 1 - All channels with 1952 hydrography. Condition 2 - All channels with 1953 hydrography. Condition 3 - 1952 hydrography altered by restoring Canadian Galop Rapids channel to 1874 conditions. Condition 4 - 1952 hydrography altered by restoring Galop Canal alignment to 1874 conditions. Condition 5 - 1952 hydrography altered by removing Gut Dam and by restoring Gut Channel to 1874 conditions. Condition 6 - All channels with 1874 hydrography. Condition 7 - 1874 hydrography altered by changing Canadian Galop Rapids channel to 1952 conditions. Condition 8 - 1874 hydrography altered by changing Galop Canal alignment to 1952 conditions. Condition 9 - 1874 hydrography altered by changing Gut channel to 1952 conditions; i.e., with Gut Dam in place.

25. Determination of Effects. With conditions established as in the preceding paragraph, the effects of the regimen changes were determined by comparing the computed water surface elevations of the upstream station as follows : a. The effect of the dredging in the Canadian Galop Rapids channel was determined by comparing the 1952 condition altered by restoring the volumes dredged (condition 3) with the 1952 condition (condition 1) and by comparing the 1874 condition (condition 6) with the 1874 condition altered by the dredging (Condition 7).

b. The effect of the Galop Canal realignment was determined by comparing the 1952 condition altered by restoring the original canal alignment (condition 4) with the 1952 condition (condition 1) and by comparing the 18'74 condition (Condition 6) with the 1874 condition altered to include the present canal alignment (condition 8). c. The effect of the construction of the Gut Dam was determined by comparing the 1952 condition altered by changing Gut Channel condition to that existing in 1874 (condition 5) with the 1952 condition (condition 1) and by comparing the 1874 condition (Condition 6) with the 1874 condition altered by closing the Gut Channel (Condition 9). d. The net effect of the dredging, canal alignment, and Gut Dam was determined by comparing the 1874 condition (condition 6) with the 1952 condition (Condition 1).

26. The upstream station selected for comparison of computed water surface elevations was North Channel gage. The computed effects at the North Channel gage are considered to be indicative of the effects on Lake Ontario water levels for this study. The final step of the study was to determine the effects of the regimen changes on Lake Ontario water levels from the effects determined at North Channel gage. A gage relationship analysis has indicated that the lowering of stages caused by removal of the Gut Dam is about 0.03 foot less at the Oswego gage than at the North Channel gage at a flow of 240,000 cubic feet per second.

SECTION IV

COMPUTATIONS

27. Selected Flow. A total river flow of 240,000 cubic feet per second was selected for the backwater computations because it is approximately the average flow of the St. Lawrence River at the Galop Rapids since 1860.

28. Hydraulic Elements. The hydraulic elements used in the series of backwater computations are given in Tables 4a and 4b. Sections numbered from 1 to 17 are located in the Canadian Galop Rapids channel and those from 1G to 9G are located in the Gut Channel. Their exact location is shown on Plates 3 and 4. Plates 10 to 35 inclusive are plots of the cross sections of each of the selected sections. The solid line represents the bottom as determined from the 1953 hydrography shown on Plate 3, while the dashed line represents the bottom in 1874 as determined from Plate 4. It is to be noted that some plots include a notation regarding dead or slack water. The slack-water areas, which are delineated on Plates 3 and 4, were determined from information given in the model specifications and the Waterways Experiment Station report mentioned in paragraph 15.

29. Water Level at Downstream End of Computations. The downstream section, Section 1, was located below the regimen changes which took place so that its water surface elevation would not be affected and would be common to all conditions investigated. The gage data observed for conditions before and after the removal of Gut Dam indicated no change in ratiilg either for the gage located at Lock 28, upstream from the section, or Gage F which is downstream (plate 36). Since this is one of the major regimen changes and affected both the flow distribution between the American and Canadian Galop Rapids channels and the stage at the head of the Galop Rapids, it was assumed that the water surface elevation at Section 1 would be the same for all regimen conditions studied. The determina- tion of the elevation of the midstream point of Section 1 was based upon the water surface elevations observed at gages Lock 28 and F and assumptions regarding the midstream elevations of the sections at these gages. The midstream elevation of a section through the downstream tip of the lock wingwall would be higher than that measured from the Lock 28 gage because of stream superelevation whereas the midstream elevation of a section through Gage F would actually be lower than the gage reading for the same reason, and it was assumed that the two effects would compensate. Thus, the computed midstream elevation for Section 1 was obtained by prorating the slope between the tip of the Lock 28 wingwall and Gage F, and was determined to be 238.50 feet. 30. Water Levels at Upstream End of Computations. It was also necessary to establish relationships between vmid-sectionltwater levels of the upstream terminal sections for the backwater computations, Sections 17 and 9G, &d water levels observed at gages located on the ends of the sections. As shown on Plate 3, the North Channel and Upper Adams gages show the water levels at the ends of Section 17, and the l1aW and Upper Adams gages show the water levels at the ends of Section 9G. A consideration of records of these three gages shows the.waterlevels at North Channel and "a" gages to be practically the same whereas the level at Upper Adams gage is shown to'be about 0.22 foot higher than the level at the other two gages (see Table 3). Thus, the mid-section water levels for Sections 17 and 9G are considered to be at a common elevation and it can reasonably be assumed that this common elevation is equal to the North Channel gage reading plus 0.11 foot or 244.28 feet for a flow of 240,000 cubic feet per second under 1952 conditions with Gut Ram in place and of 243.90 feet under 1953 conditions following completion of the removal operations, (refer to Plate 38). The common mid-section water level for Sections 17 and 9G was obtained on this basis for use in determining the roughness coefficients. The elevations at these sections, computed in subsequent backwater computations, were converted to elevations at North Channel gage by application of this difference in water level. 31. Roughness Coefficients. a. Canadian Galop Rapids Channel: 1952 conditions (condition 1) were used to obtain a coefficient of ~OUR~~~SSfor the Canadian Galop Rapids channel. The rate of flow in this channel with a total river flow of 240,000 cfs was determined from consideration of all available discharge measurements made in the American Galop Rapids and Canadian Galop Rapids channels during the period when the Gut Channel was closed by the dam. Plate 37 is a plot determined from these measurements showing the percentage of total river flow in the American Galop Rapids. Although considerable scatter exists, it was concluded that the mean of all points would give a percentage of flow reasonably close to that which actually existed. The mean was determined to be 48.13 per cent at a mean total river flow of 244,300 cf s. To convert this value to a river flow of 240,000 cfs, it wks assumed that the slope of the curve of percentage relationship was that determined by the model tests conducted on the National Research Council model at Ottawa in connection with the Board's study of the effects of the changes in the Galop Rapids reach. The slope of this relationship is also shown on Plate 37. It was concluded that the most probable value of the percentage of total river flow in the American Galop Rapids at a total river flow of 240,000 cfs was 48.0 per cent and in the Canadian Galop Rapids was 52.0 per cent. Using the latter value, and a starting elevation of 238.50 feet at Section 1, computations were made to determine the average value of the friction coefficient Itntlfor the Canadian Galop Rapids reach between Sections 1 and 17 which would result in a water surf ace elevation of 244.28 feet at Section 17. The computation record in Table 5 shows that this is accomplished with an I1n1lvalue of 0.0381. This value of the coefficient was assumed to be applicable in all subsequent computations for the Canadian Galop Rapids channel. b. Gut Channel: 1953 conditions (condition 2) were used to determine a value of the roughness coefficient to be used for the Gut Channel in subsequent computations. The profile in the Canadian Galop Rapids channel was first computed using: the starting elevation of 238.50 feet; the measured flow distribution shown on Plate 5 (44.5 per cent in the Canadian Galop ~apids); a roughness coefficient of 0.0381; and an additional head loss in the reach between Sections 7 and 8 resulting from the convergence of flows,of the upper part of the Canadian Galop Rapids channel and the Gut Channel. The computed elevation at Section 17 was 243.90 feet which is the same as the mid-section value (see paragraph 30) derived from the North Channel gage for a flow of 240,000 cfs under 1953 conditions (see Plate 38). The computations are presented in Table 6a. The computed elevation at Section 8 was selected as the starting elevation for the computations through the Gut Channel since this is the most upstream section whose water surface elevation is common to both channels. Assuming the mid -section elevation of Section 9G equal to 243.90 feet, identical to that for Section 17, the roughness coefficient was determined by trial to be 0.0353. These computations are shown in Table 6b. The roughness coefficient 0.0353 was assumed to be applicable in all subsequent computations for the Gut Channel and the additional head loss between Sections 7 and 8 was used in all computations for the Canadian Galop Rapids channel under conditions where flow was passing through the Gut Channel.

32. Rating Curve for Flow in American Galop Rapids Channel. By making use of the known flow distributions and North Channel elevations for the 1952. . and 1953 conditions, a rating curve was developed to give the flow in the American Galop Rapids channel as a function of the North Channel elevation for a total river flow of 240,000 cfs. The relationship was determined by plotting the water level at the North Channel gage against the flow in the American Galop Rapids channel for the two known conditions 1952 and 1953, as shown on Plate 39. This relationship is unaffected by the channel changes considered in this appendix for the given total river flow. The assumption that the relationship is defined by a straight line results in negligible error because of the small range in stages involved. In applying the rating curve to obtain flow distri- butions for other conditions, 0.11 foot should be subtracted from the computed elevations at Section 17 to obtain the North Channel elevation.

33. Computation of Effects. In paragraph 24, conditions were established to indicate the effects of regimen changes on the water levels above the Galop Rapids reach had these changes been (1) individually restored on the 1952 hydrography, and (2) individually accomplished on the 1874 hydrography. The regimen changes which were considered in this study are: the dredging in the Canadian Galop Rapids channel; the Galop Canal realignment; and the construction of the Gut Dam. The effects of these changes were obtained by comparing the computed values of the hypothetical conditions with the measured values for 1952 (condition 1) and with the computed values for the 1874 condition (condition 6).

a. Computation of 1874 Condition (condition 6). This is the condition of earliest known hydrography and is similar to the 1953 condition in that the flow passed through all three channels. The computation procedure is summarized as follows: assuming a flow distribution among the three channels, and using the starting elevation of 238.50 feet, step-by-step computations were carried upstream through the Canadian Galop Rapids channel and the Gut Channel to the final Sections 17 and 9G, respectively. This procedure was repeated until a common elevation was obtained at these sections, when the flow in the Canadian Galop Rapids channel and the Gut Channel was considered to be properly distributed. This computed elevation was converted to a corresponding elevation at the North Channel gage by subtracting 0.11 foot. If this stage were equivalent to the North Channel stage corresponding to the assumed flow in the American Galop Rapids channel using the rating curve on Plate 39, the computation was considered complete. If not, the entire computation procedure was repeated until the computed North Channel elevation and the assumed flow distribution were consistent.

b. Effect of Dredging in the Canadian Galop Rapids Channel. The effect of this regimen change was determined from two comparisons: Condition 3 with Condition 1; and Cbndition 6 with Condition 7. Condition 7 was computed in the same manner as for Condition 6, described in paragraph 33a, and Condition 3 was computed in a similar manner except that, because the Gut Channel is closed for this condition, it was necessary to compute the backwater through the Canadian Galop Rapids channel only, with a flow which provided an elevation at Section 17 compatible with the elevation obtained at this section from the rating curve for the American Galop Rapids channel and the assumed flow distribution.

c. Effect of the Galop Canal Realignment. The effect of this regimen change was determined from the comparisons of Condition 4 with Condition 1, and Condition 6 with Condition 8. The computations for Conditions 8 and 4 were carried out in the manner summarized in paragraphs 33a and 33b, respectively.

d. Effect of Gut Dam Construction. The effect of this regimen change was determined from the comparisons of Condition 5 with Condition 1, and Condition 6 with Condition 9. The computation procedure for Condition 5 was similar to that described in paragraph 33a and for Condition 9 similar to that described in paragraph 33b SECTION V

RESULTS OF THE STUDY

34. General. Changes in the Galop Rapids reach which are considered herein are the dredging in the Canadian Galop Rapids, the Galop Canal realignment, and the construction of the Gut Dam. The effects of the individual changes were' determined by comparing hypothetical conditions incorporating the individual changes with the actual conditions of 1952 and 1874. In the computations, it was assumed that the North Channel improvement existed as in 1952-1953 for all conditions.

35. Computed Effects at North Channel Gage. The effects of the changes in the Galop Rapids reach were computed at the North Channel gage and are considered to be indicative of the effects on Lake Ontario water levels. For each change in regimen, two computations were made, the first involving an alteration of the 1952 condition and the second involving an alteration of the 1874 condition. Table 7 is a tabulated summary of the computations described in Section IV. For each of the nine conditions there is shown: conditions in both the Canadian Galop Rapids and Gut channels; water surface elevation of the starting section; roughness coefficients used in the step-by-step computation; computed and observed (where available) water surface elevations at mid-stream of Section 17 and at North Channel gage; and computed flow distribution in per cent of total river flow for each of the three channels.

36. The table shown on page 16 presents the effects of the three changes- and, in addition, shows the net effect of the changes determined by comparison of the 1952 condition with the 1874 condition. Also shown in the table for comparison is the effect of the removal of Gut Dam as determined from the conditions which existed in the prototype.

37. ~iscuss'ion. The accuracy of the computed effects of the three changes in regimen considered in this study is influenced primarily by the correctness of the prototype data which enter into establishment of the conditions used. There is no question regarding these data for the 1953 and 1952 conditions except for the distribution of flow under the latter condition. The distribution adopted for 1952 checked closely with a value obtained by computing the roughness coefficients from 1953 conditions and applying these constants to determine the flow in the Canadian Galop Rapids channel in 1952.

38. The prototype data which were required to establish the 1874 conditions and the various hypothetical conditions are also considered to be fairly reliable, and the inaccuracies in the computed effects resulting therefrom are considered to be minor. The effects of the North Channel on the hydraulic conditions in the Galop Rapids reach and upstream were not determined in this report. Information regarding the original conditions in the areas of change was obtained from official government records of Canada and the United States. These prototype data consist of Department of Transport plans compiled in 1902 and in about 1874-1876 and of a United States Lake Survey drawing of the charting survey of 1871. Where the area covered is common to the several surveys, the hydrography is in essential agreement. 39. It will be noted in the table on page 16 that the effect of Gut Dam construction on the upstream water level as measured at North Channel gage is about 0.09 foot more than the effect resulting from the completion of the removal operations in 1953. The joint survey in 1954 by the U. S. Lake Survey and the Water Resources Branch, Canada, is the source of information for the 1953 hydrography (plate 3) in the Gut Channel. This survey disclosed that the cross-sectional areas of the channel at midlength were smaller than those deter- mined from the hydrography for 1874 on Plate 4. There is evidence that the Canadian side of the Gut Channel was used as a spoil area for some of the material excavated from the Canadian Galop Rapids channel during the third period of dredging; i.e., during 1904-1908. This spoil material reduced the capacity of the Gut Channel and, while having no effect on upstream water levels when the dam was in place, would have an effect on such upstream water levels when the dam was removed. The reduced cross-sectional area indicated by the 1954 survey probably accounts for most of the difference in effects given by the computations for the Gut Dam construction and by the prototype data before and after its removal.

40. Computed Effects on Lake Ontario. The final step in the study was to determine the effects on the water levels of Lake Ontario. Based on a gage relationship study, the stage at Oswego on Lake Ontario for a discharge of 240,000 cubic feet per second was lowered about 0.03 foot less than the stage at the North Channel gage when Gut Dam was removed. On the basis of this difference, comparable differences were computed for the effects of dredging in the Canadian Galop Rapids channel, realignment of Galop Canal, and construction of Gut Dam. Application of these differences to the computed effects on water levels at North Channel gage results in the effects on Lake Ontario water levels for a discharge of 240,000 cubic feet per second shown in the table on page 16. COMPUTED EFFECTS OF CHANGES AT NORTH CHAXT\TEL GAGE AM) LAKE ONTARIO, IN FEET, FOR A FLOW OF 240,000 CFS Net of 3 Dredging in Galop Canal Gut Dam Changes Gut Dam* Canadian Galop Realignment Construction Considered Removal CWARISONS Rapids Channel Herein North Lake North Lake North Lake North Lake North Lake Channel Ontario Channel Ontario Channel Ontario Channel Ontario Channel Ontario

1952 hydrography altered by restoring Canadian Galop Rapids channel to 1874 conditions (Condition 3) compared with 1952 hydrography -0.36 -0.33 (condition 1) 1874 hydrography (condition 6) compared with 1874 hydrography altered by changing Canadian Galop Rapids channel to 1952 Conditions -0.33 -0.30 (Condition 7)

1952 hydrography altered by restoring Galop Canal alignment to 1874 conditions (Condition 4) +0.06 +0.06 compared with 1952 hydrography (Condition 1) 1874 hydrography (condition 6) compared with 1874 hydrography altered by changing Galop +O.OC, +o.o~ Canal alignment to 1952 conditions (Condition 8)

1952 hydrography altered by removing Gut Dam and by restoring Gut Channel to 1874 conditions (Condition 5) compared with 1952 hydrography M.46 +0.42 (Condition 1) 1874 hydrography (Condition 6) compared with . 1874 hydrography altered by changing Gut Channel to 1952 conditions; i.e., with Gut Dam +0.48 +0.44 in place (Condition 9) 1874 hydrography (condition 6) cmpared with 1952 hydrography (Condition 1) +0.17 M.16 1952 hydrography (Condition 1) cmpared with 1953 hydrography (Condition 2) -0.38 -0.35

* Determined from gage relationships. International Joint Commission

EFFECTS ON LAKE ONTARIO WATER LEVELS OF THE GUT DAM AND CHANKEL CHANGES IN THE GALOP RAPIDS REACH OF THE ST. LAWREIqCE RIVER BY BACKWATER COMPUTATIONS 1918 - 1920 DISCHARGE MEASlJBNENTS OF THE GALOP RAPIDS REACH OF THE ST. LAWRENCE RIVER

International Lake Ontario Board of Engineers . October 1957

Total Measured Discharge Elevation River Date Through American Galop Channel Lock 27 Flow - cfs cfs August 15, 1918 127,160 244.23 249,400 November 5, 1918 111,438 2.43 53 233 ,800

July 24, 1919 137,950 245.43 276,800

October 15, 1919 116,950 243 97 243,500

October 23, 1919 114,130 243 89 a,600

October 30, 1919 115,666 243 63 235,900

May 26, 1920 116,795 243 *35 229,700

June 24, 1920 116,830 243.41 231,000

NOTE: Discharge through American Galop channel and Lock 27 elevation are from Table 4 of the International Lake Ontario Board of Engineers "Specification for the Construction, Verification and Testing of the Hydraulic Model of the Galop Rapids Reach of the St. Lawrence Riverw dated 28 February 1955. Total river flow is based on Lock 27 rating curve.

Elevations are based on the U.S.L.S. 1903 datum.

Table 1 Appendix B International Joint Comission

EFFECTS ON ONTARIO WATER LEVELS OF THE GUT DAM AND CHANEIEL CHANGES IN THE GALGY RAPIDS REACH OF THE ST. LAWRENCE RIVER BY BACKWATER COMPUTATIONS

1952 DISCHARGE F'XASURE;PIENTS OF THE GALOP RAPIDS REACH OF THE ST, LAWRENCE RIVER

International Lake Ontario Board of Engineers October 1957

Total Section Measurement Date Time Discharge Elevation River Number From - To cf s Lock 27 Flow cfs

American 1 14 Nov. 1952 1:OO- 5:OO 118,257 244.18 248,200 Galop Channel 2 11, Nov. 1952 1ZOO- 5:OO 117,737 U.18 248,200

3 15 NOV. 1952 9:15- 3:45 118,823 4 247,300

4 15 NOV. 1952 9:15-3:45 120,232 244.14 247,300

5 21, Nov. 1952 10:30- 4:30 119,372 2Wc.34 252,000

6 Nov. 1952 10:30- 4:30 117,857 244.34 252,000

Canadian 1 18 Nov. 1952 2:OO- 4:30 129,258 243.4 242,000 Galop Channel 2 18 Nov. 1952 2:OO- 4:30 130,686 243.91 242,000

3 19 NOV. 1952 9:30- 3 230 132,359 2113.96 243,200

4 19 NOV. 1952 9:30- 3 :30 132,158 243.96 243,200

5 2l Nov. 1952 10:30- 4:OO 134,945 214.07 245,700

6 21 Nov. 1952 10:30- 4:OO 136,209 21c4.07 245,700

NOTE: Discharges are from Table 5 of the International Lake Ontario Board of Engineers nSpecification for the Construction, Verification and Testing of the Hydraulic Model of the Galop Rapids Reach of the St. Lawrence River" dated 28 February 1955. Total river flow is based on Lock 27 rating curve.

Elevations are based on the U.S.L.S. 1903 datum.

Table 2 Appendix B International Joint Commission

EFFECTS ON LAKE ONTARIO WATER LEVEIS OF THE GUT DAM AND CHANNEL CHANGES IN THE GALOP RAPIDS REACH OF THE ST. LAWRENCE RIVER BY BACKWATER COMPUTATIONS

International Lake Ontario Board of Engineers, October 1957

Water Surface Elevation Permanent Gage. at 240,000 cfs at 265,900 cfs

North Channel a

Lock 28 F

Temporary Gage

Upper Adarns

NOTE: Data on this table are from Tables 1 (~evised) and 6 and Plates 15 (~evised)and 20 (~evised) of the International Lake Ontario Board of Engineers nSpecification for the Construction, Verification and Testing of the Hydraulic Kodel of the Galop Rapids Reach of the St. Lawrence Rivern dated 28 February 1955.

Elevations are based on the U.S.L.S. 1935 datum.

Table 3 Appendix B International Joint Commission EFFECTS ON LAKE ONTARIO WATER LEVELS OF THE GUT DAM AND CHANNEL CHANGES IN THE GALOP RAPIDS REACH OF THE ST. LAWRENCE RIVER BY BACKWATER COMPUTATIONS HYDRAULIC ELEMENTS - CANADIAN GALOP CHANNEL International Lake Ontario Board of Engineers October 1957

CONDITIONS I I I I I LENGTH 1952 dth no dredging 1952 with canal as in 1874 1874 with dredging as in 1932 1874 with canal as in 1952 I I I Area Change Area Change Area width CWe *a width Area Change Area Width Area Width Area Width I I frm 1953 I I frm 1953 frm 1874 from 1874 Square Square Square Square Square Square Feet Feet Square Feet Feet Square Feet Feet Feet Feet Feet I Feet / Square Feet I Feet I Feet Feet 22100 870 Unchanged 22100 870 Unchanged I 22100 1 870 Unchanged 22100 870 Unchanged 1520 Unchanged 29080 Unchanged 37770 1520 -8690 1780 Unchanged 28980 Unchanged 34UO 1780 -5260

1850 Unchanged 34000 Unchanged 36760 1850 -2760 1660 - 510 25590 +lo30 27130 1660 + 510 27270 1660 -1030 1280 Unchanged 24080 Unchanged 24080 1280 Unchanged 24080 1280 Unchanged 1090 -1230 16260 Unchanged 17490 1080 +I230 17490 1080 Unchanged + 200 16100 1200 +2110 16100 1200 - 200 + 160 16290 990 + 290 16290 990 - 160 Unchanged W70 890 Unchanged W70 890 Unchnnged Unchanged 12700 820 + 460 12550 820 Unchanged -1620 Unchanged 11920 880 +I620 11x0 890 Unchanged - 870 +3110 17340 1240 + 870 17340 1240 -3110 Unchanged Unchanged 29900 1580 Unahanged 27120 3.470 Unchanged Unchanged Unchanged 38260 1870 Uno hanged 38180 1790 Unchanged Unchanged Unchanged 28520 2130 Unchanged 28020 2080 Una hanged Unchanged Unchanged 31090 2540 Unchanged 3U20 2500 Unahanged

Table La NOTE: Areas and Widths are for Water Maoe Elevation of 240.0. Appendix COYPUTATION RECORD - COMDITION 1

n = .0381 Assumed lo6 v2 v2L Section Water Surface Area Velocity hv A~V R Water Surface 8 R 4/3 R 4/3 R4/3 Elevation 2.2082 2.2082 2.2082 hi+ h Elevation

1 124800 238.50 20800 6.000 0.560 23.91 6574 0,2367 238.50 M.254 0.1667 177.5 0.258 0.512 2 124800 239.01 28140 4 -435 0.306 29.78 4906 0.0%5 239.012 -0.002 0.1244 93 3 0.135 0.133 3 124800 239.15 27880 4 .476 0.311 21.45 7599 0.1522 239.145 M .089 0.1302 105.5 0.153 0.242 4 124800 239.39 33060 3.775 0.222 21.47 7589 0,1081 239.387 -0.078 0.1814 112.5 0.163 0.085 5 124800 239.47 25300 4.933 0.378 16.87 10467 0.2547 239.472 -0.026 0.2550 198.9 0.289 0.263 6 124800 239.73 23730 5.259 0.430 18.54 9229 0.2552 239.735 -0.180 0 4080 314.2 0.456 0.276 7 124800 240.02 17510 7.127 0.790 16.21 11039 0.5607 240.011 -0.054 0.6442 347.9 0.505 0.451 8 124800 240.47 16430 7.5% 0.897 14.67 12610 0.7276 240.462 M .085 0.6252 412.6 0.599 0.684 9 124800 241.15 17270 7.226 0.812 17.44 10013 0.5228 241.l.46 -0.087 0.5748 201.2 0.292 0.205 10 124800 241.35 15670 7. %4 0.986 17.61 9884 0,6269 241.351 -0.126 0.7238 246.1 0.357 0.231 11 124800 241.58 13990 8.921 1.237 17.06 10312 0.8207 241.582 -0.021 0.8866 363.5 0.528 0.507 12 124800 242.09 13760 9.070 1.279 15.64 11578 0.9525 242.089 4-0.449 0.7366 294.6 0.428 0.877 13 124800 242.97 17080 7.307 0.830 17.79 9751 0.5206 242. %6 M.645 0.3016 253 *3 0.368 1.013 14 124800 243.98 36190 3 48 0.185 22.91 6%0 0.0827 243.979 +O .070 0.0648 35 .O 0.051 0.121 15 124800 244.10 45930 2.717 0.115 24'. 56 6343 0.0468 244.100 -0.029 0.0788 52.0 0.076 0.047 16 124800 244.15 37360 3.340 0.173 17.54 9937 0.1109 244.147 M.035 0.1030 71.1 0.103 0,138 17 124800 244.28 4l%O 2.974 0.138 16.52 10764 0.0952 244.285

V~L ah" = i1.024 2.2082 R%' 3279*2

NOTES: Mean camputed rater level at Section 17 = 244.28 feet. International Joint Commission

Water level at North Channel Gage = 244.28 - 0.11 = 244.17 feet. EFFECTS ON LAKE ONTARIO WATER LEVELS OF THE GUT DAM AND CHANNEL CHANaES IN THE GALOP RAPIDS REACH OF THE ST. LAWRENCE RIVER BY BACKWATER CQMPLJTATIONS Flow Mstribution: CFS Per Cent Canadian Galop Channel 124,800 52.0 COMPUTATION RECORD CONDITION 1 American Galop Channel 115,200 48.0 - 240,000 loo. o International Lake Ontario Board of Engineers October 1957

--

Table 5 Appendix B COMPUTATION RECORD - CONDITION 2

Assumed Section hv Ahv lo6 n = .0381 Q Water Surface Area Velocity R v2 Elevation n2~ 2.2082 R4/3 2.2082 R4/j 'f i- h Water Surface Elevation 1 132700 238.50 20800 6.380 0.633 23.91 6574 0.2676 +O .289 238.50 2 132700 239.08 28210 0.1879 1.546 0.290 0.579 4.704 0.344 29.85 4891 0.1082 -0.003 239.079 3 132700 239.23 27980 0.1392 1.089 0.152 0.149 4 0743 0.350 21.52 7566 0.1702 +O .lo2 239.228 4 132700 239.50 33230 O.l-452 1.176 0.171 0.273 3.993 0.248 21.58 7538 0.1202 239.501 -0.087 0.2007 5 132700 239.59 25480 5.208 0.900 0.181 0.094 0.422 16.99 10368 0.2812 239.595 -0.028 0.2808 6 132700 239.88 23930 1.132 0.318 0.290 5.545 0.478 18.70 9124 0.2805 -0.198 239.885 7 132700 240.18 17690 7.501 0.4465 1.118 0.499 0.301 0.875 16.38 10886 0.6125 0.000 240.186 8 132700 240.73 16720 0.6942 0.784 0.544 0.544 7.937 0.979 14.93 12318 0.7760 240.730 M.419 0.5614 9 106800 241.68 17790 6.003 0.958 0.538 0.957 0.560 17.97 %21 0.3467 241.687 -0.062 0.3836 10 106800 241.82 l6OW 6.638 0.508 0.195 0 133 0.685 18.08 9543 0.4205 241.820 -0.090 0.4883 11 106800 241.97 14320 0.4% 0.241 0.151 7.458 0.865 17.46 9998 0.5561 -0.023 241.971 12 106800 242.31 13950 0.6114 0.595 0.364 0.341 7.656 0.911 15.85 11374 0.6667 242.312 +0. 300 0.5258 13 106800 242.92 17030 6.271 0.581 0.305 0.605 0.611 17.74 9788 0.3849 +O .472 242.917 14 106800 243.66 3 5680 0.2242 1.219 0.273 0.745 2.993 0.139 22.58 70% 0.0636 N.052 243.662 15 106800 243.75 45270 0.0498 0.784 0.039 0.091 2.359 0.087 24.21 6466 0.0360 243.753 -0.022 0.0615 16 106800 243.79 36590 0.958 0.059 0.037 2.919 0.132 17.18 10216 0.0870 +O .026 243.790 17 106800 0.0812 1.002 0.081 0.107 243.90 41000 2.605 0.106 16.U 11103 0.0753 243.897

International Joint Commission NOTE: In the reach between Sections 7 and 8 an additional energy loss equal to +0.5&, was added I I due to convergence of flows.. Per cent flow in Canadian Galop Rapids is 44.5. EFFECTS ON LAKE ONTARIO WATER LEVELS OF THE GUT DAM AND CHANNEL CHANGES IN THE GALOP RAPIDS REACH OF THE ST. LAWRENCE RIVER BT BACKWA'IZR COMPUTATIONS

COMFWTATION(canad tan RECORD Galop - Channel)CONDITION 2

International Lake Ontario Board of Engineers October 1957

Table 6a Appendix B COMPUTATION RECORD - CONDITION 2

Section Q Water Surface Area Velocity Elevation Elevation 8 132700 240.73 1 G 25900 2 G 25900 3 G 25900

4 0 25900

5 0 25900 6 G 25900 7 6 25900 8 G 25900 - 9 G 25900

NOTES: Mean computed water level at Section 17 = 243.90 feet.

Water level at North Channel Gage = 243.90 - 0.11 = 243.79 feet.

Flow Distribution: CFS Per Cent Canadian Galop Channel 104,800 44.5 Gut Channel 25,900 10.8 American Galop Channel 107,300 44.7 240,000 100.0

International Joint Cammidsion EFFECTS ON LAKE ONTARIO WATER LEVELS OF THE I GUT DAM AND CHANNEL CHANGES IN THE GALOP RAPIDS REACH OF THB ST. LAWRENCE RIVER BY BACKWATER COMPUTATIONS COMPUTATION RECORD - CONDITION 2 (Gut Channel) International Lake Ontario Board of Engineers October 1957 I Table 6b Appendix B International Joint Cammission

EFFmTS ON LAKE ONTARIO WATER LEVELS OF THE GUT DAM AND CHANNn CHANGES IN THE WOP RAPIDS REACH OF THE ST. LAWRENCE RIW3R BY BACKWATER COIWUTATIONS

International Lake Ontario Board of Engineers October 1957

Computation Condition 1 2 3 4 5 6 7 8 9

Channel Conditions: Canadian Galop Rapids channel (dredging) * 1952 1953 1874 1952 1952 1874 1952 1874 1874

Galop Canal (alignment) ~r 1952 1953 1952 1874 1952 1874 1874 1952 1874 Gut Chamel 1952 1953 1952 1952 1874 1874 1874 1874 1952

Water Level at Section 1 238.50 238.50 238.50 238.50 238.50 238.50 238.50 238.50 238.50

Channel Roughness: Canadian Galop Rapids 0.0381 0.0381 0.0381 0.0381 0.0381 0.0381 0.0381 0.0381 0.0381 Gut Channel ---- 0.0353 ------0.0353 0.0353 0.0353 0.0353 ----

Water Level at I Section 17 Observed - Derived 244.28 243.90 ------Computed 244.28 243.90 244.64 244.22 243.82 244.11 243.78 244.15 244.59

Water Level at North Channel Gage Observed 244.17 243.79 ------Computed 244.17 243.79 244.53 244.11 243.71 244.00 243.67 244.04 244.48

Flow Distribution in Per Cent of Total Canadian Galop Rapids 52.0 44.5 48.9 52.5 42.8 39.9 43.3 Gut Channel 0.0 10.8 0.0 0.0 13.2 13.5 13.0 13.8 American Galop Rapids 48.0 44.7 51.1 47.5 44 .o 46.6 43.7 46.9 50.7 39*3 Table 7 are identical A *1952 and 1953 hydrography Appendix B EFFECTS ON LAKE ONTARIO WATER LEVELS OF THE GUT DAM AND CHANNEL CHANGES IN THE GALOP RAPIDS REACH OF THE ST. LAWRENCE RIVER OGOKl AND LONG LAKE BY BACKWATER COMPUTATIONS

LOCATION MAP GREAT LAKES BASIN

INTERNATIONAL LAKE ONTARIO BOARD OF ENGINEERS OCTOBER 1957

STATUTE MILES CI-w

LAKE ST PE

--- GALOP RAPIDS REA

S 7: CL AIR R/VER

SANITARY Et SH1

MICHIGAN CANAL

PLATE I APPENDIX B ____.__------

INTERNATIONAL JOINT COMMISSION

EFFECTS ON LAKE ONTARIO WATER LEVELS OF THE GUT DAM AND CHANNEL CHANGES IN THE GALOP RAPIDS REACH OF THE ST. LAWRENCE RIVER BY BACKWATER COMPUTATIONS

1953 CONDITIOISS

PLATE 2 APPENDIX B INTERNATIONAL JOINT COMMISSION THE HYDROGRAPHY SHOWN HEREON IS A REDUCED REPRODUCTION OF PART OF PLATE I OF THE "SPEGIFIGABIONS EFFECTS ON LAKE ONTARIO WATER LEVELS FOR THE CONSTRUCTION, VERIFICATION, AND TESTING OF THE OF THE GUT DAM AND CHANNEL CHANGES IN THE HYDRAULIC MODEL OF THE GALOP RAPIDS REACH OF THE GALOP RAPIDS REACH OF THE ST LAWRENCE RIVER ST. LAWRENCE RIVER, DATED 28 FEBRUARY 1955." ELEVATIONS REFER TO U.S. LAKE SURVEY 1935 DATUM. BY BACKWATER COMPUTATIONS 1953 HYDROGRAPHY

INTERNATIONAL LAKE ONTARIO BOARD OF ENGINEERS OCTOBER 1957

6 A LOP

PLATE 3 APPENDIX B INTERNATIONAL JOINT COMMISSION THE HYDROGRAPHY SHOWN HEREON IS A REDUCED REPRODUTION OF PART OF PLATE 2 OF THE '~PEGIFICATIONS EFFECTS ON LAKE ONTARIO WATER LEVELS FOR THE CONSTRUCTION, VERIFIGATION, AND TESTING OF THE OF THE GUT DAM AND CHANNEL CHANGES IN THE HYDRAULIC MODEL OF THE GALOP RAPIDS REACH OF THE GALOP RAPIDS REACH OF THE ST. LAWRENCE RIVER

ELEVATIONS REFER TO U. VEY 1935 DATUM. BY BACKWATER COMPUTATIONS 1874 HYDROGRAPHY

INTERNATIONAL LAKE ONTARIO BOARD OF ENGINEERS OCTOBER 1957

GALOP

SUCKWATER

PLATE 4 APPENDIX B International Joint Caamaission

EFFECTS ON LAKE ONTARIO WATER LEVELS OF THE GVT DAb! AND CHANNEL CHANGES IN THB CLALOP RAPIDS REACH OF THE ST. LAWRENCE RIVER BY BACKWATER COsdmfiATIONS HYDRAULIC mNTS- CfjT CHANNEL International Lake Ontario Board of Engineers October 1957

CONDITION

2 5, 6, 7, and 8 LEmm SECTION OF 1953 1874 REACH Area Width Area Width Square Square Feet Feet Feet Feet Feet

8 730 10 6050 450 6070 450 360 2 G 4200 415 4120 415 260 3 G 3120 370 3300 370 275 4 G 2690 380 3490 365 200 5 (3 2750 380 3740 370 210 6 0 2970 390 4540 440 200 7 0 3070 430 4700 450 260 8 0 5380 590 5690 620 280 9 b 5930 970 6540 910

NOTIS: For conditions 1, 3, 4, and 9, Gut Channel is closed.

Areas and widths are for rater surface elevation of 240.0 feet.

Table Lb Appendix B - --

EFFECTS ON LAKE ONTARIO WATER LEVELS "Specification for the Construction, OF THE GUT DAM AND CHANNEL CHANGES IN THE Verification and Testing of the Hydraulic Model GALOP RAPIDS REACH OF THE ST. LAWRENCE RIVER of the Galop Rapids Reach of the St. Lawrence BY BACKWATER COMPUTATIONS River" dated 28 February 1955, and are based on 1953 measurements by the Water Resources Branch, 1953 n~l~DISTRIBUTION IN WOP RAPIDS Department of Northern Affairs and National Resources of Canada. International Lake Ontario IIIIIII td 111~111111111111111IIIIIIIIIIlillIIIIIIllllliilllllllllllI Board of Engineers October 1957 111l111111111111111lllllllllllllllllll1111111111111111111II

NOTE: Data on this plate are from Canadian Wdrographic Service and Hydro-Electric Power Commission of Ontario records as shown on Plate 17 of the International Lake Ontario Board of Engineers llSpecifications for the Construction, Verification and Testing of the Hydraulic Model of the Galop Rapids Reach of the

,.I .I ',I,,,,,,,,, I.I, . . . , ,. '1 I,: 42 1; is/' 4-1 ... 12-t----. '+;I .,. +#F'-$ ?&LLE~LL~~::&<~-4: , : ,~i. +~. n-l-jji;.''.;..-I . TIL. ' 824i:tb.:-:Ld.s+:;:8J.:.k... L.iikA.! #.I$;;- A,&&-ij F - LOCK 25 of the International Lake Ontario Board of Engineers "Specifications for the Construction, Verification and Testing of the Hydraulic Model

EFFETS ON LAKE 0Nm0WATEFt LEVEtS OF THE GUT DAM AND CHANNEL CHANGES IN THE GALOP RAPIDS REACH OF THE ST. LAWRENCE RIVER BY BACKWA!TER COMFTCATIONS GAGE RELATIONSHIP LOCK 28 - LOCK 25 International Lake Ontario

Plate 8 Appendix B MEASURED DATA

WAS ADOPTED ON 14 MARCH, 1956 BY SOURCE NO MEASUREMENTS SYMBOL THE CO-ORDINATING COMMITTEE ON PT. 3 POINTS PT 3 POINTS PT. 3 POINTS PT. 3 POINTS IROQUOIS PT. IROQUOIS PT. IROQUOIS PT. LElSHMANS PT. PT. 3 POINTS PT. 3 POINTS PT. 3 POINTS PT. 3 POINTS WEAVER PT. WEAVER PT. WEAVER PT. MASSENA PT.

April through November measured data used. To convert Lock 25 stages on 1935 dotum to stages on 1903 datum, subtract 0.37 foot. This stage-discharge relationship is considered to be applicable to the entire period 1860-1954, the period for which it was used to derive St. Lawrence River discharges by the Coordi- nating Committee.

GALOP RAPIDS REACH OF THE ST. LAWRENCE RIVER BY BACKWATER COMPUTATlONS STAGE-DISCHARGE RELATIONSHIP AT LOCK 25

ST. LAWRENCE RIVER DISCHARGE, INTERNATIONAL RAPIDS SECTION

Plate 9 Appendix B I I II I I I - .- -- . EL~lN~~X----L----_-~------TL--

mTS U OKTARIO WATEB-rn ~THEm1WtBW)C~CHANQ]BPSmTHE aALOPRABIRSRENHaPTHEST.LAWREbfCERIVXi2 BY WATERC~ATIOWS CROSS SECTION AT mnm 1 Intumrtional Lab Ontario Board of Engineers EFFECTS ON LAKE ONTARIO WATER LEVELS OF THE GUT DAM AND CHANNEL CHANGES IN THBJ NOTE: At Elevation 240 feet GALOP RAPIDS WHOF THE ST. LB'RREWE RIVER 1952-1953 Area 29,080 sq. ft. ; width 945 fee.t BY BBCKWATER C-TIOW 1874 Area 37,770 sq. ft.; width 1,520 feet P CROSS SECTION AT SECTION 2 3 2 !5 & a cp International Lake Ontario P. Board of lbgineers October 1957 HLm ------

EFFECTS ON LAKE ONTARIO WATER LEVELS 1952-1953 Area 28,980 sq. ft.; width 1,300 feet OF THE GUT DAM AND CHANNEL CIiANQES S-THE 18'74 Brera 34,240 sq. ft.; width 1,780 feet WOP R.4.F'IDS REACH OF THE ST. LAWRENCE RIVER BY BACKWATER CBIIPUTATIONS I

CROSS SETION AT SEXTION 3 International Lake Ontario Board of Engineers October 1957 NOTE: At Elevation 240 feet EFFECTS ON UKE ONTARIO WATER LEVELS OF THE GUT DAM AND CHANNEL CHANGES IN THE GALOP RAPIDS EACH OF THE ST. LAWRENCE RIVER 9 BY BACKWATER COMPUTATIONS Cd * 3 F & ": CROSS SECTION AT SECTION 4 \IJ International Lake Ontario a Board of Engineers October 1957 ------1952-1953 Conditions

EFFECTS ON LAKE ONTARIO WATER LFVELS GALOP RAPIDS REACH OF THE ST. LAWRENCE RNER w* cd BY BACKWATER C(MPU!I'ATIONS " K !3a coc+ CROSS SECTION AT SECTION 5 w *m r International Lake Ontario Board of Engineers October 1957 EFF'ECTS ON LAKE ONTARIO WATER UVELS OF TKE GUT DAM AND CHANNEL CHANGES IN THE GALOP RAPIDS REACH OF THE ST. LAWRMCE RIVIGR BY BACKWATER COAiWTATIONS

CROSS SECTION AT SECTION 6 International Lake Ontario Board of Engineers October 1957 I I I

EFFBCCTS ON LAKE ONTARIO WATER UNELS OFTHEaUTDAumCHAlJNELc~ESINTHE 1952-1953 Area 17,490 eq. ft.; width 1,080 feet WOP RAPDXS REACH OF THE ST. LAWRYNCE RXVER 1874 Area 16,260 eq. ft.; width 1,090 feet BY BACKWATER CCUPUTATIONS OR- SECTION AT SECTION .7 International Lake Ontario Board of Engineere October 1957 liiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiit II~~~I~~~~~~~~~~~~~~II~~~~~~~l~ll~~~~i~~~~~i~~~lll~~~~~l~~~~,II,IIIILIIIIIIIIII1111111111111111111111111111111111111111111111111111l,------1874 Conditions I I I I I I I I I I I 1 I I I I : I I

I 1 I International Joint Canmission

EFFECTS O# LAKE Ol4TARJ.O WATER LlDAS OFTHE~UTWAND~CHAWOESINTRE GALOP FWIE REACH OF THE ST. LAWRENCE RIVER

BY BMMATW CamTTATIONS- 8= 3 2 CROSS SECTION AT SECTION 8 &$~:IIIIItIf:IfIII:IIIIIiIIIIiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiil- Intermational Lake Ontario 5 Board of Engineer8 October 1957 EFFECTS ON W;(E ONTARIO WATER LEVEIS OF THE GUT DAM AND CHANNEL CHANGES IN THE GALOP RAPIDS REACH OF THE ST. LAWRENCE RIVER BY BACKWATER CCWUTATIONS CROSS SECTION AT SECTION 9 International Lake Ontario Board of Engineers October 1957 International Joint Cammission

lZJ?FETS ON LAKE ONTARIO WATER LEVELS 1952-1953 Area '4,470 sq. f t .; width 890 feet 1. OF THE GUT QAM AND CHANYEL CHANGES IN THE 1874 Area 4,470 sq. ft.; width 890 feet I GALOP RAPIDS REACH OF THE ST. LAWRENCE RNER BY BACKWATER COMPU!CATIONS

CRaSS SECTION AT SECTION 10 Iriternational Lake Ontario Board of Engineers October 1957 - --

------\T rrrtr I $.qA.%w3.u r ~,r? I

EFFECTS ON LAgE ONTARIO WATER LEVELS OFTHEBUTWANDCHBNNISLC~INTHE WOP RAPIDS KBWH OF THE ST. LAWRENCE RIVER BY BACKWATER CU@U'i!A'J!IOM CBOSS SECTION AT SECTION 11 International Lake Ontario Board of Engineers October 1957 EFFECTS ON LAKE ONTARIO WATER IlEVELS OF THE am DAM AND CHANNEL C~ESIN THE CLALOP RAPIDS REACH OF THE ST. LAWRENCE RIVER BY BACIMATER CO$QPIPPATIONS

CROSS SETION AT SECTION 12 International Lake Ontario Board of Engineers t.- 1952-1953 Conditions ntl I I I I IRI In IIIIIIIIIIIIIIIIIIIIltlllltlllllllllll1111111111111111111III IIII~~~~'IF%IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII------1874 Conditions

International Joint C~ssian

EFFECTS ON LAItBe OblTARIO WATER LEvPM NOTE: At Elevation 240 feet OFTHIkOUTWANDCHANlUELC~fbl'PBE 1952-1953 Area 34,230 eq. ft.; width %0 feet UPRAPIDS REACH OF THE ST. LAWREHOE RIVER 187L Area 16.L70 sa. ft.: width 1.2LO feet BY BACKWATER CCWITI!ATIOIQZI B CROSS smnw AT SETION 13 3 2 I2 $- International Lake Ontario 5;'~ Board of Engineera October 1957 N IM 1t.,,4L.,...,.Ln4r,n...,...2An,,...... ,....A,.,.....,.,.. !!!I!\!!!!I 1 -1952-1953 Conditions lIlIIIiIIIII1IIIIIIIWIlIIllllllllllI~IIIII1I1IIII111111------1874 Conditions

International Joint Conmission

EFTECTS ON LAKZ OH'MRIO WATER LEVELS OF THE GUT DAM AND CHANNEL CHANGES IN THE MMlP WIDS REACH OF THE ST. LAWRENCE RIVBR BY BACKWATER CrnTIONs b CROSS SECTION AT SECTION 16 z'd rCd $ ;p" International Lake Ontario P. t? *w --~~APFS-?P~+- -. I I I

International Joint Cormaissian

EFFETS OM LAKE ONTARIO WATER LEVELS OF THE OUT DAM AND CHANNH, CHa#O$S IN THE UPRAPURS REACH OF THE ST. LAWRENCE RIVBR BY BACKWATER COBdPUTATIONS * CROSS SECTION AT 15 wed SECTION % b' 3 c+ aco International Lake Ontario I-'. Board of Engineers October 1957 $4 lu td + International Joint Conmission

EFFECTS ON JAKE ONTARIO WATER LEVELS OF THE OUT DAM AND CHANNEL CHANGES IN THE WPRAPIDS REACH OF THE ST. LAWRENCE RIVER BY BACKWATER C~TIONS

CROSS SECTION AT SECTION 16 P i 2 International Lake Ontario $" Board of Engineers October 1957 a s International Joint Cdaaion A~r- NOTE: At Elevation 240 feet --- 1932-1953 Area 31,090 sq. ft. ; width 2,540 feet EFFECTS ON LAKE ONTARIO WATER LEVELS --- 1874 Area 31,420 sq. ft.; width 2,500 feet OF THE GUT DAM AhZD CHANNEL CHANGES IN THE WOP RAPIDS REACH OF THE ST. LAWRENCE RIVlER BY BACKWATER CCMPUTATIONS CROSS SECTION AT SECTION 17 2- 'd Cd 2 r International Lake Ontario C," Board of Engineers October 1957 Pra WN 0' 0' I ~iililir~i~1liiiiii11ii111i111111i111111111i111i111111111 ------1874 Conditions

International Joint Cdssion EFFECTS ON LAKE ONTARIO WATER LEVELS OF THE GUT DAM AND CHANNEL CHANGES IN THE GALOP RAPIDS WH'OF' THE ST. LAWRENCE RIVER BY BACKWATER COMPUTATIONS CROSS SECTION AT SECTION 1G International Lake Ontario International Joint Cdssion

EFFECTS ON LAKE ONTARIO WATER LBVEU OF THE (HJT ]aBY ANQ CHCllqWEa CHAMOES Ilt TEE UPRAPIDS REUH OF THE ST. LAWRENCE RIVXR BY WKWATER C~TI~S

CIPOSS SECTION AT SECTIOH 20 International Lake Ontario Board of Engineers October 1957 -

------I rpes------3m

------

International Joint Cdssion EFFECTS ON LAKE ONTARIO WATER LEVELS OF THE OUT DMm CHAWNEL cmES IN THE GALOP RAPIDS REACH OF THE ST. LAWREHCE RIVER BY BACKWATER CCUPUTATIOBS

9 'd cd CROSS SIETIOH AT SECTION 3G 'd P 0 P, i%g International Lake Ontario xI-'. ru Board of Engineers October 1957 International Joint Colmaniasion

EFFECTS ON LAKE ONTARIO WATER LEVELS OF THE OUT M AND CHAWNEL CHANGES IN TEiE GALOP RAPIDS REACH OF THE ST. LAIRE#CI RIVER BY BACKWATER COlpUTBTIONS CaOSS SECTION AT SIBCTIOM 4 International Lake Ontario Board of Engineers l11l1111ll1l1111ll111111IIIIIIIlIlllI_U EFFZTS ON LAKE ONTARIO WATER LEVELS NOTE: At Elevation 240 feet OFTHEm~ANDCHANNELC~ESnVTHE UPRAPIDS REACH OF THE ST. LAWRENCE RIVER BY BACKWA!l'ER COWTJTATIONS

CROSS SECTION AT SECTION 5G

International ~akeOntario Board of Engineers October 1957 IIIIIIIIII~IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII! ------International Joint Cammission

EF'FETS ON LAKE ONTARIO WATER LEVELS OF THE GUT DAM AND CHANNEL CHANGES IN THE 1953 Area 2,970 sq. ft.; width 390 feet GALOP RAPIDS REACH OF THE ST. LAWRENCE RIVER 1874 Area 4,540 sq. it.; width 440 feet EACKWATER CCllPUTATIONS

9 cd YJ CROSS SECTION AT SECTION 6a ? r 3a md- International Lake Ontario P.x u Board of Engineers October 1957 N 11111111111 1111111111111111111111111llllilllllllllllilll m ~IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII~ I I I I I I I I L ---ate--tx&et ------I

International Joint Commission

EFFECTS OM LAKE ONTARIO WATER LEVELS OF THE GVT, DAM AND CHCllSNEL CHAWaES IN THE GALOP RAPIDS REACH OF THE ST. LAWFENCE RnTP;R BY BACKWATER CC$dPUTATIOIQS

CROSS SECTION AT SECTION 70 International Lake Ontario Board of Engineers I r -rr

. A -EY aturcfT ++ fwp . I I II / ,/ I I q&nrI dqr-rr-17-d----r----@I I I I I I I I I I I I I I I I I I I I I I I

------

International Joint Coamnission

EFFECTS OM LAKE ON!MUO WATER LEVELS OFTHEGmMMANDC~CmESINTEE WOP R4PZDS REACH OF THE ST. LAYlREaCE RIVER BY BACKWATER COUPUTATIOlPS

CRtXS SBCTION AT SECTION 8G International Lake Ontario International Joint Commission

EFFECTS ON LAKE ONTBRIO WAm LEVELS OF TIE GUT DAM AND CHANNEL CMES I# 'mi WOP RAPIDS REACH OF THE ST. LAWRENCE RIVER BY BACKMATER CONPUTATIOHS CROSS SECTION AT SECTION 9CC International Lake Ontario Board of Engineers of the International Lake Ontario Board of Engineers llSpecifications for the Construction, Verification and Testing of the Hydraulic Model of the Galop Rapids Reach of the St. Lawrence River," dated 28 February 1955, and from the flow equation for gage Lock 25, Q = 23.79 (~ock25 - 188.51)2*5. The points for the years 1952 and 1953 are shown hereon to demonstrate that there was no change

EFFECTS ON UKE ONTAJUO WATER LEVELS OF THE GUT DAM AND CHANNEL CHANGES IN THE GALOP RAPIDS REACH OF THE ST. LAWFENCE RIVER BY BACKWATER CONIPIJTATIONS

ST. LAWNCE RIWR RATING CURVES AT THE GAGES "LOCK 281t AND "F"

International Lake Ontario Board of Engineers October 1957 -- Relationship obtained frcm tests conduated on National International Joint Cdasion Research Couneil model of Galop Rapids at Ottawa. + 1919-1920 discharge measurements by Hydro-Eleatric ~TSO#LAKE~OWATER~ PmrCdssion of Ontario. See Table 1. OFTKEQWIlsOIAMDC~~~-~ l.4, 15, and 24 BQovenber 1952 discharge lneasursllaents by QBU)P RAPIDS WHOF THE ST. LAwRmmE Rnm Hydro-Electric Power Camission of Ontario. See B11 BsCmm CceaPwTAT]:0#S Table 2. 18, 19, and 21 November 1952 discharge measurements by FU111M~CAUQBW)P~Q~ 0 Hydro-Electric PmrCdssion of Ontario. See IN PER ClWl' OF TUUL RIVER WXlll DHDER 1952 CONDITIONS Table 2. 1918 discharge measurements by Departant of PIIblic International Lake Ontario October 1957 Works. See Table 1. I Born of I I). International Joint Cdeeion

EFFIQCTS~M~OWT~R~OTATERLHVES QFTH)$amnaYdllDC~C~ESIleTEE QALOP RAPIDS l2EAOI-i OF THE ST. LbWREUCX BZVBR EZ W~ATZR cwmnoits ST. LAmERIVER RATIIIIII Cmrm%s ATMoRT¶iCWWZLcuaR