IMAGE EVALUATION 
 TEST TARGET (MT-3) 
 
 1.0 
 
 I.I 
 
 1.25 
 
 *" illM IIIIM 
 
 IS ilia " 
 
 
 2.2 
 
 11= 
 
 1.4 III 1.6 
 
 V] 
 
 <^ 
 
 /} 
 
 01 
 
 S 
 
 'a. 
 
 ^>, "W ^^ 
 
 /a 
 
 °% > 
 
 V 
 
 M 
 
 Photographic 
 
 Sciences 
 Corporation 
 
 \ 
 
 ^^ 
 
 ^^ 
 
 o 
 
 9) 
 
 V 
 
 t> 
 
 
 <i? 
 
 <v 
 
 6^ 
 
 # 
 
 4> 
 
 23 WESTMAINSifstu^T 
 
 WEBSTER, if Y. 14580 
 
 (716) 972-4503 
 

 L^. 
 
 C/j 
 
 CIHM/ICMH 
 
 Microfiche 
 
 Series. 
 
 CIHM/ICIVIH 
 Collection de 
 microfiches. 
 
 Canadian Institute for Historical Microreproductions / Institut Canadian de microreproductions historiques 
 
 <\ 
 
 M 
 
Technical and Bibliographic Notes/Notes techniques et bibliographiques 
 
 The Institute has attempted to obtain the best 
 original copy available for filming. Features of this 
 copy which may be bibliographically unique, 
 which may alter any of the images in the 
 reproduction, or which may significantly change 
 the usual method of filming, are checked below. 
 
 B 
 
 Coloured covers/ 
 Couverture de couleur 
 
 I I Covers damaged/ 
 
 D 
 
 D 
 
 Couverture endommagee 
 
 Covers restored and/or laminated/ 
 Couverture restaurde et/ou pelliculde 
 
 Cover title missing/ 
 
 Le titre de couverture manque 
 
 Coloured maps/ 
 
 Cartes g^ographiques en couleur 
 
 Coloured ink (i.e. other than blue or black)/ 
 Encre de couleur (i.e. autre que bleue ou noire) 
 
 Coloured plates and/or illustrations/ 
 Planches et/ou illustrations en couleur 
 
 Bound with other material/ 
 Reli6 avec d'autres documents 
 
 ~^ Tight binding may cause shadows or distortion 
 
 — I along interior margin/ 
 
 La reliure serr^e peut causer de I'ombre ou de la 
 distortion le long de la marge intdrieure 
 
 D 
 
 Blank leaves added during restoration may 
 appear within the text. Whenever possible, these 
 have been omitted from filming/ 
 II se peut que certaines pages blanches ajout^es 
 lors d'une restauration apparaissent dans le texte, 
 mais, lorsque cela dtait possible, ces pages n'ont 
 pas dt6 film6es. 
 
 Additional comments:/ 
 Commentaires suppl6mentaires: 
 
 L'Institut a microfilm^ le meilleur exemplaire 
 qu'il lui a 6t6 possible de se procurer. Les details 
 de cet exemplaire qui sont peut-dtre uniques du 
 point de vue bibliographique, qui peuvent modifier 
 une image reproduite, ou qui peuvent exiger une 
 modification dans la mdthode normale de filmage 
 sont indiqu^s ci-dessous. 
 
 □ Coloured pages/ 
 Pages de couleur 
 
 n Pages damageo/ 
 Pages endommag^es 
 
 I I Pages restored and/or laminated/ 
 
 D 
 
 Pages restaur6es et/ou pelliculdes 
 
 Pages discoloured, stained or foxe< 
 Pages d^colordes, tachetdes ou piqu6es 
 
 Pages detached/ 
 Pages d^tach^es 
 
 Showthrough> 
 Transparence 
 
 Quality of prir 
 
 Quality indgale de I'impression 
 
 Includes supplementary materii 
 Comprend du materiel supplementaire 
 
 Only edition available/ 
 Seule Edition disponible 
 
 r~~;j Pages discoloured, stained or foxed/ 
 
 I I Pages detached/ 
 
 r~l Showthrough/ 
 
 I I Quality of print varies/ 
 
 I I Includes supplementary material/ 
 
 I I Only edition available/ 
 
 Pages wholly or partially obscured by errata 
 slips, tissues, etc., have been refilmed to 
 ensure the best possible image/ 
 Les pages totalement ou partiellement 
 obscurcies par un feuillet d'errata, une pelure, 
 etc., ont 6t6 film^es d nouveau de fapon d 
 obtenir la meilleure image possible. 
 
 This item is filmed at the reduction ratio checked below/ 
 
 Ce document est filmd au taux de reduction indiqu6 ci-dessous. 
 
 10X 14X 18X 22X 
 
 26X 
 
 30X 
 
 
 
 
 
 
 
 
 
 
 
 _>/ 
 
 
 
 
 
 
 
 
 
 
 
 
 
 12X 
 
 16X 
 
 20X 
 
 24X 
 
 28X 
 
 32X 
 
9 
 
 itails 
 5 du 
 lodifier 
 r une 
 Image 
 
 The copy filmed here has been reproduced thanks 
 to the generosity of: 
 
 Library of the Public 
 Archives of Canada 
 
 The images appearing here are the best quality 
 possible considering the condition and legibility 
 of the original copy and in keeping with the 
 filming contract specifications. 
 
 Original copies in printed paper covers are filmed 
 beginning with the front cover and ending on 
 the last page with a printed or Illustrated impres- 
 sion, or the back cover when appropriate. All 
 other original copies are filmed beginning on the 
 first page with a printed or illustrated impres- 
 sion, and ending on the last page with a printed 
 or Illustrated impression. 
 
 The last recorded frame on each microfiche 
 shall contain the symbOi -^ (meaning "CON- 
 TINUED"), or the symbol V (meaning "END"), 
 whichever applies. 
 
 Maps, plates, charts, etc., may be filmed at 
 different reduction ratios. Those too large to be 
 entirely included in one exposure are filmed 
 beginning in the upper left hand corner, left to 
 right and top to bottom, as many frames as 
 required. The following diagrams illustrate the 
 method: 
 
 L'exemplaire f ilmd f ut reproduit grflce d la 
 g6n6rosit6 de: 
 
 La bibllothdque des Archives 
 publlques du Canada 
 
 Les Images sulvantes ont 6x6 reproduces avec le 
 plus grand soln, compte tenu de la condition et 
 de la nettet6 de l'exemplaire fllm6, et en 
 conformity avec les conditions du contrat de 
 fllmage. 
 
 Les exemplaires originaux dont la couvarture en 
 papier est imprimde sont filmto en commen^ant 
 par le premier plat et en terminant solt par la 
 dernidre page qui comporte une empreinte 
 d'impression ou d'illustration, soit par le second 
 plat, salon le cas. Tous les autres exemplaires 
 originaux sont filmds en commenpant par la 
 premldre page qui comporte une empreinte 
 d'impression ou d'illustration et en terminant par 
 la dernidre page qui comporte une telle 
 empreinte. 
 
 Un des symboles suivants apparaitra sur la 
 dernidre image de cheque microfiche, selon le 
 cas: le symbols -^ signifie "A SUIVRE", le 
 symbole V signifie "FIN". 
 
 Les cartes, planches, tableaux, etc., peuvent dtre 
 filmds 6 des taux de reduction diffdrents. 
 Lorsque le document est trop grand pour dtre 
 reproduit en un seul cliche, il est fiimd 6 partir 
 de I'angle sup6rieur gauche, de gauche d drolte, 
 et de haut en bas, en prenant le nombre 
 d'images nicessaire. Les diagrammes suivants 
 illustrent la mithode. 
 
 irrata 
 to 
 
 pelure, 
 n d 
 
 □ 
 
 32X 
 
 1 
 
 2 
 
 3 
 
 1 
 
 2 
 
 3 
 
 4 
 
 5 
 
 6 
 
m. w. m. w..m. ♦ ♦;. m. m. m. *^ ♦. ♦. ♦, > m. 
 
 >0 
 
 i 
 
 i 
 
 ■0 
 
 y 
 
 Water power aqd flavigation 
 
 -OK IHt 
 
 ASSINIBOINE RIVER. 
 
 
 
 1..: . 
 
 i 
 
 [■■, 
 
 S^. (t) 
 
 
 J^eport, 5th July, 1888. 
 
 
 i 
 
 '4 
 
 
 ■^ 
 
 SK 
 
 ■^ 
 
 m 
 
 w. 
 
 
 
 i 
 
 m 
 
 
 D 
 
 
 
 \',\ 
 
 H. N. KT riAN. Cm K\.;im:i:k. 
 
 Printed by Order of Council of the City of Winnipeg. 
 
 iiii^iiii' 
 
 % aliinnipcg : 
 
 ^ H. Hi;i km:, Sons R C^).. Phokmx Phintinc. Wiiki-,s. I.,i\ii!akii Stkkkt. 
 
 p 1 8 88. 
 
 1 -<a^- /a^' ■/,^f.- v^^' yx^c-- yAv y.^s- v^f -/.^.v ; -.-/mk- v/M^.--- •'^>' '/j^' ''z^- ■ ■',^' ■■■jj^- 
 
 I .- ^Wa. -^.^WA. .-J^/. .<^i'. ■: .•^m'/.- .<^'. . , '.s^W*/-'. ,<^'.:- .<?^/. ; :,<W'/. . v^^.-. .v-^i-. ■ .v'^'.-. .-J^-. .x'^!;-, .,^^A 
 
 ^ 
 
 # 
 
 ^ 
 
 
 
 1^ 
 
 f 
 
r\ 0(0) 
 
\ 
 
 Water Power and Navigation 
 
 -OF THE 
 
 ASSINIBOINE RIVER 
 
 Office of thk City Kncinkkk, 
 
 Winnipeg, Man., 5th July, 1888. 
 
 To His Worship the Mayor, ami t/ic Council of tlie City of Winnipeg : 
 
 Gentlemen, — The undersigned has the honor to submit the follow- 
 ing report of progress on the surveys and examinations of the Assini- 
 boine River, made in accordance with instructions contained in resolu- 
 tion of Council passed on the 6th February, 1 888, as follows : 
 
 " That after having heard the joint delegation of the Board of Trade 
 " and citizens, with reference to the improvement of the navigation of 
 " the Assiniboine River and the utilization of a vast water power within 
 " the city limits, and as it is necessary that action should be taken at 
 " once in the way of preliminary surveys, this Council would recom- 
 " mend that the Finance Committee provide a sum not more than 
 " $2,000 to be spent in the most beneficial manner under the supcrvi- 
 " sion of the City Engineer.'" 
 
 The objects of the survey, as stated in the above resolution, were: 
 
 ist. To obtain information in reference to the improvement of navi- 
 gation; 
 
 2nd. To obtain information in reference to the utilization of water 
 power of the Assiniboine within the city limits. 
 
 With the above objects in view the survey was commenced on the 
 nth of February, 1888. 
 
 The work done in connection .with the survey consisted of the fol- 
 lowing; 
 
 (i) About 20 miles of transit lines on both sides of the river between 
 Winnipeg and Headingly. 
 
 (2) Traverses of lateral valleys and streams. 
 
 i/i 
 
(3) Lines of checked levels on transit and traverse lines. 
 
 (4) 45 cross-sections of the Assiniboine River extending l)etw(Jen the 
 traverse lines on the hanks. 
 
 (5) Cross sections of streams and lateral valleys and cross-sections for 
 use in plotting contour lines. 
 
 (6) Borings were made at points indicated on plan. 
 
 (7) A picket line, 17 miles in length, was run between the Assiniboine 
 River at FJaie St. Paul and Lake Manitoba, upon which a line of 
 checked levels was taken. 
 
 (8) Office work as per detailed list of plans, etc. 
 
 The transit lines were marked by iron stakes at all angles and at both 
 ends of the cross-sections, and by wooden stakes every 100 feet. 
 
 Bench marks were established fre(iuently and on the most permanent 
 points which could be obtained. 
 
 The field work, with the e.xception of the observations of height of 
 water and gauging, was completed on the 20th March, 1888. 
 
 The following is a general statement of the information which has 
 been obtained from the data furnished by the surveys: 
 
 The rise in the river bed between Winnipeg (Armstrong's Point) and 
 Headingly, a distance of 12 miles, is 26 feet, the rise in general level of 
 the country being about the same. 
 
 The depth of the river bed below the prairie level is from 30 to 40 
 feet. 
 
 From the upper end of Armstrongs Point to cro.ss-section 21, a dis- 
 tance of one and one-half miles, the rise in the river bed is eight (8) 
 feet. 
 
 The banks are composed chiefly of clay and sand. The bed of the 
 river is in places covered by stones and boulders. 
 
 With the exception of .Sturgeon Creek, there are no lateral valleys of 
 any consequence between Winnipeg and Headivigly. 
 
 It is thought that in the vicinity of cross-section 21 will be found the 
 most suitable and economical place for the proposed dam. The river 
 at this point is wide, enabling a long crest of dam to be obtained fcr the 
 discharge of flood water; and being at the head of the rise of 8 feet 
 referred to above, the height of dam required will be less than below 
 that point. 
 
3 
 
 The following arc the elevations referred to tin; datum assumed for 
 the levels in connection with the si rvey: 
 
 Bed of river, Armstrong's I'oini Oo.oo 
 
 " " cross-section 22 68.24 
 
 '' " Headingly 86.00 • 
 
 (leneral prairie level, secti(m 22 98.00 
 
 Flood level of 1882, " " ^roo 
 
 " " , '^So, '• '• 98.5s 
 
 (The flood levels were pointed out by residents.) 
 
 Flood level of 1882, section 34 91.60 
 
 " " 1882, Headingly 106.10 
 
 At the latter point the flood of 1H82 was observed by the under- 
 signed, and it was well within the river banks. The high water shown 
 on the lower cross-sections was occcasioned by back water from the Red 
 River, to which stream the flooding was due. 
 
 It has been assumed for the purposes of this report that the level of 
 water in the upper level for water power will be maintained at an eleva- 
 tion of 90.00. 
 
 'i'he power to be obtained will therefore depend upon the difference 
 between 90.00 and the elevation of water in the lower reach, which for 
 the past season, at cross-section No. 1 7, it will be seen has varied from 
 64.8, ice level, during February and March, to 79.3 on the 26th April. 
 The rise on the 26th April was only temporary and was caused by ice 
 jams in the river. The highest water due to the normal flow of the river 
 occurred on 3rd May and was 71.00, and on 18th May at that point the 
 river had fallen to 68.5. 
 
 At an elevation of 90.00 for water in the upper reach the approxi- 
 mate quantity of land which will be overflowed beyond ordinary high 
 water mark is only 100 acres. Contour lines at elevations of 90.00 and 
 95.00 are shown on the plan. 
 
 Voluiue of Discharg:e of the AH^iniboiiie Uiver. 
 
 The gaugings used in computing the discharge were taken at cross- 
 sections 5 and 7 and 21 and 22. 
 
 The observations for velocity were taken by wooden di.scs, 4 in. in 
 diameter, ^ in. thick. 
 
 At the points of observation parallel cross-sections were staked out, 
 and the time of the passage of the discs between them was noted. 
 
 While it would have b'ien more satisfactory to have taken the obser- 
 vations with a current meter, the above described method is sufficiently 
 accurate for present purposes. 
 
4 
 
 The bed of the river at the points of observation was covered with 
 boulders and stones. 
 
 The mean velocities of the stream are taken at .85 of the mean sur- 
 face velocities, 
 
 It will be seen from the table of water elevations that the lowest ice 
 level at section 5 was 64.4. The averaije thickness of ice at that point 
 was found to be 2 feet. 'I'he surface of the water to be used in calcu- 
 lating the discharge was therefore 62.4. At that elevation the mean 
 area of water between sections 5 and 6 was 465 scjuare feet, 
 
 Assuming the velocity under the ice to have been 8.5 feet [)er second, 
 the discharge was: 
 
 465 + 3-5 X 85 
 = 1 383 c. ft. per second 
 
 = 82980 c. ft, per minute. 
 
 There is no previous record of such low water as occurred last winter, 
 the usual winter level being 2 feet higher. This is accounted for by the 
 light rainfall of the last two years. 
 
 The bed of the river consisting of boulders, there was a considerable 
 (juantity of water passing down wlifch could not be taken into account, 
 but which would be intercepted by a dam and would be in addition to 
 the quantit)' abt)ve stated, 
 
 The river commenced to rise on the ist April and continued to rise 
 till the 3rd May, at which time the elevation at cross -section 17 was 
 70.9. 
 
 A disturbance in the water levels occurred between the 23rd and 
 30th April owing'to the break up of the ice. The water level on the lower 
 cross-sections was also affected oy back-water from the Red River, so 
 that for purposes of comparison the elevations in the upper cross sec- 
 tions will be found most satisfactory. 
 
 On the 1 8th of May the elevation of water at section 22 was 71 3. 
 1'he mean area of sections 21 and 22 was 1534, and the mean surface 
 velocity between those .sections was 3.82 feet per second. 
 
 The discharge was therefore 
 
 1534x3.82 X. 85 
 = 4980.15 c. ft. per second 
 ■■= 298809 c. ft. per minute. 
 
 From the tables of surface elevations and velocities and the informa 
 tion given on cros.s-sections, the discharge at other dates included in the 
 pbservatjons n)ay be calculated. 
 
tIorM«-Powcr of tlio ANHiiilhoiiic River. 
 
 For the purpose of estimating the horse-power which the Assinihoine 
 River will afford in the City of Winnipeg the site for the dam is assumed 
 to beat cross-section 22 and the werage level of the tail race, the ele- 
 vation of the river at cross-section 17. The elevation uf the water in 
 the upper reach is assumed to be 90 00. 
 
 The volume of the river is calculated from observations at cross-sec- 
 tion 22, except in the case of extreme low water, when tiie formation of 
 the river bed at cross-section 5 was found to be more suitable. 
 
 In calculating the theoretical horse-power the formula used was: 
 
 P = . 001892 Qh 
 when P = Horse-power. 
 
 Q = Quantity of water in cubic ft. per M. 
 h = Head of water from tail race in feet. 
 
 Taking the discharge for February and March as before stated, at 
 82,980 cubic feet per minute, and the water level at cross-section i 7 at 
 that time at 64.8, the upper level being 90.00, tne horse-power was; 
 
 P = .00 1 892 X 82980 X 25.2 
 —3956 horse-power. 
 
 On the 18th May, 1888, the discharge was 298,809 (ul)i( feet per 
 minute. The elevation of the water at cross-section 17 was 68.5. Ele- 
 vation of the upper level, 90.00. 
 
 The horse-power was : 
 
 P=. 001892 X 298,809 X 21.5 
 = 12156. 
 
 The horse-power given above is the theoretical con.stant horse-power. 
 In case the power was in use for 14 hours per day only, the accumula- 
 tion of the water during the remaining 10 hours would be made use of, 
 so that at the lowest winter level the power for 14 hours per day would 
 be: discharge per minute, 82,980 cubic feet; discharge per 10 hours, 
 49,788,000 cubic feet. 
 
 The area of the reservoir above the dam at an elevation of 90.00 is 
 approximately 26,000,000 sq. ft. 
 
 The flow in 10 hours would therefore fill up about 2 feet in depth of 
 the reservoir; and each day of 1 4 hours, the supply being run down 2 
 feet, the increased quantity of water per minute from that source would 
 be 59,271 cubic feet, which, added to the ordinary discharge, would give 
 a total of 142,251 cubic feet per minute. 
 
6 
 
 The horse power at extreme low water for 14 hours per day would 
 
 therdore he: 
 
 P=. 001892 X 142,251 X 25.2 
 — 6771) l)ors( '-power. 
 
 The liead of water from tail ra< e, h, has been assumed to average the 
 same as for constant How. 
 
 'I'lie actual horse |)ower which (an he realized hy watc» motors may 
 he taken at .H3 of the theoretical horse-[)ower. 
 
 'I'he actual horse-power of the Assiniboine, therefore, at lowest water, 
 for day of 14 hours, is 5,626. 
 
 The ahove power could he increased and maintained at 10,000 
 actuiil horse-[)ower hy constructing a canal from Lake Manitoba to the 
 Assiniboine at Haie St. Paul. The (anal should be capable of deliver- 
 ing 150.000 cubic feet of water per minute. If found desiral)le to re- 
 ihuv the head in the reservoir more than an average of two (2) feet dur- 
 ing tlie day. a smaller canal would an.swer the purpose. 
 
 Canal tVoiii l^ake Manitoba to the AHHinlboiiie Kiver at Bale 
 
 St. Paul. 
 
 I'rom the sketch plan and profile of the country between Lake Mani- 
 toba and the .Assiniboine it will he seen that low water in Lake Mani- 
 toba is 14.05 feet higher than low water in the Assiniboine at I^aie St. 
 Paul, and that the distance between the lake and river is by the traverse 
 line I 7 miles. 
 
 The ridge shown at station 540 can he avoided by keeping a short 
 distance to the west, and it would be necessary to extend the canal 
 works further into the lake than the end of the survey line as shown on 
 plan, so that the total length of the canal would be about 18 miles. 
 
 The valley of Long Lake shown on plan is a natural canal, and with 
 a small expenditure might be used for about one-third the distance be- 
 tween the lake and the river. 
 
 A canal, to deliver 150,000 cubic feet of water per minute, at a velo- 
 city of two and one-half (2.5) feet per second, would require a water area 
 of one thousand scjuare feet, a mean hydraulic depth of seven and five- 
 tenths (7.5), and an inclination of .00012. 
 
 The surveys show that the above conditions can be fulfilled without 
 any unusual difficulty or expenditure. 
 
 The soil throughout consists of clay, .sand and gravel, (lood building 
 stone can be procured on Lake Manitoba, 
 
 X 
 
The Navigation of tiit* .VsMiiiiboiiM* mv«M«. 
 
 The Assinihoine River has not [)een navigated for the past five or six 
 years, since the constriution of the Canadian Pa( i fu Raihvay, and for 
 the last three years the siimnier level of the water has been too low to 
 admit of navigation by the ordinary rive- steamers drawing four (4) feet 
 of water. \ 
 
 The difference in level between Lake.- Winnipeg and Manitoba, ac- 
 cording to published ma|)s and reports, has been stated at fortv-one 
 (41) feet. 
 
 The Red River at Winnipeg is about \() feet higher than Lake Win- 
 nipeg. 
 
 The surveys first completed show thai ihe difference of level between 
 Lakes Winnipeg and Manitoba is 100 feet, and that the .\ssiniboine at 
 Long Lake is seventy (70) feet higher than at \N'innipeg, over one-third 
 of this rise occurring in the first ten miles above Winnipeg. 
 
 'I"he fall of the Assiniboine has hitherto b»'en su])pu .1 to be much 
 less than it really is, and the maintenance of navigatioi .ill be more 
 difficult and expensive than was expected. 
 
 'I'he construction of the water p »'ver dam wo. a give sine': vvater 
 navigation be^wc* i it and Headingly. 
 
 By I. v^ending the canal which will be leces.sary to .supply the mills 
 below tiie dam, and constructing locks into the .Vssiniboine. navigation 
 could be maintained between the Red River and Headi'igly. Ab"\e 
 Headingly there appears to be no doubt that at \ov water, very hea\y 
 expenditure in the construction of dams and locks would l>e necessary 
 to ensure navigation from the water of the Assiniboine alone, but as the 
 navigation of the Assiniboine would not be of much benefit without its 
 connection with Lake Manitoba by a canal, which will also be required 
 to supply water for power at Winnipeg, it is expected tha: the additional 
 water from the canal will obviate the necessity for an\ works except, 
 perhaps, a few wing-dams, between Headingly and iJaie St. Paul. This 
 portion of the river was not included in the survey, which shows gener- 
 ally that while the river is not so favorable for navigation as was ex- 
 pected, the water power will be greater and more easily made a\ailal)le, 
 and that the canal necessary for increased water power will probably 
 ensure complete navigation. 
 
 Order in whicli Work.s .>*lM>iild. be Carried Out. 
 
 The Assiniboine is not at present navigable, and it cannot be made 
 navigable without a large expenditure, part of which would be in the 
 construction of a dam at Winnipeg. 
 
8 
 
 In order that the water power may be made available as soon as pos- 
 sible, the following mode of proceeding is suggested, viz.; 
 
 That permission be obtained from the Governor-General in Council 
 to construct the dam at V, innipeg, which will be necessary for both 
 water power and navigation; and that, as the river above Headingly can- 
 not be navigated until it has been improved either by the construction 
 of dams or increase in the supply of water, permission be obtained to 
 defer the construction of the locks necessary for navigation around the 
 dam, till the river above has been made navigable. If this course is ap- 
 proved, the minimum expenditure only would be required at present. 
 
 There appears to be no reason to doubt that the water power of the 
 Assiniboine River, 5,626 horse-power, can be leased within one year of 
 the time when it is made available, and that the demand for additional 
 power and navigation to Lake Manitoba will be so great that it will be 
 in the interests of the Government, or of the company undertaking the 
 works, to push on the construction of the canal to Lake Manitoba at 
 once. 
 
 The ( onstruction of the works necessary for water power and naviga- 
 tion would thus be divided into two periods: ist, that of the construc- 
 tion of the dam and a portion of the canal to supply the mills at Winni- 
 peg; 2nd, the construction of the canal from Lake Manitoba to the 
 Assiniboine and of the necessary canal and locks around the dam at 
 Winnipeg. 
 
 Note. — I'he increased supply of water from Lake Manitoba would 
 also much improve the navigation of the Red River, and would largely 
 reduce the cost of any improvements required between the City of Win- 
 peg and Lake Winnipeg. 
 
 Memorandum on Ice Flood, 1H88. 
 
 The ice in the Assiniboine River, in March, 1888, was found to be 
 from 18 inches to 2 feet 6 inches in thickness, that over the more rapid 
 currents being the thinnest. 
 
 The ice commenced to move for the first time time this spring in the 
 night of the 25th of April. 
 
 Temporary variations in the level of the water surface were caused 
 during the time the ice was running by partial jams, which occurred at 
 several points on the river. 
 
 t 
 
 The extreme range of the variations above or below the normal level 
 of the river does not appear to have exceeded from 4 to 5 feet. 
 
 The ice forms a dam on the surface of the water only; it has never 
 been known to "pile" or jam from the river bed. 
 
Owing to the continued cold weather up to tLc time the ice com 
 menced to move, it was unusually thick and firm. 
 
 About 12 p.m. in the night of the 25th April a jam occurred at the 
 north span of the Osborne street bridge, Winnipeg. The jam was caused 
 by a field of ice 2j4 feet thick resting be .ween the north pier and the 
 turn-table fender, The flow of ice contir ued through the south span, 
 with some interruptions, till 9 a. m. on the 26th, when the flow on that 
 side was also stopped by a jam resting bet veen the shore and the fen- 
 der. The bridge has two (2) clear spans of 120 feet each. This jam 
 kept back the whole of the ice in the river, which Lcradually melted away 
 and disappeared. On the morning of the 29th the river was clear to 
 within a mile and a half of the Osborne street bridge. During the day 
 this ice gradually disappeared, and at 6 p.m. the last of it was within a 
 few hundred feet of the. bridge. At this time the jam at the bridge 
 broke and, in a few minutes, the river was clear. 
 
 In dealing with the ice in connection with a dam across the river it 
 may be 
 
 (a) held up by pile piers and booms above the dam, or 
 
 (b) it may be allowed to run over the submerged portion and between 
 the piers of the dam. 
 
 The Dam. 
 
 The chief considerations involved in the construction of a dam across 
 the Assiniboine River are: 
 
 (i) That the foundations should be sufficiently good to support the 
 weight of the dam and prevent leakage under it; 
 
 (2) That the dam should be of the proper form and strength to hold 
 the water on its upper side at an elevation of at least 90.00. 
 
 (3) I'hat provision should bo made for the passage of surplus water 
 during floods without permitting the water immediately above the dam 
 to rise above 90.00, or such other height as may hereafter be found ad 
 visable. 
 
 (4) That the movable portion of the dam should be as simple as pos- 
 sible so that, if necessary, it could be worked by unskilled labor. 
 
 (5) As at seasons of low water the whole volume of the river will be 
 required, the movable part of the dam should be so constructed that it 
 can be made water-tight. 
 
 (6) The dam should be so constructed that ii cannot be damaged by 
 running ice, and the moveable portion so arranged that it can be opened 
 while the ice is running, if necessary. 
 
 
I i 
 
 I 
 
 lO 
 
 The foundation is assumed to he at an elevation of 56.00, the sill of 
 the submerged portion 76.00, and the crest of the dam 90.00; the total 
 depth from the crest of the dam to the foundation being 34 feet. The 
 dam will be 700 feet in length, extending into the banks on both sides. 
 
 The foundation will be on either solid rock or hard pan. The bor- 
 ings not being completed at this date there may be alterations necessary 
 in the foundations which will change the estimated cost to a limited ex- 
 tent. 
 
 On the supposition that most of the water may occasionally be drawn 
 from the lower side, the dam has been proportioned to withstand the 
 water pressure on its upper side alone due to its full height. Provision 
 has also been made to permit of the water above the crest of the dam 
 being raised to 92 or 93, though all calculations of power are based 
 upon an elevation of 90 only. The static water pressure against the 
 dam will be 22.56 tons per lineal feet, and against the moveable portion 
 of the dam 3.06 tons per lineal foot. 
 
 The area of the moveable portion of the dam provided for the dis- 
 charge of surplus water will be, below the crest of the dam, 5,600 square 
 feet. 
 
 There are five (5) openings for the moveable portion of the dam, 
 each 80 feet i)y 14 feet. The openings are separated from each other 
 by piers which carry the bridge and truss against which the upper ends 
 of the needles rest. 
 
 The piers are 50 feet in length and 10 in width. They are provided 
 with massive masonry ice-breakers. 
 
 The moveable portion of the dam consists of pine needles resting 
 their lower ends upon the sill of the submerged portion of the dam, and 
 their upper ends against the truss provided for that purpose. The 
 needles are to be provided with chains and fastenings, so that they can 
 be readily lifted and suspended out of reach of the water. It is pro- 
 posed to do the work necessary in lifting and replacing the needles by 
 an electric hoist, travelling on a truck along the bridge, the power for 
 which is to be obtained from a water-wheel. 
 
 From the memorandum on ice flow attached to this report it will be 
 seen that not much trouble is to be feared from that source. The piers 
 of the dam are to be provided with substantial ice-breakers, and the 
 needles so arranged that they can be raised if necessary while the ice is 
 running. 
 
 The 80-foot bays might be fitted with trussed steel gates instead ot 
 the needles, at an additional cost of $20,000. 
 
1 1 
 
 It is thought, however, that the arrangement proposed above is more 
 economical, and all the material for construction can be obtained in the 
 country. 
 
 The dam is intended to be constructed of masonry and concrete, the 
 trusses and needles of Douglas fir. 
 
 The details of the dam have been worked out only so far as is neces- 
 sary to obtain an estimate of the cost, which will be approximately 
 
 $250,000. 
 
 \ 
 
 The needle dam has been thoroughly tested in France and Russia. 
 The greatest objection to it is that the net dies require to be caulked, or 
 otherwise made water-tight. This is no doubt a serious objection where 
 the needles require to be frequently opened. Here it would be neces- 
 sary to open the dam only once a year, for the spring freshets. A regu- 
 lating weir would be provided in connection with the dam for the ad- 
 justment of summer levels. 
 
 Canal to Supply Water tVoiii Dam to Mills. 
 
 Canals may be constructed on either or both sides of the river to 
 supply w, t:or to mills; the mills being built between the canals and the 
 river, and the tail water taken into the river by tunnel or open cuts as 
 may in each case be considered advisable. 
 
 The canal would be extended only as it was required to supply new 
 mills, or in the event of it being used for navigation. 
 
 The expenditure necessary to construct a canal for supplying water 
 to mills for half a mile below the dam is esHmated at $50,000. 
 
 'I'he estimates given above are intended to cover the cost of making 
 available for use 5,626 horse-power tor 14 hours per day, at the season 
 of lowest water in the Assiniboine River. 
 
 The additional work necessary to increase the [)ovver to 10,000 horse- 
 power would be required also for navigation. The surveys have not 
 been sufficiently extended to enable the cost of the additional works to 
 be estimated. 
 
 Observations on the flow of the river are being continued, and more 
 borings are to be made at the site proposed for the dam. The addi- 
 tional information, with a plan of the proposed dam and canal, will be 
 submitted with a future report. 
 
 Your obedient servant, 
 
 H. N. RUTTAN, 
 
 M. Can. Soc. C.E. 
 M. Inst. C.E. 
 
 s instead 01 
 
12 
 
 TABLE OK ELEVATIONS OL WATER IN RIVER, 1888. 
 
 Date of 
 Li.vi:i.. 
 
 
 No. oi< 
 
 Cross-Section.s .\s 
 
 PER 
 
 Pl.\n. 
 
 
 
 >■ 
 
 ^-4 
 
 > 
 
 X 
 X 
 
 > 
 
 1— J 
 > 
 X 
 X 
 
 ►—I 
 > 
 
 X 
 X 
 
 76.0 
 
 X 
 X 
 X 
 
 80.3 
 
 > 
 
 1— 1 
 
 X 
 X 
 X 
 
 80.8 
 
 >< 
 
 t— I 
 
 X 
 X 
 X 
 
 85-3 
 
 h-4 
 
 X 
 90.0 
 
 1> 
 X 
 
 April 2 
 
 
 
 
 91. 1 
 
 '< 
 
 64.6 
 64.1 
 
 734 
 74.6 
 
 75-3 
 77-4 
 71.6 
 
 71.2 
 70.9 
 70.1 
 68.9 
 68.6 
 68.3 
 67.9 
 67.0 
 66.9 
 66.7 
 66.6 
 66.4 
 66.2 
 66.0 
 
 659 
 
 65-3 
 
 ^^5-4 
 
 653 
 69.4 
 
 69.1 
 
 67.7 
 
 65.1 
 64.8 
 
 73-4 
 74.6 
 
 76.6 
 
 79-3 
 71.9 
 
 71.4 
 
 71.4 
 
 70.9 
 
 69.4 
 
 693 
 69.0 
 
 68.5 
 
 67.6 
 
 67.5 
 67-3 
 
 70.8 
 
 70-3 
 74-4 
 
 74.9 
 79.6 
 
 82.6 
 
 72.3 
 72.0 
 
 72.1 
 71.8 
 71.7 
 71.8 
 .71.6 
 
 71-3 
 70.9 
 70.8 
 70.8 
 
 71.5 
 72.9 
 76.0 
 
 73-0 
 73-2 
 76.6 
 
 " 16 
 
 " 23 
 
 " 24 
 
 " 2:; 
 
 76.3 
 
 79-4 
 
 80.2 
 
 83.1 
 
 81.7 
 
 84.9 
 87.9 
 
 85-4 
 
 88.7 
 90.7 
 
 90.1 
 
 93-3 
 95-0 
 
 • • . . 
 
 91.4 
 
 95-' 
 97.8 
 
 .... 
 
 
 
 
 " 26 
 
 " 30 
 
 May 1 
 
 " 2 
 
 84.4 
 
 75-' 
 
 85-4 
 75-3 
 
 87.3 
 78.3 
 
 87.6 
 82.0 
 
 87.1 
 83.8 
 
 89.7 
 87.1 
 
 94.1 
 91.8 
 
 96.5 
 93-9 
 
 
 
 
 
 
 
 
 
 " 7 
 
 " 12 
 
 75-2 
 75-5 
 
 75-8 
 76.3 
 
 78.6 
 78.9 
 
 82.2 
 82.5 
 
 84.2 
 84.4 
 
 87.5 
 
 87.8 
 
 92.1 
 92.5 
 
 94-2 
 94.6 
 
 " 15 
 
 " 18 
 
 75-2 
 
 . . . 
 
 76.0 
 
 78.7 
 
 82.3 
 
 84.2 
 
 87.6 
 
 92.1 
 
 94-3 
 
 " 22 
 
 74.5 
 74-4 
 74-3 
 
 75-1 
 
 75-0 
 75-0 
 
 78.1 
 78.0 
 780 
 
 81.7 
 
 81.6 
 
 8I..S 
 
 83.5 
 83.5 
 83-4 
 
 
 .... 
 
 
 " 23 
 
 "24 
 
 " 25 
 
 
 
 
 
 
 
 
 
 
 " 26 
 
 " 28 
 
 67.1 
 66.7 
 66.7 
 66.5 
 
 70.7 
 
 70-5 
 70.5 
 70.4 
 
 74.2 
 
 74.8 
 
 77.S 
 
 81.4 
 
 83.1 
 
 86.4 
 
 91. 1 
 
 93-0 
 
 " 29 
 
 " 30 
 
 " \\ 
 
 73-9 
 
 73.« 
 
 74-5 
 74-4 
 
 77-5 
 77-4 
 
 81.2 
 
 Si. I 
 
 83-1 
 
 83.0 
 
 
 
 
 
 
 .... 
 
 
 
 
 [uno 6 
 
 65-9 
 
 65-9 
 
 65-7 
 69.6 
 
 69.1 
 
 68.0 
 
 70.0 
 70.0 
 69.8 
 70.1 
 69.8 
 70.4 
 
 73-2 
 7^.2 
 
 73-9 
 
 7^8 
 
 76.9 
 76.9 
 76.7 
 76.5 
 
 80.7 
 80.8 
 80.6 
 80.4 
 
 82.1 
 82.0 
 82.0 
 
 81.7 
 
 
 
 
 '• 8 
 
 
 
 
 " II . ... 
 
 7 *.o yi ft 
 
 
 
 
 " K) 
 
 " ::; .... 
 
 1 j-^ 
 72.9 
 
 .... 
 
 / — 
 
 73-4 
 
 85.1 
 
 89.7 
 
 91.6 
 
 July 10 
 
 73-8 
 
 74-3 
 
 .... 
 77-4 
 
 81. 1 
 
 82.7 
 
 85-9 
 
 90.7 
 
 92.6 
 
1 888. 
 
 13 
 
 1 
 
 
 jo.o; 
 
 91.1 
 
 50. r 
 
 ;3-3! 
 
 95-0 
 
 94- '1 
 
 gi.s! 
 
 91.4 
 
 95- ' 
 97.8 
 
 96.5 
 93-9 
 
 ■ ' i 
 1 
 
 
 92.1 
 92.5 
 
 94.2 
 94.6 
 
 92.1 
 
 94-3 
 
 
 
 
 
 
 
 
 
 91. 1 
 
 93-0 
 
 
 
 
 
 .... 
 
 .... 
 
 89.7 
 
 91.6 
 
 90.7 
 
 92.6 
 
 May 
 
 
 1 . 
 
 2 . 
 12 . 
 18, 
 28, 
 
 vEi-ocrrv of water. 
 
 Cross Sicction No. 5. 
 
 Date 
 1888, 
 
 May I . 
 «' 2. 
 " 12.. 
 " 18.. 
 " 28.. 
 
 Et,evation of Water. 
 
 Mean Surface Velocity 
 IN Feet per Second. 
 
 71.18 
 70.91 
 68.65 
 67.86 
 66.15 
 
 Cross Section No. 22. 
 
 72.05 
 
 72.15 
 71.80 
 
 71.28 
 70-54 
 
 2.47 
 2.63 
 
 3-47 
 3.20 
 
 2.56 
 
 3.22 
 5-39 
 
 3-65 
 3.82 
 
 3.26 
 
 ■HI 
 
 B 
 

 14 
 
 ELEVATION OF FLOOD OF 1882, 
 
 AT DIFFLRENT CROSS SECTIONS, AS POINTED OUT UY OLD SETTLERS. 
 
 Cross Section No. 22 9i-o5 
 
 " No. 34 91-60 
 
 •' No. 39 97-70 
 
 « No. 42 105.83 
 
 " No. 45 106.10 
 
 ELEVATION OF FLOOD OF 1850, 
 
 AS POINTED OUT BY OLD SETTLERS. 
 
 Cross Section No. 22 98-55 
 
 " No. 30 96-80 
 
\ 
 
 ASSINIBOINE SURVEY. 
 
 LIST OF PLANS AND PROFILES, ETC. 
 
 (i) General plan of Assiniboine River between Winnipeg and Head- 
 ingly. 
 
 (2) Plan of survey between Assiniboine River and Lake Manitol)a, 
 
 (3) Profile of traverse on north bank of Assiniboine. 
 
 (4) Profile of traverse on south bank of Assiniboine. 
 
 (5) Profile from Assiniboine River to Lake Manitoba. 
 
 (6) Longitudinal section of Assiniboine River from Winnipeg to 
 Headingly. 
 
 (7) Cross sections of Assiniboine River between Winnipeg and Head- 
 ingly. 
 
CONTENTS OF 
 REPORT ON ASSINIBOINE SURVEY. 
 
 I'AGK. 
 
 Resolution of Council authorizing Survey i 
 
 Description of Field Work i 
 
 Information Obtained 2 
 
 Volume of Discharge of Assiniboinc 3 
 
 Horse- Power of the Assiniboine 5 
 
 Canal from Lake Manitoba to Assiniboinc 6 
 
 Navigation of Assiniboine River 7 
 
 Order in which A' orks should be Constructed 7 
 
 Memorandum on Ice Flow, 1888 8 
 
 Description and Estimated Cost of Dam 9 
 
 Canal to Supply Mills 1 1 
 
 Table of Elevations of Water 12 
 
 Tal)le of Velocities 13 
 
 Elevations of Floods of 1850 and 1882 Pointed Out by Settlers 14 
 
 List of Plans, Profiles, Etc 15 
 
 ^ERTjv 
 
 l\ 
 
f^PT Y 
 
 '!". M»j — "^ — ■ — ;>'.p'i'VK' ' ".~ n"'/'" — r^ 
 
 
 Page. 
 I 
 I 
 
 . . 2 
 
 • 3 
 ■ • S 
 .. 6 
 
 •• 7 
 
 ,.. 7 
 .. 8 
 
 •• 9 
 . .. II 
 
 . . 12 
 
 ... 13 
 
 ...14 
 
 • 15 
 
 1 
 
 
 
 .r-A V 
 
 ,i !. -,