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Les diagrammes suivants illustrent la mithode. 1 2 3 32 X 1 2 3 4 5 6 (^A) THE WATER WORKS OF MOiq^TEEAL OBSERVATIONS UPON -JE REPORT OF MR. MoALPINE, C. E. AND THE FUTURE SUPPLY OF THE CITY, Addressed to J. W. McGauvran, Esquire, Chairman Water Committee. BY R. P. COOKE, 0. E., AVO E. W. PLUNKETT, C. E. MONTREAL : EUSi;BE SENf:GAL, PRINTER AND PUBLISHER Nos. 6, 8 and 10, St. Vincent Street. Montreal, 30th December 1869. J. W. McGauvran Esq. Chairman Water Committee Corporation of Montreal. Sir, Want of time has prevented us from sooner submitting to your Committee some remarks on Mr. McAlpine's late report respect- ing the Water Works. We now beg to direct your attention to certain portions of that document which demand correction and comment at our hands. As age and experience usually impart much weight to the views of professional men, we, no doubt, stand at a disadvantage in diflFering from Mr. McAlpine in matters purely of opinion ; but in the present case, the questions to which we desire to call the attention of your Committee, and the Council, are not merely matters of opinion, but of facts and figures, whose inexorable logic no length of experience can resist. The chief feature of Mr. McAlpine's Report, and that which MoAlpine'g will strike any one as most remarkable in an engineering ^rtSSfpaUy of'' document, is the masterly way he confines his observations, with mlnte?^ ^'***' a few exceptions, to general statements, and avoids committing himself to particulars — and above all to, — figures. To such an extent does he carry his caution in this respect, that although he strongly advocates an open canal somewhat like that proposed by Mr. Lesage, yet he completely abstains from giving any opinion respecting two of its most important features, as will be seen from the concluding portion of his report, as follows. " Before new works are commenced it may be advisable " to have ibis question of ihe/orm of the prism again care- " fully examined. " the river at that place ' '' '^'"'"^ P^«««s 'lown -No estimate P,t«_ xi a giti rIiti:^^ot;L^ ^^^°" ^-^^^'^ --^^^« °^ form of prism/- do Us of th ' ^"T """^'^''^^'"^ " ^'^^ entrance/' and cost of clt ^^^ P'"^^^^*'"'^^ «"d form of the unkt,own. ''''^'°^''«°«tr"°tion,are still undetermined and tiraate'Twr: . ^^''' ^oAlpine's reserve on the question of P„.f -ii u McAlp^ne.. ciated, when the following facts resn t „. If ^" ^' '^^''^ his, are called to mind : '"'P^'^'^S a former esfmate of In 1857 iVr Keefer thl F„^° constructed for.... that the ^^o:ZSLSZTlllt^^^^^^^^^^^ , Inapplicable ormula. $600,000 $1,144,945 Formi Atpagell, Mr. MoAlpmesaya: oar.:* :rr„:r:';':::i:r^> 'v^ -'-^«- merely intended to give the al™,;rT T "'"'""'''' "» Wla. induced I. Me^ .» P : eTiltl';::'™^^^^^^^ js intenid for .ere^tt^eTtrXr S r'Z. '"'"^d' " in puL'e 4, where ni n ^.r, v. .. "'miJar to that aimed at i b^ •», wuere, os a reason whv " vnii H^innU „ -i Of this (.ater) power to the fullest ernt^ ' hf s;": '°""^"^ zation ^f the SensrtatL^XVwh- '^'"' '°^ ^^^ "«»- City. It is one of x\i^rZTP.° ■ ^^"^'^ surrounds your its loeation. WiU oceZ v ' ,.!f^"''^'."«^ characteristic of with shorter voyagesfiom th! \??'S.^ '°'° J^°"^ P°-^t. standing- a? von Xr L I ^ ^ ^'^®'^* European m«rk«»= • -n,, as you do, an hundred miles nearer the chain" "of , me great Lakes, which penetrate the moat fertile grain produ- cing region of the world, from which inland vessels of lurge burthen can float and transfer their cargoes of the cereals directly to ocean-bound ships, or to mills, where such grains may be condensed in bulk and weight by cheap water-power. Such advantages of water-power ought not to be ignored by your municipality in its own works. Nowhere else, on ihe American continent, do these advan- tages of transport and water-power unite as they do at Montreal ; and hence it Jitrnishen an additional reason why you should avail yourselves of this power to its utmost ex- tent in your municipal works, and thus encourage its deve- lopment for those other important purposes." We will now proceed to shew, that the " Table " is entirely Inaccurate unreliaule and erroneous : us it will bo often referred to hereafter, •*i°'*i**io'''S' we copy it in full below. COVKKED E.VLAROSD RATIO. ■ CUNDUIT, AQUKDUCT. Areas. At Winter low water 36 x Sq. ft 281 1,023 1 to 3.64 At Summer low water 38 X " " 281 1,287 " 4.58 At 36 X with Ice 3 feet thick " •' 281 672 " 2.30 At 38 X " " ' 281 900 " 3.29 Discharges per minute At 36 x Cu. ft. 51,620 111,375 " 2.16 At 38 X " " 56,565 150,772 " 2.67 At 36 X with 3 feet of Ice " " 51,620 84,672 « 1.64 At 38 X " " " " " 56,565 122,760 " 2.17 Theoretic Horse Power At 36 x h.p. 782 2,950 " 3.77 At 38 X « 977 4,569 " 4.66 At 86 X Ice 3 feet " 782 1,764 " 2.25 At 38 X " " " 977 3,021 " 3.10 Analysis of Table shews A full and complete analysis of the above "Table" would perhaps involve too many technicalities for general purposes. We propose therefore to confine ourselves to a few simple illustrations of its inaccurracies. First, taking the Table itself and using only the data found there, we abstract the following particulars of enlarged Aqueduct inaoouraoyi and compare them as follows. At Level 36 the discharge is given as 111375 cu. ft. per min ; this is stated to be equal to 2950 H. P. ; that is each H. P. equals about. .39 C. ft. water per min. At 36 with ice the discharge is given as 84672 cu. ft. per miu. and (his is stated to be equal to 1764 H. P. ; that is each H. P, equals about.. 48 C. ft. water per min. 6 ^" "• I . equals iibum. 40 f! f» „„i It Will ,h,,s be seen that Mr MA,- ' '" ™"' equal to ; ^ ^^'^ ^^^'^'P'"^ '"akos a Horse Power In Igt case 38 cu ft ,„». " 2nd '< 48 ""• ^1 ^^'^ter per minute. " - ■■ .'0^ :: :: ;; I I i»«lloase,,i.i,,„f„„„f, "'.""fl""". «" !-« the sa„e Power require, 20 .„ 25 po e f.° '"^ '° "'^' "'" " «»-« does m anether : vettbaU, „r ■ n """°' '" °™ "«. 'l""" it O"la.ion, tell „s P""''-"!:, what Mr. McAlpi„e'. oal- At 33 (Summer) will discharge 150 772 r„ ft ^ • "36xice » „ « 84 672 '<«■'*?, ^'^° ''•^^^ R- P. Difference "cTT^ oC.loo cu. ft. 2805 H. P. '«.; 66100 c„. a per .i„. '„n U' J 7 .^^ 4* «. «n^ tha. """ "• """! 23 e»- ft. of water equalaH P °'°"' "■ ''• ' 33 cu. ft. per min. 2=refe,:K':'»". «!>»".■•*, • =■ >■■.' 23 cu. ft. per min. Difference about 30 per cent lo cu. ft. pe^ min. rrkoUeal Comparison of enlarged aquoduoC with Lachine Canal. Also prorea in acouraoy of tha " Table." The foregoing examples sliew the inconsistency and consequent ^orthlessness of the " Table ", as judged by itself. "We will now compare the oalculat'ons given in " Table", with those found in another portion of the report ; at page 14 he says " Mr. Sippel informpd me, that, in the worst times the Lachine " Canal had an area of five hundred square feet under the " ice, with a velocity of fifty feel per minute, which indi- " cates a fall of but, two inches per mile, and a theoretic " horse power, uader fourteen feet head, of six hundred and " sixty-three, " It is stated above that the winter power of Lachine Canal under a fall of 14 ft. is G63 H. 1'. The " Table " gives the winter power of proposed Enlarged Aqueduct as 1764 H. P. That is, the proposed enlarged aqueduct will have 2J times as much power as the Lachine Canal, under the same fall. As the enlarged Aqueduct will be, at most, only from 10 to 20 percent more capacious than the Lachine Canal, it is evidently absurd, to calculate upon getting 225 per cent more power from it under the same fall, as stated in " Table." We will now test Mr. McAlpines calculations with some of Comparison ,, 1 1 ii with Mr- Shan- those made by others ; ly's calcula- tions proves in> accuraoy of Mr. Shanly in his supplementary Report p. 3 says the the "Table." discharge from a Canal almost identical in size Ac. with the one recommended by Mr. McAlpine, would be in winter, in galloa? per 24 ■ ^!irs about 450 millions Mr. McAlpine calculates his Canii' j ^^inter will give 84072 c. f. per min. ; this in gallon j i(er 24 hours is 760 millions Difference between Mr. McAlpine and Mr. Shanly 70 per cent 310 millions Mr. Lesage in his printed Estimate of cost of open Canal, Comparison calculated its discharge in summer; this he makes safe's oalouia- at a level of 37 J equal to 895 millions of gallons tion proves in-"" per 24 hours ; at a level of 38 it would be in gallons acouraoy of per 24 hours about 981 millions " Table." Mr. McAlpine gives discharge of open canal in his Table (at level 38) as 150 772 cu; ft; per min; which equals in gallons per 24 hours 1357 millions Difference between Mr. McAlpine and Mr.Lesage 38 per cent 376 millions (While on this subject, we would call the attention of your com- mittee to the fact, that the calculations of efficiency given by us xespeoting the conduit, have been endorsed by Mr. Shanly as Prtiil. 8 virtually oorroot; and further that neither Mr. MoAlpioe nor Mr Lesage have ventured to .uestion then, in any pardeTrr " toregomg comparisons summed up are aa follows: * ■""^*'uI?!!J"""^'",'^' "■'• " '* ''""'' compared with ^■"■%r*!shl7;? f^|'="'"''°"''" T-bl^'dfffe™ -from "* P" ''*"'*• 4.-Mr. McAlimieJ calcuiatJon 'in Tabi; difl-;;; "from ''^ ^" '°°*' m, , 38 per cent.. 1 ne above considerutions we thinlf riill.,«,„ a. that the so ealled « Tahle-' inutoL':!:^!^^^' and consequently, that the deductions and conclusions based on It are worthless and undeserving of attention. atte?tLr? ^''? ^" *^' '''P'"* *^ ^'""'^ ^° desire to call your attention, has reference to Frazil ; at page 12 it is stated. :; ronned conduit, than it would be ir.\r,lVlA'Zl It is stated above, that as the current will be so mn^l, i • enlarged Canal, less frazil will enter &e. : M MclloTne d ? and can not know, whether the current wouTd be'' ^^^^^^ P^ansof conduit furnished Mr. McAlpine by us the form?, of entrance were purposely omitted, !s we i'nt ded e"in; Z: 'open questions," until sufficient data respecting fraz 1 had t obtained during the next few winters, to enabi: us to de f entrance thai would eflfectually exclud {1-^1^ t h f ^"/" Fr^rs Bay. If observation pLed a Z eutnt t^ rmo:: favorable, we proposed to regulate the size of our 1 7 ! It is thus evident that Mr McAlnino'a .,.„ But we go father u„d ^,, that i„ „„ „pi„i„„ ^, j, ,,^^,j^_. wrong in stating, that a quick cnrrent will bring more Frazlt than a slow one. If the frazil is uniformly distributed in the water, each gallon entering an opening, will bring in its proportion of frnzil, be the current quick or slow. For this reason, if the open Canal willpa-^s 60 percent more water, as Mr. McAIpine sa;y8 it will, 60 per cent more frazil will enter with it. If the fraeil is not vniformli/ distributed in the water, it must be at the bottom, top, Tsonie intermediate position. We maintain that once freed from the bottom, the great bulk of the frazil will be found q£, or close to the surface, and consequentli/ that it will not enter a svhmerged Entrance, In support of tliis view we refer to the following opinion of Mr. Keefer quoted by Mr. McAIpine. At about 40° the anchor ice (Frazil) leaves the bottom and "burst3tothesurfiice,"anda3iti3" nearly of the same " specific gra'-lty as water, floats chiefly below the surface " and is easily drawn by any current 'under the fixed sur- " face ice'' Mr. Keefer in his report to Council 10 June 1868 also says. " With the contraction of the water wp.y the strength of Ihe " incoming current to supply the wheels is increased, and " then the frasil, which is stealing along shore, rising from " the bottom or blown by the wind into the open unpro- " tecled mouth of the aqueduct, ia sucked under the aque- '•■ duct, ice and pressed up by its buoyancy to the underside " of the latter where it attaches itself, thickening the sheet " from below, or packing in upon the slopes.'' Mr. Shanly in his letter 25 Oct. 69 also confirms our position as follows. " I have no hesitation in saying that your plan of a covered " conduit all below low weter level, and with the entrance " fully 10 feet below the surface, would effectually obviate " all the difficulties that now interfere with the winter " efficacy of the Water Works." Lastly, Mr. McAIpine >imself furnishes ihe strongest evideijce that Frazil will not enter conduit, in as much as he says there will be none at the place we proposed locating Entrance : in the following extract from his report p. 15 referring to Frazers Bay he states. " It is gener-illy hclieved that the fragil does not f(irm under " ice or any other covering over the water and hence, that 10 Before concluding on this question of Frazil, we desire to .all M MA ^""'"'"^ ^" the enlarged Aqueduct. the Laclune Canal, but it is noticeable he has omitted alto4ther an ..portant fact respecting frazil also communicated to tm L.r f f;r"'- '" ^^'- ^''^'''' P^^-"°«= "»«^^^ly, that it tZ . '^-^ '!'^^ '" ''° ^^'°'""^ C-^'' b^^fore the L took that the chief difficulties on account of frazil, u,ere caused hy such ^fonned in tUe Canal itself, .McU at um'es red.ceJteTolt h7Z V'- "f "^- ^^'^ ^"'^'^ ^"^^"'^^ '- *his cas e. there cal be no doubt sinular difficulties would occur in enlarged Aqueduct Cost. Call as h> . "''' '^ ''''''^ '^''^^^^' and enlarged Canal, as before remarked, Mr. McAlpine does not venture on folfow-"T. r' '^ «-P'^ i >i ■J 3i 3J 6i 1,479 YEARLY COST of supplying above quantity by WATER POWER («.wing Rives the data used in . construe^' rl^'inZi^'^^ consumption is assnmed to increase at the t«k!n ?, " million of gallons per annum : tiiis rateiq Ltrge-s Re;^rf ^ °' "^' ''''''' ^'^'-^ ^ ^) and M^! half a m.ll,on of gallons having been^amed ^ I'shaX that aisumeTi^„:;e:sf ^^' ^' '''' P^^^^™^* ° ^'^'^ ^o $i?per^mmion',°nV"'"Jr'"^ ^' ^'''''^ ^'^^'' '"' taken at follows °' °^ ^""°"^' '''''''^' ""d i^ arrived at as itsYc'turi'^nlT ^^'- ^''''-^'^ '■"P'"-^°" ^fo'-'treal Engine that ts actual performance was 4} millions numned wUh l' tonl ^i^s^ui:S' '' '-'' -iHionspumped'lS 18 The cost per ton of this coal is taken «f «« ii i named by Mr Shnniv «♦.. J , *^- ^^° ?■"'<* on the wharv . Sr s/26 f„ 1. '""' '*" ^^ b°"K»>» whaifaK7 There ,Tn,! t„ J "'^'^ *l"'">'i"e8 including TL* items are : 14 tons of coal at $5 Engineman per day $70.00 2 Firemen " 2.60 Oil, Tallow, W83te iV,! 2.00 Engine repairs, $1 500 per j.nium ", L^"^ ' • ••• 6.00 Dail7 total for .-5 milllca gallons 7^777 or tori << II !l>oi5.00 $17.00 In the above no account is tatpn nf .•„♦-.. » machinery, or renewals lutl.P^i?^ '"'"e^t, on cost of coat of pumping bywate? tTJTi: "°. "L'° '''«^'''''' '" rence in^he Wue^T machiW f^r boS "%'""'='' ^''^'• leaving it out in each eTtimat"e"^ilfeq I'eTSuK^'''' RepEiro to water power numS;^^^""'" «f*"°°^ '^''^^d. M they will be sma^r I^ FtTT " "^'^^.'"""^ "e neglected liberal'^.llowaLe Is -iVe'r &' Re^'"J'r''"^^^.'. * wouM of course make the comparis Jn'^'e^ U fltllt FIRST PROPOSITION ABOUT PROPOSED COVERED CONDUIT. 21 The following is the text of the communication made by Mr. Cooke and Mr. Plunkett, civil engineers, to the Council.respecting the Water Works : > f h To the Mayor, Aldermen, &c. : Gontlemen.-We beg to inform you that we have devised a plan for increasing and improving the water supply of this city ; and we are prepared to shew that said plan possesses the following advantages : — ° 1st Perfect certainty of supply, irrespective of winter difficulties. 2nd. Purity of water. 3rd. Non-interference with present works, or supply _4th. Facility of future enlargement, at moderate expense without interfering with the works or suppl> then existing _5th. Economy, both in construction and maintenance ; the original cost bei-ig fully 25 per cent, less than that of any other plan for supplying on equal quantity of water, and the expense of maintenance being a minimum. Our plan, as it now stands, is calculated to supply the city with lOJ millions of Imperial gallons ^ev day, under the most unJ\ivorahh' nrcumstance of low water, frost, and ice obstructions and quite irrespective of the present aqueduct. The estimate of cost of this plan is $700,000. (seven hundred thousand dollars). Should the Council, however, decide that a larger quantity than the above would be required to begin with, our plan can be modified accordingly, as follows : 12J millions of gallons per day will cost $780,000. 15 millions of gallons per day will cost $900 000 ' Those quantities are also calculated to be supplied under the most unfavorable" circumstances. With regard to the feasibility of the sheme, and the first four advantages clai.ned for it, we are willing to submit these points to the decision of any competent engineer, say Mr. W. Shanlv Mr. T. C. Kcefer, or Jlr. J. B. Francis, and in order to satisfy the Council respecting the fifth advantage claimed, i. e. economy we beg to say, we are ourselves willing to undertake the work for the sum mentioned, and give unobjectionable security for the proper fulfillment of the same. If, however, the Ccrancll is willing to adopt our plan, but prefers any other mode of carrying on the work, we are willing 22 to act as Engineers in designing, laying out, superintending, and measuring the work, for a reasonable commission on the outlay. We have the honour to be, Gentlemen, Your Obedient Servants, R. P. COOKE, E. W. PLUNKETT, Civil Engineers, DESCRIPTION OP PROPOSED COVERED CONDUIT. Montreal, August 12, 1869. John W. McGauvran, Esq. Chairman Water Committee City Council, Montreal. ' Sir,— In our communication to the City Council, dated 15th June last, we claimed certain advantages for a plan we proposed by us^ for " increasing and improving the water supply of this city, " and we now beg to offer for the consideration of the Water Committee the following short description of the proposed works, and our reasons for believing that, if properly carried out they will possess the advantages we claim for them. ' The chief features of our sheme, and those wherein it differs most essentially from the present system and all others hereto- fore proposed, are as follows:— In the first place, instead of drawing our supply from the surface water, in a comparatively shallow part of the St. Lawrence, we propose having our entrance m deep water, and MXj ten (10) feet heloio the surface; and secondly, instead of an open canal with a very small fall from the entrance to the Wheel-house, we propose a substantial tunnel or conduit with a good fall, say fully six times that of the present aqueduct. There are, of course, many minor items of detail on which the efficiency of the works will, to a great extent dep«nd, but which it is not necessary to enter into here ; our present object being to explain the general principles of our scheme and the results to be anticipated therefrom, if properly carried out, rather than the particular style of works we would recommend for that purpose. The advantages we claim are as follows:—" Perfect certainty of supply, irrespective of winter difficulties. " Second. " Purity 23 of water supplied." Third. « xVon-interference with present works or supply. FourA. " Facility of future enlargement without mtertering with works or supply then existing." Fifth. " Econo my." We will now endeavour to show how these advantages are attaned. ° nit .^"Z^^^!^^^ «^ SUPPLT.-In the Superintendent's report (1866.) after gmng an account of " the difficulties attending the forking of the wheels since the beginning," and explaining how, by deepening the mouth of the aqueduct, he got rid of the trouble heretofore caused by - frasil " or "anchor" ice, he goes on to state that « the causes of the present embarrassment in the aque- duct are: 1st. " Low state of water in the St. Lawrence ; " 2nd Formation of ice over the aqueduct; " and 3rd. " The sinking of this volume of ice, caused by the rise and f.ll of water in the St. Lawrence and by the working of the wheels. " Now as the soffit of the proposed conduit will be lower than the lowcst'knowa water leved in the St. Lawrence at the "entrance, " and as the efficiency claimed (fifteen million gallons per day) is only its rmmmum capacity calculated for such lowest water level -a level at which the present works are nearly, if not entirely, useless-it follows then that wa need fear no trouble from "low water-" and as all frasil and floating ice will be excluded by the position ot the entrance, and the formation of ice and accumulation of snow in the aqueduct itself be cflfectually prevented by the supe- incumbent covering of earth, &c., we think we may safely count on freedom from the other two "causes of embarrassment '' and confidently predict that " the supply will be certain and irrespective of winter difficulties.' 2nd. Purity op WATER.-On this head we think it unne- cessary to enter into any elaborate argument to prove the advan- tages of the plan we propose over the present arrangement The water obtained from the river, in the first place, being drawn from at least a depth often feet below the surface, will be free from the dirt and impurities of all kinds which usually accumu- late on the surface, more particularly near shore ; and bcin- pro- tected in its course from thence to the pumps from the many sources of impurity and defilement to which water in an open sluggish can..], five mile, long, niu.t uceessariiy bo exposed, it will be delivered in an equally pure condition into the reservoir 24 3rd. Non-interference with the present Works oe Supply.— Hero it is only i;ecess..ry to remark that, as we xu^Mid loc^.tmo; the proposed tunnel from " Prasers," to the Kock Cut," and thence along the north side of the present aqueduct to the wheel house, as shown on the accompanying plan there need bo no interference whatever with the present works, which unquestionably would not be the case if any of the other plans for enlargement by means of cribwork, dredging, or excavacation of slopes, were carried out. 41 h. Facility of ENLARCiEMENT.-The proposed aqueduct will have a capacity equal to about 15,000,000 gallons per day, to he level of U.e MoTavish street or, if deemed preferable, say 10,000,000 to that elevation, and 3,000,000 more to a level 100 feet higher. But, as a matter of course, to obtain this result new pumping mMciiinory properly set, will be required so as to obtain the full value for the power expended. This machinery, however need only be purchased as required, or, if the Committee see Ht, they may, for a time at least, use the discharge from the new tunnel to work the old wheels and pumps. This however we only recommend as a temporary expedient in order to avoid the expense of new machinery as long as possible, our objection being the level at which the wheels are set. That there has been a mistake made in setting the wheels so high, is, we believe, gene- rally admitted now, as, had the aqueduct even ten times its pre- sent capacity, and were there no such things as ice obstructions at all, still would there be " causes for embarrassment," as often as the water in the St. Lawrence falls (as it does) below the level at wbich the wheels were calculated to work. Partly with a a view of avoiding any such trouble in future, and partly for the sake of the immense increase to the efficiency of the aque- duct which will be thereby effected, we intend, not only to keep the soffit of our tunnel well below the lowest known water level at the entrance, but to give it a good fall from thence to the whee.s. By this moans we insure, in the first place, that the con- duit runs all the time full, and in the second we greatly increase Its pumping power or capacity. That this will be the case can easily be shown as follows :-If the water level at the entrance be, say 37 feet, and that in the tail race 22 feet above " datum.'* we will have at fail of 15 feet. to be used partly as a fail ID 25 givififf motion to the water in the aqueduct and partly as a head in driving the wheels. Now, by the present arrangement, this total fall IS appropriated somewhat thus :— Fall in aqueduct 1 feet (or about 2^ inches per mile) and head on wheels 14 feet • total, 15 feet. With such a fall we would make quite a differenj and, as we behove, more judicious apportionment, thus— Fall in aqueduct 6.3 (1.3 per mile) and " head >' on wheels 8-9. Total fifteen feet. Let us now compare the working of these two arrangements. According to the best authorities the discharge from any channel having a fall of 1.3 per mile will be nearly three times that from a similar one with a fall of 2J in per mile or more exactly 280 gallons (weighing 2,800 lbs.) will be discharged from the one, while 100 gallons (weighing 1,000 lbs.) flowsfrom the other. In the one case we have 2,800 lbs. x 8-9 (the " head") — 24,500 foot pounds, as against 1,000 lbs. x 14 fthe -head'O^W^OOO foot pounds. Again of fully 70 per cent. Feeling therefore that we are right on this point, we have consi- dered It better in designing the new works to follow what we believe to be correct engineering principles, and true economy in the long run, than sacrifice ulterior advantages of such vast importance, in order to adjust the works better to what we believe is a mistake, viz., the level of the present pumping machinery. Hence it is, that although the discharge from the proposed conduit can be used (in connection with that afforded by the old aqueduct) to operate the existing machinerv, still its full capabilities will not be thereby developed, as would be the case with new machinery, set at a lower level. This new machi- nery, however, need not be nut up till the consumption of water approaches the fall capacity of the present wheels and pumps and then, as before remarked, it can be added to from time to time as required, till finally, we obtain the full benefit to be derived from the new conduit, viz., fifteen million gallons per day to the McTavish reservoir, or its equivalent, t^ a higher level As a further means of cilargement, we would propose to build a simuar tunnel of equal dimensions, parallel to the one now under discussion, making use of the present aquednct channel as far as practicable for that purpose. The cost of this would of course, be far less than that oi'thn nn^ n"w r.rnro— 1 — i '• ' when completed, furnish, in conjunction with the other, fully 26 filTfm ^'"°"' P? ^'^ '' '^' ^°'^^^'«^ '«««^^°ir a°d about 6,000,000 more to a further elevation of 100 feet. we W.^'r''"'"~^°]"''^^"° °"' °"^ •'^^^^'^ f«r this work we have, of course, carefully noted the difficulties met with in excavating the present aqueduct, and have accordingly, been liberal ■ectlv ^ :«':^-"*'^'-.-d P"ces. So liberal that we are per- fectly satisfied our estimate of cost is fully ample, and are quite Irll ' ! "'' "'' ^''^'''^ '' «"*^°'«« the variou other plans proposed, or the estimates given for them, but still we cannot avoid asking the committee to bear with us while we run through the following simple rule of proportion, whereby we believe we may arrive at a pretty correct idea of the cost of one ot the proposed plans, and that far and away the most practicable a drehable in Its effects, as well as the only one for which we have any reliable data as to cost. We allude to the lar-e open <5hannel, as proposed by Messrs. Shanly and Francis. The total quantity of excavation in this work would be (according to Mr Lesage s measurement) about 1,900,000 cubic yards, ^hile the total quantity m the present aquednct was about 684,000 cubic yards Now, with the exception of fencing, puddling banks, and fitone lining of slopes, which would be about equal in either case we may safely say that all the other works would be in about the same proportion as the excavation. Then, when we remember the increase in the value of land since the present aqueduct was built. and the greater depth to which it is proposed to sink Messrs. bhamy and Francis' channel, and consequently the chance nav certainty of meeting a larger per centage of rock and " hard pan '' we thmk we are not far out in stating that the cost of the new channel would bear about the same proportion to the cost of the present aqueduct.that the total amount of excavation in the one bears to that in the other. That is, as 684,000 is to 1,930.000 »1M^,000, the probable cost of the new one. This is of course a very rough mode of calculation, but still, we believe it is suffi! ciently correct and practicable to give all we require, viz. a gene ral Idea what the probable cost would be. Let us now enquire whence comes this grr.t difference of at least $700,000 in the 27 cost of the two schemes, one being a largo open canal, the other a subterranean aqueduct of at least equal capacity. It is chiefly owing to the two following reasons : First, the subterranean aqueduct need not, as in the case of the open canal, be made fully double the size actually necessary for the passage of the water m order to provide room enough for accumulations of ice and snow xn winter ; and secondly, by giving it a good fall as pre- viously explained, we are enable still further to reduce the dimen- sions without in the least curtailing its efficiency Subjoined will be found-lst. A plan showing the proposed location of conduit. 2. Crosssectionsof same, showing dimensions and mode of construction; first (at about station 10) in a deep cutting where no eolid rock is found, and secondly (about station 100) where such rock may be found sufficiently solid and durable, to be made use of, in its natural formation as bottom and side walls of conduit. 3rd. A general specification describing the Bjyleofwork we propose. 4th; Acalcuiationof efficiency showing the data we base our figures on, and the process by which we arrived at the conclusion that the works we proposed if honestly carried out, have a capacity or power (at the lowest known water EeservT ""'''' ^"' ^"^ '' '^' ^^''^'"''^ ^''''' In proposing this plan for the improvement of the Water Works of this eity, we are desirous of submitting it to the fullest enquiry and scrutiny, and the higher the professional standing of the engineers to whom the Water Committee we may refer the 2 ter the better we will be pleased, as we are convinced that, however we may differ as to the details, there will be ZLZl-r" " ''%''"' point, viz., that a subterranean aqueduct IS in every way far preferable to an open channel for the conveyance of water for domestic and city purposes more Tn '\'\r"""" Z ^'"''"' '' """^ ^' '^'^''^ ^« *he cheapest and most reliable way of supplying water to the city of Montreal We remain, gentlemen, your obedient servants (^'S^O R. P. Cooke, E. W. PLUNK2TT, Civil Engineers. 28 CALCULATION OF EFFICrENCY OF PROPOSED COVERED CONDUIT. DATA. Water at entranco, lowest level 35.70 above datum „ ^Vhe.'l House 29 20 " Ml Tail Race (this level is quite practic- able, see similar statements by other End- neers 19 no " Fall i„ Aqueduct (15 in.'per mi'lei' .V .V .".'.".'"* ' 650 ft ' ' Head " on Wheels 10 -n "* ^SX'"''"^'^''"''^"'' '.■.■.■;:;.■.■.•.■.■. 280 8q.reet Hjdrnuiic'm;;,; d^pt'i; '. ::::::.:;.[ ^t]Ju!:^ Length of aqueduct ....;. 5 ont L The velocity of water in a channeV whh" the ' above fall and hydraulic mean dohih is, accord- ing te the best nnthorities. . 179 0(5 ft,„t Discharge per miuute 11]'?^ ^'^ per minute. Deduct for pumps, say 'o'JS "''!'" ^'f' ^'^ ™- Available for whJel/ I'VJl o " Fall on wheels ... .' ^'^o J.°7 ^'^^^■°'^° '^^• '• Foot pounds "... . ;.' ° 20 feet Horsepower(nomiuai;...-.W;:::: •;;;;.;;;;; 89^ '°^' DEDUCTIONS. 29 356 000 " Foot Pound.s," while the work to be done is (10 . 416 gallons to be lifted 175 feet every minute) only 18,228 000 " Foot pounds," not 63 per c^nt of the power expended ' orTtX^^^'T^^-'^^"- ^'''^' '°'"'"^ P"'"P^d '' tl^« rate of 5,431,60:. gallons per day with 317 horse power (nominal). Therefore as 317 is to 5,431,608 so is 890 horse power to about 15i millions of gallons capacity at " the very lowest " known stage of water. (Following this is a General Specification of the proposed work which we need not repeat here, as it is too much of a technical document to interest the general public. We mny state, however that the structure referred to in it, and shewn in the drawings accompanying Report, is a large Conduit or Pipe of substantial masonry, buried in the ground from 8 to 12 feet under the sur- face. It IS proposed to run the river or entrance end of this conduit into 40 feet of water in the St. Lawrence, at about Frazers Bay. The water will enter the conduit from thenverata mean depth of 18 feet below the lowest known level of the latter. The advantages of such an arrangement are obvious. The size of the conduit to supply water to pump over 29 15 millions of gallons per day into the McTavish Street Reser- voir, under the most unfavorable winter conditions is 20 feet wide by 7 feet high inside. The proposed open canal to do the same work is about 125 feet wide at water surface. Mr SHANLY'S OPENION OF PROPOSED COVERED CONDUIT. HoosAC Tunnel, Contractors Ofl5ce, North Adams, Mass., U.-8., _ 25th Oct., 1869. GENTLEMEN.-Much press of business in connection with my work hero, has prevented my taking up sooner, the papers you ent me some time ago, in reference to your project for improving the water .upply of Montreal; and even now, I have not beef frnt.^- r """"" '^"" " S'°^^^^ ^"^ ^"^««'"' examination, from which I come to the following conclusions : 1. A comparaison between an open canal and a covered con. duit, speaking of the particular case under discussion (and aside from the question of cost), is largely in favor of the latter. 2. The capacity for discharge of such a conduit as you propose to construct, is not, I think, overstated in your report. d. Of the correctness of your estimate of quantities and their, classification I have no means of judging 4. In respect of cost, your prices appear to me to be all some- what slender and in the items of Culverts, Entrance, and Lands are in my judgment quite too low. You have, I observe, added J- KV ^'"' T""^ ^'^ P'-^^'^e for contingencies. I hing 25 per cent, would have been none too much, considering the great depth to which you propose to excavate the aqueduct and the consequent certainty of being much troubled with water. I have no hesitation in saying that your plan of a covered con- duit all below low water level, and with the entrance fully 10 fee below the surface, would effectually obviate all the difficulties that now interfere.Vith the winter efficiency of the Water Works. Yours very truly, Messrs. Cooke