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 'ii^ 
 
REPORT 
 
 I 
 
 >, ) - 
 
 ON A 
 
 nr* 
 
 TER 
 
 FpR THE 
 
 CITY OF WINNIPEG, 
 
 MANITOBA, 
 BY — 
 
 RUDOLPH HERING. 
 New Yoc^ A X X September, 1697. 
 
 ... V .1 *< ■ 
 
 r* 
 
-/ 
 
 INDEX. 
 
 Assiniboine River, Description of. .... . 1? 
 
 " *' Purification and Softening of. 19 
 
 " Cost of Plant 20 
 
 " " Chemicals required 21 
 
 Artesian Wells, Description of ; . . . ; . . • 22 
 
 " Cost of Plant. 24 
 
 " Chemicals required 25 
 
 Analyses of Waters ;............,... \9 
 
 Conclusions from Pumping teat ... . . . , 5 
 
 Comparison of sources of supply . 31 
 
 Canadian Pacific Railway Well test 45 
 
 Description of present Water Works .i, , ., , t 
 
 Daily Consumption estimated ...........>........ 12 
 
 Distribution system Proposed 34 
 
 •• " Cost of 37 
 
 Data assumed in Comparisons; &c , ,. 53 
 
 Hardness, how removed, &c . . 15 
 
 Introductory 3 
 
 Meters, Use of . . . .*. 13 
 
 Objectionable Features of Present Supply i 11 
 
 Pumping Experiments 4 
 
 Poplar Springs 6 
 
 " " 26 
 
 " ; " Cost of Plant 27 
 
 ",!..•, !,'f?'r Chemicals tfequired 26 
 
 Present .system. Utilization of 38 
 
 Ppymerits, Methods of Proportioning • 39 
 
 Prices, Labbr and Materials . . 54 
 
 Plates, at end of report ? . ■■ 
 
 Soft Water, Advantages of. 14 
 
 Sources of Supply 17 
 
 Softening Waters, Dr. Button's Report 52 
 
 Utilization of Present System 38 
 
 Winnipeg River 6 
 
 " '• , , ,, 29 
 
 " Cost of Plant 31 
 
 i.l 
 
1 
 
 11 
 
 19 
 20 
 21 
 22 
 24 
 25 
 49 
 5 
 31 
 45 
 
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 12 
 
 34 
 
 37 
 
 53 
 
 15 
 
 3 
 
 13 
 
 11 
 
 4 
 
 6 
 
 26 
 27 
 26 
 38 
 39 
 54 
 
 14 
 17 
 52 
 38 
 6 
 29 
 31 
 
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 A 
 
 Compliments of 
 
 RUDOLPH HERING. 
 
 Hydraulic and Sanitary Engineer. 
 
 100 WILLIAM STREET, 
 NEW YORK. 
 
REPORT 
 
 ON A 
 
 Future Water Supply 
 
 FOR THE 
 
 CITY OF WINNIPEG, 
 
 MANITOBA. 
 
 BY- 
 
 RUDOLPH HERING. X!>j^^„mH«^ 
 New York, XXX Sejrtember, 1697. 
 
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 5% 
 
 New YoiiK, August, 1897. 
 
 T/iC Fire, Water and Light Goraviittee, of Win'/iipeg, Man. 
 
 B. E. Chaffey, Esq., Chairman. 
 
 Gentlemen: 
 
 Complying with your request and in accordance with 
 a resolution, passed by the City Council on February 22nd, 1897 
 that I make an examination and report on certain questions 
 submitted, concerning the water supply and waterworks for the 
 City of Winnipeg, I now beg leave to present the results of 
 my investigation, 
 
 I. 
 INTPODUCTORY. 
 
 The questions submitted were : 
 
 (1) What is the best source of supply, taking into considera- 
 tion the quantity and quality of the water ? 
 
 (2) What are the best means of pumping, filtering, softening 
 and distributing the water ? 
 
 (3) What portion or the present system, if any, can be used 
 to advantage in connection with the recommended system ? 
 
 (4) A revision and approval of plans. 
 
 (5) Subsequently another question was added by the Chair- 
 man, npniely: What method of proportioning the payment for such 
 works, is, in your opinion, most equitable and proper ? 
 
 On my fvrrival in the City of Winnipeg on March 23rd, I met 
 the members of your Committee, His Worship the Mayor and Col. 
 H. N. Ruttan, City Engineer. Detailed information was then furn- 
 ished me regarding the present status of the waterworks problem 
 
 k 
 
s- 
 
 i,-»«=»«w«a*««"!«mi««a«aMie5Ste»Bd(»ii3!^^^ 
 
 ■■; ■. I 
 
 4 
 
 and also the results of the previous investigations and reports that 
 had been made on the subject. Mr. Isaac CaDipbell.. City Solicitor, 
 furnished me with some of the le^al facts in the case, and from 
 Messrs. Nanton and Bissett, representing the Winnipeg Waterworks, 
 I received data concerning these works as they now exist. During 
 that visit the plant was inspected and a general examination made 
 of the territory of the City with reference to the subject under 
 discussion. 
 
 By the courtesy of Mr. Wm. Whyte, General Superintendent 
 of the Canadian Pacific Railway Company, it was ma<le practicable 
 to undertake a pumping test to show the yield of a large artesian 
 well, situated on the Company's grounds, and also the effect of 
 such pumping on the other wells in the neighborhood. (Appendix I). 
 This test indicated that an artesian well supply for the city 
 might be feasible, and Dr. W. A. B. Hutton, professor of chemistry 
 at the Manitoba Medical College, was requested to examine bv 
 well-known methods into the chemical features of softening such 
 water, and also other waters that would be considered available 
 for the City's supply. Samples for analysis and softening were 
 selected from artesian wells in tbe western part of the City, and 
 from the Poplar Springs lying about 17^ miles north of City 
 Hall. The water of the Assiniboine River, the present source ot 
 supply, had previously been analyzed and reported upon, and it 
 was therefore not further examined. (Appendix II). 
 
 Besides these investigations, a number of maps, profiles and 
 topographical data were prepared and compiled at my request, 
 prior to the second visit to your City, which was made in July. 
 
 The pumping experiments at the Canadian Pacific Railway 
 well, conducted during the last days of March, had meanwhile 
 been worked up. Profiles of the water levels in many private and 
 public wells of the neighborhood had been plotted, and from these 
 Plate I was compiled. One profile shows the levels on Sunday, 
 March 28th after pumping had Vieen stopped for a day, another 
 repre,sents the levels at ordinary times, and was taken on March 
 27th ; and a third shows the levels when the pump was throwing 
 water at a maximum practicable rate. 
 
 Plate I. shows two sections, one along the line of the Canadian 
 Pacific Railroad and another at right angles to it, both passing 
 through the test well. 
 
 The latter section shows approximately how far in a lateral 
 direction the draft from this one well extended during the time of 
 maximum pumping, namely, from south of Pacific Avenue to north 
 
nd reports that 
 , City Solicitor, 
 lase, and from 
 !g Waterworks, 
 
 exist. Durino; 
 mination made 
 
 subject under 
 
 Superintendent 
 lade practicable 
 large artesian 
 ) the effect of 
 I. (Appendix I). 
 
 y for the city 
 or of chemistry 
 to examine by 
 
 softening sucn 
 Jered available 
 softening were 
 
 the City, and 
 north of City 
 ?sent source of 
 d upon, and it 
 
 ). 
 
 3s, profiles and 
 at my request, 
 lade in July. 
 Pacific Railway 
 had meanwhile 
 any private and 
 and from these 
 els on Sunday, 
 a day, another 
 aken on March 
 p was throwing 
 
 of the Canadian 
 it, both parsing 
 
 T far in a lateral 
 iring the time of 
 Avenue to north 
 
 of Dufierin Avenue, in all a distance of about 4000 feet. The 
 other section shows that the effect of this pumping was lost at the 
 Dog Pound, was slight at the Fair Grounds and was quite material 
 easterly of the tested well. 
 
 From these results, and from the further statement made to 
 me, that at low water in the Red River there are innumerable 
 small springs emptying into its bed, we may conclude ; 
 
 (1) That the artesian wells in the City generally draw from 
 the same underground source. 
 
 (2) That this draft, when the water had been lowered to a 
 depth of +11 feet above city (jatum, extended to a distance of 
 about 2000 feet in a southerly and about 2000 feet in a northerly 
 direction. The draft was noticed, however, at a much greater 
 distance in a westerly direction, and at a still greater distance in 
 an easterly direction, indicating a western source for the artesian 
 water. 
 
 (3) That there is a downward slope of the natural water 
 level of these wells in an easterly direction, both when pumping 
 hi d ceased for a day and when it had been continued for a day at 
 the maximum rate of flow. 
 
 (4) That this maximum rate of flow at the Canadian Pacific 
 Railway well after a day's continuous pumping was at the rate of 
 about 150,000 gallons per 24 hours, or about ^ of a cubic foot per 
 second. 
 
 (5) That, in view of these observations, and further justified 
 by the geological formation of the near country, there is a continu- 
 ous flow of water from the west, through crevices and fissures in 
 the limestone rock, into the Red River. 
 
 (6) The continuous flow increases with the depth to which 
 the water is pumped, because this can then be drawn from a cor- 
 respondingly greater distance and therefore from a larger territory. 
 At a depth of +4 feet above city datum, or about 30 feet below 
 the surface of the ground in the western part of the City, it is, in 
 my opinion, reasonable to expect on average daily flow of at least 
 40 cubic feet per lineal foot on a lino running about north and 
 south and extending north of the City. 
 
 Dr. Hutton's report, dated July 17th (Appendix III), indicates 
 the quantity of lime and soda with which the water of the City 
 wells and that of the Poplar Springs could be rendered satisfactory 
 for domestic and boiler purposes. 
 
 On August 9th, in the presence of Mr. Chaffoy, Col. Ruttan 
 and myself, Dr. liutton experimented on the softening of the 
 
 U 
 
 I 
 
 S-*r^3iB*SE.'K?PS!K^TTP!'^?^Sg( 
 
 I**-' 
 
6 
 
 water obtained from the Ross Avenue wells, using the amounts 
 Tflim. and soda stated in his report. The demonstration was 
 satistac. ry, as the water was not only softened but found to have 
 been improved also in taste. , , . j 
 
 In view of the favorable report on the natural charpcter and 
 hardness of the Poplar Springs water, a visit was made to the 
 sprinc^s on July 27th. The water was then found to be excellent 
 in" aste and appearance, and another sample was taken and sent 
 t^ Dr Edgar B. Kenrick. Professor of Chemistry in the University 
 of Manitoba, for analysis. (Appendix "^.^n.approxmmte gaug- 
 ing was made by float measurements which indicated a flow ot 
 !"3 cubic feet per second, or at the rate of 2,854,000 gallons per 
 
 **''^" There are other springs in the neighborhood, and it was said 
 that borings have always yielded water wherever ^e"« ;^«^« «"'?^ 
 on the territory between the springs and Stony Mountain, the 
 water flowing out on the surface in every case. , ,, , 
 
 Stonv Mountain is formed of limestone rock, similar to that 
 underlvint? Winnipeg and cropping out at the City quarries. There 
 can hardly be a doubt that the entire territory between the moun- 
 tain and the City is underlaid by the same hmestone formation, 
 and therefore would yield water by boring into it. 
 
 This rock is slightly soluble in water and the solution makes 
 the water hard after it has long been in contact with the r«>ck 
 The gradual dissolving of the limestone by the flowing water has 
 caused the originally minute fissures to enlarge and multiply in 
 numb r betweL the%oints where tli. rock has been penetra ed by 
 the rain, river or lake waters and the Red River, where it now 
 finds outlets and freely flows off". 
 
 Any defi-'.iency in the water found in the Poplar Springs could 
 therefore be made up by wells bored along the line of the co"d",t 
 either near the Springs or between them and the City. (A profile 
 of this conduit is shown on Plate II.) 
 
 A report was made to the City Council in February, lS9i>, by 
 Mr. Walter Moberly. C.E.. advor>r,ting the Winnipeg River as the 
 best source of supply for the ^.i-y. , , ^ , 
 
 His grounds for urging this source, which had also been urged 
 by others are apparently that the supply is plentiful and the 
 water soft. No engineering data existed by which the merits of 
 Uitplan for supplying the City could be definitely a.cer a.ned 
 and therefore it was determined to have a survey made of the best 
 line along which a conduit could be built, also to make a personal 
 
 i(59s?;lftSJs"^' 
 
g the amounts 
 lonstration was 
 t found to have 
 
 I charpcter and 
 18 made to the 
 to be excellent 
 taken and sent 
 1 the University 
 jroxiniate gaug- 
 cated a flow of 
 [)00 gallons per 
 
 , and it was said 
 wells were sunk 
 iT Mountain, the 
 
 similar to that 
 
 quarries. There 
 
 iween the moun- 
 
 stone formation, 
 
 ! solution makes 
 ct with the rock, 
 lowing water has 
 and multiply in 
 en penetrated by 
 p, where it now 
 
 liar Springs could 
 le of the conduit, 
 City. (A profile 
 
 jbruary, 1S95, by 
 leg River as the 
 
 ,d also been urged 
 (lentiful and the 
 ch the merits of 
 litely ascertained, 
 ' made of the best 
 make a personal 
 
 visit to the river and to have the water analyzed. Tt was a favor- 
 able time for a visit and for making an analysis, because the 
 water was probably at its least good condition, owing to the large 
 amount of vegetable matter foundin such iri vera during the latter 
 part of the summer. (■ . , 
 
 Colonel Ruttan, City Engineer, accompanied me on this inspec- 
 tion made July 3lst: The profile of the route (Plate II) and the 
 chemical analyses of the water (Appendix II) are attached to. this 
 report. 
 
 The present source of the City's public water supply is the 
 Assiniboine River, and it is also available for supplying the city in 
 the future. No inspection cf|this river was made by me, other 
 than within the city limits, as several reports* had already been 
 made thereon, and as little else could be gained from further in- 
 vestigation. 
 
 In case this source might bo found preferable to the others 
 that have been proposed, it would be desirable to retain as much 
 of the present waterworks plant as could be used to advantage in 
 connection with new works. Another examination was therefore 
 made of the pump house on August 5th, and an interview had with 
 Mr. Bissett on August 7th. A brief description follows : 
 
 The works are owned by The Winnipeg Waterworks Com- 
 
 Eany, E. H. Bissett, Esq., Manager. The charter was granted 
 ►ecember 23rd, 1880, but they were not put in operation until 
 1882. The franchise is exclusive, and was awarded for a terra of 
 twenty years, therefore terminating December 23rd, 1900. 
 
 The source of supply is the Assiniboine River. The intake 
 and pumping station are located at Armstrong's Point on the north 
 bank of the river just below Maryland street bridge, and near the 
 lower end of Mulligan Avenue. 
 
 The station consists of an old and a new plant adjoining each 
 other and surrounded by ornamental grounds. The buildings and 
 grounds are in good condition. 
 
 A brick conduit or tunnel, 30 inches in diameter, draws the 
 wau for the old plant from the edge of the low-water channel 
 and discharges it into a pump-well under the engine room erected 
 near the bank of the river. Its present condition was not ascer- 
 tained. 
 
 tt PooTNOTK ; Report on thn Afwinllmino Klvor iind Arteslun Wolls iw sources of supply 
 Uy H N. ifiitiim, City KnKlneor. Ocloljcr 20ih, l«W. 
 
 
 »!B«ies<siBa»»w^ 
 
•ill 
 
 TKn m«<.Viinfirv was built by R. Laidiaw & Son, Glasgow, and 
 conits o?^o ve^ira^pXs. double acting and driven by cranks 
 fZ a shaft T^e 8ha?t is turned by gearing, driven by two 
 enZes qu"Wi^^^^ the same. The engines are double honwrn- 
 J JS?p3are^and condensing, but not compounding. The nom- 
 JnLl SsrSwer issaid to be 60, and the original capacity was 
 ratld rrSSo oSo gdlons per day. Their present condition is not 
 
 ^^^'Afthe nresent time the Laidiaw pumps are used only to 
 
 °' " ThTnettm^g .t»«on w« completed in 1894 ^ . -w 
 
 'tl^»t■n1oSg .Uh. intak. Its p,«enl coodmoo w« 
 not Mcertained, but was stated to be good. . ^ p„ 
 
 The pumping m«=hinety wjs built by Arthu, J. Loret. & Co., 
 of Mlentown, Pa., and was ftnished m 189*. , , . . .„,„ 
 
 The pumping engine is of the waging beam '?{». W*"'J' 
 and oomtSunI t)ne end of the beam is connected with *« P'stj"- 
 j « ilS^j^n i.vlindere while the other is connected with a Hy- 
 "i^ Ihenumw.™ operated from the beam at half distances, 
 wheel. 1""P?"'!",'„\* °P„imnm caoacitv was stated as being 
 rs^OoSorXns. TtTngr™wrmalJng 26 .revolutions per 
 SuiewhS examined by me at the hours of maximum draft. It 
 wrstated that it had been run up to 33 revolutions. 
 
 The nresent condition of these engines does not appear to be 
 firstllass^ With FOP^^^ care they can* however, be macfe service- 
 
 ~S?s\YnJ^\?e^t'i^ngirS»^^^^^^^ 
 JJrer ThTca'ry 95 to 105 lbs. pressure, and appear to be m a 
 
 «°°^rm sUtements made to me I «"/.f^*\t\rorwXTf 
 used at the present time to supply a f ' X JJJ^^gL'^^^^^^^^ „ 
 about 1.250,000 gallons in summer and about 850,000 gallons in 
 
 winter. 
 
 ■'■wHSrMNinanMKMlMlill 
 
, Glasgow, and 
 iven by cranks 
 iriven by two 
 [oublo, horizon- 
 Jing. The nom- . 
 
 capacity was 
 iondition is not 
 
 e used only to 
 eatest consump- 
 leen 85,000 and 
 or a part of the 
 I boilers are out 
 
 1894, and a new 
 (tends nearly to 
 4 inch cast iron 
 a donkey pump 
 lot well and to 
 it condition was 
 
 J. Loretz & Co., 
 
 type, high duty 
 with the piston- 
 lected with a fly- 
 at half distances, 
 ; stated as being 
 ) revolutions per 
 ximum draft. It 
 )ns. 
 
 not appear to be 
 , be made service- 
 pires. 
 
 era, built by the 
 Ont. Each one is 
 furnish 45 horse- 
 appear to be in a 
 
 he new pumps are 
 Etntity of water of 
 1)50,000 gallons in 
 
 9 
 
 Adjoining the new engine room is the filter house, containing 
 five filters made by the National Water Purifying Company of 
 New York, three of which were erected in 1887, and the other two 
 in 1889. They operate under the full pressure of the pumps and 
 therefore are, what is termed, pressure filters. They are said to 
 consume from 6 to 15 lbs. of pressure, depending upon the charac- 
 ter of the water. The casings are 10 feet in diameter and 7 feet 
 deep. They are washed once daily in winter, at the present time 
 twice daily, and in spring when the water is very muddy it is 
 necessary to wash them as often as once every two hours. They 
 are apparently in good condition. 
 
 It is stated, that formerly during the spring J grain of alum 
 per gallon was added to the* supply, to aid in coagulating the 
 organic matter, and thus assist the clarification. But for two years 
 the practice has been discontinued, and it could not be done with- 
 out materially reducing the pressure in the City. 
 
 From the fact that the number of filters is insufficient for the 
 quantity of water that must pass through them, when it contains 
 much suspended matter, also from the fact that therefore no alum 
 is used and that they are pressure and not gravity filters, they do 
 not always deliver clear water. They can often but partially remove 
 the turbidity, and when the river is very muddy they clog up so 
 quickly as to be rendered entirely useless at such times. 
 
 No attempt is made to soften the water. 
 
 It is estimated that the quantity of water supplied to the 
 City by all the pumps at the station now ranges from 850,000 to 
 1,415,000 gallons per day, the yearly average being given as 
 1,000,000 gallons. 
 
 The distribution system of pipes supplies only a part of the 
 City, namely : The tract lying betwepn Kennedy and Main Streets 
 from Portage Avenue to the Assiniboine River ; the tract south of 
 Main Street, between Notre Dame and Common Streets ; and the 
 tract north of Main Street liounded by Notre Dame, Ellen, Jemima, 
 Isabel, Mc William, Machray and Logan Streets. 
 
 From the pumping station a twelve inch main extends along 
 Mulligan Avenue to Broadway and thence a ten inch main to 
 Portage Avenue and down the latter to Kennedy Street. From 
 Mulligan Avenue an eight inch main extends down Broadway to 
 Main Street and along the latter to the C.P.R. station. From tliese 
 mains six inch, five inch and four inch branch lines extend in 
 difl'erent directions, 
 
.-.feti,i>.t. >tf) V. aa y< ia-taS'jeS3^miiteB., 
 
 10 
 
 : lit: 
 
 i ! 
 
 When the works were inaugurated the pipes laid in the ground 
 were cast-iron, apparently of good quality, but cast horizontally, 
 and therefore they have uneven thickness. As they have turned 
 and bored joints, no lead being used, they are also apt to allow of 
 leaka<ye under high pressures. There are between four and six 
 miles'of such pipe still in . je, according to different statements 
 made to me. Since 1887 nothing but cast-iron pipes have been 
 used, having bell and socket joints caulked with lead. It is said 
 that some lead jointed pipe was laid previous to that year. They 
 are believed to be in good condition. 
 
 The service pipes that were first laid were of wrought or gal- 
 vanized iron. They were not found to be durable, as has also been 
 found elsewhere. They are apt to corrode rapidly and then will 
 not deliver sufficient water nor stand much pressure. The newer 
 service pipes are of lead and should therefore be satisfactory. 
 
 There are somewhere between 1500 and 1600 taps now sup- 
 plied with water by the Company. Exact figures were not given. 
 During the last fiscal year the City consumed for public pur- 
 poses about 12,400,000 gallons of water supplied by the Company, 
 or about 34,000 gallons per day. There are four drinking foun- 
 tains which together flow about 5,000 gallons per day. Elevators 
 consume about 10,000 gallons. For filter washing purposes at the 
 works there are used about 30,000 gallons and for condensing 
 purposes about 13,000 gallons. In all there are 92,000 gallons 
 consumed on the average per day for other than domestic pur- 
 poses, leaving for the latter but 908,000 gallons per day. 
 
 Assuming that there are 1500 taps in use, we have 605 
 gallons daily per tap. If we reckon six persons per tap, then 
 9 000 persons are furnished with water by the Company. For 
 public' purposes, including elevators, 49,000 gallons are daily 
 furnished. If we assume that 36,000 persons are at present 
 benefitted by this quantity, then 9,000 would have the \ienefit of 
 one-fourth of the quantity, or about 12,000 gallons, which, added 
 to the above amount, gives 920.000 gallons as the domestic and 
 pro rata public consumption for 9,000 persons, or 102 gallons per 
 head per day. If we reckon 7 persona per tap, a population of 
 10,500 would be supplied, or 88 gallons per head per day. 
 
 This amount represents a large consumption per person, and 
 may be due, as I am informed, partly to leaky pipes and hydrants, 
 and partly to the wastefulness of the users, who are said often to 
 allow the water in the house to run freely and continuously, in 
 order to prevent th'iir pipes from freezing in winter and for lawn 
 sprinkling in summer. 
 
i in the ground 
 st horizontally, 
 y have turned 
 apt to allow of 
 1 four and six 
 ent statements 
 ipes have been 
 lad. It is said 
 lat year. They 
 
 wrought or gal- 
 as has also been 
 
 and then will 
 re. The newer 
 itisfactory. 
 
 taps now sup- 
 were not given, 
 for public pur- 
 y the Company, 
 
 drinking foun- 
 day. Elevators 
 
 purposes at the 
 
 for condensing 
 •e 92,000 gallons 
 1 domestic pur- 
 sr day, 
 
 , we have 605 
 I per tap, then 
 
 Company. For 
 illons are daily 
 
 are at present 
 e the benefit of 
 s, which, added 
 le domestic and 
 
 102 gallons per 
 
 a population of 
 )cr day. 
 
 1 per person, and 
 les and hydrants, 
 
 are said often to 
 
 continuously, in 
 iter and for lawn 
 
 11 
 
 With the idea of indicating the large amount of water which 
 can be wasted by leaky faucets, a gauging was made of one which 
 was observed by me to leak, in March and also in July, and is said 
 to have been in this condition between these dates. The washer 
 was probably worn out and the faucet could not be shut tightly. 
 The small dribble amounted to 75 gallons per day. When informed 
 that there were hundreds of faucets in the City which were in the 
 same condition ; when considering the disposition of careless per- 
 sons not to turn the water off immediately after use ; when 
 noticing many leaks at public hydrants ; and being informed that 
 an inspection last February showed 99 to be leaking, from indica- 
 tions on the surface of the street and in the sewers, it is not 
 surprising to me that tbe consumption per capita is so high. 
 
 It should be added that, as the Assiniboine water furnished 
 by the Compar^y is hard, many persons do not use it for laundry 
 purposes, but instead use rain-water .joUected in cisterns, or use 
 melted ice. 
 
 The objectionable features of the present supply, which it is 
 sought to remedy, are : 
 
 1. The distribution system does not extend over all parts of 
 the City needing water. 
 
 2. There is insufficient fire pressure in most parts of the City 
 which are supplied with mains. 
 
 3. There is an insufficient number of eflScient fire hydrants, 
 and therefore also a lack of water immediately available for large 
 fires, 
 
 4. The water as furnished in spring, summer and autumn is 
 at times liable to be quite turbid, and has once also had a very 
 disagreeable taste, due to foul organic matter that was washed into 
 the river and which the filters could not remove. There is no 
 reason why this condition should not occur again. 
 
 5. There is a suspicion of organic pollution, indicated by the 
 analysis (Appendix II.) and due probably to settlements along the 
 shores, to the habit of dumping manure and other refuse into the 
 stream, and possibly also to the city dump for garbage and excreta, 
 which lies near a water course discharging its water above the 
 Waterworks intake. 
 
 In order to examine into the relative merits of the different 
 sources of supply which have now been mentioned, and to calculate 
 the right proportions for the distributing system, and also to esti- 
 mate the cost of the works, it is necessary to establish the quantity 
 of water which is to be daily furnished the City for domestic and 
 
TTiwitmwB-waaiisssai. - 
 
 W 
 
 I'' 
 
 t 
 
 I ' 
 
 1 I 
 
 12 
 
 public purposes, and also the water pressures which are to be 
 maintained in the pipes at ordinary times and during the occur- 
 rence of fires. 
 
 In his report of May 6th, 1895, Colonel Ruttan states that the 
 new supply should provide at once for 40,000 people and later be 
 capable of supplying 100,000 persons. Fire protection is to be 
 secured by 10 contiguous hose streams, each of which discharges 
 3.5 cubic feet per minute, at a pressure of 75 pounds per square 
 inch at the hydrants in the business centre. This is a larger sup- 
 ply for fire protection, he says, than has been usual, but adds that 
 it is warranted by the local conditions. 
 
 We must realize that a good water supply for Winnipeg will 
 not be inexpensive. All of the water must be pumped and perhaps 
 purified and softened. The territory to be. supplied is large com- 
 pared with the population to be served. Tnerefore, the quantity 
 should be kept down as low as possible. 
 
 As already stated, the daily consumption per head is probably 
 between 88 and 102 gallons, which is quite large, and there apnears 
 to be much leakage and unnecessary waste. It is reasonable to 
 suppose that the requisite quantity of water can be materially 
 reduced and kept within proper limits by preventing such leakage 
 in the public mains and hydrants and by placing meters for pr»yate 
 consumers. At the present time, both in Europe and the United 
 States, this waste is greatly reduced by metering the water for 
 private consumption, in the same way that gas is metred. 
 
 It has been said, in objection thereto, that among certain 
 classes metering would prevent the use of a sufficient quantity of 
 water for keeping clean and other sanitary purposes ; but this 
 criticism would be rendered invalid by the practice of charging 
 each consumer a certain fixed minimum rate for an allowance ot 
 water considered reasonable and ample. Whatever quantity is 
 consumed in addition thereto is paid for at fair meter rates. 
 
 This method not only guards against a disposition to stint in 
 the use of water, but at the same time it makes every water user 
 pay more nearly in proportion to what he consumes. Incidentally, 
 the consumer himself will be interested in preventing Undue waste 
 and leakage from the faucets in his house, and therefore will 
 assist the City in maintaining a fair supply and in reducing the 
 expenses of pumping and softening. 
 
 To reduce the consumption it will also be wise, while furnish- 
 ing a high pressure in the mains during a fire, to maintain only a 
 moderate pressure during ordinary times and a still lower one at 
 
t%«s. 
 
 hich are to be 
 ring the occur - 
 
 n states that the 
 >ple and later be 
 bection is to be 
 hich discharges 
 inds per square 
 is a larger sup- 
 il, but adds that 
 
 • Winnipeg will 
 iped and perhaps 
 ed is large com- 
 re, the quantity 
 
 head is probably 
 md there appears 
 is reasonable to 
 in be materially 
 Ing such leakage 
 neters for private 
 
 and the United 
 g the water for 
 
 metred. 
 
 t among certain 
 jient quantity of 
 irposes ; but this 
 bice of charging 
 an allowance of 
 sver quantity is 
 eter rates, 
 ntion to stint in 
 very water user 
 ics. Incidentally, 
 ting Undue waste 
 d therefore will 
 
 in reducing the 
 
 so, while furnish- 
 D maintain only a 
 still lower one at 
 
 13 
 
 night. Both the legitimate use of water, as well as the waste, 
 dispose of larger quantities under high pressures than under low 
 pressures. 
 
 As you are about to change or re-arrange your water supply, 
 it will therefore be a favorable time to introduce meters. Such 
 introduction can be very strongly recommended to you. 
 
 The following table gives the consumption anu pressure in 
 several cities having conditions which allow comparison in one way 
 or another with those in Winnipeg : 
 
 CITY. 
 
 London, England .... 
 St. Petersburg, Russia . 
 Hamburg, Germany . . 
 Dublin, Ireland 
 
 Providence, R. I 
 
 Fall River, Mass 
 
 Atlanta, G<i 
 
 Dayton, O 
 
 Lynn, Mass 
 
 Lincoln, Neb 
 
 Lawrence, Mass 
 
 Sioux City, la 
 
 Fort Wayne, Ind 
 
 Quincy, 111 
 
 Population 
 supplied. 
 
 5,030,000 
 960,000 
 583,000 
 327,000 
 
 132,146 
 74,398 
 65,533 
 61,220 
 55.727 
 55,154 
 44,654 
 37,806 
 35,393 
 31.494 
 
 Average Consniption- 
 
 Daily in 
 miilions of 
 imp. Galls 
 
 115.2 
 32.3 
 26.5 
 14.9 
 
 7.4 
 2.6 
 3.8 
 3.2 
 3.6 
 2.5 
 2.5 
 1.1 
 2.5 
 1.0 
 
 Per Head 
 in Imp. 
 
 (jalloiis. 
 
 Pressure, lbs- per st- in- 
 
 31.5 
 33.3 
 
 44.0 
 46.2 
 
 56 
 35 
 58 
 52 
 65 
 45 
 56 
 29 
 71 
 31 
 
 Ordinary 
 
 Fire. 
 
 39 
 
 80 
 60 
 60 
 50 
 30 
 65 
 110 
 45 
 30 
 
 73 to 86 
 
 80 
 
 80 
 100 
 
 65 
 100 
 
 65 
 140 
 
 45 
 
 90 
 
 Col. Ruttan holds the opinion that by the use of meters the 
 present consumption can be reduced to an average of 60 gallons 
 per head per day. I fully agree with him in this opinion, provided 
 the works are well designed and well managed, if the present leaks 
 are avoided and meters are introduced on all service pipes and a 
 moderately low pressure of from 30 to 40 pounds per square inch 
 is kept on at ordinary times during the day, and a still lower one, 
 say 20 to 25 pounds at night, while a high pressure of 75 pounds 
 per square inch is maintained only during fires. 
 
 I also agree with him that, at the present time, it is not 
 necessary to calculate on more than 40,000 persons taking water 
 
 iwwir 
 
 i::i--C«t*»i''1Wfe*V 
 
$r 
 
 14 
 
 from the City's supply. At 60 gallons per head this gives an 
 average daily supply of 2,40().0()() gallons. The maximum rate of 
 consumption during the day should be placed at 75 per cent above 
 Jhis average, which°gives a rate of 4,200,000 gallons for which the 
 City mains and pumping machinery should provide at the outset, 
 together with arrangements for future extensions, as may be found 
 necessary. 
 
 Provision should at once be made in such parts of the work 
 which cannot easily be extended or enlarged, for a population ot 
 100,000 persons. 
 
 There is an irregular draft of water during the day, liable at 
 times to be nearly double the average daily draft and as the 
 suDPlv will be delivered at a uniform rate, whether it comes from 
 a Knt source through a conduit, or from softening works and 
 filters in the City, it is in every case necessary, therefore, to have 
 a reservoir in which the regular flow of water can be received 
 and stored, to be drawn by the City pumps and forced into the 
 mains in such quantities as may be required at any moment, buch 
 a distributing reservoir should have a capaciiy of at least one 
 million gallons when the works are started. When the population 
 to be served reaches 100,000 the total reservoir capacity should be 
 at least between 2.000,000 and 3,000,000 gallons. 
 
 The high degree of hardness of the natural waters near Wm- 
 nirea and the desire to have a soft water for the City's use, make 
 it advisable to state here in a general way why the water is hard, 
 and how it can be softened. 
 
 Water is hard, generally, when it contains in solution bicar- 
 bonates or sulphates of lime or magnesia, or both. The hardness 
 is commonly recognized by the fact that when soap is added in 
 the usual quantity for washing, a curdling 18 produced instead of 
 a lather Hard water is objectionable mainly on this account and 
 also because the precipitation of lime or magnesia iu boiling water 
 causes the formation of scale in boilers. 
 
 The advantages of soft over hard water for a community may 
 be stated briefly as follows : . 
 
 Hot water is obtained aore quickly and less fuel is required. 
 The saving of soap and soda in the househo'd is considerable. 1 he 
 labor of washing is muc. reduced. The wear and tear of clothing 
 is diminished. Flannels last longer and do not become harsh and 
 felted. Cooking is facilitatec. The same quantity of tea that 
 will make three cups with hard water will make five cups with 
 soft water. (Evidence before Royal Commission). The palata- 
 
wmm 
 
 ^ fT^M^mf^ A-t.-.MfXP»<g*i * j ^t« 9* ' > 
 
 d this gives an 
 maximum rate of 
 !5 per cent above 
 )ns for which the 
 'ide at the outset, 
 , as may be found 
 
 ,rts of the work 
 ir a population of 
 
 he day, liable at 
 raft, and as the 
 ler it comes from 
 enintr works and 
 iherefore, to have 
 can be received 
 I forced into the 
 ny moment. Such 
 ' of at least one 
 len the population 
 apacity should be 
 
 waters near Win- 
 e City's use, make 
 the water is hard, 
 
 in solution bicar- 
 >th. The hardness 
 n soap is added in 
 oduced instead of 
 n this account and 
 ia in boiling water 
 
 a community may 
 
 !8S fuel is required, 
 considerable. The 
 nd tear of clothing 
 become harsh and 
 antity of tea that 
 ,ke five cups with 
 jion). The palata- 
 
 15 
 
 bility is often increased. The softening process does not make 
 water insipid like distilled or rain water. 
 
 There are two kinds of hardness : Temporary and permanent. 
 The former is usually caused by the carbonates and the latter by 
 the sulphates of lime or magnesia. 
 
 Temporary hardness can be removed : 
 
 1st. By a sufficient quantity of soap. 
 
 2nd. By carbonate of soda (washing soda). The carbonate 
 of soda unites with the bicarbonate of lime dissolved in the water, 
 resulting in the formation of bicarbonate of soda and carbonate 
 of lime. The former remains in solution and does not harden the 
 water, the latter is precipitated as a fine, white powder, 
 
 3rd. By boiling. The bicarbonate of lime is decomposed by 
 heat into carbonic acid, which escapes, and carbonate of lime, 
 which is precipitated as a fine white powder. 
 
 4th. By a solution of freshly burnt lime, or lime-water. The 
 carbonates of lime and magnesia are changed into mono-carbonates 
 by the hydrate of lime uniting with the extra carbonic acid, which 
 is either free or combined as bicarbonate in the hard water. The 
 resulting insoluble mono-caTbonates deposit as a fine powder. 
 Carbonate of lime is not entirely insoluble in water, and a small 
 portion always remains in it. The soluble bicarbonates of lime or 
 magnesia, having thus lost half their carbonic acid, are reduced to 
 the same insoluble mono-carbonates and are also precipitated. This 
 process, being the least expensive, is the one here recommended. 
 
 Permanent hardness can be removed : 
 
 1. By a sufficient quantity of soap, as before. 
 
 2. By carbonate of soua. The soda in this case unites with 
 the sulphate of lime or magnesia dissolved in the water, resulting 
 in the formation of the neutral and inert sulphate of soda, and the 
 insoluble carbonate of lime or magnesia. The former remains in 
 solution and does not harden the water, the latter is precipitated 
 as a fine, white powder. In cool v/ater the presence of free car- 
 bonic acid, or of bicarbonates, interferes somewhat with this 
 reaction ; but the combined lime-and-soda process obviates this 
 difficulty to a large extent. As permanent hardness is usually 
 present with temporary hardness, the lime and soda can be mixed 
 and together added to the water. 
 
 To remove permanent hardness this process is the least expen- 
 sive one for city supplies. 
 
16 
 
 The soda should be dissolved and the «ol"{;«" ,*^''J"Sj;!y 
 mixed with the water to be softened. The hme should be freshly 
 burnt aL added not as milk-of-lime. but as lime-water. Accurate 
 nroSortrons c^be more readily obtained with the atter than with 
 FKr^r The precipitate settles slowly and in practice it is 
 Jound best to s rain it out of the water by filters The solid 
 Srbonates are then either allowed to settle and Jry, and are 
 removed by excavation, or they are at once passed through hi er 
 presses the water draining tVom the precipitate often contains 
 sufficient lime in solution to be used over again. 
 
 If the work of softening is properly done there is no tree lime 
 left i the 8o?tene1 water. TheUtening with lime ^nllin^^^^^^^^^^ 
 al y also remove a certain quantity of iron contained m the water. 
 It has also the effect of removing some organic matter. 
 
 Cloths may not filter efficiently until a thin layer of deposit 
 
 or caused bv hydrate of magnesia, which is net cryf^-lliue, or oy 
 orSc niaUerf the speed is°rapidly lessened, and the cloths soon 
 S UD Td therefore require more frequent washing. In such a 
 S seKg tZs shoulS be -d to accompHsh the heavy part of 
 the work bifore the water is passed through the filters^ 
 
 Soda is somewhat destructive to cloth. When there is much 
 of it contained in the water, cloth filters may not be economical. 
 
 After considering this preliminary information, the V^^^^'om 
 submitted to me by four Chairman were carefully considered . a 
 the licht of the facts before me. 
 
 In answer thereto the following conclusions have presented 
 
 themselves : 
 
 i 
 
 :1 
 
 Mumuummmtm 
 
 mKmiiK^ii 
 
_^i 
 
 'I 
 
 II 
 
 ition thoroughly 
 should be freshly 
 -water. Accurate 
 5 latter than with 
 in practice it is 
 liters. The solid 
 nd jdry, and are 
 ised through filter 
 ate often contains 
 
 ere is no free lime 
 lime will incident- 
 ined in the water, 
 tatter. 
 
 in layer of deposit 
 ice the sizes of the 
 , glutinous nature, 
 t crystalline; or by 
 nd the cloths soon 
 ashing. In such a 
 1 the heavy part of 
 filters. 
 
 'hen there is much 
 it be economical, 
 ition, the questions 
 fully considered in 
 
 ms have presented 
 
 
 MllliiKi 
 
 II. 
 
 SOURCES OF SUPPLY, PURIFYING AND SOFTENING 
 
 THE WATER AND DELIVERING IT 
 
 TO THE CITY. 
 
 A. — Assiniboine River, 
 
 The Assiniboine River is a branch of the Red River and dis- 
 charges into the latter at Winnipeg. Its drainage area is about 
 58,000 square miles and is almost all prairie land. 
 
 The annual rainfall upon the area is estimated at 18 inches 
 per annum. The maximum flow is given as 1.0283, the minimum 
 flow as ,016, and the ordinary flow as .044 cubic feet per second 
 per .square mile of drainage area. 
 
 High water occurs in April and May, and low water in the 
 early winter, from which time until spring the river is covered 
 with ice and remain? at about the same level. 
 
 The above fljw per square mile is very small, which is due 
 partly to the small rainfall and partly to the great evaporation 
 which takes place from so flat a watershed, on account of the low 
 average degree of humidity prevailing in that part of the country. 
 
 It has been intimated that Lake Manitoba may pertly drain 
 into the Assiniboine River, but this can hardly be so, because its 
 flow is much smaller per .square mile of drainage than that of most 
 other streams, the flow of which is known. 
 
 The river has but a slight fall and many sinuosities. 
 
 Regarding the quality of the water it may be well to quote 
 the reriiarks made by James Patterson, M.D., Chairman of the 
 Board of Health, and H. N. Ruttan, Esq., Citj?^ Engincir, in their 
 joint report on the condition of the Assiniboine River, dated Sep- 
 tember 30th, 189C. 
 
•f-r 
 
 18 
 
 " On the settled portions of the river, on account of the higher 
 " land of the banks affording drier building sites '^T^^^it 
 " in" shelter and the convenience to water in the river toi stocK m 
 " Anil' a r the dwellings, barns and stock yards are placed upon 
 "he innnediato banks, and it is the almost "n^^^--^/ P^j^^^f^, fj^^;^ 
 "residents to use the river as a dumping place for all kinds of retuso 
 "and offal Manure is got rid of by throwing it into the river. 
 "Surface washings from^arnyards. stockyards and hogpens during 
 " everv rahif all find their way into it directly by natural ravines or 
 "Scial ditls, whilst the'soakage from all is cont-ualy going 
 " on In fact the river is used as the common sewer of the country. 
 "The number of persons per square mile in the Assmiboine 
 " wate shed robably does not exceed h person per square mile at 
 " Te prosent^ime, a number so small that under ordinary circum- 
 " stLcerthey would have no appreciable influence in the sewage 
 .< ntaminatfon of the stream but of more -por ance on accoun 
 "of the loner narrow shape of the river lots; the location of their 
 " dweUinS^out-buildings and yards; the large proportion of stock 
 " kl bfeach and the common mode of disposing o manure 
 "insteadof Sa it as a fertilizer. While, there ore, there is no 
 <'Lround for p "sent alarm from this cause, the indications ave that 
 "Ke not distant future, as settlement increases. mo.st stringent 
 "measures will have to be enforced^ to^ prevent a continually m- 
 " creasinc pollution of this stream, 
 
 " Between Portage la Prairie and Winnipeg the river banks 
 .<are segmentary and'at all stages of water, except f^^^ -^ ' "« 
 <■ subject to constant and very great erosion, so t^^^^t ««' ^^^ "«»<^hs 
 .' in the year the water carries in suspension great quantities ot 
 «• finely divided clay and sand. * * ,. . :„j 
 
 "It is considered that this large quantity ot sedinientcarne^^ 
 " by the water i. at the present time its most objectionable feature. 
 My own examinations, so far as they could bo made, would 
 
 tend to endorse these views. 
 
 The chemical analyses of the Assiniboine River water ate 
 aDPendeil. (Appendix II). „ , . • u- i 
 
 ^ The solid matter contained in the water of the river is high 
 and the hardness is also high, as the r ver passes through a ine- 
 stom country. The high percentage of albuminoid ammonm is duo 
 ma?nlv t . ve./etablo pollution, such as leaves, stems and roots 
 V"a ennUter is {o.uparatively unchangeable -d < -s not 
 Xcmnpose as rapidly as animal matter, winch fact ,« shown by 
 the slmiU percentage of free ammonia contained in the water. 
 
 , x»*%'im>Kisim:,!tt.' r»mvmMt'iH i 
 
 i^»*t- 
 
•unt of the higher 
 the woods afford- 
 river for stock in 
 s are placed upon 
 sal practice of the 
 all kinds of refuse 
 it into the river, 
 id hogpens during 
 natural ravines or 
 continually going 
 I'er of the country, 
 in tlie Assiniboine 
 per square mile at 
 r ordinary circum- 
 ence in the sewage 
 ortance on account 
 le location of their 
 sroportion of stock 
 iposing of manure 
 erefore, there is no 
 ndications aie that 
 ises, most stringent 
 it a continually in- 
 
 eg the river banks 
 cept the lowest, are 
 that for six months 
 great quantities of 
 
 ot sediment carried 
 jectionablc feature.' 
 Id be made, would 
 
 e River water are 
 
 f the river is high 
 «'s through a lime- 
 loid ammonia is duo 
 H, stems and roots, 
 'able and docs not 
 icli fact is shown by 
 d in the water. 
 
 
 MMMM 
 
 MM 
 
 19 
 
 The attempts made, up to the present time, to purify the 
 Assiniboine River water have only been partly successful. The 
 filters, as already mentioned, do not operate satisfactorily, and 
 sometimes are entirely useless, 
 
 In order to render the Assiniboine River water satisfactory 
 as a public water supply it should be purified and softened. 
 
 Purification can only be obtained by the use of settling basins 
 and filters. Filters alone will not be successful. This is due, 
 partly to the irregular character of the water, being sometimes 
 quite clear, and at other times very muddy and carrying in sus- 
 pension much fibrous organic ftiatter. For the same reason it has 
 not been found satisfactory to clarify the Citissouri and lower 
 Mississippi waters by passing them through filters alone. 
 
 Settling basins, arranged so as to allow the suspended matter, 
 in its greater part, to subside, are a necessary preliminary to 
 obtaining clear water. The water must subsequently be filtered 
 so that not only the slight turbidity which will remain is removed, 
 but also the organic matter and the objectionable bacteria. 
 
 It is not neces-sary in this case to adopt slow sand filters, such 
 as are used for most of the European water supplies, as the water 
 has not a sufficiently high bacterial pollution to favor such a pro- 
 cess. Rapid mechanical filters will answer the purpose and render 
 the water, after it leaves the settling basin, entirely clear, and 
 there need be no difficulty in their operation. These mechanical 
 filters should operate under a slight head securing a constant flow, 
 rather than under high pressure and a varying flow, as at present. 
 
 ThQ water of the AssiniboVae River can bo softened, so as to 
 make it serviceable for washing purposes, by the addition of a 
 solution of lime and soda. These materials could be added while 
 the water is being pumped into the settling basin. Here the car- 
 bonates removing the hardness are precipitated, together with the 
 bulk of the suspended river silt and organic matter. The water is 
 thus partially clarified. Subsequently it is pa.ssed through filters 
 to be thoroughly clarified, as mentioned above. 
 
 It is estimated that for the purpose of clarifying a daily 
 supply of 2,400,000 gallons tho settling basins should have a capac- 
 ity for at least half this amount, i.e., 1,200,000 gallons, or 192,000 
 cubic feet. It would be well to have a division into at least four 
 basms giving each one a capacity of 48,000 cubic feet. 
 
 Allowing the water to stand 15 feet deep, each basin would 
 have an area of 8,200 square feet. They should bo covered so as 
 
 (1 
 
,1!,' 
 
 I; 
 
 20 
 
 to W pvotectea from the influence of frost. These assumptions 
 „"i'ht^require modification when the reservoir is located. 
 
 " Aftc.- passing the settling basins the w^^^J. -°"^ ^/J^^^^^^^^ 
 .ntomochallical gravity filters ^ rate f^^^^^^^^l^^;;, 
 
 LiS; ::ula «^8lJf 5„. of th. filter, would be eonimu- 
 allv out of service for cleaning. . 
 
 ^ From these filters the water would flow into the reservoir and 
 thence be pumped into the distributing system. 
 
 The water used for washing the filters and settling basins, as 
 weU I thrsediment from the latter, would be earned back into 
 
 ^^'' 'to avoid the necessity for large settling basins it has recently 
 
 been proposed to use fllte'rs having «P--"y -^«^f ?,^«^ ^S 
 "*' r r a„„i. tiU.i>rR are now m use in Elmira, iN.i.. uurmu, 
 
 T^'lT Kansas C^y Mo Whether or not they ultimately 
 
 " "Il'l';«':te of large .ettUng b«i»..ihe cost of «,. plant 
 is estimated as follows : 
 
 Land for pumping stations, settling basins, filter- ^ ^ ^^^^ 
 ing plant, etc g'.OOO 
 
 S^^EXaiulfouniationfo^machi^iery 20^0 
 
 Pulifgt'aci;ine;y.withboile;plantforpower 
 and heating, two vertical triple expansion 
 pumps and two horizontal simple .luplex ^^^^ 
 pumps . • • S 000 
 
 s^at^^^rts^s ""••'■ -°"-'"«' ■■'■■■ i^ 
 
 Mechanical filter plant ^'^^ 
 
 Drains for waste water ' 
 
 H1.S50 
 
 Contingencies and engineering, 15% __^^^ 
 
 f 103,130 
 
 -- 'tew.*t«|4*' (WvW*^ 
 
 'iSiWlW*" 
 
l.X. ^ J a i^, - . -HfJJ t A . ^- . M .«fl tf . (rttM aii . 
 
 hese assumptions 
 located. 
 
 would be lifted 
 )0 cubic feet per 
 ring 1280 square 
 eiency the rate of 
 ave estimated for 
 r. The head re- 
 would be continu- 
 
 ) the reservoir and 
 
 settling basins, as 
 carried back into 
 
 sins it has recently 
 onstructed set-tling 
 Imira, N.Y., Lorain, 
 )t they ultimately 
 ng the Assiniboine 
 ice with such filters 
 
 ;he cost of the plant 
 
 filter- 
 
 9 
 
 4,0(10 
 
 
 2,000 
 
 hinery 
 
 20,000 
 
 • > • • • 
 
 5,050 
 
 power 
 
 
 ansion 
 
 
 duplex 
 
 
 
 31,800 
 
 
 8,000 
 
 
 40,000 
 
 
 35,000 
 
 
 
 1,000 
 
 
 H1,S50 
 
 
 21,280 
 
 f 163,130 
 
 21 
 
 Assuming the use of filters with small settling compartments 
 attached, this figure would be reduced by the cost of two pumps 
 and the large settling basins, and increased by the cost oi' a g-reater 
 number of filters of larger size. The cost of this plant would be 
 about $123,000. 
 
 The chemicals required for softening the daily quantity of 
 water (2,400,000 gallons) and for precipitating the suspended 
 matter, are estimated as follows : 
 
 Lime 6720 lbs. at \ cent 316 80 
 
 Soda Carbonate, 960 lbs. ^t 1 cent 9 CO 
 
 Alum 600 lbs. at 2 cents.... 12 00 
 
 $38 40 
 
 The daily cost of operating the softening plant 
 and mechanical filters, removing the sediment 
 and organic impurities from the settling basin, 
 and repairs, is estimated at $10.00 per million 
 
 gallons, or 24 00 
 
 Pumping 2,400,000 gallons into the Distribution 
 
 Reservoir , 19 60 
 
 Daily operation of softening, filtering and deliv- 
 ering into Reservoir $82 00 
 
 Therefore, the annuiii expense for purifying and softening the 
 Assiniboine River water to the ext-^nt of 2,400,000 gallons per day, 
 and of delivering it into the Distribution Reservoir, would be : 
 
 Interest on cost of plant, at 4 per cent $6,525 
 
 Repairs and renewals of buildings and machinery, 2,000 
 Operation of softening, purifying and pumpinw, 
 
 at $82.00 per day *. 30,075 
 
 $38,6<t0 
 
 If filters with settling compartments are used, the cost of 
 the daily operation might be reduced from $82 to $75, making 
 the total annual cost : 
 
 Interest on cost of plant, at 4 per cent $4,920 
 
 Repeif's 1,900 
 
 Operation, at $75 per day 27,375 
 
 • $34,195 
 To ascertain the net expense of softening the water, as ap.ninst 
 supplying it unsoftened. bi.t passed through settling basins and 
 
 ii 
 
Ij3 
 
 i.,.Ai-.JJ~J^r-^4^U- 
 
 i i 
 
 22 
 
 filters I append an estimate for supplying purified but hard Assi- 
 "'"TLrHouut a reduction of $3,560 in the cost of the chem- 
 
 distribution reservoir would be : 
 
 Interest on cost of plant, at 4 per cent. ....... • - 55U..i»^ 
 
 RepIiS and renewals of buiUiingsand machinery 1.800 
 Operation of purifying and putrping at S30 per ^^^^^^ 
 
 day ! 
 
 $19,133 
 
 annual cost: « xTrs 
 
 Interest on cost of plant, at 4 per cent ........ • ■ » *J ^» 
 
 Repairs . . - g'loo 
 
 Operation, at $26 per day '_ 
 
 $15,968 
 From the above figures it is computed that the dai|y cost of 
 softenin. 2.400.000 g«,"-« P^ ^//X . "^ seui-^^^^^^^^^ 
 settling lasins are "f J^^^^^te^t t^^ '^^^^ ''''' o? softening 
 
 Tm ^gllloTon^^i^w!;"^^^^^ by the former method is 2.22 
 J£. and by the latter method 2.08 cents. 
 
 B.— Artesian Wells. 
 
 1 • *i,^ Umoatnne rock which underlies the City 
 Bor ngs made m tho limesto^^^^ „,entioned. It is 
 
 of Winnipe^r, Y^^^^J^!'.^^' nost cases palatable as a drinking 
 clear in appearance and m JT^ j ^ j ^^^„^ ^,f ^,,, ^,x\h 
 
 water, but \t la very ^an^ (APFJ»^»^ ^ ^^ .^ ^^ .^.tic 
 
d but hard Assi- 
 
 Bost of the chera- 
 total cost of the 
 asina, and about 
 tments. 
 
 ig is estimated at 
 I where the water 
 il be S16 per day. 
 10,950 per annum. 
 
 urifying, but not 
 ivering it into the 
 
 S6,383 
 
 lincry. l.SOO 
 10 per 
 10,950 
 
 $19,133 
 
 ied, the daily cost 
 making the total 
 
 .S 4,778 
 
 . 1,700 
 
 , . 9,*90 
 
 $15,968 
 
 lat the daily cost of 
 $53.33, when large 
 ly settling compart- 
 ihe cost of softening 
 rmer method is 2.22 
 
 h underlies the City 
 jn mentioned. It is 
 itable as a drinking 
 In some cf the wells 
 itly, but it is practic- 
 ilting the pipes, and 
 
 23. 
 
 also by the process of softening. The excessive quantity of .salt 
 which it contains is not sufficient to condemn the water for drink- 
 ing, or other purposes, as it is not due to orgahic pollution. The 
 analyses show it to be entirely free from such pollution. 
 
 From the overlying strata of itnperraeablo clay it is impossible 
 that any surface water in the City, as for instance from the streets, 
 sewers, priv -s or cemeterie.s, would penetrate into the artesian 
 water. This fact is demonstrated in the western part of the City 
 by the water rising above the .surface "of the ground when a well 
 is piped. Its source must .therefore have a higher elevation and 
 consequently be at a dLstant poinf from the City. 
 
 The analyses of the water from ilifferent wells, made at differ- 
 ent times, agree fairly well. (A.p\ ix II.) 
 
 It is stated that in no case wiiere the boring was made deep 
 enough has such a well failed to furnish water. It is also said 
 that sometimes the water has had an unpleasant taste, but *■ it by 
 sinking the well deeper this taste has dis-ippeared. 
 
 From the test made at the Canadian Pacific Railroad well it 
 was demonstrated that a continuous .supply of this water can 
 be obtained. It was also demonstrated that the water came from 
 a westerly direction, and that to collect the same, it would be 
 necessary to sink a row of wells along a line having a northerly 
 direction. 
 
 It has been remarked that the possible source of the artesian 
 water might be Lake Manitoba. While this is possible it is not at 
 all necessary for our purpose to suppose such a source, as the 
 amount which ma}' be drawn from the wells to supply the City of 
 Winnipeg might be supplied by the rainfall which soaks down 
 into the ground between this City and Lake Manitoba. The 
 iiiipprvious clay stratum overlying the limestone rock is found 
 only in the Red River Valley. Beyond it the soil is more porous. 
 The rock croos out at the surface but a few miles west of Winnipeg. 
 Between such outcroppings and Lake Manitoba there i.s abundant 
 opportunity for that part of the rainfall, which does not evaporate 
 or run off into the streams, to penetrate the ground and enter the 
 fissures of the rock. 
 
 In my opinion, there will be no great difficulty in obtaining 
 all the water recpiired for the City from this arttsian .source. It 
 is only a question as to how far north to extend the pipe line and 
 the wells to get the necessary ciuantity. For the purj^oso of milk- 
 ing an estimate of cost it has been assumed that .such an intercepting 
 f)ipe line to supply 2,400,000 gallons per day will have to be at 
 eust 5,000 feet long. 
 
 
 i- 
 
;i 
 
 24 
 
 The waler derived from this source, being always clear and 
 without oT^Inic pollution, need not be purified As its hardness 
 2Trert;bdng a Lie greater than that ot the Assimbome Rwer 
 water, it would be desirable to soften it. ,•«,•„ 
 
 No settling basins are necessary, as no preliminary clarification 
 is required Tie precipitate which is caused by the softening 
 ;^S must, howe^ver, 'be removed from t^^^.^.^^ 
 miner mechanical filters for this purpose, cloth filters will answer 
 ri?fr nnH hP ess exoensivc. Such cloth filters have been used 
 t sevSalye in ^eVa^^ plant at Southanipton 
 
 EngS an^d to clarify the Spring Valley water supply of San 
 
 ^'^TisVssible that some use might be found for the material 
 wV^ioVi is strained out by the filters, but it is more probable that 
 It itt t vThave to b^e stored upon the ground near Uie work. 
 From 2!loO,000 gallons of water there would ba about six cubic 
 yards of precipitate. (Appendix 111). 
 
 The water used for washing the filters and washing out the 
 preciptatrwoiJd have to be removed in a sewer or dr.«n to be 
 precipiiaie, v> u ^„ . . ^g^ks are bcated north of the 
 
 K^tt,n°G oLT,'th:draiLtu7d°^ into the ditch now 
 runmn' aJong^e of the Selkirk Branch of the Canadian Pacitic 
 Sway or would have to be built to the Red River. 
 The cost of this plant is estimated as follows : 
 Land for pumping station, softening plant and ^^^^^ 
 wells " ' j'gQQ 
 
 5rKl°^/itrconnecting'pii>e.' laid in a brick con- ^^ ^^ 
 Buildings forpumVs,' boilers, 'fuel and softening ^^^^ 
 
 Chim^itj'and foundations "for" machinery 3,600 
 
 Softening plant and filters :;.• u' m" " 
 
 Two horizontal triple expansion pumps, with boiler 
 
 plant for power and heating, ete l/.'J^ 
 
 Drains for waste water • 
 
 Deposit tank for precipitate ' ' ""'^^^ 
 
 SU0,760 
 Contingencies and engineering, 15 per cent, ^1.120 
 
 $161,870 
 
 'i.t 
 
 ■Hi 
 
 V> 
 
Iways clear and 
 
 As its hardness 
 
 .ssiniboine River 
 
 inary clarification 
 )y the softening 
 ftter. Instead of 
 liters will answer 
 have been used 
 at Southampton, 
 ir supply of San 
 
 for the material 
 
 ire probable that 
 
 near the works. 
 
 ba about six cubic 
 
 washing out the 
 it or drain to be 
 ited north of the 
 ito the ditch now 
 
 Canadian Pacific 
 ,iver. 
 
 s : 
 
 it and 
 
 $3,500 
 
 1,500 
 
 ;k con- 
 
 57,500 
 
 'tening 
 
 25,000 
 
 3,600 
 
 25,000 
 
 li boiler 
 
 17,750 
 
 5,000 
 
 2,000 
 
 $140,760 
 cent, 21,120 
 
 $161,870 
 
 I 
 
 25 
 
 The chemicals required for softening the daily quantity of 
 water (2,400,000 gallons) and for precipitating the suspended mat- 
 ter, are estimated, according to Dr. Hutton's data (Appendix III), 
 using the average amounts of chemicals given by him, as fol- 
 lows : 
 
 Lime 7800 lbs. at I cent $19 50 
 
 Soda carbonate, 1080 lbs at 1 cent 10 80 
 
 Alum 600 lbs. at 2 cents 12 00 
 
 $42 30 
 
 Labor for the softening plant and for repairs. ... 12 00 
 Pumping 2,400,000 gallons from the wells into the 
 tanks (maximum lift) at the city distribution 
 pumping station '. 12 00 
 
 Daily operation of softening and delivering into 
 
 reservoir $66 30 
 
 Therefore, the annual expense of softening the artesian well 
 water, to the extent of 2,400,000 gallons per day, and of delivering 
 it into the distribution reservoir, would be : 
 
 Interest on cost of plant, at 4 per cent s . . $6,476 
 
 Repairs and renewals of buildings and machinery 1,500 
 Operation of softening and pumping, at $66.30 
 
 per day 24,200 
 
 $32,175 
 
 To ascertain the net expense of softening this water, as 
 against supplying it unsoftencd, I append an estimat' of cost for 
 supplying it in its natural condition. 
 
 There would be a deduction of $54,470, for decrease in the 
 necessary land, size of buildings, puni[)ing and softening machinery, 
 drains, deposit tank, and foundations. The total cost of the work 
 is estimated at $107,400. 
 
 The average daily cost of pumping, maintenance and delivery 
 into the reservoir at the pumping station, is $12.00, or $4380 per 
 annum. 
 
 Therefore, the annual expense of delivering the natural artesi- 
 an well water into the distribution reservoir would be : 
 
 Interest on cost of plant, at 4% $4,296 
 
 Repairs and renewals 1,000 
 
 Pumping, at $12 4,380 
 
 $9,C70 
 
 —*»..-, 
 
nii ii r i nwn n iw r tn ii 
 
 ,! 
 
 26 
 
 From the above figures it is computed that the daily cost of 
 softening 2,400,000 gallons per day will be S6L64 Theretore, the 
 cost of softening 1,000 gallons ot artesian well water is 2.57 cents. 
 
 C— Poplar Springs, 
 
 These springs are located to the north of the City and 17i 
 miles therefrom. They have an elevation of 8 feet above the City 
 The territory between is flat, as shown by the prohle attached 
 hereto (Plate II), the greatest rise being 16 teet above the e.evation 
 of the City, at 11 miles therefrom. • • ti 
 
 The quantity of water, as gauged at the large spring in July, 
 is about 2,800,000 gallons per day. It may be less later in the 
 
 season and in the winter. , , . ■. • l i 
 
 As stated above, it is probable that by bormg and intercept- 
 ing, a much larger quantity of water of a similar character could 
 be obtained. It is certain that the quantity first demanded by the 
 City can be secured from the large spring alone and later, by 
 reaching the other springs, or by intercepting sufficient artesian 
 water between the springs and the City, the future average amount 
 of 6 000,000 gallons per day can ba obtained. 
 
 The water of the Poplar Springs is very clear, without organic 
 pollution, and need not be purified. Its hardness is not as great as 
 that of the city artesian water, nor as great as the Assmiboine 
 River water, and according to Dr. Kenrick its hardness is only 
 temporary and can be removed with lime alone. (Appendix 11.) 
 
 While it is by no means a soft water, it might perhaps be 
 considered sufficiently soft for ci^y use. Fo^rwashmg purposes it 
 would be desirable to add some soda to it This should be done 
 The day before using it. so that the precipitate will settle, the clear 
 water can be poureS off for use. and the sediment thrown away 
 
 If subjected to a softening pro. . ss by the City, the works 
 should be located near the springs. The water would .there be 
 lifted into a softening basin, receive the necessary chemicals and 
 be filtered through cloth, as in the case of the artesian well water 
 The water used in washing the filters could be led into a ditch 
 near by. which now carries off the water of the springs. 
 
 The distance from the City necessitotes the laying a conduit 
 
 to it from the springs. It would be sufficiently large and durable 
 
 o carry not onlv the quantity of water at once required, but the 
 
 future quantity of 6,000.000 gallons per day. or 11.14 cubic feet 
 
 ^^' ^Wooden stave pipe, if it is constantly under pressure, is. I 
 believe, as good, in your climate and conditions, as iron pipe. It 
 
 nnn i mHWiWBa 
 
-.■^. .. ..—jt ^ N'i^ y; * 
 
 t the daily cost of 
 J*. Therefore, the 
 cater is 2.57 cents. 
 
 f the City and 17 J 
 ;eet above the City, 
 le protile attached 
 above the e.evation 
 
 arge spring in July, 
 be less later in the 
 
 oriiig and intercept- 
 ilar character could 
 st demanded by the 
 ilone, and later, by 
 y sufficient artesian 
 ure average amount 
 
 ear, without organic 
 3S3 is not as great as 
 , as the Assiniboine 
 ts hardness is only 
 e. (Appendix II.) 
 1 might perhaps be 
 
 washing purposes it 
 'his should be done 
 
 will settle, the clear 
 ent thrown away, 
 be City, the works 
 iter would there be 
 ssary chemicals and 
 
 artesian well water. 
 Id be led into a ditch 
 le springs. 
 
 ;he laying a conduit 
 ly large and durable 
 ce required, but the 
 
 or 11.14 cubic feet 
 
 uider pressure, is, I 
 ns, as iron pipe. If 
 
 27 
 
 under pressure and not painted, the wood remains saturated, the 
 sap is removed and decay postponed, if not entirely prevented. 
 Such pipe will readily stand 100 feet pressure. The .steel bands 
 used should be of the best material, of ample strength and care- 
 fully made. They should be well coated with properly prepared 
 asphalt. 
 
 The total length required is about 92,400 feet, or 17.5 miles. 
 The diameter should be 36 inches. The loss of head in this conduit 
 due to friction is assumed at 0.329 per thousand, when carrying 
 6,000,000 gallons per day, and 0.064 ger thousand when carrying 
 2,400,000 gallons per daj*. In case a stave pipe is used, the friction 
 might be slightly reduced. 
 
 The necessary total lift to deliver the water of the springs 
 into the City's reservoir is 31.5 feet for 6,000,000 gallons daily, 
 and 11 feet for 2,400,000 gallons daily, not considering the special 
 lift for the softening process, which is 10 feet additional in each 
 case. 
 
 There would probably be several summits in the pipe at which 
 air-escape valves would be required. It is estimated that the top 
 of the pipe is covered with at' least six feet of earth to prevent the 
 water from freezing. The conduit would discharge into the dis- 
 tribution reservoir in the City, fvora which, as in the other cases, 
 the water would be pumped into the City mains. 
 
 The cost of plant is estimated as follows : 
 Lund for pumping station, softening plant, 
 
 springs and pipe line $ 1,200 
 
 Preparing grounds 500 
 
 Developing springs, well, etc 3,000 
 
 Buildings for pumps, boilers and softening plant 25,000 
 
 Chimney and foundation for machinery 3,500 
 
 Dwellings for men 2,500 
 
 Softening plant and filters 25,000 
 
 Two horizontal compound condensing engines 
 
 and two simple high pressure engines with 
 
 boiler plant for power and heating 18,250 
 
 92,400 feet of 36 in. stave pipe, including valves, 
 
 etc 388,000 
 
 Deposit tank for precipitate 2,000 
 
 468,950 
 Contingencies and engineering, 15 per cent .... 70,340 
 
 $539,290 
 
mm-titmttmimMfi- ■ 
 
 28 
 
 Although requiring a smaller quantity of chemicals, the cost 
 of softening would bfi nearly as much as softening the artesian 
 well water, owing to the fact that but few parts of the plant could 
 be reduced in size. 
 
 The chemicals required, according to Dr. Button's average 
 fi(Tures, for softening the daily average quantity of water (2,400,000 
 gallons) and precipitating the suspended matter, soda being omit- 
 ted in this case, are estimated as follows : 
 
 Lime, 6,6001bs. at i cent S16.50 
 
 Alum, 600 lbs. at 2 cents 12.00 
 
 $ 28.50 
 
 Daily cost of operating the softening plant, and 
 
 repairs 1-00 
 
 Pumping water from the springs into the tanks 
 
 and conduit (maximum lift) 24.00 
 
 Daily o^^eiation of softening and delivering into 
 
 City reservoir > $64.50 
 
 Therefore, the annual expense of softening the Poplar Springs 
 water, to the extent of 2,400,000 gallons per day, and of delivering 
 it into the city distribution reservoir, would be : 
 
 Interest on plant, at 4% • ^^^'"^J^ 
 
 Repairs and renewals of buildings and machinery. 1,500 
 Operation of softening and pumping, at $64.50 
 
 per day • • 23,543 
 
 $46,615 
 To ascertain the net expense of softening this water, as against 
 
 supplying it unsoftened, I append an estimate of cost for supplying 
 
 it in it3 natural condition. 
 
 There would be a deduction of $51,990 for decrease of size of 
 
 buildings, in the number of pumps and omis.sion of softening 
 
 plant, etc. The total cost of the work is estimated at $487,300. 
 The average daily cost of pumping, maintenance and delivery 
 
 into the city distribution reservoir is $18, or $6,570 per annum. 
 Therefore, the annual expense of delivering the natural Poplar 
 
 Springs water into the city distribution reservoir would be : 
 
 Interest on cost of plant, at 4% $19,492 
 
 Repairs and renewr.ls 1.00^' 
 
 Pumping, at $18 psr day 6,570 
 
 $27,062 
 
 i Miuml i iiim— ti l l 
 
29 
 
 chemicals, the cost 
 'tening the artesian 
 ts of the plant could 
 
 r. Button's averajje 
 y of water (2,400,000 
 ber, soda being omit- 
 
 $16.50 
 
 12.00 
 
 $ 28.50 
 
 at, and 
 
 12 00 
 
 ; tanks 
 24.00 
 
 ng into 
 
 $64.50 
 
 jg the Poplar Springs 
 lay, and of delivering 
 3e : 
 
 $21,572 
 
 lachinery. 1,500 
 at $64.50 
 23,543 
 
 $46,615 
 this water, as against 
 I of cost for supplying 
 
 for decrease of size of 
 )mis.sion of softening 
 mated at $487,300. 
 ntenance and delivery 
 $6,570 per annum, 
 ing the natural Poplar 
 I'voir would be : 
 
 $19,492 
 
 1,000 
 
 6,570 
 
 $27,062 
 
 From the above figures it is computed that the daily cost of 
 softening 2,400,000 gallons per day will be $53.57. Therefore, the 
 co.st of .softening 1,000 gallons of Poplar Springs water is 2.23 
 cents. 
 
 D, — Winnipeg River, 
 
 The only object in considering^ this somewhat distant source, 
 lay in the reputed natural purity and softness of its water. 
 Instead of draining a limestone country, its water passes through 
 a country of azoic rockp, such as granite and gneiss, which do not 
 contain minerals that by solution materially harden the water. It 
 is only necessary to tap the river and bring the water in its 
 natural state into the City. 
 
 The nearest point at which it can be reached is above the 
 mouth of the Whitemouth River, a tributary fi'om the south, and 
 about 54 miles from the City. 
 
 It has been suggested to go below this point and take the 
 water from Lac du Bonnet,- requiring a conduit perhaps 10 miles 
 longer and a corresponding loss of head by friction. The only 
 justification for this suggestion would be the advantage of allowing 
 the suspended matter to settle in the lake by the reduced velocity 
 of the water in pa.ssing through it, and thus to get clearer water. 
 The turbidity of the water, existing during the latter part of 
 the summer, is, however, mainly caused by very fine and light 
 particles of vegetable matter, and most of these would probably 
 remain in suspension, unless the water came to an absolute rest, 
 which it does not. The additional expense of going to Lac du 
 Bonnet would therefore not be justified by getting at best but a 
 very slight improvement in the clearness of the water during a 
 .short time in the summer. A .survey was therefore made from 
 Brokenhead River to the nearest point where the river could be 
 reached. Between the City and Brokenhead River the territory 
 was sufficiently well known. 
 
 The character of the water cannot vary much between the 
 mouth of the English River and Lac du Bonnet, excepting that the 
 Whitemouth River might somewhat decrease the purity below its 
 mouth. Between the English and Whitemouth Rivers there are 
 many rapids and falls, as well as bend.s, which vertically and 
 laterally so thoroughly mix the water that its quality can be 
 considered the .same anywhei'e in the current. The velocity being 
 rapid th(! water must retain fine matter in .suspension. 
 
 f 
 
If 
 
 1: I 
 
 mill 1 1 li iiinaMBIfaflatfc. 
 
 
 :fi:: I 
 
 30 
 
 The best point at which to take the water for the City is just 
 above the mouth of the Whilemouth River. The Winnipeg River 
 was examined as far up as three miles beyond this point. 
 
 The water was carefully scrutinized It had a distinct 
 brownish-yellowish color, was slightly turbid and full of hne 
 suspended matter, which was evidently of vegetable ongia The 
 water was frequently tasted. Its taste was not pleasant, and in- 
 variably slightly bitter, which is usual in waters containing much 
 vegetable matter. No doubt for perhaps 9 or 10 months in the 
 year this water is clear and very palatable. 
 
 Samples for analysis were taken near the point where an 
 intake should be placed, and they well represent the average char- 
 acter of the Winnipeg River water at that time The analyses 
 flnpendix II) show a moderately good water, but a very high 
 ptrSage of albuminoid ammonia, several times the quantity 
 EtTs considered permissible in England for the dnnking water 
 of that coui.try. But this high percentage, as already stated, is 
 L to vegetable matter and is explained by the large areas of 
 forests an3 muskegs situated on its drainage area. The very small 
 percentage of free ammonia indicates almost no pollution by animal 
 
 matter. i ^ -i. 
 
 The plan (Plate III) and profile (Plate II) show the territory 
 over whic^h the water wiuld \Le to be brought to the City The 
 elevation of the Winnipeg River where it could be tapped is 843 
 feet above sea level. The lowest elevation at which a pipe line 
 could cross the high land between the Winn peg -"d Brokenhead 
 rivers is 940 feet, or 97 feet above the Winnipeg River. Frmn 
 this point the pipe would fall 163 feet to the City reservoir, f he 
 total length of pipe is about 285.000 teet. or 54- miles. 
 
 The pipe should be sufficiently large and durable to carry, as 
 cumated .efore, 6,000.000 gallons per day, or 11.14 cubic eefc per 
 second. Due to the different gradients available, the diameter 
 would be thirty inches from the Winnipeg River to Birds HiU, 
 and 28 inches thence to the City. 
 
 The loss of head in this conduit due to friction is assumed at 
 0784 per 1,000, when carrying 6,000,000 gallons per day. and at 
 145 per l.OOO when carrying 2,400,000 ga Ions per day. If stave 
 pipe h used, the friction may be slightly reduced. 
 
 There would be nuu.erous summits on this pipe line where air- 
 escape valves would have to be provided. The pipe is supposed 
 to be laid in the ground so that the minimum earth covenng would 
 be Ci feet, or .so that its centre would be 7^ feet below the 
 surface to prevent the water from freezing. The pipe would, 
 
 ! 
 
 i nwKii a Mm i iiiwmiiMWtf 
 
I 
 
 f for the City is just 
 rhe Winnipeg River 
 this point. 
 
 It had a distinct 
 d and full of fine 
 igetable origin. The 
 not pleasant, and in- 
 ers containing much 
 
 or 10 months in the 
 
 the point where an 
 !nt the average char- 
 time. The analyses 
 er, but a very high 
 times the quantity 
 the drinking water 
 IS already stated, is 
 the large areas of 
 irea. The very small 
 
 pollution by animal 
 
 I) show the territory 
 rht to the City. The 
 lid be tapped is 843 
 t which a pipe line 
 peg and Brokenhead 
 tinipeg River. Frcm 
 
 1 City reservoir. The 
 5+ miles. 
 
 . durable to carry, as 
 >r 11.14 cubic feet per 
 iilable, the diameter 
 River to Bird's Hill, 
 
 friction is assumed at 
 Ions per day, and at 
 Ions per day. If stave 
 uced. 
 
 is pipe line where air- 
 The pipe is supposed 
 n earth cove-ing would 
 5 7^ feet below the 
 a. The pipe would, 
 
 31 
 
 as in the other projects, discharge into the distribution reservoir 
 in the City. 
 
 It is found that the necessary total lift to deliver the water 
 of the river into the City's reservoir, is 146 feet for 6,000,000 
 gallons daily, and 106 feet for 2,400.000 gallons daily. 
 
 There is an ample quantity of water and depth of fall at the 
 proposed intake to allow the pumping to be done by water- 
 power. Yet, to build works for this purpose alone, and which 
 would operate economically and without failure at both high and 
 low water stages, would be a more expeHbive undertaking than 
 to erect a steam pumping plant and use as fuel, wood which 
 abounds in the neighborhood. 
 
 The cost of th's plant is estimated as follows : 
 
 Land for pumping station and pipe line S 2,600 
 
 Preparing ground and roads 1,500 
 
 Intake works, well, etc . , 1,000 
 
 Building for pumps and boilers , 6,000 
 
 Chimney and foundations 1,000 
 
 Dwellings for men 2,000 
 
 Two horizontal triple expansion engines, 
 
 with boilers 19,500 
 
 Pipe line to City, 34 miles 1,246,700 
 
 1,280,300 
 Contingencies and engineering, 15 percent.. 192,100 
 
 $1,472,400 
 The pnnual expense of delivering the Winnipeg River water 
 to the extent of 2,400,000 gallons per day, into the City dis- 
 tribution reservoir would be : 
 
 Interest on cost of plant, at 4 per cent $58,895 
 
 Repairs and renewals of buildings, pipe line and 
 
 machinery 2,000 
 
 Pumping, at $25 per day 9,125 
 
 $70,020 
 E. — Comparison. 
 
 It remains now to compare the several projects which have 
 just been examined, us to the quantity and quality of their water, 
 and as to their relative economy. 
 
 Both the Assiniboine and Winnipeg Rivers are so large that 
 even at fieasons of greatest drought they can supply sufficient 
 water for the City. 
 
£S^S 
 
 i4 
 
 i:;.} 
 
 32 
 
 The Poplar Springs deliver sufficient water for about 40.000 
 
 .!,« Rv Snkin<. wells along the line of the conduit this quan- 
 Sv could b^ £eKeveral «^mes. and without question furmsh 
 aufecient water for 100,000 persons. . 
 
 The artesian well supply can likewise f--V.tv7o"Sk 
 quantity. In order to obtain the same, it is only "^J.^jy f/^^J 
 2 sufficient number of wells in the western part of the City and 
 extend them in a northerly direction. 
 
 If we compare the natural waters as to P^^f ^^L^'fy-J"* 
 irrespectTve of™heir softness, we may place them in the following 
 
 °'***'' '' 1. Poplar Springs. 3. Winnipeg River 
 
 2. Artesian Wells. 4- Assmibome River 
 
 If we compare them as to softness, we must give them the 
 following order :^^^^^ 3. Assiniboine River. 
 
 2. PoplarVprings. 4- Artesian We Is. 
 
 them in the followiag order : . . • w lu 
 
 1. Poplar Springs. 3. Arte.uin Wells 
 
 9 Winnipeg River. 4. Assmibo.ne River. 
 
 Tf the hard waters are softened by a chemical process and the 
 
 projects, as follows : . 
 
 ^ 1 Poplar Springs. 3. Assmiboine River. 
 2 Arfe wells. 4 Winnipeg R.ver. 
 Theccstof softening 1.000 gallons of water in the several 
 projects is as follows : 
 ^ 1. Assiniboine River 2.22 cent . 
 
 2. Poplar Springs ^^'^ «^"J«- 
 
 3. Artesian wells 2.57 cents 
 
 ■ These differences of cost are .so slight as to have hardly any 
 
 woiffht in deciding upon the preference. , „. u,,„ 
 
 The "ost of softening any of the Winnipeg waters a^ here 
 
 determined, is not so gi4t. in -y. ^-^'^.'^t in^E^d. U 
 
 adoption, although it "^"^V^'^Llllons Ttrr per day the est 
 ftfainilyof five persons use 300 gallons. uw^^^^^^ cent per day. 
 
 t^*iSM'' 
 
 L 
 
"-''"-^ ■■'j'BJiy.'-'?'«'S™^SK -, 
 
 er for about 40,000 
 ! conduit this quan- 
 ut question furnish 
 
 rnish the required 
 y necessary to sink 
 art of the City and 
 
 lo palatability, but 
 em in the following 
 
 ipeg River. 
 
 iboine River. 
 
 must give them the 
 
 iboine River, 
 ian Wells. 
 
 iiess of these waters, 
 3I i lolined to place 
 
 lian Wells, 
 liboine River, 
 lical process, and the 
 Ul consider the order 
 bhfulness of all four 
 
 niboine River. 
 
 mipeg River. 
 
 water in the several 
 
 2.22 cents. 
 2 2M cents. 
 3.57 cents. 
 I to have bardly any 
 
 lipeg waters, as here 
 I, as to prevent it.s 
 cost in England. If 
 ater per day tbe cost 
 in one cent per day. 
 ;ess would reduce tbo 
 
 
 33 
 
 carbonate of lime from 28 to 17 grains per gallon, a reduction of 
 11 grains. If we assume approximately that each grain of car- 
 bonate of lime per gallon increases the amount of soap necessary 
 for 100 gallons by 2 ounces, then, if sufficient soap is ordinarily 
 added to make the water soft, the softening process proposed for 
 the City would save IJ pounds of soap per 100 gallons of water 
 used for washing purposes. 
 
 Comparing the projects as to cost, I shall state them, fir.st, in 
 the order of the necessary capital which must be expended at the 
 outset, to deliver the water into the city reservoir : 
 
 NATURAL WATERS : 
 
 1. Artesian Wells 8 107,400 
 
 2. AssiniboineRiver, filtered, ($119,440),... 159,-570 
 
 3. Poplar Springs 487,300 
 
 4. Winnipeg River 1,472,400 
 
 SOFTENED WATERS : 
 
 1. Artesian Wells S 161,870 
 
 2- Assiniboine River, filtered, (S123,000) .... 163,130 
 
 3. Poplar Springs 539,290 
 
 The figures given in parenthesis cover the cost of u.sing filters 
 that have settling compartments attached to them, thus obviating 
 the use of large settling basins. 
 
 The Artesian well project, it will be seen, requires tho least 
 outlay, both when the water is softened, and when it is delivered 
 in its natural state, excepting in the case where settling compart- 
 ments are substituted for large settling basins in the Assiniboine 
 River soft water project. 
 
 Secondly, the.se projects are given in the order of annual 
 expense, including both interest on outlay and cost of operation. 
 
 NATURAL WATERS ; 
 
 1. Artesian Wells S 9,670 
 
 2. Assiniboine River, ($15,968) 19,133 
 
 3. Poplar Springs 27,062 
 
 4. Winnipeg River 70,020 
 
 SOFTENED WATERS. 
 
 1. Artesian wells $32,175 
 
 2. Assiniboine River ($34,195) 38,600 
 
 3. Poplar Sprnigs 46,615 
 
 This comparison indicates that the artesian well supply is the 
 least expensive, whether natural or softened water is supplied. 
 
 j^mjttmttmt 
 
 
J, ^j^-f^i^ni^UaiiieBr- 
 
 S4 
 
 XI 
 
 NcxtinoiJerisfche Assiniboine River supply. Using small set- 
 Sing compartments attached to the filters the annual cos^s 
 reduced several thousand dollars. Owing to tl^7°«»«^hat ex^en- 
 
 mental character in the use of such ('"'"P*'.^™^"*'^' / PT^J^Ji^or 
 ever at the present time to use the larger figure for comparison. 
 
 The greater cost of the Assiniboine River project is accom- 
 panied also with the disadvantage, that in its naturd state the 
 water is obiectionable at certain seasons ok the year and that the 
 7uture may see H ,nore or less polluted. While filtration should 
 "e^ovethfs olfaction almost entfrely, the l-^ent danger will never 
 theless still exist, and conscientious care and attention must be 
 exeSed to overcome it. No such danger exists in the artesian 
 
 water. , . . ^„i„ 
 
 It therefore appears t^^^the artesian supply is not on^7 
 cheaper, but also safer to use. than that obtained trom the Assini 
 boine River. , , 
 
 In view of the advantages of soft over hard water as stated 
 in the in roduct on. the small expense per family v.ould surely not 
 be resisted! and I shall assume that you will prefer the supply of 
 softened water. 
 
 UI. 
 DISTRIBUTION SYSTEM, 
 
 Aflpr the water, soft and clear at all times is deUvered into 
 the city reservdr. i is then necessary to distribute it m such a 
 manner as to furnish the citizens with the quantity they need and 
 also with a fire pressure. 
 
 It has already been said that for reasons of economy ^iro 
 t,reJure should Cfurnished only when required. At other times 
 Pressure shouM be mo.lerate Jnd reduced to a minimum during 
 the fatter half of the night. (Appendix IV A.) 
 
 The quantity of water consumed is greatest during the day 
 and leastTuring the night. The pipe and pumping system must 
 Xrefo e be p^-oportioned to supvly these varying quantities 
 K Tt is ass^ume.!. that the maxUum consumption .s one and 
 three nuarter times the average; or. for a mean -uppiv "f 2.400.000 
 gallons per day. it is taken at the rate of 4.200.000 gallons per day. 
 
 mtrnm-mmntmimmmmmim 
 
 mmmmtKam 
 
- .^i^^g^f^gmMJ^/grM^iii^^fimfigafui^tg^mtxi. 
 
 Using small set- 
 ho annual cost is 
 3 somewhat ex leri- 
 its, I prefer, how- 
 3 for comparison. 
 • project is accom- 
 i natural state the 
 year, and that the 
 lie filtration should 
 t danger will, ncver- 
 attention must be 
 sts in the artesian 
 
 lupply is not only 
 led from the Assini- 
 
 rd water, as stated 
 ily \. ould surely not 
 prefer the supply of 
 
 mes, is deUvered into 
 istribute it in such a 
 antity they need and 
 
 ons of economy flro 
 ired. At other times 
 to a minimum during 
 
 jatest during the day 
 pumping system must 
 e varying quantities, 
 nsumption is one and 
 iin 'supply of 2.400,000 
 )0,000 ga'llons per day. 
 
 35 
 
 A distribution reservoir is therefore required to receive the 
 water from the softening plant at a uniform rate, to store it and to 
 enable the pumps to draw the quantity that may be required at 
 any moment. (Introductory.) 
 
 The capacity of such a compensating reservoir is assumed at 
 1,000,000 gallons. While it is usual to make this capacity greater, 
 so as. to allow of a temporary stoppage of the delivery works for 
 repairs, it is thought that the greater expense is hardly warranted 
 in your case, owing to the proposed method of collecting and soft- 
 ening the water. 
 
 A tank reservoir is sometimes used in order to allow the 
 pumping to be suspended during the night, when the draft is least. 
 But such a suspension is not advisable in your city, unless the 
 tank were placed sufficiently high to furnish fire pressure. Such 
 a height is impracticable. Pumping must be continuous, and the 
 sole purpose of the reservoir is to compensate for the irregular 
 draft. 
 
 A stand pipe is sometimes used to equalize the varying pres- 
 sures, and to relieve the pumps of sudden strains and shocks. 
 Modern pumping machinery, however, does not necessarily require 
 this safeguard, as protection can be provided in other ways. More- 
 over a stand pipe would not be advisable in your climate for other 
 reasons. 
 
 The distribution resejrvoir should be built underground, and 
 covered with masonry arches resting on piers. Its dimensions 
 have been assumed at 106 feet square and the depth of water at 
 15 feet. 
 
 The pumping station, at which the water is pumped from the 
 reservoir into the mains, should be the same as that at which it is 
 pumped from the wells to the basin of the softening plant. The 
 economy of operating a combined station is apparent. It should 
 be located beyond the Fair grounds and near McPhillips street. 
 
 The pumps have been estimated in duplicate and are to lie of 
 the best class, with triple expansion, so as to economize as much 
 as possible in fuel. 
 
 The pipe system starts with a twenty inch main, and conducts 
 the water to the inhabited parts of the city. 
 
 Colonel Ruttan has suggested a pipe distribution system for 
 this purpose, which I have examined and can fully approve as 
 being well adapted to give both the quantity and pressure required. 
 I can also fully «ndoi*8e his a 1 vice to have no mains smallor than 
 si.x inches in tfiameter, except in connecting two pipes from one 
 
 ■MMMMMMMlli 
 
 mi miiiiii - 
 
36 
 
 Wock to another, for which purpose a four i^^Jj P'P« «*';;^J^ ^^^^^ 
 if 1.0 lire hydrant is connected with it No tour-mch pipes, 
 however, have been included in the estimate ot cost. 
 
 Fire hydrants in your climate shouUl be of the post pattern, 
 sothatthejcanbe readily seen when snow ««;;«'« fjf f^^^^ 
 Thev should, if practicable, have a drip connection with a sewer 
 or with a small pit provided for the purpose and filled with coarse 
 
 ^"*''The lencth of pipes necessary for a population of 40,000 
 persons I ha?e estimated at 65 miles, while for a Pop« "^t'O" °J 
 ?S"rOO JersU this length might have ^^^ be in-e^^^^^^^^^ 
 ^«n^ As the buildincs are now somewhat scattered ana as iney 
 Tould tS t suppUed^ith water, excepting those at the outskirts. 
 I did not think it well to estimate a smaller mileage. 
 
 The number of valves and hydrants are given at the minimum 
 allowance raUs usually considered permissible for the above pipe 
 
 ft was stated in the Introduction that the consumption per 
 inhabiirt. particularly when the pressures wi I ^e '--^^ed^^^^^^^ 
 not be kcDt as low as the rate assumed in this report. unt..ss tne 
 water supplied to .nsumers is metered. I have theretore allowed 
 for metering the entire supply. 
 
 It should be added hero that the metres should be the piop- 
 ^rtv of the City No control could otherwise be exercised over 
 Uit^m. nof a guLnL offered that their registration was fairly 
 
 Tl? TiT T: Sr/tTb^st thatlhe^e touM t"'! 
 l^ntipaVltVol'of ^^UVloSd^n public property and 
 TeauirL the temporary removal of parts of pavements But 
 L^^thesei vice pipes are entirely in the interest and for the 
 riefit of the fesFCtive consumers, it is proper that their cos 
 should be borne by them and that these service pipes should be 
 considerSi as a diJ^ect benefit to the property. ^hc.r cost is. 
 therefore, not charged to municipal plant. , , , , , 
 
 In establishing a waterworks plant provision should be made 
 for a storehouse and repair shop, which arc necessary adjuncts to 
 
 the distribution system. ,. . .^ .• * « r,.««^ 
 
 An estimate of cost of the entire distribution «yft«'n. " Jjf 
 of which will answer for a much larger population than 40,0 
 perrons is iiven Inflow. It has been the intention to make this 
 Suate 1 b?ral, so as to fully cover all contingent expenses. U 
 
 mmm 
 

 h pipe can be used, 
 'Ho four-inch pipes, 
 f cost. 
 
 (f the post pattern, 
 covers the ground, 
 ction with a sewer 
 id filled with coarse 
 
 opulation of 40,000 
 for a population of 
 ncreased only 40 per 
 attered and as they 
 hose at the outskirts, 
 nileage. 
 
 riven at the minimum 
 )le for the above pipe 
 
 the consumption per 
 ill be increased, could 
 lis report, unless the 
 ave therefore allowed 
 
 should be the prop- 
 ise be exercised over 
 gistration was fairly 
 
 lins to the buildings 
 ,t there should be u 
 I public property and 
 of pavements. But, 
 interest and for the 
 proper that their cost 
 ervicc pipes should be 
 perty. Their cost is, 
 
 vmon should be made 
 1 necessary adjuncts to 
 
 tribution system, most 
 population than 40,000 
 intention to make this 
 ontingent e.xpensos. U 
 
 37 
 
 is of course unnecessary to lay a greater length of pipe or to 
 set more hydrants than may be required at any given time. 
 
 Distribution Reservoir $45,000 
 
 Pumping Station : 
 
 Land S 2,000 
 
 Preparing grounds 2,000 
 
 Buildings, foundations, chimneys, etc 15,000 
 
 Two hoiizontal, triple expansion, high duty 
 
 pumps 76,000 
 
 Distribution Pipes : 
 
 4,800 M 
 GOOO .. 
 12,.500 M 
 27,000 M 
 3(),.500 .. 
 54,000 I. 
 200,000 .. 
 
 18 
 10 
 14 
 12 
 10 
 •S 
 6 
 
 * 60 per ft. . 
 
 818,400 
 
 3 80 M 
 
 . 18,240 
 
 y.20 M 
 
 . 19,200 
 
 2.60 H 
 
 . 32..500 
 
 2.10 .. 
 
 . 56,700 
 
 1.70 M 
 
 . . 62,050 
 
 1..W „ 
 
 70,200 
 
 0.90 .. 
 
 . . 180,000 
 
 95,000 
 
 457,290 
 
 Valves : 
 
 3—20 inch valves, in position, at S230 S 690 
 
 486 
 472 
 1,339 
 1,584 
 2,079 
 3,2.50 
 18,981 
 
 3—18 
 4—16 
 13—14 
 18—12 
 27—10 
 50— 8 
 333— 6 
 
 II 
 II 
 II 
 II 
 II 
 II 
 
 162 
 118 
 103 
 88 
 77 
 05 
 57 
 
 Hydrants : 
 
 3.50—8 inch hydrants, in position, at $130 $45,500 
 220—6 M .. .. <- 100 22,000 
 
 $28,881 
 
 Meters : 
 
 4950— § inch meters, set in place, at $12.20 $60,390 
 
 1230—1 .. .. .. 18.30 22,509 
 
 350—1 .. .1 .. 24.40 8,540 
 
 60— li .. H M 42.00 J,520 
 
 10-2 .. H M 68.40 684 
 
 67,500 
 $703,671 
 
 $94,643 
 
#l1i^ 
 
 it: 
 
 38 
 
 Storehouse and uiBcfcine repair shop ^^'^^" 
 
 $808,314 
 Contingencies and engineering, 10 per cent. ^^'^^^ 
 
 $889,145 
 
 The annual cost of the distribution system, as above estimated, 
 will therefore be as follows : ao- -ap 
 
 Interest on $889,145, at 4 per cem^ ^o'lZ 
 
 Pumping 2,400,000 gallons per day ^^.JJJJ 
 
 Maintenance and repairs ' 
 
 $53,706 
 
 IV. 
 
 UTILIZATION OF PARTS OF THE PRESENT 
 
 SYSTEM. 
 
 The foregoing investigation has been made on the ««PPOBit^|; 
 
 that the franchise of the company now supplying the city w th 
 
 water soon expires, and that every obligation on the part of the 
 
 Citv towards the company then ceases. „ . , ^ 
 
 In such a case, the City would be free thereafter to adopt 
 
 whatever ource of supply, and to build whate^;er sptem of di«- 
 
 TributLn it might deem best for its interests. The investigation 
 
 for a new supply has therefore been made us though the present 
 
 works were wholly private. 
 
 The resu'tintr conclusions have indicated that another source 
 than the present%ne would furnish better water and at a less 
 exnense A question then arises: Cannot some P;rts of the 
 Sent works\e embodied in the better system ? 1 so there is 
 So ntcLli^y for duplicating them, and the City should buy them 
 from the company at a fair valuation. 
 
 As the pumping station of the proposed works would be in a 
 different locality, oHly the pumping machinery and hlters might 
 perhaps be utilized. . i • 
 
 The pumps operated by the company neither appear to be m 
 tirst-class^ondition, nor are they designed to do «« economical 
 work as can bo done by a higher type of machinery. At the time 
 
 ■MM 
 
39 
 
 t. 
 
 10,000 
 
 $808,314 
 80,831 
 
 $889,145 
 , as above estimated, 
 
 $35,o66 
 
 13,140 
 
 5,000 
 
 $53,706 
 
 [HE PRESENT 
 
 de on the supposition 
 plying the city with 
 )n on the part of the 
 
 e thereafter to adopt 
 latever system of dis- 
 ts. The investigation 
 ivs though the present 
 
 jd that another source 
 • water and at a less 
 it some p»rts of the 
 ^stem ? if so, there is 
 City iihould buy them 
 
 d works would be in a 
 nery and filters might 
 
 neither appear to be in 
 J to do as economical 
 ichinery. At the time 
 
 when the franchise expires, it is a question whether the present 
 pumps would be worth moving and re-erecting to perform so 
 important a duty as would be expected of them. I therefore do 
 not advise their purchase and have estimated for new machinery. 
 
 The filters are of a design which is not well adapted to the 
 purpose of removing the crystaline precipitate caused by the soft- 
 ening of the well water. Their operation would be at least 
 troublesome and expensive, and I can not recommend them as a 
 part of the new .system. 
 
 On the other hand, the pi[ ^ can largely be utilized. I am 
 informed that there are a few miles of old pipe, joined simply by 
 contact and without load. If these pipas cannot withstand the 
 increased fire pressure, they have of course little or no value in the 
 distribution .system. The other pipes, namely, those having joints 
 caulked with lead, and which constitute the major part of the 
 system, are reported to be in good condition. These pipes could 
 therefore be embodied in the new works, wherever they allow 
 sufficient circulation and pressure. Where they do not allow of 
 this, the smallest pipes could be discarded and replaced by larger 
 ones to act as feeders. 
 
 The value of the pipes of a distribution system, when they 
 have been in the ground .for some years, is of course less than the 
 value of new pipes, because their life is limited by being subject to 
 gradual corrosion. 
 
 The value of the hydrants and valves is also dependent upon 
 their actual condition, and those which are suitable might be 
 embodied in the new system. 
 
 METHODS OF PROPORTIONING THE PAYMENTS 
 FOR THE SYSTEM. 
 
 The total annual cost of supplying t' e city with 2,400,000 
 gallons of water from Artesian wells, us estimated above, is as 
 follows : 
 
 Softened and delivered into reservoir $32,175 
 
 Distributed throughout city 53,706 
 
 $86,881 
 
 HMHIP' 
 
 J- 
 
-#!B 
 
 40 
 
 At tMs plaee it U prop- '» «d^ » annual ^^l^ow^ee Jor^ ad- 
 rS^^r ^T-S^^-^Wera^rfSi *^05,881, to 
 
 cover which a revenue must be provided. , . „ . 
 
 T^is revenue is assun.ed to be met by the following pay- 
 
 ™^"*rTUpoUvatlaraepays for the water ':ised for public pur- 
 posesl-su'Jh a"t: eXang. street sprinkling, fountains, sewer 
 
 ""■"ty 'the use of meters or by estimate it is P-ticable t^^^^^^^^^^^^ 
 
 ^"rs??SSS€SraSt^: 
 
 ='rw^rw:ter!'anT,t*:rbe .0 charged in the toUowmg 
 estimates^ ^^ ^^_^^^, charge per run- 
 
 „i„,iot'„f"ne'»ren'°£S in £ro,Jt li their property, whether .t 
 is improved and water is used or not. , 
 
 ...it^t^rsf^'S^iSSSS 
 
 assessment is $2.oU. Assurainj, ^ pc added water 
 
 r;n fnnf lot should have been increased »oU by tne auaeu w«ti, 
 50 toot lot s'^o""*, ";,, ^ doubted that the real increase of value 
 
 -iTbur^^gn 1.^^^ with^:--; 
 
 Bini lar aU«^^"««' ,f"^. ^^'^ ^^^t the asses^^^e frontage is about 
 sections, it is "«"f ^J ,^3^,^^ lathis was assumed at 65 miles. 
 ZTTit Itr f t^^^^^^^ on both sides of the pipe.' at 
 
 Last 4ot00O K^^^^ f-nt'^^^ ^^'^^^ ^' '^^^"'^^^^ ^'' '^" '^''^" 
 3 Consumers to pay for the quantity of water they use. 
 There can be no question as to the propriety of paying in pro- 
 
 valuable commodities. 
 
 iMBI 
 
 4^ 
 
"" "'T l ' j . 
 
 al allowance for ad- 
 h I place arbitrarily 
 iture of $105,881, to 
 
 r the following pay- 
 used for public pur- 
 :lins, fountaiKS, sewer 
 
 s practicable to deter- 
 1. As the water does 
 purposes, it might be 
 arae at the cost of the 
 rged in the following 
 
 innual charge per ruii- 
 ir property, whether it 
 
 ater main adjoins a lot, 
 and the cause of such 
 tor instance, the lot has 
 ;s per foot, the annual 
 interest, the value of a 
 50 by the added water 
 le real increase of value 
 bo charge corner lots for 
 :tiou should be made on 
 of the house line. This 
 ible that a second house 
 I feet. With this, or a 
 )n for the street inter- 
 issable frontage is about 
 was assumed at 65 miles, 
 both sides of the pipe,* at 
 ail able for this charge, 
 ity of water they use. 
 opriety of paying in pro- 
 good water supply, and 
 it of water used. The 
 in America and Europe 
 )f measuring gas or other 
 
 41 
 
 Assuming that you will adopt this modern and just mode of 
 charging consumers, a rate per 1,000 gallons should be fixed ; but as 
 mentioned in the Intoductory, each consumer should be charged 
 with a minimum price, irrespective of the quantity consumed, and 
 pay the meter rates only for excessive quantities. 
 
 You will best know what you would prefer to state as a 
 minimum rate, or how to adjust it. For purposes of estimate I 
 shall assume that it is placed at 30 gallons per head per day. This 
 quantity of water is nearly equal to that used per inhabitant in 
 London, England. It should therefore be sufficiently liberal. On 
 the other hand, if we compare it with the cousumption per in- 
 habitant in the United States, it cannot be considered too liberal, 
 and therefore a hardship upon the poorer classes. The average 
 private consumption per head will be much greater, and, so far as 
 the income is concerned, I think it can safely be placed at 60 gal- 
 lons per head. 
 
 The works as estimated are to serve 40,000 persons. There- 
 fore, the revenue should be based upoL> this number. This 
 population, however, will not be served for a number of years after 
 the works have been built. Therefore, an allowance should be 
 made to cover the deficiency in the revenue. This purpose is 
 served, I think, by proportioning the charge against consumers 
 among 33,000 inhabitants, or, assuming 5 jpersons to the family, 
 among 0,600 families or water takers. There is at present a 
 smaller number within the territory to be furnished with water ; 
 but there may be 8,000 families when the population taking water 
 reaches 40,000 persons. 
 
 From what has been said regarding the method of paying for 
 the works and for the water to be furnished, it is seen that the 
 income is to be deri 'ed from three sources, the City at large, the 
 abutters and the consumers. The City at large is charged for 
 water, because it does not need to be softened, at a smaller rate 
 than the consumers, on whose account the entire supply must be 
 softened. 
 
 The following statement shows the probable income per 
 annum : 
 
 1. City at large: 
 
 200,000 gallons per day at 12.5 cents per M ... . $ 9,125 
 
 2. Abutters: 
 
 400,000 feet frontage at 5 cents per foot 20,000 
 
 m 
 
42 
 
 3. Consumers (average) : 
 
 33,000 persons at 60 gallons, or 1,980,000 gallons 
 
 pel- day at 15 cents per M 108,o65 
 
 4. Lost, or not chargeable. 220,000 gallons 
 
 8137,680 
 Therefore, the annual charges would probably be $137,680. 
 It is thus seen that the charges apparently exceed the cost by 
 over 30 per cent. In an enterprise like this one. haying a few 
 uncertain^ factors, it is a good business P^nciple to res jt «p^ 
 safe basis. It is better to assume high rates, ^'^h a prol«ib.hty ot 
 reducing them in the future, than to resort to t-e unpopular 
 necessity of i'-creasing them. 
 
 The rates can be practically reduced at any time by a "owing 
 a discount -or prompt payment. The following statement shows- 
 the resu"t when 20 per cerit is allowed the abutters and consumers 
 for thts prou.ptness,^nd supposing that every one were to avail 
 himself of the privilege : 
 
 ^.^ . , $ 9,125 
 
 City at large ^^^^^ 
 
 Abutters ■ ^.r. 041 
 
 Consumers (average) ______ 
 
 $111,969 
 
 While this figure still exceeds the estimated cost, it js wise to 
 keep it in exce.ss, "patticularly at the beginmng of the period when 
 the water takers are comparatively few and the outlay is great 
 In flct the privilege of a discount should depend upon the actud 
 tacc, line P"J^' S , ., amount of the discount should be 
 
 Tntuy flfed 4thTci';^(S»dl, in aecord»nce with the necea.- 
 ities of the case. 
 
 It was stated to me that many of the P°°'«\ *^";"'f "^ 
 furnished with hard water by watermen at the rate of 2o cents 
 n^ barrel which is furthef said to last them about a week. 
 &s thev pay about $12 per annum. For the same money 
 Sie city c^n furnish them with many times this quantity of clear 
 and soft water throughout the year. 
 
 Let us suppose that a family does not use more than 30 
 gallons per head or in all 150 gallons per day At this rate 
 C woS d consume 5*,750 gallons per annum. They may choose 
 toTake advantage of a 20% discount for prompt payment or not. 
 
 ■M 
 
 L. 
 
lions 
 
 108,555 
 
 S137,680 
 
 bly be $137,680. 
 
 exceed the cost by 
 
 one, having a few 
 
 >le to rest it upon a 
 
 ith a proUability ol: 
 
 to t'^e unpopular 
 
 ly time by allowing 
 ig statement shows 
 [iters and consumers 
 J one were to avail 
 
 ....% 9,125 
 
 16.000 
 
 86,844 
 
 $111,969 
 
 ,ed cost, it is wise to 
 of the period, when 
 the outlay is great, 
 end upon the actual 
 e discount should be 
 ,nce with the necess- 
 
 poorer families are 
 the rate of 25 cents 
 them about a week. 
 • the same money 
 ihis quantity of clear 
 
 »t use more than 30 
 day. At this rate 
 1. They may choose 
 (rapt payment or not, 
 
 43 
 
 provided the city can give this reduction. They may reside on a 
 25 foot, or on a 50 foot lot. The annual payments und these four 
 conditions would be as follows : 
 
 50 foot lot,— 
 
 No discount .' $10 71 
 
 Discount 8 57 
 
 25 foot lot,— 
 
 No discount 9 46 
 
 Discount ^ 7 57 
 
 It is thus seen that the poorer classes would have but a 
 moderate rate to pay, and get an ample supply of water therefor. 
 
 I have assumed a constant meter rate, whether the consump- 
 tion is lai-ge or small. Sometimes large consumers are given a 
 lower rate. This practice, however, is not just to the small con- 
 sumers, ajs the cost of furnishing the water is practically the same 
 per gallon in one case as in the other. 
 
 It should be added that the question of water supply must 
 also be considered as to its influence on fire insurance rates. If a 
 good lire pressure over the entire city can be furnished there will 
 be a marked reduction in these rates, which will somewhat offset 
 the water rates. 
 
 In conclusion, it should be said that the cost of water per 
 1,000 gallons decreases as the consumption increases. Therefore, 
 the above-mentioned rates, which have been based on a consump- 
 tion of 2,400,000 gallons per day, while they may not allow of 
 being discounted at first, they may allow of even a greater discount 
 than the one given above, when the consumption becomes greater. 
 For this reason it was not thought necessary at present to estimate 
 the actual cost of supplying water for a population of 100,000 
 persons. 
 
 It must also be stated that, as instructed, no allowance has 
 been made for a sinking fund to pay off the debt which must be 
 incurred for the works. As the machinery and other perishable 
 parts thereof must in time be replaced, new appropriations will be 
 therefore required. 
 
 Thei8 have been several assumptions made in this report 
 merely for the purpose of illustrating certain features or con- 
 clusions. It is practicable for you to change those assumptions 
 which do not pertain to strictly engineering questions if, in your 
 
44 
 
 wisdom, othera would bettor accommodate the citizens. I t^u^t that 
 I have stated such cases with sufficient clearness so that^^^ 
 whatever change you might make, you can still follow my 
 anniment to its legitimate conclusion. 
 
 Respectfully presented, 
 
 RUDOLPH HERINO. 
 
 Attached to this report arc j 
 
 Appendix I,— Canadian Pacific Well Test; 
 II,— Chemical A.nalyse3 ; 
 III,— Dr. Button's Report on Softcnirg 
 Winnipeg Waters. 
 
 " IV, — Assumed Data and Prices. 
 
 Plate I, -Profiles of Artesian Wells; 
 «. II,— Profile of Conduit to Poplar Springs; 
 
 Profile of Conduit to Winnipeg River; 
 « III, Plan showing Conduit Lines. 
 
 ^-UJt 
 
 mmmm 
 
 mmm 
 
iizens. I trust that 
 less, so that, with 
 i still follow my 
 
 ed, 
 
 OLPH BERING. 
 
 Test ; 
 
 I Softcnirg 
 
 !S. 
 ) 
 
 ir Springs; 
 lipeg River; 
 
 es. 
 
 APPENDIX I. 
 Test of Canadian Pacific Railway Well. 
 
 Winnipeg, Ist April, 1897. 
 
 From 18 o'clock, March 27th, until IS o'clock, March 2Sth, no 
 water was pumped, and at the end of this time the water in large 
 well had risen to within a few inches of the ground level. 
 
 From 13 o'clock, March 29th, till 13 o'clock, March 30th, the 
 large Dayton pump in the engine room was kept pumping contin- 
 uous' y up to its greatest capacity, drawing water from the large 
 well, and also from the old well between engine room and car 
 shop. 
 
 The level of the water was measured each hour and is given 
 below. At the end of the 24 hours it had not gotten quite 
 down to the suction valve, as the combined flow of the two 
 wells was more than the pump could overcome. 
 
 At 12:30, March 30th, the old we'd was shut off from the 
 pump, and water pumped from the large well only, when the 
 water rapidly sank in the large well, and was kept within a 
 short distance above the suction valve for 24 hours, from I* 
 o'clock, March 30th, till 15 o'clock, March 31st. 
 
 Two tests were made to determine the slip of the pump, the 
 strokes being counted for one hour while water was pumped 
 into the tank and note taken of the volume of water pumped, 
 the first test being made when the water was just covering the 
 suction valve, and the second when there were about 12 feet of 
 water over the suction valve. These gave 1.88 and 1.78 Imperial 
 gallons respectively for each stroke of the pump, or an average of 
 1.83 Imperial gallon.s. The diameter of pump barrel is 7|", 
 stroke H", 
 
 i w i wwiiMliiwy ' 
 
 emttt^Ji'* 
 
 i. 
 
.wS^^ 
 
 .-;-([»*■ 
 
 46 
 n,irin(T the 24 hours from 13 o'clock, M«rch 29th, to 13 
 
 Durincr the 24 hours from 14 o'clock March 30th, to 1* J^idck 
 Mar^Tsist, the pump made 82,740 strokes, or an average of 57.46 
 Plr^kes pcr'minu^te. ^At 1.83 gallons f J ^^'^^^ ^'neTmLte 
 151.414 gallons per 24 hours, or about lOo gallons per mmute 
 
 The average pressure of water in the discharge FPe jj th« 
 pump was, during the first 2t I'ours' test about 50 PO»^d Per 
 square inch, and during the second 24 hourS.aboutJO pounds per 
 square inch. The pump could not be run so ^^f <>/"""» the^^sT^^^^ 
 24 hours, as during the first, as the Ap.'^ »« ^ater into the well was 
 not sufficient to keep the pu-p supplied at that pace. 
 
 Attached are tables showing the level of the water m well 
 and the speed of pump at various times during the test. 
 
 A. C. Frith, 
 
 Assistant Can. Pac. Ry. Co. 
 
 MM 
 
 mtm 
 
47 
 
 dwrch 29th, to 13 
 okes, or an average 
 r stroke this would 
 gallons per minute. 
 30th, to U o'clock 
 an average of 57.46 
 this would come to 
 jns per minute, 
 scharge pipe of the 
 jout 50 pounds per 
 bout 30 pounds per 
 jt during the second 
 er into the well was 
 it pace. 
 
 ,f the water in well 
 the test. 
 
 it Can. Pac. Ry. Co. 
 
 Distances of Water Below Platform in Well, 
 
 (Platform is 13.1 feet below the ground level.) 
 
 
 
 Water 
 
 
 
 Water 
 
 Dute. 
 
 Time. 
 
 Level, 
 Feet. 
 
 Date. 
 
 Time. 
 
 Level, 
 
 Feet. 
 
 1897. 
 
 
 
 1897. 
 
 
 
 March 29 
 
 13.15 
 
 2.25 
 
 March 30 
 
 13.35 
 
 11.92 
 
 M 
 
 14.15 
 
 4.25 
 
 11 
 
 14.10 
 
 1108 
 
 M 
 
 15.15 
 
 645 
 
 II 
 
 15.15 
 
 11.55 
 
 II 
 
 1G.15 
 
 7.84 
 
 II 
 
 16.15 
 
 1190 
 
 II 
 
 17.1i^ 
 
 8.G8 
 
 II 
 
 17.15 
 
 11.10 
 
 II < 
 
 18.15 
 
 8.76 
 
 II 
 
 21.00 
 
 8.51 
 
 „ 
 
 1£.15 
 
 8 60 
 
 M 
 
 22.00 
 
 8.66 
 
 II 
 
 20.15 
 
 S.90 
 
 II 
 
 23.00 
 
 9.69 
 
 II 
 
 21.15 
 
 8.79 
 
 ;i 
 
 24.00 
 
 10.47 
 
 II 
 
 22.15 
 
 9.33 
 
 March 31 
 
 1.00 
 
 10.76 
 
 II 
 
 23.15 
 
 9.60 
 
 II 
 
 2.00 
 
 10.84 
 
 March 30 
 
 24.15 
 
 8.89 
 
 II 
 
 3.0'.) 
 
 10.86 
 
 II 
 
 1.15 
 
 9.60 
 
 II 
 
 4.00 
 
 11.02 
 
 11 
 
 2.15 
 
 10.00 
 
 II 
 
 5.00 
 
 11.04 
 
 II 
 
 3.15 
 
 10.66 
 
 II 
 
 6.00 
 
 10.61 
 
 II 
 
 4.15 
 
 11.00 
 
 II 
 
 7.00 
 
 10.60 
 
 11 
 
 5.15 
 
 11.16 
 
 II 
 
 8.00 
 
 11.05 
 
 II 
 
 G.15 
 
 11.30 
 
 It 
 
 9.00 
 
 11.60 
 
 II 
 
 7.15 
 
 10.68 
 
 II 
 
 10.00 
 
 11.70 
 
 II 
 
 8.15 
 
 9.62 
 
 II 
 
 11.00 
 
 11.72 
 
 II 
 
 9.55 
 
 9.00 
 
 II 
 
 11.45 
 
 11.50 
 
 II 
 
 10.45 
 
 8.80 
 
 II 
 
 13.00 
 
 11.46 
 
 II 
 
 11.45 
 
 9.06 
 
 II 
 
 13.50 
 
 11.05 
 
 II 
 
 12.50 
 
 9.45 
 
 11 
 
 14.55 
 
 9.85 
 
 II 
 
 1315 
 
 11.30 
 
 
 
 
 Noi'K.— At tl.OS feot below platform the Huotlon valvo beKins to draw nlr. 
 
48 
 
 1r!l ' 
 
 Number of Strokes made by Pump. 
 
 Date. 
 
 1897 
 
 March 29, 
 
 n 
 M 
 •I 
 M 
 I 
 
 I) 
 It 
 
 March 30, 
 
 It 
 
 M 
 II 
 II 
 
 Time. 
 
 13.00 
 13.49 
 14.37 
 15.00 
 16.09 
 16.55 
 17.40 
 18.30 
 20 . 58 
 22.15 
 7.19 
 7.33 
 8.00 
 8.. '2 
 9 35 
 10.25 
 11.37 
 13 00 
 1?.40 
 
 No of 
 Strokes. 
 
 
 2000 
 4000 
 5000 
 8000 
 10000 
 12000 
 14000 
 ♦20000 
 23100 
 48500 
 49000 
 5000(» 
 52000 
 54000 
 55500 
 58350 
 G2100 
 G2950 
 
 DlitC. 
 
 1897 
 March 30, 
 
 March 31, 
 
 II 
 II 
 II 
 II 
 
 No. of 
 Strokes. 
 
 
 2240 
 6000 
 7700 
 11840 
 12000 
 29100 
 30000 
 31000 
 32000 
 34300 
 35000 
 36200 
 37800 
 40000 
 41370 
 42000 
 42600 
 
 pump Hlr^ken not counted between .i.:40 «m, U VHocU on March mh. 
 
 iiiTnitMl 
 
 ■■■■■■■■■■nMii 
 
Pump. 
 
 
 2240 
 6000 
 7700 
 11840 
 12000 
 29100 
 30000 
 31000 
 32000 
 34300 
 35000 
 36200 
 37800 
 40000 
 41370 
 42000 
 42000 
 
 cm 
 
 
 oiU on March ilOth. 
 
 ^ 
 
 e> 
 
 St 
 
 « 
 
 (5 
 
 5? 
 
 • 5! 
 
 9 
 
 
 f» 
 
 
 & 
 
 Vi 
 
 ^ 
 
 
 i 
 
 ee 
 
 t» 
 
 
 0) 
 
 o 
 
 
 .to 
 
 111 
 
 «8 5-3 
 
 1 .-^ 
 
 g 
 
 
 
 Sd 2 
 a e 
 
 00 
 
 d 
 
 i « * 
 
 £ 
 
 CS u 
 
 
 -IS P 
 
 ■V ". 
 
 S2 
 
 Edd 
 S !2 
 
 O 
 
 13 O 1(5 
 
 a 
 o 
 
 Id 
 
 
 !$ 
 
 d 
 
 i 
 
 us 
 
 T 
 s 
 
 s 
 
 .sp.s - 8 
 
 ^11 --'Sf 
 
 ^ JS u TS . 
 
 B c - w y >' 
 S o « g-o 
 S t, > -3 5 
 
 - § S 8 •? 2 
 
 <n u P .X- 5 V 
 
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 9 
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 ct: 
 
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 CO 
 
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 d 
 
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 ^•4 
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 B 
 
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 ii 
 
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 § 
 
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 u) l« . 
 
 
 •V V 
 
 73 
 
 
 
 B ^. C 
 
 S ■" 
 
 5 mS ■ 
 
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 xhib 
 flow 
 mat 
 
 
 M 
 
 U 
 
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 g 
 
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 (!^ 
 
 ^ 
 
 -<1 
 
 3 "" 
 
 Efc^ 
 

 
 
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 m 
 
 5i 
 
 U5 
 
 — c 
 
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 _S5. 
 
 ^ 
 
 
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 Si S ^ 
 
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 58 
 
 6o 
 
 
 
 
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 J^ 
 
 
 § 
 
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 V 
 
 
 ii 
 
 c4 
 
 
 ^ 
 
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 ha 
 
 
 W 
 
 8^ 
 
 
 Zji 
 
 
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 *-* o 
 
 
 
 
 
 
 .^% 
 
 
 .^S 
 
 aa 
 
 
 cc 
 
 
 
 •k 
 
 U) « 
 
 
 
 •o 
 
 <i) 
 
 "C 
 
 °3 
 
 &5J 
 
 u 
 
 c 
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 c^ 
 
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 B .. 
 
 
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 •S.^ 
 
 
 .S V 
 
 1° 
 
 e 
 
 
 M 
 
 
 _ w .... 
 
 s 
 
 
 § 
 
 s 
 
 
 
 a 
 
 
 
 
 
 X 
 
 <5 
 
 
 
 
 s 
 
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 d 
 
 8 
 
 d d 
 
 s 
 
 d 
 
 d 
 
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 d 
 
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 d 
 
 2 gJ « 2 
 c o H » 
 
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 s 
 
 8 2 
 
 
 
 
 5 
 
 CO 
 
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 Ml 
 
 o-c.S 
 
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 ^ 
 
 ^ 
 
 
 
 
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 ^ 
 
 9 
 
 
 
 
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 <i 
 
 
 
 
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 nMMIb 
 
 
 
 
 ■■tikiHiMtiAi^^' 
 
 
 o.S 
 
 l§ 
 
 c ■<« 
 
 "3 * 
 o ^ 
 
 X^u; be 
 
 B 15 B 
 
 ill 
 
 Bright 
 less, 
 men 
 
 03 
 
 a. 
 
 a 
 
 g. 
 
 <:2 
 
 V 
 
 35 
 
 
 en 
 g 
 
 >£ 
 
 a 
 
 § 
 
 a 
 
 S 
 
 < < 
 
 T'51 
 
 xS 
 
 a 
 < 
 
 t/t 
 
 
 U3 
 
 S o 
 
 £ Q 
 
 
 9' >, 
 
 _?* Ill 
 
 .. . a.t b 
 
 
 '•"2 
 
 u ^ 
 
 > c ST a S •! 
 
 u 5 
 
 n^~.S C « o 8 
 
 5 Ja- a o » Ji bi 
 iS-oS ° " u 2 " 
 
 8 S.§ss 
 
 ~ B "13.3 S 
 
 
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 3 
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 us „- 
 
 3 ^r. -y-. < 2 
 
 
 
52 
 
 APPENDIX III. 
 
 Abstract of a Report by Dr. Huttoii on the Softening of 
 
 Winnipeg Waters, 
 
 To render the water from the Artesian wells of Winnipeg 
 satisfactory for domestic pvrposes, treatment with a mixture of 
 milk of lime and a solution of carbonate of sodmm would, in my 
 opinion, be the best and most available process. 
 
 The quantities of materials required are as follows : 
 
 Lime. 300 to 350 lbs. per 100,000 gallons. Sodium carbonate, 
 40 to 50 lbs. per 100,000 gallons. 
 
 A very simple test, whereby it may be known when the 
 proper quantity of lime has been added, is as follows : 
 
 A few drops of a 5 per cent solution of nitrate of silver added 
 to the treated water causes the formation of a faint yellow pre- 
 cipitate. The color of this precipitate is white when insufficient 
 lime has been used, but is brownish when too much lime has been 
 
 added. . .x a- * i- 
 
 To make the treatment sucessful thorough agitation of tne 
 water after adding the softening materials is essential. 1 he lime 
 and the soda should be prepared separately, but may be added to 
 the water at the same time. A small quantity of alum would 
 hasten the settling, but is not absolutely necessary, because of the 
 absence of organic matter. 
 
 The Poplar.Spring water could be sufficiently softened by 
 the addition of milk of I'me alone, and would require about 260 
 to 800 lbs. of lime per lOU.OOO gallons. There is very little differ- 
 ence in total hardness between this spring and the present water 
 
 The follo'-ing observations on the rate of clarification with 
 lime alone have been made : 
 
 Ross Ave Well— One-third of a 30-inch tube was com- 
 paratively clear in four minutes; the whole of the tube was com- 
 paratively clear in 25 minutes, and had completely settled m lo 
 
 m» 
 
Sohening of 
 
 s of Winnipeg 
 b a mixture ol 
 n would, in my 
 
 )ws: 
 
 lium carbonate, 
 
 )wn when the 
 'S : 
 
 of silver added 
 unt yellow pre- 
 hen insufficient 
 1 lime has been 
 
 agitation of the 
 itial. The lime 
 nay be added to 
 of alum would 
 r, because of the 
 
 ly softened by 
 quire about 250 
 ^ery little differ- 
 te present water 
 
 ilurification with 
 
 tube was com- 
 e tube was com- 
 ely settled in 15 
 
 S3 
 
 hours. An addition of 0.025 parts of alum per 1000 paiis of 
 water caused settlement in 4* hours. 
 
 Poplar SPRiNG.-One-third of the tube was comparative y 
 clear in four minutes; the whole of the tul^ was cj^P-f-^y 
 clear in 40 minutes, and had completely settled in 18 hours. An 
 addition of 0.025 parts of alum per 1000 parts of water caused 
 settlement in five hours. , ^ ^ , x 
 
 After softening, the water is bright and clear and tasteless at 
 room temperature. *" When lime alone is "^ed ^he^"^/ «^*^f '^ 
 ;?.niminuti .1 of calcium and magnesium carbonates by about 60 
 per ceT Thirty pounds of lime fdded to 10.000 gallons of water 
 would give a deposit of 61^ lbs. of calcium carbonate. 
 
 When sodium carbonate is added as well as lime it reacts on 
 the sulphates of calcium and magnesium, changing them into the 
 ess so uWe carbonates, and leaves in solution an equivalent quan- 
 tity of "odium sulphate which 1^ very soluble, harmless and non- 
 
 soap-destroying. ., . j c 
 
 The addition of the soda further decreases the hardness of 
 
 the water from 10 to 20 per cent. 
 
 The rate of settling of the precipitates would be more rapid 
 
 in shallow than in deep tanks, and much more rapid in tanks than 
 
 in the glass tubes used for experiments. 
 
 (Signed) W. A. B. HUTTON. 
 Winnipeg, July 17th, 1897. 
 
 APPENDIX IV, 
 
 A^Data assumed for purposes of comparison and for 
 estimating cost of works. 
 
 Ij„.edi.te p.rovUi.io„ i^TZ. JOOOO person. 
 
 Future provision tor iw.vw ,/« 
 
 Water prehsures : ^ . , • 
 
 Fire pressure. 75 lbs. per square inch at hydvants in business 
 
 centre, and 10 adjoining fire streams, each 35 cubic feet 
 
 per minute. 
 Ordinary domestic pressure, 30-40 lbs. per square inch. 
 Minimum night pressure, 20-25 lbs. per square inch. 
 
 -_safis 
 
u 
 
 Consumption per head per day : 
 
 Imperial 
 Gallons. 
 
 Cubic Peet. 
 (Approx.) 
 
 Average rate, 
 
 60 
 
 9.6 
 
 Maximum rate, 
 
 105 
 
 16.8 
 
 Immediate total provision per day: 
 
 
 
 Averaj3;e rate, 
 
 2,400,000 
 
 384,000 
 
 Maximum rate, 
 
 4,200,000 
 
 672.000 
 
 Future total provision per day : 
 
 
 
 Average . te, 
 
 6.000,000 
 
 960,000 
 
 Maximum rate, 
 
 10,500,000 
 
 l,od0,000 
 
 APPENDIX IV, 
 
 B, — ^Prices assumed for labor, material, land, etc, in estimate 
 ing cost of the works, in consultation with Col, 
 H. N. Ruttan. 
 
 Excavation, Etc. : 
 
 Earth, in trencho-s S 
 
 Earth, with boulders, part of conduit line. . 1 
 
 Muskegs 
 
 Rock, limestone in trench 2 
 
 Rock, granite in trench . , 3 
 
 Excavation for reservoirs, etc. 
 
 Removal pf surplus earth 
 
 Sodding over Distribution Reservoir 
 
 Ma:;10>IHY, Etc. : 
 
 Brick laid in Portland cement 20 
 
 Brick laid in Portland cement (700 brick per 
 
 cubic yard) 14 
 
 Concrete, piers, B.rches, bottom and walls of 
 
 reservoir 8 00 to 10 
 
 Stone masonry 16 00 to 20 
 
 Cement (400 lbs. put bbl, delivered in city) 4 
 Sand, in quantity 1 
 
 30 
 
 per 
 
 cu. 
 
 yd 
 
 00 
 
 (( 
 
 
 ( 
 
 60 
 
 (I 
 
 
 1 
 
 60 
 
 it 
 
 
 f 
 
 50 
 
 (I 
 
 
 < 
 
 25 
 
 t( 
 
 
 t 
 
 25 
 
 <i 
 
 
 t< 
 
 15 
 
 per 
 
 sq. 
 
 yd 
 
 00 per M. 
 
 00 per cu. yd. 
 
 00 '• 
 
 00 " 
 
 00 per bbl. 
 
 00 per cu. yd. 
 
 t. 
 
 "•immmmmmim 
 
 MWWWaWIWIMl(IIIIIIIWlWI>llllll»Wi 
 
Cubic Feet. 
 (Approx.) 
 
 9.6 
 16.8 
 
 384,000 
 672,000 
 
 960,000 
 l.odO.OOO 
 
 tc„ in estimate 
 ion with Col. 
 
 30 per cu. yd. 
 
 1 00 " 
 60 " 
 
 2 60 " 
 
 3 50 " 
 26 " 
 25 " 
 
 15 per sq. yd. 
 
 00 per M. 
 
 4 00 
 
 per cu. 
 
 yd. 
 
 00 
 
 t. 
 
 
 " 
 
 00 
 
 (( 
 
 
 <t 
 
 4 00 
 
 per 
 
 bb 
 
 . 
 
 1 00 
 
 per 
 
 cu. 
 
 yd. 
 
 55 
 
 Brick (delivered anywhere in city) 10 50 per M. 
 
 2 inch tile drains, laid OS per foot. 
 
 6 inch drains, laid i "j.* ' -i" " " 
 
 Asphalt waterproofing for roof of distribu- 
 
 ^ .. ^ • ~ 40 ner su- 'V'J. 
 
 tion reservoir n,V ^ m 
 
 Lumber and timber framed in structures . . 30 00 per M. 
 
 Lumber and timber, f.o.b. Winnipeg 18 00 
 
 Pipe, Castings, Etc. : 
 
 Cast-iron pipe, f.o.b. Winnipeg !i^32 00 per ton. 
 
 Hauling pipe in city f „ 
 
 Special castings ' 4A per lb. 
 
 Lead « « 
 
 Wrought iron, bars, straps, bolts, etc " 
 
 Valves AND Hydrants : (Chapman Valve Co 
 
 • 36 inch stop valves, f.o.b. Winnipeg 576 00 per valve, 
 
 nn It « " " ioi OU 
 
 ri ,< .< « « 112 00 
 
 :l « « . « " 70 00 
 
 :? .: « .< ' 55 00 
 
 • I ,. .. « « 42 00 
 
 ,0 « " «' " ...... 31 00 
 
 ^^ .< ., « «' 21 00 
 
 g u « .' " 13 00 
 
 24 inch check valves, f.o.b. Winnipeg .... 273 00 
 
 « •< i< " " " .... 22 00 
 
 8 " hydrants, " '• .•.• f ^Operhydr'nt 
 
 a " " " .... bi 01) 
 
 Water Mains in City : 
 
 6 inch pipe laid, incl. valves, connections, &c 8 90 per toot. 
 
 J. ,r ^ << " ■' " 1 30 
 
 ,« « .. « « " 1 70 
 
 VL „ « « « ' 2 10 
 
 {2 « " " . " ' " 2 60 
 
 }: .. .. " « " 3 20 
 
 tL .. « « " " 3 80 
 
 10 <. « " " ■' 4 60 
 
 Fuel, &c;. : «, .« j 
 
 Cordwood, at Winnipeg River. . SJ oO per cord. 
 
 Cordwood in City or at Poplar Springs .... u 00 
 
 Coal, bituminous (Pcnn.) 8 00 per ton. 
 
66 
 
 Chemicals, in large quantities. 
 
 Soda • 1 cen<> V^^ ^^^ 
 
 Alum 2 cents .• 
 
 Lime i cent .. 
 
 Lime 15 cents per bushel of 60 to 70 lbs. 
 
 Land, Etc. : 
 
 Near present pumping station $1,000.00 per acre. 
 
 McPhillips street 300.00 
 
 Strip of land for artesian wells 250.00 
 
 Conduit line to Poplar Springs 20.00 
 
 Conduik lino to Winnipeg River 5.00 
 
 At Popiar S;irings *0.00 
 
 Pumping station site at Winnipeg River. . 1,000.00 
 
 Wages, Salaries, Etc. 
 
 Common labor 16c. to l1\c. per hour. 
 
 Skilled labor 25 
 
 Bricklayers 50 m 
 
 Carpenters (ordinary) 26 u 
 
 Masons 50 u 
 
 Salaried Men : Foremen SJIOO.OO per month. 
 
 Common laborers 40.00 « 
 
 Engineer at Pumping Station 120.00 n 
 
 Asst. II II .11 75.00 II 
 
 Firemen n "• 6000 h 
 
I ■■■■I JMiBBiigWaB 
 
 ;~* -,T^iVi^S»fc..rf««*-*M 
 
 , . 1 cent per lb. 
 . 2 cents » 
 . \ cent M 
 of 60 to 70 lbs. 
 
 300.00 per acre. 
 
 300.00 
 
 250.00 
 
 20.00 
 5.00 
 
 40.00 
 )00.00 
 
 17^. per hour. 
 
 25 
 
 50 M 
 
 25 M 
 
 50 i< 
 
 0.00 per month. 
 
 [).00 
 
 O.OO .1 
 
 5.00 t. 
 
 000 M 
 
 Approximate Section near Nona and Powers Sfs. 
 
 Approximate Section on line of Can Pac Rwy. 
 
 PlaleJ 
 
 To aeeomjxmjf-Rep^ 
 (^ Rudd^Herin^. IS3T. 
 
nv^K^n^ 
 
 ■SMI 
 
 ' ^ ItlUM-laHMI 
 
 HMMH 
 
•''f^.^^f^f^t. 
 
 ..jj^ufca^kw*^--^ 
 
I 
 
 TKsmm^mwfSimfswifmssm^'^mi'f'^yi^'m.-v'i^mjy- ■>*« 
 
 ■^I'a^SSK^i^i^fflESEJK'^ 
 
PlcOeM 
 
 Plan shDwing CoruMt lines w Poplar Springs and Winnipeg Bii/er. 
 
 to acwmpany Report of Rtidjolptv Herlng, 1897. 
 
 l5Mt 
 
 SCALE.