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Tous les autres exemplaires originaux sont film4s en commenpant par la premidre page qui comporte une empreinte d'impression ou d'illustration et en terminant par la dernidre page qui cjmporte une telle empreinte. Un des symboles suivants apparaitra siir la dernidre image de chaque microfiche, selon le cas: le symbole — ^ signifie "A SUIVRE" le symbole V signifie "FIN". Les cartes, planches, tableaux, etc., peuvent Stre film6s A des taux de r6duction diff6rents. Lorsque le document est trop grand pour Stre reproduit en un seul clich6, il est film6 d partir de I'angle sup^rieur gauche, de gauche d droite, et de haut en bas, en prenant le nombre d'images n6cessaire. Les diagrammes suivants ijlustrent la mdthode. 22t I 1 2 3 1 2 3 4 5 6 ^1 ' / c ■ .' r?, r 7 REPORTS 1 I>()N THK. WATER AVAILABLE FROM THE BOMBEfi WATER-SHED With Profiles of the Humber Valley and C Sections of Dams ross- Af BABY'S POINT AND WESTON. TORONTO : The Carswell Co., Limited. 1900. ) '\ If HUMBER RIVER WATER POWER. City Enoinkkr's Office, Toronto, October 29th, 1900. E. A. Mucdonald, Esq., Mayor, „nd Members of the City Oonncil ■ I beg to submit tlie eiiolo.sod report, preimred hv Mv P T? « *., * • Engineer of this Department, to wh ch eL is .ttZ.o.l ;. ' .T'"''' posed dan. to be constructed .t Baby's T^1^^^:^TT' , " ""- reports prep^ed by Mr. WiHis Chip:... whic.;:^!:^: ::, t y M^Wht K ar^^ulT; V '^^""-"-,^''"'^>^-H..copyof a report rLtelb^M Yours respectfully, C. H. Rl\st, CiV;/ Engineer. I ilfr. 0. fl. i<„«^, Cih, Engineer. October 20th, 1900. HuMBER River Water Power. Deae Sir, --Referring to the following extract fron, Report No. 16 of the Board of Control adopted in Council. tn ,/'''!''f,^"?.'''^li'^*"'"<^"'"'"''^nJt''''»ttheComniittoe on Works bo re-.uested Hutr ? ' f'^rr *" '""^'^'•'^ '' '-^^-"^^ "" ^'^ --'^•'J'^ water " 1 Humber River water sIk.!, and the power available therefrou>, and also to epo t the approxnuate cost of developing? the same." ^ I beg to report as follows :— »n^ IvT ''"'' ^r'T""^ '" ■"« ^'''"^'"^ '^'•oss sections for dam sites at Baby's Point and Weston and such profiles and plans as enable n.e to make a reason.ablv cZ ZT:^\^S:tr'''tv' ''-'- ^^^ '-^-^ «-' '-^ ^^^^ watershed r^lX TT' " ^^ °" ""' ""'^'^^^^ ^^■'^'^'' "^ ''- ""'"^er River watershed^ The sites of these two dams have been visited, and the drill holes that have been put down by Mr. Sharp at these two dam sites, examin d T° s roundation of these two dan.s would have to be carried. My estimate on fhil water power development is as follows : ^ " ^^'^ (a) Baby's Point Dura xvater power. (Known *h the "first" section.) The cost of a Rul.blo concrete dam faced with Aslilar, 925 ft. long at top, 510 ft. long at bottom and i;{4ft. high including tailrace (see Chipnian's report of Reservoii- Area) $1,060,200 Cost of installing an hydraulic electric plant of 6,000 H. P. gross (4,800 H. P. net) (see Chipnian's report of Available Power), and trans- mitting the siwno 7 miles to the centre of the City of Toronto $191,900 1'otftl $1,262,100 Add for engineering and legal expenses and incidentals 15 per cent. . . 187,900 Total $1,440,000 E(iu»l8 $300 per 10 hour ti. P. Land damages, unstated. Raconetruction of railway bridges, unstated. Reconstruction of highway bridges and roads. (b) Weston Dam (known as the second section). Cost of constructing Rubble concrete dam, faoednvith Ashlar, 050 ft. long at top, 430 ft. long at bottom, and 80 ft. high, including tailrace, and the necessary valve house, valves, pipes, waste weir, headrace, etc., to pa.s8 the water through this dam in order to utilize it at Baby's Point Dam only, $360,000. This dam could either be used in this way as a feeder to the Baby's Point power house during dry periods, or as a special power or both. Taking it as a feeder only we have the following estimate based on the assumption that this res- ervoir is so extensive as to afford complete storage to the Humber River water shed, which may be drawn upon during dry periods. This assumption is made merely from a general view of the Humber River Valley at this point, but this reservoir appears to be fully as extensive as Baby's Point Reservoir would be (c) Baby's Point and Weston's water power combined — Baby's Point Dam $1,060,200 Weston Dam 360,000 Total $1,420,200 The hydraulic electric plant necessary to develop 12,000 gross H.P. (9,600 H.P. net— see Chipman's report of Available Power) including transmitting to the centre of the City of Toronto 366,600 Total $1,786,800 Add for engineering and legal expenses, etc., 15% 268,000 Total «2,064,800 Equals $214 per 10 hour H.P. Land damages, unstated. Reconstruction of railway bridges, unstated. Reconstruction of highway bridges and roads, unstated. wl inj eit an Hi thi fee dr3 H. pla nee (1U( oft an ' tioi add milt dan and feet equ; two 890448 «1,0«0,200 «m,9oo «1,262,1()0 187.900 11,440,000 ) ft. long at le necessary kter through iaby's Point king it as a lat this res- River water on is made int, but this ould be $1,060,200 360,000 ai,420,200 366,600 81, 786, 800 268,000 ' 8 ((/) In addition to this the Weston Dam has 6fi feet total workable head, and while feeding the lower power can work under nay an average of 3.'^ feet head' dur- ing dry seasons. The reservoir cajiacity has not been measured. There should either be established liore a small plant of say 1,000 gross H.P. (800 net H.P ) costing say «!40,000, or additional siiialler reservoirs could bo built further up the Humber River so as to ccmserve the w,it«r at points further up the stream and in this way develop 06 feet head at Weston and 140 feet at Baby's Point, or eay 208 feet total head. With such su|,plemental reservoirs, the gross H.P. during throe dry seasons should be say 20,600 ten-hour H.P. gross, or say 16,000 ten-hour H.P. net. The coat of ^stalling the necessary nmohinery to develop this power and place it t.n tlie Toronto market could easily be estimated, but as the information needed for estimating the cost of the necessary sujjplemenfail dams and conse- (luenHal damages is n(jt at liand, this plmse cannot be entered upon. (e) Additional water from the Credit River can also bo carried to the basin of the Humber near In«lowood, by constructing a dftm on the Credit River and an open cut to tlie watershed of the Humber, but there is not sufHcient informa- tion at hand to determine whether the cost of this work would be justified by the addition of about 100 square miles of watershed, to that of the Humber River. (/) The opening of a channel from Lake Simcoe, which has 1,200 square miles of drainage area, would render an enormous power available at these two dams, and at other dams which would be built higher up the Hutnber River. A rough estimate of the cost of cutting a canal, say 60 feel wide at the bottom and carrying in it 10 feet dejjth of water from Dike Simcoe at a speed of say U feet per second, would be 48,000,000 culnc yards at 25 cents per cubic yard" equals 112,000.000. This water would develop under head of 205 feet at these two dams 24,410 gross H. P. for 24 hours, or 19,200 netH. P. for 24 hours. Yours truly, (Sgd.) Cecil B. Smith, Aairititant EfKjineer. »2.064,800 IS.BFOE/T WATER AVAILAIIIE FROM THE HUMBER WATER-SHED By WILLIS CHIPMAN, C.E. To the Pienident and Directora uf the Georgian Bay Ship Canal atid Fuioer Aqueduct Companij: Gentlemen, — 1 beg to Hubinit the following report upon the water-shed of the River Huniber, and the amount of water available for jtower and other pur- poses that can be utili;sed. River Deschibed. The River Humbor discharges into Lake Ontario about half a mile from the present western limit of the City of' Toronto. From the outlet to Bloor Street, a distance of about two miles, there is no rapid or fall to obstruct navigation for light draught vessels, but above Bloor Street the stream is broken with rapids. The distance from the head of the longest branch of the river to the outlet is about thirty-five miles. The high lands at this point have an elevation of about 1,000 feet above Lake Ontario, the fall in the streams beins; greater in the north- ern part of the water-shed than in the southern portion. About two and one-half miles above Weston, and ten miles from Lake Ontario, the west branch of the Humber joins the main river. At Woodbridge, fourteen and one-half miles from the lake, the east branch comes in. The elevation along the river at different points is approximately as follows : POINT. Outlet at Lake Ontario Crest of Dam, Lambton Crest of Wads worth Dam, Weston Junction West Humber Town Line, York and Vaughan Junction East Humber Main Branch at Kleinburg East Branch at Kleinburg Town Line, Vaughan and King. East Branch Distance Elevation from the above Lake Lake. Ontario. Miles. Feet, ti " 59i " 7 " 151" " H " 163(?) " 18 " 199(?) " 144 " 225(!) " 17 " 339 " 17 " 361 " 28 " 450 " ER-SHED aiid Poiver «ater-shed of 1(1 other pur- nile from the loor Street, a liivigation for with rapidu. I the outlet is ition of about in the north- is from Lake Woodbridge, ly as follows : Elevation above Lake Ontario. Feet, 59i 151 163(?) 199(?) 225(0 339 361 450 Arba VVatekhhkk. The official n.apH of the Province are ho imperfect that no dependence what- ever can be placed upon the toi)oxrai)hic foaiuroH as NJiown tliorcn. In detern.ining the area of the Huml)er water-shed, the followinK mans an.l jMans wore consulted : Tackaberry's Atlas of tlio Doiiiini,,!, of Canada. Miles' AtliiM (if tlio County of York. Unwin and Scott 'n Map of the County of Peel. » Uiv.in's Map of the Township of Etobicoke. Tremaine's Map of tlie County of York. Hogjr's Map of the County of Simcoo. The top.,;,rraphic surveys nmde by us in 1894 and 1895 in the Township of King, \aughan and York have also been used for more accurately definiuK the water-shed i>etweon the Hunibcr and the Don. The total area of the water-shed of the Humber is approxima uly 3.S7 souaro miles, which area may be sub-divided as follows : Township of York 20 s-iuare miles. " Etobicoke o(j 14 " Vaughan gy >> " Gore of Toronto 21 " " Albion yg i> " Chinguacousy ;(<) .1 '* Caledon n .> " Adjala, « " Mono 7 " King 57 " Whitchurch g •« Total 337 i. The drainage area of each of the different branches is about as follows : West Branch (above Thistleton) 79 square miles. East branch (above VVoodbridgc) gi n Main Branch (above Woodbridge) 112 " In the Townships of York and Etobicoke the surface of the country is undu lating and rolling. ' The greater part of King, the north part of Albion and the parts of Adjala, Mono and Caledon drained by the Humber are hilly, the sumu.its of the hills being from 900 to 1,;500 feet above the sea. There are no lakes, large ponds or marshes within the area drained by the river, and nearly all uf the land is tillable , although a comparatively small portion is bush land. ' e i' — — " — — !■ . ■ " L ■ . . ■ , ■ 1 Rainfall. The following extract from a paper hy DuHinond Fitzgoiftld, Kh ^ ^ 1*, 2.89 2.65, 2.70 2.47 2. 94' 2.95 H.OO 2.92 3! 25 2.39; 3.15 3.31 1874 4.04 3.06 1.65 2 34 1.49 1.80 3.35 0.38 1.55 1.42 2.11 1.16 1.92 34.6124.34 5.66 2.88 2.03 9 From Table IV. it will l,e .seoi- that the monthly rainfall varitd from f, 7.-, i„ August, 18!)3, to 0.66 in July, 18&7, during the last 10 years. The lowest recorded monthly rainfall observed during the last 54 years was 0.38 in August, 1874. During the last 10 years there has been a -reator variation in th.. monthly averages than during the period of 64 years, the ditterence in the first place between extrenies being 3.29-1.82. or 1.47 or 55 per cent, of the average, while in the latter the difference is only 3.31-2.47, or 0.84 or only 2!) per cent, of the monthly average. This may be accidental. The driest months in the 1(» year period aiv in order, March, July, and April, while in the longer period they are April Februarv and .March. " Flow of .Strk.-vm. The How of a stream equals the rainfall, less evapt.ration and absorption There is no method of deducing the percentage of the rainfall that is repre- sented by the evaporation or the al,,sorption e.xcept by actually measuring the How of the stream during the peri.xl covered by the ob.servations of the rainfall. this Province no gaugings of this kind liave been made of the flow of the rivo. . and streams, and the volume of flow as deduced from the rainfall mu'-t therefore be considered as approximate only. Such observations have, however been made upon the St. Lawrence, the rivers c.nriecting the great Lakes and upon many rivers and streams in the United States, more particularly in the New England States, the results of which may be safely applied to the Htnnbor The rainfall, "run-off," etc., on several watersheds are as folh.i.-s : Table V. Observed floiv of some rii-ers in the Unit l States. RIVER. Area, | Water- ' ^\j'erage Shed. f'^""- Sq. Miles I"'-'^'''-''* n. Lawrence at Odgensburg, St. Lawrence at Odtrensbura, N.Y Connecticut, Conn Sudbury, Mass Croton, N.Y '/,',[[ Madison, Montana Rio Grande, Te.'c 272.025 20.78 270.075 10.234 76 337 , 2.000 1.40. 31 . 2!t 44.09 45 . KO 45.08 20.00 30.70 I Per- Averagej cent- Flow ori ;iae Runoff. Inches. of Rain- fall. C. J't. per sec. per S(|. Mile of liasin. 14.JI6 ! 50.2 15.07 25.25 22.67 22.36 13.00 1:?.84 48.1 56 . 5 49.5 49.6 65.0 41.9 1.102 Cooley. 1. 110 Cro.ssman l.S.il 1 669 1.648 • 9.58 1.946 The gaugings for St. Lawrence are from reports of engineers, T\S. A those for the other rivers from a paper by C. C. Babb. .Jun., Am. Soc. C. E., (Transac- lonsMay 189;!), reports ami papers by Messrs. L. E. Coolev, R. E. McM.ath, Geo. Y. VVisner, Chas. Crossman, L. Y. Schorme horn and others, have been con- sulted in preparing the above table. \ /'' I A (fi/ 10 It will be observed that the rainfall on the water-sheds of the Rio Grande and of the St. Lawrence are about the same as the averase on that of the Huniber water-shed. In estiumting the "run-off" from the rainfall, it would be safer to take the percentage given by the flow in the St. Lawrence, 49%, than that of the Rio Grande, owing to similarities in meteorological conditions and in surfaqe geo- logies of their water-sheds. Of the total basin of the St. Lawrence (above Ogdonsburg), 272,000 s()Uftre miles, about »5,:-iOO sijuare miles is in the Great Lakes. From calculations based on observations and expeiimcnts, it is known that the evaporation from a water surface is much greater than from land. If, there- fore, the (ireat Lakes were absent from the drainage basin and their sites replaced by land, the run-off of the St. Lawrence would be increased. At Boston, from 1875 to 1890, the average yearly evaporation was 39.20 inches from a water surface, and on the Great Lakes the observed evaporation is known to be greater than from land surface, and about 60 per cent, of the rainfall. We can, therefore, safely estimate that the average flow of the River Humber is at least 50 per cent, of the average rainfall, on the basin within its water-shed, or one and two-tenths cubic feet per second for each square mile, or 648,000 imperial gallons per day. As given on page 5, the area 'of the basin is 337 square miles, from which it follows that the average flow in the river is about 404 cubic feet per second or 218,160,000 Imperial gallons per day, the average rainfall being taken as 31 inches. With sufficient storage capacity for the surplus water in years of great precipitation, the above average could be depended on. The foUowing table shows that the annual "run-off" on the Croton and Sudbury water-sheds does not bear a constant proportion ao the rainfall : tlie Rio Grande lat of the Huinber vould be safer to tlian that of tho ud in siirfaqe geo- ,'), 272,000 s()uare 1, it is liiiown that , land. If, theru- their sites replaced )n was 39. 20 inches iporation is known the rainfall. the River Humber iiin its water-shed, mile, or 648,000 ilea, from which it feet per second or [ being taken as in years of great on the Croton and e rainfall : 11 Table VI. Yieldin I'er.a'a,. of Hunfall of the Grolon Ba.ia, 337 Square, Miles, and the bwlbnnj Basin, 70 Hqnare Miles. Croton. Y ear. mo 1871 1872 187;) 1874 1875 1876 1877 1S78 1879 1880 18H1 18S2 IHSli 1884 ]8s5 188(i 1887 18SS 1889 1890 Rainfall. 46.63 48.94 40.74 43.87 4-J:.:i7 43.66 40.68 46 ; 54.14 46.08 38,52 46 . .•!3 55.20 Run-off Per Cent. 4.3 5.3 45 47. 15 71 99 59 48 43 47 64 63 63 61 48 53 50 40 44 46 37 47 42 47 Siidbury. Rainfall. Yield Per Cent. For 16 Years. Hunibor Rainfall. For 17 Years. 45.49 49.56 44.02 57.93 41.42 38.18 44.17 39.39 32.78 47.14 43.55 46.04 42.70 57.46 49.95 53.00 44.9 48.2 57.9 62.6 46.3 31.9 46.5 45.9 34.1 50.4 43.4 49.5 56.7 62.2 68.3 50.9 Averages 45.79 49.5 45.8 49.5 46.19 32.73 25.34 31.61 24.34 29.73 32.40 26.61 48 49 29.36 35.32 26.90 24 83 34.13 28.. 55 32.91 .35.08 25.76 26.28 31.22 37.37 31.72 Ihe above tahos hnvc been taken fron. the report of chief engineer, \Valter .^.^ Church, to tho Aqueduct Conuuission of New York City, and the reports of the Vater B.ard, Bo.ston. It will be seen from the table that while the average yield of each has been 49 o percent, of the rainfall, the flow has in some years fallen below 40 per cent.. 32 per cent, on the Sudbury area, 37 per cent, on the Croton. ^Tho miuiu.u.n yield of the Sudbury during this period was 11.19 inches in 188.,, not .p„te half the average, and the mininunn on the Croton 15.32 inches or 6( per cent, of the average. The larger the ,.rea of the water-she.1 the less the variation i„ flow. As the Humber basin is larger than the Croton. we n,ay safely assume that the minimum yearly flow in tlie river will be about 70 per cent, of the average or 283 cubic feet per second, equal to 152,712,000 Imperial gallons per day. 12 Stobaok Reqiirki). Assuininj,' that the daily tlow available will average 15(».000,000 ^'allons per day, our nexrcosideiatioii will be the storage required to equalize the monthly flow. No gaugings have been made of the Hnmber for a term of years with which it is inqioMsible to detevmino the monthly average flow in percentage of the rainfall without which latter data the storage capncily rtquired to make available the miniuuna yearly flow cannot be calculated. These observaticms cannot now be made, so the imly thing to do is to compare the Humlier with the streams where such have been made. The following table gives the average monthly flow of the Connecticut, tiie Sudbury and the Croton, and the flow in percentage of the rain- fall. Table VII. Fhw h\j Months in Peycentnge of RainfalL Connecticut Sudbury C roton Huniber A verages. A verages Averages. 1 Average llonth. 1 [lain. Flow. Per ' Cent. ! Rftin. Flow. Per Cent. Rain. Flow. Per Cent 10 Years. Ian ;i.'27 l.!);5 59, li 4.18 2.05 49.1 3.65 2.12 58.2 2.97 Feb ;i.io '_'.t!4 6^).^! 4.0() 3.1.^ 78.5 3.30 2.47 74 9 2.75 ■•'..94 :;.()n 76.:j 4.r)S 5.02 110.0 4.36 3.80 89.6 1.82 April ... May .... .TuiH3 ;!.'2i) '4.7:i 145 < 3.32 3.62 109.(1 3.64 3.51 96 b 2.25 9.17 4. 1'.t 132, -J 3.20 2.00 62.5 3.28 2.44 74 4 2.93 4.'>(l i.4t; :u;..- 2.98 .87 29.2 3,66 l.O'i 29.0 3 29 July .... August . . Sept , . . . Oct 4.7!> 1.0-' 2i.:i 3.78 ,34 9.0 3.92 .(iO 15.3 2.20 4.87 .•i.()4 1.0(1 •21.!- 29. B 4.23 3.23 .55 .46 13,0 4.2 3.76 4.(J0 1,05 .93 28.0 23.3 2.9:^ 2.74 :ii»;', 1.11 28. a 4.41 1.02 23.2 4.00 1.01 25.3 2.65 :i!t; 1.7C 44.8 4.11 1.62 39.4 : 3.98 1.33 33.4 2.72 Dec :i!)9 :i.oi) 60.7 oO.o 3.71 45.80 1.95 32.7 3.53 2.04 57.8 49. e 2 62 Totals. . . 44.65 23. 2r 22.67 49. C 45. 0& 22.30 31.92 In the Connecticut the monthly flow is more uniform that on the other streams owing to its larger l)asin, especially in the summer season. The Sudbury being the Jinallost has the least summer flow, falling as low as one third of an inch or nine per cent, of the July rainfall. 0,000 gallons pei- lize the monthly years with which age of the rainfall ake available the IS cannot now be ;he streams where intlily flow of the mtage of the rain- on Huniber iges. Average Rain Per 10 Years. ow. Cent 2.12 .58 . 2 2.97 2.47 74 9 2.75 3.80 89.0 1.82 3.&1 96 5 2.25 2.44 74 4 2.93 l.O'i 29.0 3 29 .«« 15.3 2.20 1.0.5 28.0 2. 9 J .93 23.3 2.74 1.01 25.3 2.65 1.33 33.4 2.72 2.04 57.8 2 62 i2.3C 49.6 31.92 )n the oth er streams The Sudb ury being thir iof a n inch or 13 Applying the percentage of the Croton to the rainfall on the Humber, we get the following as the monthly flow of the Humber : Table VIII. ' Mouth. Average for 10 Years Past. 1885-1894. For 1874. Average for 3 Dry Years. 1887-1889. Painfall Inches. 3.0 2.8 1.8 2.3 2 9 3^:3 2.2 3.0 2.7 2.6 2.7 2.6 Per- centage. 58 75 90 96 75 29 15 28 23 26 33 68 Flow. Inches. Rainfall Inches. Flow. Inches. 2.32 2.25 1.53 2.21 1.12 .52 .49 .11 .37 .35 .69 .70 Rainfall. Flow. January February March April May 1.74 2.10 1.61 2.21 2.17 .96 .33 .84 .62 .65 .89 1.51 t 4.0 3.0 1.7 2.3 1.5 1.8 3.3 0.4 1.6 1.4 2.1 1.2 2.9 2.8 1.8 1.5 1.6 3.4 1.6 1.7 2.2 2.0 3.1 3.1 27.7 2.31 , i 1.68 2.10 1.62 1.44 June July Augu.st September .... October. November .... December .... 1.20 .98 .24 47 .51 . .50 1.02 1.80 Total Moiitlily Av'ge. 31.9 2.66 '49" 15.63 ! 1.30 : 24.3 2.03 12.66 1.05 13.56 1.13 One inch of "run-off" fmni one square mile rej.resents 14.520,000 gallons, or 2,32;},200 cubic feet, from which the aveiage daily run off .vouM be about 540,000 gallons per day for the three dry consecutive years, 1887-18S9, and for the dry year^l874, only 504,000, .say 500,000 Imperial gallons to each square mile, that is, 168,500,000 gallon.s per day from the Humber water-shed. This difters but 10% from the amount given elsewhere on this page. In round numbers the nnnimum run off by months will be as follows, assum- ing one inch gives ]4| millions of gallons. If aw*)" 14 % Hi :■ Table IX. Monlhiy Run Off in Millions of Gallons Per Square Mile. January . . . . February . . March April May June ...... July August . . . . September . October . . . November . . December . . Average Inches. 1.7 2.0 1.6 2.0 1.2 .6 .2 .2 .3 .5 .8 l.B 12.6 1.05 Million Gallons. 24.65 29.00 2.3.20 29.00 17.40 8.70 2.90 2.90 4.36 7 25 11.60 21.75 182.70 15.22 Surplus. 6.75 16.40 30.40 38.60 52.60 54.40 47.10 36.00 22.90 12.25 4.60 1.20 If it be required to utilize one-half million of gallons per day from each square mile of water-shed, or say 16,000,000 per niontli, storage would be reijuired for the surplus over the average in the si.x wet months. Assume reservoir empty on December 1st, the surplus at first of each month thereafter would be as in the fourth column in above Table IX. ' The storage in this case required would thus be 54,400,000 of gallons per square mile of water-shed, .say 54,500,000 per .square mile. The total storage required on the Humher basin would therefore be 64,600,000 x .337 = 18,366,600,000 of gallons. This being an incomprehensible number, it can be better expressed by stating that it corresponds with a pond h.iving five square miles of surface with a uniform depth of about 21 feet. By substituting the dry year 1874, it will be found that a storage of 60,000,000 gallons per square mile would bo required. The following table from Mr. Fitzgerald's paper (Trans. Am. Soc. C.C., Sept. 1892), gives the storage capacity required to sustain a constant daily draft from one square mile containing various percentages of water surface, based on Sudbury River water-shed. This is for a term of 16 years : the gallons are United States "allons and must therefore be decreased by one-sixth to reduce to Imperial gallons. lile. n s. Surplus. 5 fi.75 1H.40 30.40 38.(10 52.60 54.40 47.10 35.00 5 22.90 5 12.26 4.50 5 J. 20 2 rom each square be refjuired for of each month of gallons i)er ho total storage = 18,360,500,000 letter expressed s of surface with ge of 60,000,000 Soc. C.C., Sept. daily draft from lased on Sudbury e United States [mperial gallons. u Table X. Constant Daily Draft. 200.000 250,000 300,000 350,000 400,000 450,000 500,000 550,000 600,000 650,000 Per Cent. 8,797,000 17,997,000 28,473,000 39,173,000 51, .30.1, 000 63,553,000 75,803,000 88,053,000 1(M),651,000 114,451,000 2 Per Cent. 9,9;i7,0O0 2O,fi;t7,O0O 31,337,000 42,037,000 32,78S.OOO 05,038,000 77,288,000 89,877,000 103,677,000 121,577,000 4 Per Cent. 12,802.000 23,502,00(» 34,202,0J0 44,902,000 55.602,000 r6,525,(i()0 79 105.000 92,905.000 106,705,000 132,154,000 mJ^V^"'" ''T^" "'°"''* '"'" '"''' *''" ^'"fi'^i^'i^y "f the dry years, 1875^ to 1890 inclusive, and is not intended for one mininiun. year. In my calculations I have .usumed that the minimum flow would be the avail- ble flow, and that the storage capacity would not be sullicient to tide ove t he deficiency of a series of dry years, such as occurred between 1877 and 1880 650O^0o' *"'"'• TT *'"'* r" ^' •""''" '''••"''^^'" ^'•"'» *">« Humber basin is 6.50,000 imperial gallons per day per square mile of water-shed, by const, uchl reservoirs to store the surplus water in wet years. To n.ake avafh^Z t "t \ l average flow, the storage capacity required would be about ^000 r. ' 2:^ or each square nule of basin, that is 2.3,590,000,000 of gnllon , o a e.sl' 2 feet in depth and five .square miles in area. re.sei voir J< The proportion of the average flow of the river that can be made available for power puposes depends upon the capacity of the storage reservoirs. SU.MMARY. Area of basin of Humber . Average rainfall last ten years. . ." 'f! l"^' "''^''^• Minimum rainfall (1874) '[ "^ "iches. Average rainfall for 2 consecutive dry years fyt'o "run oft"' 50 per cent, of rainfall iO years! . ....[.'.'..'... 15'J Pt^r sec. per square mile ,'f,„ . l r. .. „ , 1-2 c. feet. •^«ry years 1.0 per dav " <> . Minimum " ■< . . ;-,, ^^^'^^^ gallons. (1**74) 450,000 " _, , " (3 years) 500,000 " Company ^'"^ ''' ^ ^'""' ""'''''' """^ ^ ^°^' '^'^ "'^^ ^^ "««f"' *« your Toronto, September 3rd, 1895. Yours very truly, WILLIS CHIPMAN, C.E. T 10 M ^ REPORT UPON THE CAPACITY OF THE PROPOSED LAMB- TON RESERVOIR. To the Pmiihnk and Dlncton of the Georgian Bay Ship Canal and Poim- A.jue- duet Co.: GENTLKMEV-On September 9th I presented to you .ny report upon the water Hvailal.le from tl.e Humber watcr-ahed, this report being dated September 3rd, 1895. Owin" to deliiys in completing t].e surveys and plans, the computed areas of the land covered by the proposed Lambton reservoir were not i^iven to me by the Companys's surveyors until Saturday 2l8t September. The site of the proposed dam is at Baby's Point, almost midway between Bloor Street and the Village of Lambton. The areas flooded at different elevations as computed by G. B. Abrey, Esq., C. E., with his plainmeter, from plans made from actual t ipograpliic surveys, are fts follows : Taule a. -z Elevation Above Lake Ontario. Areas Flooded, in Acres. Ditferences, in Acres. Mean Areas Between Eleva- tions Given. Acres. Square Miles. 140 feet. 130 '• 120 " 110 " 1,772 1,632 1,346 1,129 240 186 217 1,652 1,439 1,237 2.r)8 2. 5 1 93 640 acres, 1 square mile. A reservoir of one acre in area and ten feet in depth will contain 435,600 cubic feet, representing 2,722,500 Imperial gallons. The total area of the Humber basin being 337 square miles, the .storage cai.acity of the reservoir between the elevations given will therefore be as follows : Table B. Between Elevations. 140 and 130 130 and 120 120 and 110 140 and 120 140 and 110 Capacity in Imperial Gallons. Gallons Per Sq. Mile. 4,497.570,000 3,917,677.500 3,367,732,500 8,415.247,500 11,782,979,000 13,345.000 11,G25.000 9.! (93.000 24,971,000 34,964,000 OSED LAMB- nnd Power A'jue- )rt upon the water d September 3rd, ;oinputed areiis (if ijiven to me by the midway between '}. B. Abrey, Esq., i-iipliic surveys, are s Biitweeii Eleva- IIB UiVL'll. Square Miles. 2M 2. 5 1.93 vill contain 435,600 • miles, the .storage srefore be as follows : illons Per Sq. Mile. 13,345,000 11,626,000 9. '.193.000 24,971,000 34,964,000 17 The surface of the reservoir has an area of less than one per cent, of that of the water-shed of the Huniber. but other ponds and the river itself may increase this somewhat, but certainly to not more than two per cent. By referring to table X in my first rejmrt it will l.o seen that this storaffe capacity will «ive above 216,000 gallons per day, constant draft, the reservoir to be lowered not more than ten feet during the year, or a constant draft of iibout 270,000 gallons per day from each scjunre mile if h.wered twenty feet, or 317,000 g.illons per day per square mile if lowered thirty feet. This may be shown better in tabular form, as follows : Table C. Elevations. 140 to 130 140 to 120 140 to ilO Constant Draft in Imperial Gallons Per Day. Per Square Mile. From Total Water-shed. 216,000 gallons. 270,000 " 317,000 " 72,800,000 gallons. 9O,9;)0,000 106.830,000 " From the former report the average daily "run off" from the Humber water- shed was determined to be approximately as follows, per square mile ; For dry year 1874 504,000 Imperial gallons. For dry years 1887, 1888, 1889 540,000 For average for future 650,000 " •' The proposed reservoir would, therefore, be of sufficient size to conserve about one half of the mean annual flow of the river if lowered thirty feet, 43 per cent if lowered twenty feet, and 32 per cent, if lowered ten feet. Assuming that the reservoir can be lowered twenty feet, 140 to 120 during the season, the daily draft possible would be one-half the mean daily flow of the river during the three consecutive dry years, 18H7, 1888, 1889. With additional reservoirs of a combined capacity equal to this reservoir, the total flow of the river tor those years would be utilized. Those auxiliary reservoirs could of course, be entirely emptied. The Theoretical horse-power produced by 90,990,000 Imperial gallons of water falling 130 feet is 2,489, or about 2,0U0 horse-power available for power purposes. Ontakio Shu- Uanal Comi-anv. Engineer's ( )ttice, Toionto, Nov. 22nd 1805. To F. G. Cnpreol, Kjk/., FreHtdent and Montigiiiti Lii-ecldi; Huron and Onhtrio Ship Cavil Company, Titmnto. Sir :— The boring in the "ridges" on the line of the deep cut having been ' completed, I have the honor to state the lesults fen- the information of the Directors mid others who have taken an active interest in the progress of their great imblie work. Borings were made at the following points in the Township of King : Lot 4 in the 7th Concession, 40 feet m depth. " <) " 7th " 122 " Iti " 8th " 102 " 22 '• 8th " 120 " 29 " 8th " 40 No. 1. 2. ;?. 4. Also, between Lots 5 anil (i in the 7th Con., (iO feet in depth. iiil I 10 ee extreme dry Complete '* Storage CHpacity. 5,5f)0 H.l'.. 11.000 " .. 13,200 " .. 16,500 " .. iiie'l lit or iioiir }nt to niiiintiiin lowor woulJ be 'oirs have been lN, C.K V. '22nd 1805. rut (i((f/ Oafurio ;ut hiiving been of the Directors eir great public inship of King : jth. depth. Hume HH in the borings on L Ih in l'";' »''^•"••'-''"- '•-"« the out, showing the posit' .n ..f : e bor nK^iH i;'"""' " T'"' " ''"' "^"^ passed through .it e.ich side Th l"i>t "-' whole of the deep o " \ , ' I , ' ""' '"''""""" "^ ••"'^''' ^ 'hat the it. toughness, c^n-r \- , :rJ' ''"'"' '^ "''"'-^ ''--•''^->- "-' which fro,.. ;;• ..ne, thereby efl^cti^r^l^Iir; r:^ r;::"^,;'! ,"": '-^ \'"^^ the wester., port.- ^ :j E, ^f l';" "Z ^'""^ "^ *"« ^''>'' ^'^ f- -'-•' ation now before ...e n.v fo.n t T""" ^""■'' ''""• ^''■""' ""-" *"'"'•'"- ti"K has been ful.^ ^fi Ld aTd st"'""'/! '" '^ ^''^/'^''^'-l'"''^ 'f this deep cut- unprejudiced miZ T„d «' «%"hene,I, and ought to be convincing to any would not o:.iy;;s;:;r;:,rur;r;;rL^^^^^^^^^^ ■"^'•^^^^-^ ^-^^^ -^ ^^^ -- I have the honor to remain Your obedient servant, KIVASTULLY, Chief Engineer. fi\ fl 'S-. I to I I I I ""-/-v- L— W,—- — ./'K ~~^' ^lri-"^'\ vv-( »3 IS ■*? .fg i-a e? 6? or PROFIU FROM LAi '4 ot Z* S31IM »*■ ■ift sz 9? /«" 2P' -■\-'— '^ — ^, ^ ■^-x -■v^i- "■v.- 01 ^r er 6.r Oir 1^ ^.p eir sr 0^ j^r^r /W Vs^ /-/ K5^ A'V \>^ in C7 AV \?^ -7 -7 to X) ^.i' Pir ^ ^ ''~~ i'-f 9t SP- ^ir S31IM, 9*' ^ -^■- s:^. (fl » • AV \?^ -7 -7 C3 /-/ SOOt^/S- 3JiVy Ml H32VM ■«> 7arA37 X t^gr 9)t00Q '/ ^T s^s^s&zm^ 'smi^ sam^k::^i'%mmkm,jm:. TYPICAL SECTION }>FH BABYS POIN TAKEN SECTION or Ni ^CALE i 70' 4316 ^^'Lf.^I?'*°*'!i »5'/.'«5 fOUNDAnOM ss'.e ea'.jz rr.'Q BABYS fOlNT K£YWAU. aa'.i Q AM ^^'O roUNOATION. Kiy WALL too', a i'Sdl /^o.'g SECTIONloF NUMBER WATER POWER DAMS BABYS POINT AND WESTON. TAKEN FROM^ SECTION OF NEW CROTON DAM. Scale. BOST"- Iinch.