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 janaUian Jiocietn of ^ibil Engineers. 
 
 VANCOUVER WxVTER WORKS 
 
 BT 
 
 H. B. SMITH, 
 M. Can. Soc. C.E. 
 
 BY PKRSirsSIO.V OF THK UOUXCrL. 
 EXCERPT M[NUTE8 OP THE TRANSACTIONS OF THE SaCIETY. 
 
 Vol. II [, Session 1889. 
 
 19ih OCTOBER. 
 
 AND 
 
 Vol. IV, Session 1890. 
 
 2iid JANUARY. 
 
 Jttottttf al : 
 
 PRINTKD FOR THE SOCIETf, 
 
 By JoH^f LovEi.L & Sos. 
 
 1880. 
 
 The right of puhlicatwn and trunslntion is reserved. 
 
-fmm^ 
 
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 statements or opinions which may be advanced in the 
 following pages, 
 
 " The papers bliall le the jiToperty of the Society, 
 and no publication of any papers cr discission shall 
 be made, except by the Society or nndcr Us express 
 permUsion." — By-Law No. 40. 
 
 
■pr 
 
 ^.^' 
 
 Faper No, 35. 
 
 VANCOUVER WATER WORKS. 
 
 any 
 the 
 
 \ety, 
 hall 
 ress 
 
 B^ IIenrv Badeley Smith, M.Can.Soc.C.E. 
 
 INTRODUCTORY REMARKS ON VANCOUVER AND VICINITY. 
 
 Previous to the year 1886, the City of Vancouver, British Columbia, 
 had no existence. Where this city now stands, wa? then a denso, 
 tangled forest of huge fir, cedar, spruce and hemlock; the ouly evi- 
 dence of the presence of man being a clearing a few acres in extent, on 
 which low frame buildings, not more than a dozen in number, had been 
 erected, and which was vaguely known to the outside world as Coal 
 Harbour, Gas Town, and the Granville Town Plot. 
 
 At this date the Canadian Pacific Railway terminated at Port 
 Moody, a small town at the extreme head of Burrard Inlet, 18 miles 
 from the Gulf of Georgia. Tho Company, desiring a terminus nearer 
 the open sea, negotiated with the legislature of British Columbia for a 
 grant of land in the neighbourhood of the Granville Town Plot. 
 
 The Government, foreseeing that a large city would speedily be built 
 up at the terminus of this great trans-continental railway, were it 
 located on the best attainable site near the sea, voted the grant by u 
 );vrge majority, stipulating only tiiat the extension from Port Moody 
 westward to the lands granted should be constructed and in operation 
 by a stated time. When it became known that the terminus of tho 
 railway would undoubtedly be at the Granville Town Plot, population 
 began to pour in so rapidly that, on April Gth, 188(5, the Legislature 
 passed an act incorporating tlie locality as the City of Vancouver. 
 
 The population at that date did not exceed two thousand. So great, 
 however, has been the influx of all classes, that at the time of writing, 
 it is estimated on nliable data, that no less than ten thousand souls 
 are contained within the limits of the city. 
 
 The City of Vancouver is situated on the south shore of Burrard 
 Inlet, in Lat. 49°, 16', 31" N, Long. 123^ 05', 52" W, its western 
 boundary being 3J miles east of the Gulf of Georgia. It is distant 
 from Liverpool on thg east 6116 statute miles, and from Yoko- 
 hama on the west 4991 statute miles. From Montreal to Vancouver 
 is 2905 miles, and from New York, via Canada, to the same point is 
 3162 miles. 
 
Smith on Vancouver Water WovIch. 
 
 Burrard Inlet is tho first harbour of magnitude on the Pacific 
 niainiiind north of the United States. It is easy of access to vessels of 
 the deepest dri\ui;ht, aii<l sale anehorai^e can be found in any part. 
 Enjiliiih l?ay, the entrance to tlie Inlet, is 4J miles long and 4 miles 
 wide. At its head it divides into two branche«, — False Creek on the 
 south, and the First Narrows on tlio north. False Creek is a narrow 
 arm 4J miles lonv, extendinj; duo east from English Bay, midway 
 between the North Branch (Burrcrd Inlet proper) and the south 
 boundary of the City of Vancouver, Being almost uncovered at low 
 water, it is unsuitable for navigation. 
 
 The nortli branch, which leaves Knglish Bay for the First Narrows, 
 extends due east a distance of 14 miles. The width of the Narrows 
 at extreme low water does not exceed 1086 feet, whereas a mile and a 
 half inland it reaches 12,210 feet. Soundings of 120 feet can be 
 obtained at the entrance, and 234 feet at tiie outlet opposite Van- 
 couver. 
 
 The land between Burrard Inlet and False Creek, on which the 
 present Vancouver is built, is for the most part flat, the highest eleva- 
 tion above sea h.vel not exceeding 145 feet. South of Praise Oeek, 
 however, a rapid rise takes place, terminating in a table-land 200 feet 
 above sea level. A few small streams run down from this table-land 
 into False Creek ; but these are insignificant, and cannot be utilized for 
 manufacturing or other purposes. The nearest liver on the same side 
 of the Jnlet on which Vimcouver is built, pii.sses 15 miles to the west- 
 ward. 
 
 ORIOIN OF THE city's WATER SDPPLY. 
 
 The subject of a good and suflBcient water supply for the City of 
 Vancouver, or to write more accurately, for the place now known as the 
 City of Vancouver, was fiist taken into earnest consideration by Mr. 
 G. A. Keefer, M. Can. Soc. C. E., in June, 1885, nearly a year 
 previous to the incorporation of the city. Mr. Keefer, foreseeing at 
 that early date that the ultimate destiny of the Canadian Pacific Rail- 
 way was to reach a point nearer the coast than Port Moody, and 
 knowing thiit the Granville town-site possessed all the requisites for the 
 foundation of a large city, interested himself in obtaining intbrmation 
 as to the best source of a wnter supply for that locality, should the 
 Railway Company decide upon it as the terminus of their system. He 
 speedily ascertained that no supply could be advantageously and econo- 
 mically obtained on the south side of the Inlet, where the city must 
 necesBarily be located, no streams or lakes of any magnitude existing in 
 the vicinity. 
 
\ 
 
 Smith on Vancouver Water Work^. 
 
 -~V 
 
 Ho therefore directed liia attention to the north side of the Inlet, 
 althou;j;h confrontiMl at the very outset by the fact that, never before in 
 the history of hydraulic eni^incering had a system of water mains been 
 laid acroHH such a sheet of water as Burrard Inlet, and under suoh 
 conditicms as pertained thereto. 
 
 Acting under instructions from Mr. Kecfcr, the writer placed a fully 
 equipped party in the field, in the winter of 1885-86, and thoroughly 
 examined ail the streams flowing into the Inlet immediately opposite 
 the Granville town-site, from the lofty chain of mountains on tho north 
 side. 
 
 The results obtained fiom this survey showed that of all the streams 
 available, the River Capilano, falling into the Inlet at the First Narrows 
 nearly opposite the western boundary of the present City of Vancouver, 
 was the most suitable, the discharge being much greater than that of 
 any of the otiiers, and the average fall of the river so great that an 
 initial point for a gravity system of water supply could be obtained 
 within a reasonable distance upstream. 
 
 Having decidcil on utiliziiiii the waters of the Capilano for the 
 supply of the future city, Mk. Kecfer experienced no difficulty in obtain- 
 ing the co-operation of several prominent and enterprising capitalists of 
 Victoria, who were quite in accord with him in the belief that at a very 
 early day a large population would bo locatt-d at the Granville town-site, 
 and tliat an immediate outlay for an efficient system of water works 
 would be a remunerative investment. 
 
 Accordingly, the extension of the railway to the Granville town-site 
 being an assured liict, and the future name of that locality being defin- 
 itely decided on as the City of Vancouver, these gentlemen applied to 
 the Provincial Legislature for an act of incorporation of a company, to 
 be known as tiie Vancouver Water Works Company, and proposing to 
 construct n gravity system of water works, for the purpose of conveying 
 water from a point on the River Capilano, on the north side of Burrard 
 Inlet, to certain specified lots in the New Westminster district on the 
 south side of Burrard Inlet. About the same time, application was 
 made by the inhabitants of tliese lots fir an act of incorporation under 
 the name of t!ic City of Vancoiivor. Both requests wore granted by 
 the legislature on the same day, the 6th of April. 1886. 
 
 During the summer of 18a6, the writer, acting under instructions 
 from Mr. Keefer, made detailed .surveys, definitely locating the point of 
 supply on the River Capilano, and the crossing of Burrard Inlet. In 
 June, 1887, the whole system was finally staked out, and contracts 
 entered into for clearing, cluse cutting and grubbing. In December, 
 
Smith on Vancouver Water Works. 
 
 1887, a permanent Board of Directors wiis fonned, comprising the 
 f tUowing gentlemen: President, ('apt. Jolin Irvinn; Directors, The 
 Hon. (now Sir) Joseph W. Tr.itdi, Mi'ssrs. R. P. Rithct, G. 
 A. Kecfer, Thomas Earlo and D. M. Ehorts ; Mr. J. \V. McKarland 
 lioing appointed Secretary ; Mr, D. M. Kbcrts, solicitor ; Mr. Cr. A. 
 Keefer, M. Can. Soc. C.E., chief engineer; and the writer, .Mr. II. B. 
 Smith, M. Can. Soc, O.K., engineer in charge. 
 
 THE RIVEa OAPILANO. 
 
 The River Capilano is a mountain stream of considerable magnitude. 
 Prospectors who huvc penetrated its cafions, and claim to have reached 
 it.4 source, estimate its length at no less than fifty miles. It rises in 
 the snow-covered mountains of the Howe Sound district, and flow.4 
 almost due south, emptying into Burrard Inlet at the First Narrows. 
 
 Although nothing definite is known as to its source, all accounts 
 agree that its origin is not a mountain lake, but the accumulated 
 waters derived from melted snow and ice falling from the mountain 
 summits. For a distance of seven miles from its mouth, t\v. river has 
 been surveyed. Throughout this distance it flows at the average rata 
 of five feet per second over a bod jf granite, busalt and eonglouieratc 
 bouldera Sand and gravel can be found only in a few sheltered bays. 
 It passes through several cafions of graiiite and whinstoiio rock, one of 
 which is only 15 feet wide at its base, 94 feet wide at its top, 500 feet 
 long, and 218 feet deep. Previous to the creation of tliis canon, the 
 whole valley to tiie north must bave been one large lake. The wall of 
 rock through which the stream p "nctrated ages ago, by some sudden 
 effort of the earth's hidden forces, stands like a hu.;e gate at the south 
 end of the valley, the valley itself being but a strip of flat land from 
 1,000 to 1,500 feet wide, lying at the base of two parallel ranges of 
 mountains, which tower upwards to a height of 3,000 feet. The fall 
 tliat took place when the river flowed over the summit of tliis rocky 
 wall must hitvc equalled the Niagara of to day for depth, if not for 
 volume. Should the City of Vancouver increase totlie magnitude pre- 
 dicted, it may be that its peojile sit some future day will cause a dam 
 to be constructed across the narrow gorge, and once aL'ain convert this 
 valley into a lake. Vancouver will then possess a reservoir from 
 whence to draw its water supply, which will not be surpassed by any 
 water works system on the continent. These canons are isolated, stand- 
 ing about a mile apart. Between them the river flows through low 
 lying flats, forming many islands. The immediate bnnk.s are but a few 
 feet above the level of the river, and from 100 to 200 feet in width, 
 
w 
 
 Smith on Vancouver Water Works. 7 
 
 the ground on cac^h side rising in torruccs until it is mcr^od in the 
 uniform slope of the inountuins. Both sides of the river arc heavily 
 iimbored with the huge trees 'ooulinr to the British Columbia coast, 
 Douglas fir, cedar, hemlock, spruce, balsam and white fir being in 
 abundance. The Douijlas fir and cedar ^row to an enormous size. 
 One cedar in particular was measured by the writer, and found to be 
 64 feet in ciroumferci o, 4 feet from the ground. 
 
 As a source of a city water supply, the River Capilano is an ideal 
 one. No purer water can be obtained from any source than that from 
 this mountain stream, flowing swiftly over a boulder Lo^i through deep 
 rocky cations, and along shores as yet uncontaminatod b> iho impuri 
 ties which follow in the wake of mittlcment. The supply ai.orded, being 
 by gravitation, is superior to all other methods, v i ther ) ^ reservoir, 
 direct pressure, or stand pipe, and its permanence is beyond ({iiestioo, 
 catcfui gauging of the river at the initial point of the Hy5<tem having 
 demonstrated the fact, that at the lowest stage of waier the river dis- 
 charges 440 millions of gallons in 24 hours. 
 
 CLEARINO, CLOSE CUTTING AND GRUBBING. 
 The first contract entered into b" the Company was for clearing, close 
 cutting and grubbing. This work was done by a local firm at the 
 following prices : clearing, $59.00 per acre; close cutting, $95.00 per 
 acre; grubbing 8200.00 per acre, under the conditions of the following 
 specification : — 
 
 The pipe track is to be cleared a width of not less than 33 feet, and 
 all timber and brush, not required for the purposes of the work, piled 
 up and burned, as in clearing land for cultivation. 
 
 The dam site is to be cleared in the same manner, and to such limits 
 as may be directed by the engineer. 
 
 Whenever embankments, occurring on the line of pipe track or tram- 
 way, are less than two feet in height, all the trees, stumps and brush 
 immediately under the embankment, are to be cut close to the ground, 
 and whenever the embankments are from two to four feet high, they 
 shall be cu* within six inches of the ground ; but when the embank- 
 ments exceed four feet in height, chopping as for ordinary clearing will 
 be allowed. 
 
 Grubbing shall be performed under the seats of the embankments 
 occurring on the line of pipe track, or tramway, that do not exceed ono 
 foot six inches in height, and also all excavatioud Tor pipe track, tram- 
 way and dam embankment, less than three feet deep. The stumps and 
 roots from the grubbing shall be removed to such places as directed. 
 
Smith on Vancouver Water WorJca. 
 
 No Chinese are to be employed, directly or indirectly, on the abore 
 vrorks. 
 
 THE DAM. 
 
 The point on the river selected as the source of supply is at a dis- 
 tance of 62 miles upstream from its mouth, where the river is confined 
 to one channel, and the banks on cither side are sufficiently high to 
 admit of the construction of a dam. 
 
 The locality selected is the only point from the river's mouth upwards 
 where a dam could be safely and economically constructed, and give at 
 the same time a suflBcient head to overcome the elevation of the high 
 flats 3^ miles below it. 
 
 By reference to Plate XVI, which shews the dam site and its 
 vicinity, it will be seen that immediately south of the site tbe river is* 
 divided into two wide channels. 
 
 Still further south, all the way to the cafion belnw, it i» divided into 
 three and even four channels. Similirly, noitti of the dam site, the 
 river has two branches separated by a large, low, flat island. This 
 island is completely covered at hi^b water, making the river at that 
 stage no less than 830 feet wide. 
 
 The cross section of the river at the dam fitc at low water gave a 
 current of 4J feet per second, a width of 100 feet, and an extreme 
 depth of 3 feet, the difiference of level between low and higii water being 
 6 feet. It has been subsequently ascertained, however, that during 
 occasional floods the water rose much liigher, and covered the level flat 
 on the north side to a depth of 2 feet. This flat stands at an average 
 level of 12 feet above low water. The bed of the stream consisted of 
 large granite boulders, closely packed together, small stones and coarse 
 gravel filiing up the interstices. The channel of the river in ordinary 
 floods was 210 feet wide. 
 
 On the north shore the immediate bank is 12 feet high, and ezllierads 
 at the same level a distance of 140 feet inland. A sudden rise then 
 takes place, terminating in another flat 40 feet above low water, and 
 which stretches to the base of the mountains. 
 
 On the south shore, the bank rises abruptly to a height of 22 feet 
 above low water, and continues at that elevation for 200 feet. It then 
 rises rapidly in terraces till it reaches the mountain side hill. The high 
 land on the north shore trends to the northward immediately west of 
 the dam, and that on the soutli to the southward, immediately east of 
 the dam. . . • , . . 
 
 I 
 
^pp 
 
 T 
 
 Smith on Vancouver Water Works. 
 
 P 
 
 The dam site lies directly between these two high points. The con- 
 tract for tilt construction of a stone-filled timber dam at the point 
 sclecti'd was let on tlie 24th of January, 1888, to Messrs. H. F. 
 Kecfor and D. McGillivray of Vancouver, and was most satisfactorily 
 completed by them on the 18th of April following. The difficulties 
 encountered by the contractors in carrying out this work were of no 
 ordinary character. Inasmuch as it was the initial work of the system, 
 and located in a wilderness in which no roads existed, all supplies, tools 
 and machinery were of necessity packed to the' works on the backs of 
 mules. The season was mid-winter, and unusually inclement. Chinook 
 winds and heavy rain-storms, melting the snow on the mountain sum- 
 mits, causrd frequent freshets, in which the river would rise from 6 to 
 10 feet in a few hours time. 
 
 The formation of the banks in the vicinity did not admit of the river 
 being temporarily diverted, except at enormous co!<t. The foundations 
 of the structure had therefore to be excavated, and tlie first courses 
 laid in from 3 to 4 feet of swift running ice cold water. 
 
 Plate XVII is a reduced copy of the workin<5 plan of the dam. 
 It will be seen that tb'^ struct": c is of continuous cribbing, .stone filled, 
 planked and sheet piled. It consists of three princip;il pr.rts, viz., the 
 north abutment, the tumbling way, and the south abutment. 
 
 The north abutment is located well inland, owing to the tendency 
 of the river in high floods to over- run its channel, and spread over the 
 low lying land in the vicinity. For the purpose of description it may 
 be subdivided into the following heads : The abutment proper, the 
 well chambers, the settling pond, the pipe outlet, and the north wing. 
 
 The abutment proper is a right rectangular prism 41'. 2" x 20' x 
 18', 9", constructed of round timbers, laid in alternate courses of cross 
 ties aad longitudinals, dove-tailed at the angles, and forming 28 cribs, 
 which are filled up with heavy f-tone filling and coarse gravel, the latter 
 being rammed into all interstices between the stones and under the lim- 
 bers. A t-pace equivalent to four cribs, in the exact centre of the abut- 
 ment, is floored and walled, from the foundation upwards, with double 
 2" planking over-lapping. A perfectly watertight chamber 10'. 6" x 
 7'. 10" '' formed. This chamber is subdivided into two smaller and 
 equal one s by parallel walls, 4" apart, of double 2" planking overlapping, 
 and placed at .i-iht angles to the length of the main chamber. These 
 Constitute the well chambers, by means of which the water fr^m the 
 reservoir Ibimed by the dam is conveyed into the mains. An inil'jent 
 conduit of double 2" planking overlapping, 15' 5J" long, and of area 
 sufficient to admit a larger volume of water than can be discharged by 
 
 I. 
 
10 
 
 Smith on Vancouver Water Works. 
 
 the mains, couiiects the first of these chambers 'Yith the settling pond, 
 and consequently with the reservoir in front of the dam. In the 4" 
 space between the double central walls, close to the floor of tlie cham- 
 bers, are placed double fish screens of the same area as the influent con- 
 duit, and so arranged that they can be easily removed, one at a time, 
 for the purpose of cleaning. The first or outer screen is coarse, being 
 of No. 12 copper wire, woven into meshes one inch square. The second 
 or inner screen is finer, being of No. 15 copper wire, 6 meshes to the 
 inch. The rear of the second chamber is pierced exactly opposite the 
 fish screens to admit of two bevelled 22 inch rivetted steel pipes, the 
 mouths of which are opened or closed at will by means of timber gates 
 sliding in vertical uprights nttached to the walls of the chamber. 
 
 Two trap doors cover the top of the chambers, and over all, resting 
 on the top courses of the abutment, is built a compact water-proof shed 
 12' X 13' X 13'. This shed serve for a tool house, as well as efiectu- 
 ally preventing the access of strangers to the gates which control the 
 mains. 
 
 In front of the influent conduit is a triangular shaped settling pond, 
 measuring 15J feet at the base, 16 feet from base to apex, and 14' 2'' 
 deep. It is constructed of longitudinal timbers and cross ties, laid one 
 above the other, the whole being firmly oolted to the face of the abut- 
 ment. At the apex the ends of the longitudinals are dressed, so as to 
 fit closely, and bolted together. The triangular space between the apex 
 and the apex cross ties is filled with large boulders, for the purpose of 
 giving weight to the structure, and retaining it in position. 
 
 At the base of the pond, the entrance of water into the influent con- 
 duit is controlled by means of a timber gate, sliding in vertical runnera 
 bolted to the sheet piling on the face of the abutment. Immediately 
 behind this gate covering tiie mouth of the conduit is placed a cast iron 
 grating with 4-inoh openings. The water from the river has free access 
 to the settling pond through the spaces between the longitudinal timbers 
 of the walls. The main object of its construction is to prevent logs and 
 floating debris from accumulating in front of the influent conduit. It 
 will thus be seen, that, in order to reach the mains, the water must first 
 enter the settlin.; pond, then pass through the iron grating at the mouth 
 of the influent conduit, then, by means of that conduit, enter the first 
 well chamber, tlien through the double fish screens in tlio central walls 
 into the second chamber, and finally into the mains in the pipe outlet. 
 The pipe outlet at the rear of the north abutment is a crib ooatinua- 
 cion of that abutment, serving as a protection for thn mains against the 
 action of the water flowing over the tumbling way, until a safe point 
 
 i 
 
I.. 
 
 Smith on Vancouver Water Works. 
 
 11 
 
 ig pond, 
 the 4" 
 
 is reached on the flat below. It is 138 feet long, 15 feet 3 inches wide, 
 1 feet high on the side facing the river, and 6 feet on the land side. 
 It has three parallel rows of longitudinals supported on cross ties, the 
 two outside rows, or the rows nearest the river forming cribs 4'. 9" x 
 ."{'. 5" X 10', which are heavily loaded with boulders. Between the cribs 
 and the third ro''^ of longitudinals on the land side, is a space 8 feet 
 wide, in which the mains leading fr;)m the well chambers are laid. 
 
 Provision is made for tw»j mains, but only one is in use at present, 
 the other being capped at its lower end, and closed at its mouth by 
 means of its gate in the second well chamber. The space containing 
 the two mains is filled with coarse gravel, well packed. Above the 
 filling is a covering of 15 inch logs close laid. 
 
 In the immediate rear of the abutment the timbers of the pipe outr 
 let are continued upwnrds in steps to the top of the abutment, forming 
 a " lean to, " which prevents the water, flowing over the tumbling way, 
 from flooding the top of the pipe outlet. The " lean to, " as well as 
 the entire face of the pipe outlet, is planked with 3 inch planking, sunk 
 3 feet below foundation level. 
 
 The low lying porous nature of the grouna on the north side of the 
 river rendered necessary the construction of an extensive land wing, 
 vith deep foundations. This wing is 155 feet long, and 10 feet wide. 
 'J he first 20 feet out from the abutment is 16 feet 11 inches high, and 
 is in reality part of the abutment proper, its longitudinals being a con- 
 tinuation of the longitudinals of that structure. The remaining 135 
 foet, being built on higher ground, has a uniform height of 7' 9" 
 IJoth portions arc built in rows of parallel longitudinals, 3 in number, 
 and in lengths of 31 feet, supported on cross ties 10 feet long, and 5 
 feet apart. These form 62 cribs, which are filled with stone and gravel 
 as previously dcKcribed. 
 
 The connection between the wing and the high land at its extremity 
 is protected by a gravel enbankment, extending 57 feet along the tace 
 of the wing. This embankment is made of picked material, and effec 
 tually prevents all seepage round the end of tlie wing. The face of 
 both abutment and wing is protected from leakage by a doul lo row of 
 sheet piling, the lower ends of which are embedded in a coueietL' trench 
 sunk 3 feet below foundation level. The inner sheet piling is 2 inches 
 thick, while the outer and overlapping piling is 1 inch 
 
 The main body of the dam, technically named the Tumliling Way, 
 is 165 feet in clear length, 41' 2" broad, and 13' 9" high in the deep- 
 eat part of the original channel of the river. Great diflSculty was 
 exjerienced in excavating foundations for this portion of the dam. At 
 
12 
 
 Smith on Vancouver Water Works. 
 
 i 
 
 first an effort was made to partially divert the river by cxoavating a 
 new channel, between hi<;;h and low water mark on the south shore, 
 the intention beinn, if this succeeded, to excavate tlie foundations and 
 build tlie sub structure up to the too of the front slope ; then to return 
 the river back to its original cliannel, iillowing it to flow through the 
 row of horizontal openings proviiied in tlie design of the structure for 
 that purpose. It was found however that the bed of the proposed 
 diversion, being entirely composed of loose boulders, was too porous to 
 admit of the water bein;^ confined within the excavation ; ami as, at 
 that time, no clay, fit for puddling, was known to exist in the near 
 neighbourhood, this project had to be abandoned. The method then 
 adopted and which proved successful, though carried out under great 
 difficulties, was as follows : — 
 
 Both abutments having been pirtially constructed, the foundations 
 for the end divisions of the tumbling way were excavated as far as 
 possible from the abutments towards mid-channel. As much of the 
 structure as the excavations could contain was rapidly built up, and 
 loaded wit I stone filling. An embankmont of gravel and sand was 
 then run out from each extremity, mieting about 20 fset upstream and 
 forming a V, the apex of which divided the current of the river, and 
 forced it through the horizontal openings in the sections already built. 
 This had the effect of leaving still w iter three feet deep behind the 
 embankment, and as this could not hi removed, nor lessened in depth, the 
 foundations were excavated an 1 the mid He section built under these 
 exceptionally difficult circumstances. * 
 
 The sills of the north an i south sections are on the sams level, 
 while those of the middle section in the deepes!, part of the river bed 
 are 2' 2" lower. The cros-; sections of the three portions are similar. 
 Plate XVII shews that of the middle section. 
 
 The ground sills, 10 in number, in lengths of 32 feet, are placed at 
 right angles to the stream, at distances varying from 5' 5" to 6' apart, 
 the distances varying in order t > secure a row of longitudinals under 
 each ver:ical angle of the surface of the tumbling way. Above the 
 sills and at right angles to them are placed a row of cross ties parallel 
 with the stream, each 53 feet long, and from 5' 8" to 6' apart. These 
 project 1 1' 10" to the rear of t!..« miin body of the dam, resting on two 
 of the sills of the ground course. The spaces between these projections 
 are filled in with round timbers laid close. A solid close laid platform^ 
 to the rear of th ) miin bo ly of the tumbling way, is thus formed, which 
 serves to dissipate the forcj of the water flowing over Jie tumbling way 
 before it reaches the bjd of the rivor. Thj next or tiurd course 
 
 I 
 
 i 
 
 beinj! 
 
Smith on Vancouver Water Works. 
 
 33 
 
 cavating a 
 nth shore, 
 ations and 
 1 to return 
 irough the 
 ucture for 
 
 proposed 
 ) porous to 
 ami as, at 
 
 the near 
 thod then 
 nder great 
 
 jundations 
 
 as far as 
 
 ich of the 
 
 up, and 
 
 sand waii 
 trcam and 
 
 river, and 
 sady built. 
 )ehind the 
 
 depth, the 
 iidcr these 
 
 am3 level, 
 
 river bed 
 
 re siinilfcr. 
 
 placed at 
 o 6' apart, 
 nals under 
 Above the 
 ics parallel 
 rt. These 
 iog on two 
 projcctioDg. 
 i platform, 
 ined, which 
 iiblidg way 
 lird course 
 
 1 
 
 I 
 
 coDsists of eight longitudinals, above which, on the fourth course, are 
 the horizontal openings previously uientionud. These aru 28 in mimher, 
 five feet wide, 12 ins. deop, and extend entirely through the structure 
 from its upstream face to the open river in the rear. 
 
 They are formed by floorini? the spaces between the cross ties < if the 
 4th coui'se with double one inch planking, and close lay-'ig the longitud- 
 inals of the 5th course to serve as a covering. Above the 5th cour o the 
 longitudinals and cross ties are so arranged tliit the front face slopes 
 upwards to the ridge ut the rate of 2 '3^" to I'. Tlie longitudinal which 
 constitutes the ridi;e is placed at a horizontal distance of 17' 2^" from 
 the front face, and is at an elevation of 415 feet (surface pliiikiui,^ not 
 inclu(leii) above high water mark of Bumrd Inlet. The rear slope 
 extends downwards from the ridge at the same rate as the front slope, 
 and terminates in a level bench 12 feet wide. 
 
 In the tumbling wiy there are 196 cribs, formed by the intcrseetions 
 of cross ties and longitudinals. Kspecial care was exercised in filling 
 these cribs. As each course was completed, the largest b )idders 
 obtainable were placed in the cribs by hoists. The spaces between 
 were filled up with smaller stones and coarse gravel, tlie latter being ram- 
 med into every crevice. In excavating the foundations, certain !m^e 
 boulders, which were found to be firmly anchored in the river bed, were 
 blasted into a columnar shape, so that the bed sills and cross ties when 
 laid would enclose them. These not only .served as stone filling, but al-o 
 securely locked the whole structure to the bed of the river in u muoh 
 more substantial manner than any artificial means. 
 
 The whole surface of the tumbling way is covered with 3 inch 
 planking, jointed and laid close. The upper half of the front slope, 
 being exposed to floating logs, is laid double. The vertical part of the 
 front f ice is protected by 1" and 2" sheet piling, emb^-dded in a concrete 
 trench three feet deep, extending over the whole length of the structure. 
 Inasmuch as it was necessary to keep the horizontal openings open 
 until the whole dam was completed, the placirig of this sheet piling was 
 done in two operations. 
 
 The lower portion of the piling below the level of the floor of the 
 openings was placed in position in the usual manner, the tops being 
 dressed to a uniform level. A longitudinal 12" by 3"plank, extending 
 over the whole length of the tumbling way, was spiked to the tops of 
 this sheet piling, projcting one inch above, and forming a groove into 
 which the upper sheet piling would fit when placed in position. When 
 the proper time arrived to close the openings, a sufficient number of 
 men were ranged along the toe of the front slope, provided with the 
 
14 
 
 Smith on Vancouver Water Works. 
 
 ■M 
 
 proper lengths of sheet pilinjr, spikes and hammers. On a given signal 
 each plank was pushed home into the groove below the openings, and 
 the necessary spikes driven into the top ends. It required only five 
 minutes to complete the whole operation, and by that time, the water in 
 front had not risen above the toe of the front slope. 
 
 Immediately in front of the tumbling way is an apron of brush, 
 gravel and boulders. Tliis apron extends from tiie settling pond in 
 front of the north abutment clear across the face of tho tumbling way 
 to the gate of the sluiceway. In cross section, it begins at a point half- 
 way up the front slope, and extends horizontally a distance of 9 feet. 
 It then slopes down to tlie bud of the river at the rate of 3 to 1. 
 
 The soutli abutment, being partially let into the high land, required 
 no wing extension. Properly speaking, it consists of three distinct partt^, 
 viz., the abutment proper, connecting with the tumbling way; the- 
 land abutment, connecting with the shore; and the sluiceway, which 
 lies immediately between tlie two. The foundations of all three are on 
 the same level as those of the north abulmeut, and being above low 
 water mark were excavated without trouble. 
 
 The abutmi'Ht proper is a rectangular prism 41' 2" x 15' y 
 IC 9" constructed of longitudinals and cross ties in alternate tiers, bolted 
 together and dovetailed at all four corners. As in the north abut- 
 ment, the longitudinals of the tumbling way at regular intervals project 
 into the abutment, and are securely bolted to it, thus forming an 
 absolute and immovable connection between the three structures. In 
 tins abutment, there are in all 21 cribs, each 5' 8" x 4' 7" x 18' 9," 
 filled and rammed as previously described. In the rear of the abut- 
 ment is a " lean to, " 31 feet long, and tapering from 15 feet ai the abut- 
 ment to 11 ft. 7 ins. at its extremity. This also is a stone filled crib 
 structure, the object of which is to prevent any scouring that might take 
 place, by guiding the water flowing over the tumbling way b.!yond the 
 rear of the abutment, and into the original channel of the river. Jt 
 may be hc^e mentioned that one year after the completion of the dam, 
 a large scour did take place in the angle formed by the foundation 
 courses of the " lean to " and the rear platform. During a sudden 
 freshet the bed of the river at this point scoured out to a depth of 4 
 feet below foundation level. The end cribs of the " lean to " were 
 completely undermined, the stone filling carried away, and the timbers 
 left unsu[)portL'<l. A somiwhit similar occurrence had taken place a 
 few months previously at the an.;lL' fbrmu>l between the rear platform 
 and the pipe outlet on the north sid.'. The latter was readily repaired 
 by tilling in and constructing a triangular exteusioii of the rear platform 
 
 . 
 
Smith on Vancouver Water Works. 
 
 15 
 
 given signal 
 )ening8, and 
 d only five 
 the water in 
 
 m of brush, 
 ling pond ia 
 inbling way 
 a point hall- 
 I of 9 feet. 
 ; to 1. 
 
 nd, required 
 istinct parts. 
 
 way: 
 
 thi 
 
 iWiiy, 
 
 which 
 
 three are on 
 g above low 
 
 2" y 15' y 
 tiers, bolted 
 north abut- 
 rvals project 
 forming an 
 iictures. In 
 7" X 18' 9," 
 of the abut- 
 t ai the abut- 
 ue filled crib 
 it might take 
 Y b^'yond the 
 le river. It 
 n of the dam,. 
 e foundation 
 Dg a sudden 
 a depth of 4 
 an to " were 
 d the timbers 
 taken place a 
 •ear platform 
 adily repaired 
 rear platform. 
 
 as shewn in drawing. In this lase the extension could be easily bolted 
 ' to the existing platform and the pipe outlet. But in the case of the 
 first mentioned scour it was quite different. The "lean to" being 
 an addition to the rear of the abutment and not a part of it, timbers 
 extending from its extreme end to the rear platform, so as to cover the 
 large scour made, and prevent further injury, would have been insecure. 
 ■ Instead, therefore, the damage done was repaired by refilling the 
 
 scour with a mixture of large boulders and concrete, the latter being in 
 the proportion of 1 part of pure cement to 7 of coarse gravel and sand. 
 Over this filling, and extending three feet beyond the roar of the "lean 
 to," was placed a covering of almost pure cement, 1 foot thick. Twenty- 
 one barrels of Portland cement, each weighing 400 lbs., were used in 
 making these repairs. The total length of the abutment and " lean to" 
 " combined is 71 ft. 11 ins. It therefore projects beyond the rear of the 
 tumbling way, a distance of 31 feet. Both sides and rear, ae well as the top 
 of the "lean to," are planked with 3" planking laid close. 
 
 The sluiceway is 73 feet long and 14 feet in clear width. From wall 
 to wall it is 15 feet wide, and at the upstream end is the full height of 
 the abutments. Both walls and face are planked with 3" planking, laid 
 close. It is opened and shut by means of a stop log gate, consisting of 
 17 stop logs 17' 4" X 12" X 12", placed horizontally one above the 
 other, each capable of being moved vertically in a groove formed by 
 vertical 12" x 12" uprights, let into the walls of the abutments on each 
 side. On the up.«tream face the uprights are single, connected at the 
 base by a 12" x 12" sill. Behind the stop logs the uprights are double, 
 while midway between is a triangular truss of framed 12" .\- 12" 
 timbers, planked with 3" planks, the sill of which extends back from the 
 rear of the stop logs, a distance of 17^ feet, and is securely bolted to the 
 ground flooring. The floor sills beneath the truss are close laid on a 
 concrete bed, forming a solid apron, on which the force of the water 
 falling over the gate when partially open is spent previous to discharge 
 into the channel of the river. From the end of the truss to the outlet 
 of the sluiceway, sills are laid four feet apart, extending underneath and 
 bolted to the sills of the walls, or in other words to the sills of the abut- 
 ments on each side. The two sills immediately behind the rear uprights 
 of the gates, and the three sills at the end of the close laid flooring are 
 squared 12" x 12" timbers, 43^ feet long, and past under the whole 
 width of both abutments. Similarly two caps 43J feet long are laid 
 across the top of the sluiceway, behind the rear uprights of the gate. 
 These sills and caps are securely bolted to every intersecting timber of 
 
16 
 
 Smith on Vancouver Water W(yrk8. 
 
 the abutments on each side of the sluiceway, thus making a solid union 
 between the three parts. 
 
 Above the stop logs is a powerful windlass, with supports on each 
 abutment, the roller being directly above the stop logs. The upper 
 surface of each stop log is provided with a wrought iron ring at each 
 end, the stop log immediately above it being grooved on ita under face, 
 so as to admit the rings, when the stop logs are in position, and the 
 gate is closed. The extremities of the chains connected with the wind- 
 lass are provided with clutches which can be readily guided so as to 
 hook on to the rings, when it is required to open or close the gate. 
 
 The sluiceway abutnipnt, or that portion of the south abutment 
 which connects directly >vith the land, having to withstand much less 
 pressure than other portions of the dam, is not of uniform height, but is 
 built in steps. At the upstream end it is of equal height, 18 ft. 9 ins., with 
 the main portion of the abutment on the other side of the sluioi'way, 
 and 13 feet wide, while at the extreme rear, the height is only 5 ftet, 
 and the width 8 feet. It consists of 1*5 separate cribs, loaded with 
 stone and gravol, as previously described. 
 
 The whole abutment, including the sluiceway, is protected in front 
 by 1" X 2" sheet piling overlapping and imbedded in concrete, as in 
 the case of the tumbling way and north abutment. This concrete is 
 in the proportion of 1 part of cement to 5 of gravel and sand. The 
 manner of its preparation was as follows : moist gravel of suitable nature 
 obtained from the river bank was deposited on a pl.mk platform 10 
 feet square. This was thoroughly worked with shovels, and all stones 
 larger than IJ inch diameter eliminated, leaving the mass spread over 
 the platform about 9 inches deep. The proper proportion of cement 
 was then spread over the gravel, in a dry state. Very little water was 
 used, the moisture in the gravel being sufficient for the purpose. Six 
 men with shovels then energetically worked the whole ma.s8, shov- ling 
 from the outiide edges towards the centre. When satisfied that the 
 mass had been completely turned over once, it was flattened out on the 
 platform, and again turned over in the same manner. This operation 
 was repeated three times, the mixture being then considered fit for use. 
 
 The concrete trench mentioned above, extends along the whole face 
 of the dam below the level of the sills, forming a perfectly watertight 
 connection between the foundations and the bed of the river, through 
 which no seepage can take place. Seepage round the extremities of the 
 abutments, where they penetrate the banks, is prevented on the north 
 side, as previously stated, by a gravel embankment. On the south 
 side the same purpose is served by a hand-laid st'jne wall, built in the 
 
 t 
 
 « 
 
 angle f( 
 
 of the 
 
 ramme( 
 
 The 
 
 feet wic 
 
 of gallo 
 
 At lo 
 
 tuinblin 
 
 417 feel 
 
 age, an( 
 
 maximi 
 
 minium 
 
 The V 
 
 of lengtl 
 
 long, wc 
 
 weigh int 
 
 From 
 
 of the t 
 
 clear tuu 
 
 sluiceway 
 
 platform 
 
 Tlie tc 
 
 Tiic ci 
 
 I point of 
 J n;ituro, 
 '\ From 
 I the gi(u 
 I this disti^ 
 posed oi 
 niountuii 
 tlie rivei 
 I side hill 
 I boulder 
 ! oeveral 
 ■ tlie flat a 
 ; beitjg 47 
 { over rou;. 
 ^ At the 
 river has 
 
Smith OH' Vancouver Water Wwha. 
 
 17 
 
 angle formed by the extremity of the abutment and the natural bank 
 of the river, fine gravel and earth being filled in behind and well 
 rammed. 
 
 The reservoir created by tliis dam is, in the high water season, 380 
 feet wide by 700 feet long, and contains approximately fourteen millions 
 of gallons. 
 
 At low water the elevation of the water flowing over the crest of the 
 tumbling way is 483 foct above the lowest depression in the pipe line, 
 417 feet above the lowest level in Vancouver, 317 feet above the aver- 
 age, and 201 feet above the highest. These elevations correspond to a 
 maximum pressure of 210 lbs., an average pressure of 138 lbs., and a 
 minimum pressure of 87 lbs. per square inch. 
 
 The wrought iron drift bolts used were nt' J" and J" round iron, and, 
 of lengths varying from 12" to 32y. Spikes for 3" planking were 6" 
 long, weighing 11 per pound, and nails for \" planking wore 4^" long 
 weighing 19 per pound. 
 
 From the above description it will be seen that the extreme length 
 of the dam, from land connection to laud connection, is 384 t' t, the 
 clear tumbling way 1G5 feet, supplemented by an additional 14 foot o 
 sluiceway, when re(iuirod, and the breadth of base, not including rear* 
 platform 41 ft. 2 ins. 
 
 The total cost amounted to $15,039.26. 
 
 ROUTE OF THE MAINS. 
 
 The country traversed by tlie mains, from the dam to the central 
 point of the city was, from a hydraulic point of view, ol' a very rough 
 ii:iture, and presented many engineering difficulties. 
 
 From the dam, for a distance of 12,710 feet in a downstream direction, 
 the ground passed over is a gradually d(>sconding flat, the total fall in 
 I this distance being 104 feet. Tlie flat is a narrow strip of land, com- 
 posed of liardpan and granite biiulders, lying between the base of the 
 mountains ou tlie one side and the river on the other. At two points, 
 the river, in ioiiner heavy floods, has invaded the flat and the adjoining 
 
 ■ side hill, scouring off" portions 500 feet in length, and leaving a bare 
 ' boulder bottom only a lew i'eet above the low water level of the river. 
 
 i Several streams running down from the adjoining mouutains, intersect 
 the flat at right angles. Two of these are of considerable size, one 
 being 47 feet, and the other 212 feet from bank to bank. Both flow 
 over rough boulder bottoms. 
 
 ■ At the termination of the flat is the rock wall through which the 
 river has cut the deep caiion previously described. Owing to the rug 
 
IH ' 
 
 18 
 
 SvAth on Vancouver Water Workft. 
 
 i 
 
 gcd nature of the walls of the caflnn, it was not dccnied advisiiblc ta 
 carry tlie mains alon^ its face, and its great height prevented their 
 being laid over the summit. A tunnel therefore was rendered necessary. 
 This tunnel is 280 feet long, 4 feet wide, and (I feet from floor to centre 
 of roof. In cross section, the walls rise vertically 4 feet from the floor, 
 and are surmounted by a semicircular roof of 2 feet radius. The 
 floor elevation is 27J feet below the crest of the dam. 
 
 Inasmuch as the hydraulic grade line of the whole .syst<!m passes con- 
 sideriibly below the floor of the tunnel, it was necessary that the main, 
 from the dam to the tunnel, siiould bo of larger diameter than that 
 from the tunnel to the city. It having been decided that the dis- 
 charge of a 16 iiieii main was necessary for tlie city's supply, a 22 
 inch main is laid between the dam and tunnel, connecting in the centre 
 of the tunnel with the IG inch main. The total length of the 22 inch 
 main is 13,530 feet, the total available head 29 feet, and the dis- 
 charge at the tunnel 5, 853,000 TJ. S gallons in 24 hours. 
 
 The IG inch main, connecting with ihi; 22 inch main at the centre ofthe 
 tunnel, for the first 8000 feet of its length, passes over a rough, irregular 
 side hill, composed of earth, gravel and boulders. The sinuosities of 
 the side hill are closely followed, all great vertical depressions or eleva- 
 tions being avoided. In one instance, 1400 feet below the rock tunnel, 
 where the side hill juts out in the form of a steep " Jlog's back," it was 
 found expedient to pierce it with a timber lined tunnel, 108 feet lnug, 
 4 feet wide, and G feet high. 
 
 At the termination of the side hill, a series of flats, composed of 
 hardpan, gravel and boulders, descending in broad terraces is reached. 
 These are followed by the IG inch main to ordinary high water mark of 
 Burrard Inlet, the total distance from the centre of the tunnel being 
 19,320 feet, and the total iall IVom the floor ofthe t.:nnel 388 teet. 
 
 At Burrard Inlet the 16 inch main is divided by a cast iron Y breech 
 into two branches of 12" diameter. One 12 inch branch has already 
 been laid across the Inlet, and preparations are in progress for the laying; 
 of the second, which will take jjlace at an early date. Plates XVIII 
 and XIX shew plan and profile of the First Narrows of Burrard 
 Inlet, at the point selectid for crossing. It will be s^een that this is at 
 ♦(he narrowest part of the Inlet, where the tidal current runs with the 
 greatest velocity. It would naturally be supposed that the greatest 
 depth of water would he obtained here, but this is not the case. The 
 bed of the Inlet at this point, being .soft sandstone rock, partially 
 covered with mud, gravel and cobblestones, forms a broad flat ridge, 
 extending from shore to shore. T<ie greatest depth of water on the 
 
 T 
 
 M 
 
Smith on Vancouver Wafe7' Works. 
 
 19 
 
 visiiblc to 
 teil their 
 jecessary. 
 
 to centre 
 
 the floor, 
 iu«. The 
 
 lassc's con- 
 the main, 
 than tliat 
 t the clis- 
 pply, a 22 
 the centre 
 le 22 inch 
 d the dis- 
 
 cntre of the 
 1, irregular 
 luosities of 
 QH or ck'va- 
 •ock tunnel, 
 ,fk," it was 
 8 feet long, 
 
 oniposed of 
 is reached, 
 ter mark of 
 innd being 
 8 tcet. 
 in y breech 
 las ahvady 
 r the layini; 
 UeHXVlIJ; 
 of Buriard 
 It tliis is at 
 ns with the 
 the greatot 
 case. The 
 ;k. {lariially 
 flat lidire, 
 a ter on the 
 
 Bunjmit of tlii.s ridge; at extreme low tide is 5(5 feet, gradually increasing 
 on each side till soundings of 120 feet and over can be obtained. 
 
 In extreme low tides the width of the crossing is 108(> feet. These 
 tides, however, are very rare, occurring in May and June. In ordinary 
 tides the widtli at low water is 1237 feet, and at high water 2140 
 feet. At extreme high water, which occurs in December and January, 
 the \ndth is 2G80 feet. 
 
 The north shore is extremely low and flat. From low wat^-r mark 
 for a distance of 0750 feet inbmd, the total rise does not exceed 63 
 feet. Bitween high ami low water mark, the surface covering consists 
 of cobblestones, small boulders, and coarse gravel, underneath which 
 is a stratum of hard p;m overlyini; sandstone rock. The south shore 
 rises abruptly at high water mark to a height of 12 feet, terminating 
 in a level flat, which extends some distance inland. Immediately 
 west of the crossing on this side of the Inlet, is a steep rocky headland, 
 which rises to an elevation of 210 feet above sea level. 
 
 This is the highest elevation within tiie limits of the city of 
 Vancouver, and may at some future day be utilized, as the site of a level 
 reservoir, of .sufficient capacity to supply the city for 20 or 30 days. 
 Between high and low water marks on the south shore, and for nearly 
 three-quarters of the distance across the Inlet, the surface formation is 
 soft yellow sandstone rock, which, when blasted and exposed to the air, 
 rapidly disintegrates. The contour of the bottom is an almost perfect 
 curve, the value of which railway engineers would express as 2J 
 degrc«es. 
 
 Skilled divers made three diff"erent examinations of the bottom, and 
 reported fully thereon, agreeing witli each other in every particular. 
 
 The .substance of their reports was to the eflfect that no crevices exist- 
 ed in the rock ledge on the pipe line, or in its neighbourhood, and that 
 the bottom from shore to shore was perfectly smooth and free from 
 boulders of any magnitude. 
 
 These reports were verified to a ciirtain extent, by soundings taken 
 by the writer, at intervals of five feet apart, the lead, which weighed 
 15 lbs., never being allowed to leave the bottom all the way across. 
 
 The greatest depth recorded is, as before stated, 50 feet at low water, 
 increasing to 70^ feet at high water. The " Bore " or tidal current 
 varies from 4^ to miles per hour, the greatest velocity occurring in 
 the out-going tide. 2^ hours after low water. In a volume of water 
 like that flowing from the broad basin of Burra d Inlet through the 
 restricted channel of the First Narrows into English Bay, this velocity 
 of miles per hour is terrific in its efi'ects on any body ojiposiug it. 
 
20 
 
 i^mitk on Vaticouver Water Wovka. 
 
 M 
 
 Snuie itlca of itH force may bo yatliuml Voiii tlic i'lut that h new 9 
 intli imiiiillu liawfcr of liO tons ultiniiifc tin^ile f>tiain, wliidi, in the 
 prdiniinary operations of layinu; the Hubmer^fcd niainH, was Ktiotclied 
 across tlic inlet, was siinjuxd like paik tliread by being suddenly 
 lifted to tlie surface, uiui allowed to float on it. 
 
 South of Burrard inlet, at liigh water mark, the single 12 inch main 
 connects witii a Y breech similar to that on the north side. A Ki in. 
 main lends out from tliis breech, passing over a uniform boiildei' and 
 gravel flat, known as Stanley Park, tlie greatest ek^viition of which 
 above sea level is 73 feet. South of Stanley Park, at u distance of 
 5041 feet from Burrard Inlet, is a long, niirrow, shallow bay of Bur- 
 rard Inlet, known as Coal Hnrlour. 'fhis bay lies directly south of 
 and jiurallel to the First Narrows. The extreme length from east to 
 west is (;72() feet. The entrance to the bay is 3,730 feet wide, This 
 width gradually decreases till the head is reached at ti distance of only 
 1,5(10 feet from English Bay, and separated from it by a low lying 
 strip of bind, the highest elevation of wliieh above sea level is not more 
 than 17 feet. The bottom is of soft mud, thickly studded with boul- 
 ders. Half a mile from the head of the bay, the shore on each side 
 cuts out in long narrow i^romontories, leaving a waterway 870 feet 
 wide at hii;h water, and ^50 leet at ixtreuie low water. This 
 is the point selected lor the crossing of the Iti inch main. The bottom 
 is of uniform contour, and consists of tenacious mud and small boul- 
 ders. The greatest depth at low wiiter, which fceurs in mid-channel, 
 is 5 feet. 
 
 Imnudiatdy scuth of Ctal Harlour the City of "N'aneouver is 
 reached. The Ki inch main is continued along the graded streets to 
 the etutreof the City, a distance of 39,211 feet from the centre of the 
 tunnel, or almost exactly 10 miles Irum the well chambers of the 
 dam. 
 
 The totalfall from the level of water in the reservoir at the ihiin to 
 the teiniination of the 10 iiieli main is 3S4 feet, and from the floor 
 of the tunnel to the same point 35;') feet. The total available dis- 
 charge is 5,103,000 U. S.gals. in 24 liouns. 
 
 TRENCUINa, TUNNELLINO, ETC. 
 
 South of Burrard Inlet, all works of excavation, refilling, culvert 
 building, etc., were done by the company by day labor. North of 
 Burrard Inlet, between the First Narrows and the dam, such works 
 were done by Mes.srs. H. F. KeefcrandD. .McCrillivray, of Vaneouvor, 
 ndcr a lump sum contract, based on a table of (panlities furnished by 
 
 esp 
 In 
 
Smith on Vancouver Water Works, 
 
 31 
 
 t» new 5> 
 •li, in I he 
 
 htr(!t<!lll!(l 
 
 suddenly 
 
 ncli main 
 
 A Ki ill. 
 
 iMoi' and 
 
 of whicli 
 
 stiiiico of 
 
 y of IJur- 
 
 nulli of 
 
 nn cast to 
 
 le. This 
 
 fc ol'only 
 
 low lying 
 
 3 not more 
 
 with boul- 
 
 euch .side 
 
 ly 870 feet 
 
 ter. This 
 
 Mie bottom 
 
 -mull himl- 
 
 id-cliunnel, 
 
 mcouver is 
 il ,-tioit.s to 
 ■ntn; of tiie 
 3eis of the 
 
 he d:iin to 
 n llu^ floor 
 iiilable dis- 
 
 ing, culvert 
 North of 
 sueh works 
 Vancouver, 
 irni.shed by 
 
 the Compuny. The trenches wore oxcavatod to regular grades, tho 
 average dopth for 12" pipeH being 3' (>", for H!" pipes, W 10", and 
 for 22" pipcH 4' 4", this gave a covering over all pipes of not loss than 
 2' 6", an amply suttieient <lepth in tho elimato of Vancouver, frost 
 never being known to penetrate tho soil deeper than 14 inches. 
 When tho nature of the ground was uneven, and the grade line 
 laid down gave excavations less in places than these depths, the 
 difference was made up by embankmiMits, 3 feet wide on top, with 
 slopes of 1^ to 1. In certain small gullies, embinkments 6 feet wide 
 on top, were built under tho mains, instead of timber trcstling, then; 
 being danger of bush iires daring Ihe summer months. The mains on 
 top of these embankments, and also under all streams, are protected 
 from injury by buing enolo.sod in timber culverts. (Sjo Appendix, 
 p. 358.) 
 
 ADVANTA0E8 OK STEEf, OVER WaoUOIIT AM) OAST IRON .MAINS. 
 
 Previous to describing the rivetted mild steel mains used by the Van- 
 couver Water Works (^'o., it may be of interest to trace the origin of 
 steel pipes, and exemplily the many advantages possessed by them over 
 cast iron pipe.'*. 
 
 Up to the year 1815, cast iron was in universal u.se for the manu- 
 facture of wat(,'r pipes ; but in that year, Mr. Jonath;ui Ball inveiitMl and 
 laid in Saratoga, N. Y., a wrought iron pipe, coated inside and out with 
 hydraulic cement. This is the first instance on rccoril in which wrought 
 iron water pipes wore laid on this continent. Owing to the great saving 
 effected by this inveiitioii, it rapidly rose in favour, and was adopted by 
 many cities in the Union. It was soon, however, discovered that these 
 pipes required to be liid on a perfectly solid and unyielding foundation. If 
 laid on made ground, the slightest settlement caused the cemont linings to 
 crack and leakage took place. The nirthod of lining and laying in the 
 treneii was eumliersome, and could only be (-mployed to atlvantage near 
 thecentresof civilization, where transport was cheap and labour abundant. 
 When it was required to carry long lines of water pipes over mountain- 
 ousconntry, in wildernessesentirely unsettled, and without roads or means 
 of conveyance, engineers were eonfroiitfil with the taskofdovi.siiig another 
 and St ill more eo.inomical pipe. In California and the Facifio States of tho 
 Union, this problem was successfully solved by the invention of asphal- 
 tum coated rivetted wr 'ght. iron jiipes. The cheapness of con-itnictiou 
 of these pipe-*, and thcfac ty with which they could he handled, and more 
 especially in the minin£ aistrlcts, brought them it once into general use. 
 In design and construction they are exactly similar to the rivetted mild 
 
22 
 
 Smith on Vancouver Water WorJca. 
 
 steel mains described f'urtlier on in this paper. 13etweea 1870 imd 
 1885, the Risdon Iron Woiks Company, of San Francisco, furnished 
 various water and mining companies with over 150 miles of these pipes 
 varying in diameter from 12 to 52 inches. Among the more notable 
 examples may be mentioned the following : 
 
 Spring Valley Water Works Co. — 36 miles of pipe from^lS to 
 52 inches diameter, and from ,}i,f to '^ in. thick. 
 
 The Virginia a.\d Gold Hill Water Works Co. — 3 miles of 
 pipe 11 J inches diameter, and from ^ to ^ in. thick. This main 
 crosses a deep valley lying between its point of supply at Lake Mar- 
 lette and Virginia city. Tlie bottom of the valley is 1750 feet below 
 the level of the lake. Tlierel'ore tins main is subject to a constant static 
 pressure of 750 lbs. per square inch at its lowest point 
 
 The White Pine Water WoaKS Co. — 2 miles of pipe, 12 inches 
 diiimeter, y^f^, to ^,.^ in. thick. 
 
 The Portland Water Works Co. — IJ miles of pipe, 30i^ inches 
 diameter, and ~, in. thick. 
 
 The Cherokee Flat Mining Co. — 3 miles of pipe, 30 inches dia- 
 meter, and from ^^ to ^ in. thick. 
 
 The grcMt success of aspli:iltuui-coated rivetted wrouglit iron pipes 
 led to still furtiier researches. Manufacturers of water pipes ilirected 
 their attention to the adaptability of mild steel for hydraulic purposes, 
 and arrived at most gratifying results. 
 
 The writer, in seeking iuformatii)n on this subject, received from 
 Messrs. Duncan Bros., of London, England, a pamphlet on mild steel 
 mains, of which only a few copies were published by that firm for pri- 
 vatt! circulation. The following extracts, giving a comparison between 
 mild steel, wrought iron, and cast iron for water mains, may be of 
 interest : 
 
 " Scientific investigation proved that in add'tion to being more ductile, 
 it f wrought iron) had greater tensile strength than cast iron, tiie relative 
 tensile strengths of cast iron and wrouglit iron being approximately 1 
 and 2.7. Mild steel is refined wrought iron, being nearly pure mcta - 
 lie iron, and when rolled into plates its strength compared to cast iron 
 is as 4 to 1. In consequence of its strength and ductility, it is eminently 
 adapted for all purposes to whicii cast iron has been formerly applied. 
 
 "With regard to stren'.itli, the ultimate tensile strength usually men- 
 tioned in specifications for cast iron pipes is 18,000 lbs. per S(|uare inch 
 mild steel, however, is now made with an ultimate tensile strength of 
 72,000 lbs. per square inch. It follows, therefore, that if pipes aro 
 made of steel plates of the same thickness as would be employed in cast 
 
Smith on Vancouver Water Works. 
 
 23 
 
 iron, they are approximately lour times as strong. The actual strength 
 is not exactly four times, because it is not custOLnary to calculate resis- 
 tance to iulernal pressures — ith the same co-efficient or factor of safety 
 for both materials. 
 
 "The factor of safety usually employed for cast iron is 10, that is to 
 say, the working strength of the material is taken as only one-tenth of 
 the actual strength, which, in the case of pipes, means thav if the 
 internal working pressure is to be 100 lbs- per square inch, the strength 
 of the pipes is calculated to resist 1000 lbs. per square inch. For 
 wrought iron, the factor is 6, and for mild steel 5. The reason for the 
 differences in tlie factor of safety, is because iron and mild steel are more 
 homotreneous, and thus more reliable than cast iron. 
 
 " The impurities wiiich are present in cast iron are of less specific gra- 
 vity tlian metallic iron, and consequently the .•specific gravity of the 
 mixture called cast iron is less than that of pure metallic iron. Mild 
 steel is the nearest approach to pure metallic iron, which commerce and 
 science combined have yet produced on an extensive working scale. 
 The average weights of the metals are : 
 
 Cast Iron. Wrought Iron. Mild Steel. 
 
 450 480 489.6 
 
 lbs. per cubic foot ; the average weiglit of water is 62J lbs. per cubic 
 foot ; therefore the specific gravities average 
 
 Water. Cast Iron. Wrought Iron. Mild Steel. 
 
 i 7.20 7.68 7.83 
 
 TABLE OF RELATIVE THICKNESS FOR EQUAL STRENGTH. 
 
 Cast Iron. Wrought Iron. Mild Steel. 
 
 Weight of plate in lbs., per sq. ft. 
 
 linchttiick 37.5 40 40.8 
 
 Tenacity per square inch 18,000 48,600 72,000 
 
 Relative strength, for ecjual thick- 
 ness 1 2.7 4 
 
 Factor oi' safety 10 6 6 
 
 itelative strength due to factor of 
 
 salcty 1 4.5 8 
 
 Reduction in st.ength due to riv- 
 
 etted joints — 30 p.c. 30 p.c. 
 
 Relative strength after reduction 
 
 for rivetted joints 1 3.15 6.6 
 
 Relative thickness for plates of 
 
 equal strength 1 0.3174 0.1786 
 
HI&S9 
 
 24 
 
 Smith on Vancouver Water Works. 
 
 TABLE OP RELATIVE WEIGHT FOR EQUAL STRENGTH. 
 
 Cast Iron. Wrought Iron. Mild Steel. 
 Thickness of plate in inches, 401bs. 
 
 weight per sq. ft.. 1.066 1.00 0.9804 
 
 Relative strengthfor equal weight 1 2.533 3.678 
 
 " " due to factor of 
 
 safety 1 , 4.22 7.356 
 
 Eelative strength after reduction 
 
 for rivetted joints 1 2.955 5.149 
 
 Cast Iron. Wrought Iron. Mild Steel. 
 Weight of plain cylirders of equal 
 
 strength 1 0.3384 0.1942 
 
 Increiise in weight of pipes due to 
 
 joints 5.8 p.c. 15 p.c. 15 p.c. 
 
 Relative weight of pipes of equal 
 
 strength 1 0.3678 0.2111 
 
 " Tlie relative thickness for plates of equal strength for materials of the 
 ultimate tenacity under considcraticn are given on the last line of the 
 first table. In the next table, the results obtained shew the relative 
 weights of pipes of equal strength, having socket and .spigot joints, made 
 from materials of the ultimate tens-'"; strength specified. 
 
 'Applying these results to an ideal case, we find that, if it is specified 
 that cast iron pipes, to stand 300 feet working head of pres.iure, and 24 
 inches internal diameter, arc to be ^ inch (= .875) thick, then wrought 
 iron pipes of the same diameter would be .875 x .3174 =: .2778 inches 
 thick, and mild steel pipes would be .875 x .1780 = .15ti3 inches thick 
 or siiy 5 in., ^ in. ;ind /^ in. thick respectively, for equal internal 
 working pressures. 
 
 "Then again, if one mile of 34 inch ca^t iron pipe.*, J inch thick, made 
 up of pipes in 12 feet lengtiis, weighing 24.8 cwt. each length, weighs 
 545.6 tons, the corresponding weight of one mile of wrought iron pipes 
 will be 545.6 x 0.3678 = 200.6 tons. 
 and one mile of mild steel 545.6 x 0.2111 = 115.2 tons, 
 
 " These results siiew that for equal diameters, 24 inches, e((ual working 
 pres.su res of 300 fee L and equal lengths of one mile, the weights are 
 respectively : 
 
 Cast Iron. Wrought Iron. Mild Steel. 
 
 545.6 200.6 115.2 tons. 
 
 The price per ton of mild steel pipes averages about 4^ times the cur- 
 rent price of cast iron pipes ; as the relative weights for equal strength 
 are as 1 : .2111, it is therefore apparent that the relative costs for a given 
 length lire as 1 : 0.90, or in other words, length for length, at a cost of 
 
TH. 
 
 Mild Steel. 
 
 0.9804 
 3.(378 
 
 7.356 
 
 5.149 
 
 Mild Steel. 
 
 0.1942 
 
 . 15 p.c. 
 
 0.2111 
 terialsoftlie 
 - line of the 
 the relative 
 joints, uiado 
 
 t i.s specified 
 ure, and 24 
 len wrought 
 2778 inches 
 inclics thick 
 aal iuternal 
 
 thick, made 
 gth, weighs 
 it iron pipes 
 
 ual working 
 iveights are 
 
 Mild Steel. 
 
 115.2 tons. 
 les the cur- 
 lal strength 
 sfbr agiveii 
 at a cost of 
 
 Smitii on Vancouver Water Works. 25 
 
 10 per cent, less than cast iron pipes. With regard to carriage, the 
 rate per ton by rail is the same for eitlier cast iron or mild steel pipes, 
 and as the saving is in the direct ratio of dead weight for a given length, 
 the cost of railway carriage is 78 per cent, less than on cast iron pipeS) 
 and a like saving can be eflfected in handling the pipes at the site of the 
 track in which they are to bo laid. 
 
 "The next point to which attention is directed .s the jointing. As 
 mild steel pipes are so umch lighter than cast iron pipes, it is clear that 
 they may be conveniently handled in longer lengths. The system of 
 construction also favours this, and in fact tlie pipes may be made in 
 one continuous length, built upon the site if it is desired. The custom- 
 ary methods are to make them in lengths of 24 feet, this being twice 
 the usual length of cast iron pipe, and there are, consequently, only half 
 the number of joints. Taking the 24 inch pipes before mentioned, the 
 
 lengths and weights would be 
 
 Cast Iron. Mild Steel. 
 
 Diameter 24 inches 24 inches 
 
 Length of each pipe 12 feet 24 feet 
 
 Weight do 24.8 cwt. 10.47 cwt. 
 
 Relative weights per pipe 1 0.42 
 
 " lengths " 1 2 
 
 " Again, taking the c;ise of one mile in length, 440 pipes would be 
 required in cast iron, and only 220 in mild steel, consequently, there is 
 a saving of 50 per cent, in tlie labour and cost of jointing a given 
 length. Then with regard to each joint, the mean circumference of the 
 space ibr lead in an ordinary cast iron socket joint is greater than in a 
 mild .steel pipe, in consequence of the greater thickness of cast iron- 
 The reduction in the circumference of a mild steel .socket is equal to a 
 saving of 9i per cent, upon the weight of lead re(|uired for a 24 inch 
 cast iron pipe socket ; assuming that the depth of lead is the same in 
 each case, the total saving in lead is therefore 59^ per cent. 
 
 " To shew the final economical I'esult in the case of one mile of 24 
 inch pipes previously mentioned, the several relative costs are : 
 
 C'/sl Iron. Mild Steel. Saving. 
 
 Internal diameter, inches 24 24 
 
 Length, mile , 1 1 
 
 Number of pipes 440 220 
 
 Weight of each pipe, cwts 24.8 10.47 
 
 " one mile, tons 545.6 115.2 
 
 Relative cost per ton 1 4.25 
 
 '* of carriage, per ton . ... 1 1 
 
 i 
 
?■ 
 
 w^ 
 
 li! i\ 
 
 26 Smith on Vancouver Water Works. 
 
 Cast Iron. Mild Steel. Saving. 
 
 Relative cost of Carriage on total.... 1 0.2111 78 p.c. 
 
 " of laying per yard 1 0.7 30 p.c. 
 
 Eelative number of joints 1 0.5 50 p.c. 
 
 " weight of lead, each joint.... 1 0.t»05 9| p.c. 
 
 " " each mile .... 1 0.405 59J p.c. 
 
 " cost of making each joint ... 1 0.8 20 p.c. 
 
 " " jointing one mile 1 0.40 60 p.c. 
 
 " cost of total for one mile. ... 1 0.9 10 p.c. 
 
 " " of pipes and carriage... 1 0.84 |16 p.c. 
 
 •' " of carriage and laying. 1 0.834 16. t) p.c. 
 " " of pipes, carriage, lay- 
 ing and jointing one 
 
 mile 1 0.788 21.2 p.c 
 
 " Tiie saving actually effected in the tocal outlay for one mile of 24 
 inch pipes, is therefore : 
 Cost of pipes. Cost of carriage. Cost of laying. Cost of jointing, 
 
 10 p.c. 6 p.c. 0.6 p.c. 4.6 p.c. 
 
 or a grand total of 21.2 p.c." 
 
 It will be seen that the above extracts treat of a comparison between 
 cast iron mains, and mild steel mains fitted with faucets and spigots. 
 Tliis is a cumbersome arrangement, and h;i3 been entirely discarded on 
 the Pacific coast, the Moore and Smith joint, a description of which 
 will be given further on, taking its place. This joint is specially ailap- 
 ted to all pipes between the diameter of 12" and 24". When of larger 
 sizes the pipes are made in plain lengths of 24 feet inches, and rivet- 
 ted together in the trench. 
 
 THE MAINS. 
 
 The rivctted mild steel mains in use by the Vancouver Water Works 
 Company are of three diameters, 22 inches, 16 inches, and 12 inches. 
 The 22 inch is laid from the dam to the tunnel, a distance of 13,530 
 feet, the 16 inch from t!ie tunnel to ordinary high water mark of Bur- 
 rard Inlet on the north shore, and from ordinary high water mark on 
 the south shore to the centre of the city, a total distance of 39,211 feet. 
 The 12 inch are laid on botli shores of Burrard Inlet, between ordinary 
 high water marks, and the submerged 12 inch flexible main acro.ss the 
 Inlet, a total distance of 747 feet. 
 
 Tlie 22 inch and 16 inch pipes are ^, in. in thickness, and the 12 
 inch jij in. The latter, being laid below high water mark, require 
 greater thickness of metal to withstand the corroiive influence 
 
 of salt ^ 
 
 : from Ei 
 
 ; asphaltu 
 
 Victoria 
 
 inch pi] 
 
 exactly 
 
 courses, 
 
 etted toj 
 
 foundry, 
 
 g rivet ho 
 
 ' time. 1 
 
 ' secured. 
 
 I three pai 
 
 tiie roqu 
 
 I der of a 
 
 % or longit 
 
 and con\ 
 
 suflicient 
 
 the ends 
 
 \ 
 
 length. 
 
 course, t 
 ■ through. 
 I longitud 
 I heavy la 
 I the laps 
 \ split cai 
 
 immer,sc'( 
 1 26 feet 
 J that a fii 
 i the mix! 
 ) with iisp 
 i Coal 
 
 asphaltu 
 
 allowed 
 : cess. A 
 ; allowed 
 
 brittient' 
 : The f. 
 "'. that invt 
 ; Ri.sdon 
 
 diual seel 
 
Smith on Vancouver Water Works. 
 
 m 
 
 I. Saving, 
 
 78 p.c. 
 
 30 p.c. 
 
 50 p.c. 
 
 9J p.c. 
 
 59^ p.c. 
 
 20 p.c. 
 
 60 p.c. 
 
 10 p.c. 
 
 |16 p.c. 
 
 16.6 p.c. 
 
 21.2 p.c 
 ; mile of 24 
 
 of jointing. 
 4.6 p.c. 
 
 .son between 
 and .spigots, 
 liscardod on 
 iou of which 
 ecially adap- 
 hcn of larger 
 es, and rivet- 
 
 Water Works 
 id 12 inches. 
 ce of 13,530 
 uark of Bur- 
 ator mark on 
 ■39,211 feet. 
 ?een ordinary 
 in across the 
 
 3, and the 12 
 mark, require 
 ve influence 
 
 I 
 
 of salt water. These pipes were manufactured from plates imported 
 from England by the Company, and rolled, rivetted, coated with 
 asphaltum, and laid in trench by the Albion Iron Works Company of 
 Victoria, B.C. Plate XX shews a longitudinal section of the 16 
 inch pipe. The 22 inch and 12 inch pipes are constructed in an 
 exactly siniilar manner. It will be seen that the pipe is made in 7 
 courses, 4 large or outside courses, and 3 smaller or inside courses, riv- 
 etted together, and having a projecting nipple at one end. At the 
 foundry, the plates were trimmed to the exact .sizes required, and the 
 rivet holes punched with multiple punches at one and the same 
 time. Absolute uniformity in size and spacing of rivet holes was thus 
 secured. Each plate was then rolled in the usual manner, by means of 
 three parallel revolving cylinders, which gave it the circular form of 
 the required diameter. It was then made to encircle the vertical cylin- 
 der of a hydraulic rivetting machine, which cold rivetted the straight 
 or longitudinal seams. When 7 plates liad been treated in this manner 
 and converted into cylinders 3 ft. 6 in. long, and of diameters differing 
 sufiiciently to allow tlie ends of tlie smaller cylinders to be passed into 
 the ends of the larger, tliey were rivetted together, so as to form one 
 length. On the lap, between two thicknesses of steel at the end of ea 
 course, the plate was scraped down to a fl'.ie edge, and a rivet driven 
 through. Where tliree thicknesses of metal came together, as when the 
 longitudinal seams of tlie large course overlap the siiiallor course, extra 
 heavy lap rivets were used. The edges of each sheet for 3 inches '"rom 
 the laps were chipped and caulked. Straight and round seams were 
 split caulked. The whole length was then heated in an oven, and 
 immersed in a bath of hot asphaltum. This bath was an iron trough, 
 26 feet long and 3 feet wide, supported on brickwork, and so arranged 
 that a fire could be kept constantly burning underneath. In preparing 
 the mixture, the trough Vvas tilled to within a few inches of the top 
 with asphaltum broken up into small cubes of about an inch to the side. 
 
 Coal tar, devoid of all oily matter, was then poured in till the 
 asphaltum cubes were completely covered. The mixture was then 
 allowed to boil for three hours, being constantly stirred during the pro- 
 cess. As many pipes as the mixture would cover were then dipped and 
 allowed to dry. The coating obtained was smooth, tough, free from 
 brittleness, and of uniform thickness. 
 
 The form of joint used in connecting these pipes is, as before stated, 
 that invented by Joseph Moore and Francis Smith, employees of the 
 Risdon Iron Works Co., San Francisco. Plate XX shews a longitu- 
 dinal section of this joint. In making the joint in the trenches, the 
 
 I 
 
n 1 
 
 I 
 
 
 28 Smith on Vancouver Water Worka. 
 
 nipple end of one length of pipe was forced into the larger end of the 
 adjoining length, by means of hammering on wooden blocks placed 
 against the end opposite the nipple. The abutting ends of the two 
 lengths were not driven up tight, a space of from ^ to -^ an inch being 
 left, for the purpose of allowing for any expansion or contraction that 
 migiit take place. The outside surface of the pipes was tiicn scarped 
 clean for about 2^ inches back from the junction of the two ends. A 
 band or ring of diameter sutticiently groat to allow of {\i inch play be- 
 tween its inside surface and tiie outside surface of the pipe, was then 
 made to encircle the junction. The space between was filled up with 
 lead in the usual manner, and carefully caulked. Joints made after this 
 pattern, have been in use ibr 1.5 years, and have given entire satisfac- 
 tion. Care must be taken in making tiiis joint, tliat no angle 
 greater than one degree is made at the junction of the two lengths of 
 pipe, otherwise the lead packing will be of unequal tiiiekness, and will, in 
 all probability, result in a leaky joint. Caulkers, accustomed to jointing 
 cast iron pipes, must bo cautioned, when makinr for the first time, a 
 Moore and Smith joint, that the steel pipe will ily admit of the lead 
 being packed to a certain firmness, the degree of which can only be 
 ascertained by actual trial. If tiie lead is beaten in between the ring 
 and the pipe too tigiitly, the shell of the latter will bend inwardj and 
 render good work impossible. 
 
 As before stated, steel mains of more than 2-t inches diameter, when 
 subject to heavy pressure, are usually made in specified lengths at the 
 foundry, and rivetted together in the trench. To accomplish tliis, it is 
 neces.sary that each length shall have a large course at one end, and a 
 smp.ll one at the other. The large course has its extreme end punched 
 for rivets at tlie foun try. wiiile the small course at tlie other end of tlie 
 lengtii is unpunclied. 
 
 The pipes being placed in the trench, the small course of one length 
 is forced by hammering, or other powi!r, into the punched large course 
 of the adjoining lengtii. The position of the rivet holes on the small 
 course, to correspond with those on the large course, are then marked 
 and screw punched after separation. This being done, the two lengths 
 are again united, their surfaces pressed firmly against each other by 
 means of a set stool, and cold rivetted from the outside. The seam is 
 split caulked in the ui^ual manner. This makes the most desirable con- 
 nection for pipes of large diameter. 
 
 However, it may be mentioned, that a pipe of 41 inches diameter, and 
 subject to a pressure of 300 feet, was laid, ten years ago, in tlie Sandwich 
 Islands. Tli„ lengths were connected by Moore & Smith joints, and 
 are in active service t<i this <lay. 
 
Smith on Vancouver' Water Works. 
 
 29 
 
 The Vancouver pipes were laid in the trench with the straight seams 
 upwards, so that any leakage might readily be detected, and repaired 
 by further split caulking. In most systems, however, the straight seams 
 are laid downwards, the advantage of which is that in course of time, 
 sediment gathers on the bottom of tlie pipe along the edges of tlie seams, 
 and tends to prevent leakage. (8ee Appendix, p. 3C1.) 
 
 BENDS AND CASTINGS. 
 
 Inasmuch as the steel mains described in the foregoing pages were 
 constructed with a view to securing iibsolutely tight jonits, tiic outside 
 surfaces of the nipples fitted tightly against the inside surfaces of tiie 
 adjoining lengths. Consequently, no deviation from a straight line 
 greater than one degree, could be made between any two lengths with 
 out special bends. By means of specially adajitcd machinery, steel 
 elbows and bends are made by certain manufacturers, but those lack 
 stabiliiy when the angle of curvature is large. All bonds in the Van- 
 couver .sy,stem arc of cast iron, one inch thick. They are segments of a 
 circle, the axis of the bend being the circumference, and the radius 
 five feet. Previous to leaving the foundry, they were individually 
 subjected to a pressure of 300 lbs. per square inch. 
 
 In certain parts of the pipe line, north of Burrard Inlet, the ground 
 traversed, being contiguous to the river, is irregular horizontally and 
 vertically, and re((uired bends ranging from 5 to 70 degrei'S angle of 
 deflection. Tliat portion of tiie pipe line immediately soutii of the 
 tunnel, and following the irregularities of the side hill for a distance 
 of 8000 feet, required no less than 80 bends of all angle-i of deflection, 
 being an average of one bend to every 100 feet of length. The total 
 number re(juired by the sy.stom from tiie point of supply to the centre 
 of tiie eity were 179. (See Appendix, p. 863.) 
 
 The other eastings connected with the mains, not including the con- 
 nections with the eity distribution system, are as follows : two miles and 
 a hall' below tliu dam, at the lowest depression between the dam and the 
 tunnel is placed a blow off, 8" oft 22". This is controlled by an 
 
 Ljijjrht ncli valve, leading into a 1". 
 
 12" bo.v ilrain, which in turn 
 
 leads to the river. To the middle pipe length in the tunnel is alfixed 
 a self-acting (/'liabot air valve, the air passage of which is 2:^ inches 
 diameter, and is controlled by a brass valve, so that the upper part con- 
 taining the rubber ball may be taken off for examination at any time 
 without tlie necessity of shutting off the main at the dam. 
 
30 
 
 Smith on Vancouver Wafer Works. 
 
 At Burrard Inlet, on the nortli side is placed a blow off, 8" off 16" 
 and on the south side, 12" off KJ", reducing to 8". both controlled by 
 valves, and emptying into Burrard Inlet. The ends of the 16 inch 
 main, on both sides of the inlet, are provided with "Y" breeches, two 12 
 inch branches off 16 inch. These briinches connect with the double 
 line of 12 inch mains, that will ultimately cross Burrard Inlet, and are 
 individually controlled by 12 inch valves, so that each main can be 
 shut off independently if required. Between tlie Inlet an<l Coal 
 Harbour, on the highest elevatinn between the two waters, is placed 
 another Oiiabot air valve, arranged in a manner similar to the one 
 already described. 
 
 On both sides of Coal Harbour are placed blow offs, 8" off 16" dis- 
 charging into Coal Harbour, and finally a 16 inch valve is located at 
 the point where the mains enter the inhabited part of the city. It 
 will thus be seen that in case of necessity the supply to the city can 
 be shut off at five different places, viz., at the entrance and outlet of 
 well chambers at the dam, on both sides of Burrard Inlet, and at the 
 entrance to the city. 
 
 DISTRIBUTION OP MAINS, LEAD AND CASTINGS. 
 
 Inasmuch as the pipe line between the centre of the City and Coal 
 Harbour follows well graded streets, the distribution of steel mains, 
 lead and castings was attended with little or no diificulty. Ordinary 
 four-wlieelcd drays, drawn by two horses and accompanied by two 
 teamsters, accomplished this work in a most satisfactory manner, at a 
 cost of $3.00 per ton. 
 
 The tiexible mains for the crossings of Coal H;irbour and Burrard 
 Tnlet, were transported on scows and discharged on the beach between 
 high and low water mark at a cost of §5.00 per ton. 
 
 Between Coal Harbour and Burrard Inlet the first diflBculties were 
 encountered. The land between these two waters being iieavily tim- 
 bered, and only accessible by waggon roail at both ends, rendered 
 necessary the construction of a temporary road parallel to the 
 pipe trench, and within easy reach of it. This was of the simplest 
 character, being a roughly gnided track, 8 feet wide, along which and at 
 right angles to it were placed, at regular intervals often feet, rough 
 undres.sed skids. Sleighs similar to those used by loggers in winter, and 
 drawn by two powerful horses, carried two lengths of pipe per load 
 along this road ami deposited tlieni where rciiuired. The cost of this 
 service, including the construction of road, averaged 85.00 per ton. 
 
 top. 
 
Smith on Vancouvn' Water Works. 
 
 81 
 
 off 16" 
 )llc(l l.y 
 6 inch 
 
 two 12 
 
 (limbic 
 iiiiJ are 
 
 can be 
 .1 Coal 
 
 placed 
 tlic one 
 
 Between Burrar'l Inlet and the Dam the work of distribution was 
 accoa-plished under very great difiicuUios. As before stated, the 
 country traversed by the pipe line is very irregular and heavily timbered. 
 No roads exist in the vicinity, and the construction of an economical 
 mode of conveyance for the 480 tons of t^teel mains, lead and castings, 
 which were to be laid continuously along the pipe trench, was a 
 problem, the solution of which involved consiilernblo ingenuity. The 
 mode adopted was a combination of waggon road and tramway. A 
 tramway 15,400 feet long was built from tiie Inlet to a point on the 
 side hill ground, about 4,000 feet south of the rock tunnel. This 
 tramway is of three feet gauge with 4 " and 5 " track timbers, supported 
 on ties placed four feet apart. At four points in its course there occur 
 sudden breaks in ground level. The first takes place 5,800 feet north of 
 the Inlet, the ground rising ;J7 feet in a dintance of 135 feet ; the second 
 ut it,400 feet north of the Inlet, the ground rising 54 feet in a distance 
 of 2C0 feet; the third at 11,100 feet north of the Inlet, (he ground 
 rising 27 feet in a distance of 82 ; and the fourth at the termination of 
 tho tramway, where it leaves the pipe trench and climbs the face of the 
 side hill to the flat above. The total rise at this point is 80 feet in a 
 distance of 150 feet. In distributing the pipes along the tramway, each 
 car, pulled by one horse, carried three lengths of 16-inch pipe. On 
 arrival at one of the above-mentioned changes of level, the horse was 
 removed from the car to the top of the rise, where it was made to haul 
 on a cable connected with the car, until the car also had reached tlie 
 top. At the termination of tho tramway a waggon road was built fol- 
 lowing the edge of the flat, a distance of 4,000 feet, to the rock tunnel. 
 At suitable intervals clearings were made from the waggon road to the 
 pipe trench on the side hill below, down wliich the pipe lengths were 
 lowered, one at a time, by cables. 
 
 At the rock tunnel the face of the Canon slopes downwards 164 feet 
 in a distance of 400 feet. A short tramway was built down this steep 
 descent, and loaded cars lowered down by cables. From the foot of 
 this Canon a waggon road was built and operated in a manner similar 
 to that between Coal llaibour and Burrard Inlet. 
 
 The prices paid for the distribution of mains, lead and castings north 
 of Burrard Inlet were, for the first 1268 feet S7.64 per ton, for the next 
 18,859 feet $12.87 per ton, and for the next 1H,516 feet $14.85 per 
 ton. These prices included the building of the tramway and the 
 waggon roads as well as the cost of the distributing mains. 
 
 ii 
 
I 
 
 32 
 
 Smith on Vancouver Water Works. 
 
 ^1 
 
 LAYING THE SUBMEROEn MAIN AT KIHST NARROWS. 
 
 Ilavini^ in view the difficulty of effecting repairs in pipes laid under 
 water, and the disastrous copsoquences tiiat mii^iit result from a tem- 
 porary stoppage of the city's water supply should a break take place, 
 throut^li unavoidable causes, the design for crossing the first narrows, 
 instead of being one IG iiieli main, eoniprised its equivalent, two 
 separate lines of 12 inch mains, 50 foi^ apart, and capable of independent 
 action by means of stop valves placed at high water mark on each side 
 of the Inlet. Up to the present only one of these lines has been laid in 
 position on the bed of the Inlet, made up of 74G feet of plain rivetted 
 steel pipes ; 2G1 feet of rivetted steel pipe, fitted with cast iron flexible 
 joints, and 123G leet of cast iron flexible joint pipe. 
 
 Tiie plain rivetted steel pipe is placed at each end of the line, 584: 
 feet on the north shore and 1G2 feet on the south shore. The 
 rivetted steel pipe with flexible joints is placed on the north shore be- 
 tween the plain pipjs and the cast iron flexible pipes, and the latter are 
 placed on the bed of the Inlet, reaching from low water to low water 
 mark. 
 
 The construction and details of the plain pipe have been already 
 described. The flexible .steel pipe is in lengths of 22' 2" over all, and is 
 exactly similar to the plain pipe, but provided with cast iron spigots and 
 faucets, bond and turned in tlie same manner as the cast iron flexible 
 pipes. The latter are of tiie pattern known as the Ward patent flexible 
 joint pipe. 'J'iiey wtre manuiactured in ISeotlaud, and aru ol hard close 
 grained white cast iron, thoroughly coated with Dr. .Smitii's coal 
 pitch varnisii. Haeh length is 12' 4" over all, [Jin. thick, weighs 
 1280 lbs., and is warranted by the manufacturers to stand with 
 safety the pressure due to a colunm of wator GOO feet high. Each 
 joint required 70 lbs. of the best Spanish pig lead. Plate XX siiews 
 a longitudinal section of this jomt. The larger portion of the inside 
 surface of the hell or faucet forms a spherical zone, the centre of which 
 is a point on the axis of the faucets at such a distance from its moutli, 
 that the inside diameter of the latter is greater by half an incli tliau 
 the inside diameter of the shoulder. The extreme end of the spigot is 
 turned truly, and exactly fits the inside surface of the faucet. The 
 outer end, or the end encircled by the mouth of the faucet, is of smaller 
 diameter, .so as to allow half an inch of space between the two surfaces 
 
 i 
 
Smith on Vancouver Water Worlcs, 
 
 33 
 
 for lead packing. At the middle of the apigot is a circular groove, a 
 quarter of an inch deep and an iflch ami a half wide, which Serves the 
 purpose of retaining the lead packing, and prevents the joint from pull- 
 ing ftsundi r, when exposed to tensile strain. This joint is capable of 
 motion through an angle of 12 degrees, and a complete circle can bo 
 made with 30 lengths. 
 
 The contract for furnishing and laying the single line of cast iron 
 flexible joint pipe was let on the Ist of November, 1887, to the inventor 
 and j)atentee of the joint, Mr. John F. VV^ard, late chief engineer of the 
 Jersey City Water Works. The price agreed on, which covered all risks 
 and contingencies, was nine dollars per lineal foot. 
 
 Mr. Ward has devoted many years of his life t<i liiying submerged 
 pipes of iiU diameters, and has, hitherto, met with unfailif.g .success. 
 Among some of the more prominent works standing to his credit, may 
 be mentioned the six inch pipe crossing the Delaware River at Easton, 
 Pa., tlie 12 inch pipe, 9H3 feet long above the dam, at Lawrence, Mass., 
 and the two lines of 8 inch pipe crossing Shirley Gut, Boston Harbour, 
 a channel 400 feet wide, and 37 feet deep, through which a tidal cur- 
 rent flows at the I'lite of 7^ miles per liour. 
 
 Mr. Ward, on his nr rival, made a thorough inspection of the crossing,. 
 and expressed himself as confident of being able tocomplete his contract 
 with ease and rapidity. Accordingly on the 21st of April, 1888, he 
 began operations, his plan being to joint the pipes on a suitable plat- 
 form stationed at low water mark on the north shore, and by means 
 of a stationary engine on the south shore, to haul them acros.*, length by 
 length. Inasumch as Mr. Ward failed to carry out this plan to com- 
 pletion, the writer, without expressing any opinion as to its practicability 
 will merely describe his mode of procedure. 
 
 The structure erected on the north shore of the Inlet, on which the 
 pipes were jointed, was a frame work staging of sufficient height to 
 reach above extreme high water, and strong enough to resist the force of 
 the incoming and outgoing tides. In the middle of this stage was con- 
 structed a sloping platform, extending from the front face, 4 feet below 
 the top, down to the ground at the rear face, or the face fronting the 
 Inlet. The object of the platform was to admit of the pipes being 
 jointed in an inclined position, and therefore sliding easily to the ground, 
 when the hauling power was applied. The 104 lengths of pipe required 
 to reach from shore to shore were piled within easy reach of the plat- 
 form. The engine on the south side of tiie river, opposite the platform 
 and at a distance of 1400 feet from it, was of 30 H. P., and revolved 
 at ordinary drum, to which was attached a hundred feet of wrought^. 
 
 
 
 II 
 
 I 
 i 
 
 
84 
 
 Smith on Vancouver Water Works. 
 
 % 
 
 tr 
 
 f! 
 
 3 ■ 
 
 Iron chain, conncctin{^ with a continuouH wrought iron rod of 1^ inchc« 
 diameter. This rod reached clear across the Inlet, and waH attached 
 to the roar end of the first length of pipe lying on the sloping platform 
 of the staging. The rod was made from round iron in lengths of 51 
 feet, Jointed together by common screw unions, its whole tensile strength 
 being tiiat due to the resistance oflFered to stripping by the threads of 
 the unions. 
 
 When Mr. Ward had completed these arraiigimcnts, h« began with- 
 out delay to joint tlie lengths together. To the length lying on the 
 platform, the spigot end of which faced the Inlet, a second length was 
 jointed in the usual manner. 
 
 The engine on the south side was then put in motion, and the first 
 length hauled forward a distance ecjual to its own length, leaving the 
 second length to fill the place pi-eviously occupied by the first. A 
 third length was then jointed to the second, the engine a^ain pulled 
 forward, until the third length occupied the place vacated by the-Kecond. 
 It was intended to repeat this operation until the vholc 104 lengths 
 had been dragged across the bottom of the Inlet. However, after 18 
 lengths, covering ^a distance of 210 feet, had been submerged, Mr. 
 Ward concluded to substitute a steel wire caJ)le for the wrought iron 
 rod. In stretching this cable across the Inlet, it unfortunately fouletl 
 a .small boulder, about 200 feet above the pipe line, and such eflFurts 
 
 on 
 
 as were made to dislodge it proved unavailing. Mr. Ward then noti- 
 fied the company that urgent private business compelled him to leave 
 the works for St. Paul, Minn. He did not return, but shortly after- 
 wards oflicially abandoned the contract. 
 
 0:\ July 9th, si.Te than a month after Mr. Ward's failure, the 
 company contract ;d with Messrs. H. F. Keefer and D. McGillivruy, 
 the gentlemen wh'j aheady held the contract for trenching and refilling, 
 to complete the -Ai ik according to certain specifications, from whicli 
 the following clauses are extracted : 
 
 " The total length of the crossing to be made is 1248 feet, extending 
 from low water mark on the south shore to low water mark on the 
 north shore. These points will be defined by stakes placed by the 
 company's engineer, and the whole main when finally laid shall be in a 
 perfectly straight line between them. 
 
 " Each pipe length, previous to being placed in position, shall be well 
 and carefully te&ted for flaws in manufacture, cracks, alr-holos, a.jd 
 other defects, by the usual process of suspending in slings and tappiu^ 
 with hammer. Should any be found defective, they shall be discarded, 
 and the engineer notified of the same. 
 
Smith on Vancouver Wafer Works. 
 
 35 
 
 ^ inchc« 
 attached 
 platform 
 18 of 51 
 .strength 
 ircads of 
 
 Iran w!th- 
 if^ on thi' 
 ngth was 
 
 the first 
 living the 
 first. A 
 lin pulled 
 lie second. 
 )4 lengths 
 ■, after 1 8 
 ■ged, Mr. 
 )ught iron 
 k'ly fouled 
 uch efforts 
 then noti- 
 1 to leave 
 )rtly aftcr- 
 
 lilure, the 
 cGillivruy, 
 id refilling, 
 rom which 
 
 , extending 
 u'k on the 
 ced hy the 
 hall be in a 
 
 shall be well 
 -holoB, aud 
 ind tappii.^ 
 i discarded, 
 
 " The load 'o be used in jointing shall be that known as ' Best Spanish 
 
 Pig." 
 
 " Tho whole number of pipe lengths, previous to being placed in final 
 po.sition on the bed of tho first narrows, shall be joint^^^d, leaded, and 
 made perfectly water-tight on dry land, and on such a structure as will 
 admit of the wliole length of 1248 f'oet being of easy access for the pur- 
 pose of inspection. 
 
 " A test pressure of not less than 300 lbs. per square inch shall then 
 be iipplied by the contractors, in tho presence of the Company's Engineer, 
 the leakage under wiiicli, throughout tho whole length of 1248 
 feet, shall not exceed one cubic foot per minute. Such joints as may 
 prove defective under this pressure shall be made good by the con- 
 tractors at their own expense, and such pipe lengths as may leak or give 
 evidence of flaws stiall be removed by the contractors, and replaced by 
 sound lengths, the cost of which siiall be defrayed by the company. 
 
 •' The Engineer's approval of the main, after the application of the 
 above test being given, the contractors .shall be at liberty to place it in 
 position on tho bed of the first narrows, which being done, a similar 
 test pressure of 300 lbs. per square incii, subject to the same conditions, 
 shall be applied. 
 
 " A diver will be appointed by the company to inspect the main when 
 finally laid in position, and on his report such alterations in its position 
 as may be rendered necessary by reason of its resting on boulders or 
 sharp irregularities of the bed of the Inlet, shall be made by the con- 
 tractors, and at their expense, provided tho total cost does not exceed 
 five hundred dollars. All costs over this amount shall be defrayed by 
 the company." 
 
 .Messrs. Keefer and McGillivray entered info the fulfilment of their 
 contract with energy. A 30 H. P. engine was stationed on the north 
 shore of the Inlet, between high and low water marks. With this the 
 18 lengths submerged by Mr. Ward were hauled back to dry land. A 
 trcnph, 4 feet wide, 4 feet deep, and 1300 feet long, was excavated on 
 the line of the crossing on the north shore. Parallel continuous i anners 
 of barked fir, three in number, were placed in the bottom of tho trench, 
 in such a manner that the bell end of each pipe when jointed would 
 rest on the central »"unner, and be supported on each side by the 
 other two runners. A frame work staging, similar to tliat employed 
 by Mr. Ward, was built over the trench and supported im rollers, on 
 which it could readily be moved over the whole length of tiie trench. 
 On this staging with its sloping platform, the whole number of 
 pipe lengths were jointed, the operation being very similar to that of 
 
36 
 
 Smith on Vancouver Water Works. 
 
 
 paying off a cable from a moving ship. As soon as the first joint was 
 made, the staging was moved forward till the first pipe length rested oa 
 the runners in the trench, leaving the second in the place vacated by 
 the first. A third pipe was then hoisted up by winches, its spigot end 
 inserted into the bell of the second, and carefully adjusted in exact line. 
 Molten lead was then pouied in and caulked in the usual manner. 
 This done, the staging wus iigain moved forward and another pipe 
 adjusted, the operation being repeated day by day, till one hundred 
 lengths had been connected. As before stated 104 lengths were pro- 
 vided, but during the proces"^ of jointing, four, shewing evident signs 
 of fracture, were discarded. 
 
 luimediately on the completion of the work of jointing, both ends 
 of the cha'.i of pipes were securely capped, and the stipulated test 
 pressure of 300 lbs. per square inch applied. 
 
 A first attempt was made to apply tlie pressure by means of a hand 
 pump, worked by six men, forcing a stream of water into a circular 
 opening, one inch in diameter, provided for that purpose in the cap on 
 the north end. It was speedily found, however, that owiui; to the 
 leakage at tlie joints, slight as it was, this method was not powerful 
 enough to keep the chain of pipes full and attain tiie required pressure. 
 The stationary engine, situated midway between high and low water 
 mark, was then brouglit into requisition. The middle length of the 
 chain of pipes was tapped, and by means of the engine, water was 
 pumped in until the first defective pipe manifested itself, which occurred 
 wheii the gauge registered HO lbs. per square inch. This length was 
 immediately broken up by sledge hammers, the bell cut by a cold 
 chisel, split open, and the lead removed. 
 
 The two portions of the chain of pipes were then hauled toizetlier by 
 means of the engine, and re-jointed, i^ressure was again applied until 
 the second injured pipe gave way. 
 
 This operation was repeated until no less than eight defective pip-^s 
 had been removed. The remaining 92 sustained the n quired pressure 
 of 300 lbs. per s((uare inch foi s, period of five minutes, during which 
 each length was subjected to heavy blows from a 12 lb. hammer. As 
 the joints sustained this severe pressvre without exceeding tlie specified 
 amount of leakage, and as every length seemed to be absolutely free 
 from defects, the test was considered eminently satisfactory. The 
 following table shews the pressures at which the different pipe lengths 
 gave evidence of the fractures they had sustained during their repeated 
 handlings, and which were not detected by the process of " ring- 
 ing." 
 
Smith on Vancouver Water Works. 
 
 37 
 
 mber of Length, 
 reclconing from 
 north end of 
 pipe chain. 
 
 5th 
 
 Pressure \ 
 inch un 
 pipe ga 
 
 30 
 
 9th 
 
 
 70 
 
 10th 
 
 
 60 
 
 3l8t 
 
 
 50 
 
 37th 
 
 
 70 
 
 38th 
 
 
 70 
 
 51st 
 
 
 40 
 
 64 th 
 
 
 40 
 
 which 
 
 Nature ot fracture. 
 
 Longitudinal crack 12" 
 
 1^" 
 
 long 
 
 36" 
 
 (1 
 
 36" 
 
 (( 
 
 12" 
 
 (( 
 
 18" 
 
 (( 
 
 18" 
 
 <( 
 
 24" 
 
 <i 
 
 12" 
 
 (1 
 
 ' rmg- 
 
 Notwithstanding the additional loss of these 8 pipes, it was deemed 
 advisable to proceed with the submersion of the remaining 92, the 
 shelving nature of the north sliore being such that tlie north end of the 
 chain of pipes, when laid in position, wou)' not be covered by more 
 than two feet of water at low tide, and, therefore, it would be no difl&cult 
 matter to raise that end at any futurv, convenient time, and add the 
 whole 12 Iciigtlis necessary to coinpl'/te the crossing as planned. 
 
 The plan adopted for placing this long line of heavy flexible pipes 
 in position on the bod of the Inlet was direct hauling from shore to shore, 
 during the lialf tides which occur in the Inlet during the monthsof July 
 and August, For the purpose of lessening the weight as much as possi- 
 ble, each length was encircled by a wrought iron ring, to each of vzhich 
 floats of 500 lbs. buoyancy were attuclied. To prevent as ruuch as 
 possible the forward end of the chain of pipes from ploughing a deep 
 furrow in the bed of ihe Inlet during the process of hauling, it s^as 
 buoyed up by a number of cedar log.« laid lengthways. The hauling 
 gear was as follows — (See Plate XIX). To the rear end, that is 
 the end farthest from the water, was attached a 9 inch mamlla cable 
 of 44,800 lbs. ultimate tensile strength, and COO feet long, which was 
 connected with the 30 11. P. Engine, stationed on the same shore, 
 midway between high and low water marks. To the middle length 
 was attached a 4 inch steel cable of 52,000 lbs, ultimate strength, and 
 1880 feet long, which connected with a 30 H. P. engitie stationed on 
 the south or opposite shore. Midway between the middle length and 
 the forward end of the chain of pipes, a similar steel cable 1,600 feet 
 long was attached, which also connected with a HO IF. P. engine on the 
 opposite shore. A third steel cable of the same strogth, and 1,325 
 feet long, was attached to the forward end of the chain of pipes. This 
 latter connected with two 30 H. P. engines on the opposite shore. It 
 will thus be seen that there were no less than three 4 inch steel wire 
 
 I 
 
38 
 
 Smith on Vancouver Water Works. 
 
 
 Hi 
 
 i :i 
 
 cables, nnd one 9 inch manilla cable attached to the chain of pipes, the 
 total ultimate strenj^th of which was very nearly 90 tons. Tlie total 
 efifective strength of the engines pulling the tackle connected with these 
 cables aggregnted 150 horse power. 
 
 The four engines on the south side were stationed on the beach a 
 high water mark. The blocks and tackle were arranged in three par- 
 allel rows 10 feet apart on the flat immediately to the rear of the engines. 
 This flat being densely timbere \ with the huge trees peculiar to the 
 Pacific coast, the space cleared in which to operate the tackle was 
 neoesssiily limited. The blocks were securely anchorcJ to huge 
 stumps in the vicinity b)' heavy wrought iron chains. The yullj''" '•e 
 of which was tour sheaved and two three .sheaved, had a c!t. : '.' ■ 'H 
 of 56 feet in which to operate. The manilla cables passint ti'.\';igh 
 the sheaves were connected to the wir.. cables ..j wrought iron grips 
 invented for the occasion by the coii tractors. 
 
 All arrangements hav' >g been satisfactorily completed, the en;^ine8 
 were set in motion on the 28th of August, 1888, at 10 a. m. The steel 
 cables straightened out and remained taut and stationary, but only for 
 a minute. A sudden slackening took place, and the whole chain of 
 pipes took a forward motion of several feet, and from that instant the 
 success of the undertaking was an assured fact. There had been a 
 question as to whether the joints would withstand the enormous tensile 
 train brought Ui bear on them, but it now bee; me certain that the 
 lead packi-T would remain intact as long as the cast iron bell held 
 together. 
 
 Owing to the extreme distance between the blocks and pulleys being 
 no more than 56 feet, the tackle connecting them had to be overhauloJ 
 every advance of 56 feet made by the chain of pipes, ''^hc process of 
 hauling was therefore necessarily slow; but being kept up without inter- 
 mission, at 7 p. m. the forward cud of the chain of pipes arrived at its 
 destination on the south sh'^re. 
 
 On the day following, at slack tide, a skillful marine diver walked 
 across the bed ol'tho Inlet, following the chain of pipes, entering on the 
 south sh^re and emerging on the north. His report was to the efiect 
 that the whole line of pipes was Iv'ng on the bed of the Inlet in a per- 
 fectly straighi line, without sag or bend, that the heav; luojicting be!'- 
 of the pipes, as they were being drawn over, had scof>p " .oep grcc"-," 
 in the .soft sandstone rock, and that tlie whole ehiiin of pipes was restin;-; 
 in a rock trench of its own excavating ; tiiat at>ove this trench silt was 
 rapidly gathering, and that in his unqualified opinion tnc pipes vould 
 
 
 i! 
 
Smith on Vancouver Water Works. 
 
 Bs, the 
 I total 
 these 
 
 I 
 
 iQ a few weeks be entirely covered over, rendering their permunency and 
 safety beyond question. 
 
 The day following this examination, the contractors applied the 
 final test pressure of 300 lbs. per square inch as called for by the 
 specifications. An opening was made in the cap cm the end length, tlie 
 pipes filled with water by steam pumps, and the required pressure 
 steadily maintained for five minutes of time, without perceptible leiika^e. 
 The enormous strain on the joints apparently had no other than a bene- 
 ficial efiFect, having compacted the lead, and rendered the whole line 
 perfectly water-tight. Klevc'' of the 12 pipes which had beet: discarded 
 were subsequently replaced by pipes cast by the Albion Iron Works Co. 
 of Victoria, tested to a pressure of 300 lbs. per square inch before 
 leaving the foundry. No diflBculty was experienced in attaching these 
 to the main already submerged. The end of that main having been 
 lifteii up was buoyeil on the deck of a small scow. Tiie additional 
 lengths were added one by one, tlie scow being moved forward as each 
 length was jointed, until the whole eleven rested in position on the bed 
 of the Inlet. It was found, liowever, at a later date that owing to the 
 shelving nature of the iiortli shore, and the fluctutitions of the tides, a 
 satisfactory connection between the end of the east iron fle-v ible pipe and 
 the plain rivetted steel pipes could not be made. Twelve of the latter 
 were accordingly fitted with flexible cast iron spigots and faucets, similar 
 to those shewn on Plate XX, and connected with the cast iron pipL>.^. 
 making a total length of 1490.^ feet of flexible pipe, covering a hori- 
 :^ontal distance of 1483|^ feet. 
 
 When the project tor supplying the city of Vancouver with water 
 from the River Capilano, by means of a submerged main across 
 Burrard Inlet, was first made public, considerable interest was evinced 
 by both engineers and civilians. Printers' ink was called into requisition 
 and many articles publisiied demonstrating the utter impracticability 
 of the project. 
 
 Tlie complete success of the undertaking is ai irrefutable answer to all 
 the adverse theories advanced. H-^wever, it may be of interest, even 
 at this late day, to mei.tion some ol' tne objectioni. urged and believed 
 in up to the successful completion of the work, and the published answers 
 tlieret<.i. 
 
 Objection 1. 
 
 That the known force of the current in the first narrows would 
 cause the chain of pipes to sway up and down the bed of the Inlet with 
 each change of tide, and eventually result in separation of the joints. 
 
 Answer — That it could be mathematically demonstrated (calculation 
 
m 
 
 Smith on Vancouver Water Works. 
 
 M 
 
 h t 
 
 II i '• 
 
 shewn), that the force of the current was altof^ether insuflScient to pro- 
 duce the results stated, and that the proposed method of laying the 
 pipes by " direct hauling " from shore to shore would result in the 
 sharpedged bells of the pipes cutting a groove, suflBciently deep to 
 embed the whole chain, and thus effectually destroy the possil ility of 
 motion. 
 
 Objection 2. 
 
 That the current would create iv friction that would scour off any 
 veiling that might be put on to protect the pipes from corrosion. 
 
 . — That the pipes being embedded in the bottom of the inlet, 
 and lid by silt, would be absolutely free from frictional action. 
 
 Objeuf,ion 3. 
 
 That vessels might accidentally drop anchor on the pipes, or that ves- 
 sels, finding themselves in danger of drifting ashore, through stress of 
 weather or other causes, might be obliged to drop their anchors on the 
 bottom, and as a result hook on to the chain of pipes and break it asun- 
 der. 
 
 Answer. — That the thickness of the pipe shells if exposed to the 
 shock of a falling anchor would bo sufficient to keep them intact, and 
 that if the iinchor fluke of a drifting vessel were to bury itself under 
 the chain of pipes, the vessel would be securely anchored, and would be 
 obliged to wait for the turn of the tide to free herself, such cases 
 occurring daily in Boston Harbour and elsewhere. 
 
 Objection 4. 
 
 That salt water would cause galvanic action of a destructive nature 
 to take place at the joints where lead and cast iron were in close con- 
 tact. 
 
 Answer. — That there is no instance on record of dc!5^^u''tiv•c galvanic 
 action having occurred in the case of lead and cast iron in contact under 
 salt water. 
 
 Objection 5. 
 
 That the chain of pipes, being of cast iron, would, ov;ing to the 
 action of salt water, speedily become soft like plumbago, and in a few 
 months become utterly worthless. 
 
 Answer. — That softening of cast iron exposed to the action of salt 
 water takes place only in castings of inferior metal, and that it is on 
 record that castings of close grained, hard, white metal had resisted the 
 corroding action of salt water for 40 years and upwards. 
 
 Objection G. 
 
 That in the case of a Narrows, connecting a large inland basin with 
 the sea, where the tide has a rise and fall of 12 feet, the counter cur- 
 
Smith on Vancouver Water Works. 
 
 41 
 
 rcDts in such a restricted passage defied calculation, and were more 
 likely to be greater at the bottom than at the surface. 
 
 Answer. — That the laws of nature are unchangeable, and that the 
 future experiments of the company's engineers would amply demonstrate 
 that it wa» impossible for a current exposed to the influence of a vast 
 friction bed, like the bottom of Burrard Inlet, to be greater than the free 
 and unrestricted current of the surface. 
 
 Objection 7. 
 
 That the great force of the current rendered it imperative that the 
 whole chain of pipes should be laid in the short interval of slack water 
 between two tides, wiiich did not exceed twenty minutes duration, and 
 tliat no means could be devised to perform such an arduous undertak- 
 ing in such a short period of time. 
 
 Answer. — That the method proposed by the company, of jointing the 
 pipes and hauling them in a continuous chain across the inlet, would, 
 as before stated, entrench the pipes, and cause a resistance to motion 
 which would render it immaterial whether the pipes were laid in twenty 
 minutes or twenty hours. 
 
 Objection 8. 
 
 That the method of laying the pipes proposed by the company, viz. — 
 jointing and hauling in one continuous chain, was impossible, as no 
 pipe joint could be made strong enough to withstand the enormous ten- 
 sile strain this method would entail. 
 
 Answer — That tlie construction of the Ward flexible joint was of such 
 a nature that the lead packing could not be pulled out, and before e 
 joint could break asunder, it would be necessary for the c-ASt iron bell 
 to give way, and that in consequence the strength of the joint was 
 limited only by the sectional area of cast iron exposed to the tensile 
 strain. 
 
 Objection 9. 
 
 That there were no instances on record of pipes laid in salt water 
 subject to a tidal current of 9 miles per hour, where the depth of the 
 channel was 60 feet, and the width 1240 feet. 
 
 Answer — That this was most certainly true, and that when the 
 Vancouver Company's submerged main was laid, it would serve as a 
 precedent for similar works on a more gigantic scale. 
 
 The above objections and answers, and many more of a like nature, 
 were publicly discussed and argued upon by professional men. Elabor- 
 ate and specious mathematical calculations were produced in support 
 of each theory. However, as the work is now an accomplished fact, 
 all opposing theories are thereby proved worthless. 
 
42 
 
 Smith on Vancouver Water Works. 
 
 i 
 ... 
 
 In regard to the ninth objection, the writer is well aware that no 
 similar work of a like magnitude has ever been attempted. Greater 
 lengths of flexible pipes have been laid in lakes, rivers, and ocean 
 bays ; but previous to the laying of the submerged main across Burrard 
 Inlet, no pipe of 12 inches diameter and 1100 feet in length had been 
 laid in salt water 60 feet deep, on a smooth rock bottom, and exposed 
 to a tidal current of 9 miles per hour. The nearest approach to it is 
 the Shirley Gut pipe, 8 inches diameter, laid by Mr. Ward many 
 years ago, wiiich, as before stated, crosses an arm of the sea, 400 feet 
 wide, 37 feet deep, and subject to a tidal current of 7^ miles per hour. 
 The double line of 16 inchflixiblc pipa laid across San Francisco Bay 
 for the San Francisco Water Works Co. is the longest chain of sub- 
 merged pipes yet laid. The pipes are seamless wrought iron tubes, 5-16" 
 thick, fitted with cast iron faucets and spigots after the Ward pattern. 
 The bay, where the pipes cross, is 6300 feet wide, and entirely free 
 from currents. A thousand feet mit from the Alameda shore it is 00 
 feet deep, but at two thousand feel, it is only 15 teet, and thi'* latter 
 depth gradually decreases till the San Francisco shore is reached. The 
 pipes were jointed on a large scow, fitted with a derrick -lud sloping 
 platform, and paid out from the rear as each successive length was 
 added. The whole time occupied in jointing and paying out the double 
 ine vvas 40 days. 
 
 The f)llowing table shews the more prominent instances of submerged 
 pipes, known to the writer as being laid previous to the laying of the 
 Burrard Inlet pipes. 
 
 Main. 
 
 U h. 
 
 ater Works Co. 
 
 Where laid. 
 
 Single 3C incl'cs. 
 
 4000 
 
 Toronto Water Works. 
 
 Tiake Ontario. 
 
 30 
 
 
 3044 
 
 Milwnukee " 
 
 Lake .Mieliigan. 
 
 '« 36 
 
 
 2000 
 
 Jersey Citv " 
 
 Ilndson liiver. 
 
 " 30 
 
 
 960 
 
 Piiiladelphia " 
 
 Delaware River 
 
 " 12 
 
 
 !tC3 
 
 Lawrence " 
 
 
 Double 10 
 
 
 G300 
 
 San Francisco " 
 
 San Francisco Bay. 
 
 8 
 
 
 400 
 
 Doer Island " 
 
 Siiirlev Gat. 
 
 Single 8 
 
 
 3100 
 
 .San Diego " 
 
 San Diego Buy. 
 
 " 
 
 
 800 
 
 Easton " 
 
 Delaware River. 
 
 LAYING 
 
 SUBME 
 
 ROED M.\IN ACROSS Cf 
 
 AL HARHOUR. 
 
 Coal Harbour, being shallow and its bed easy of access at all stages 
 of the tide, is crossed by a 16 inch rivetted steel main, 3-16" thick, 
 fitted with cast iron flexible joints, and costing 03,50 per lineal foot at 
 the foundry. Plate XX shews the form of joint used. Three 
 
Smith on Vancouver Water Works. 
 
 43 
 
 hundred lineal feet of flexible pipe were provided, but at the time it was 
 necessary to eficct tlie crossing, it was found that unusually liigh tides 
 prevailed, and that this amount was insufficient. Tliis difficulty was 
 overcome by rivetting two plain lengths to two flexible lengths, the 
 compound lenLjths, each 48 feet long, being placed at the ends of 
 crossing, tlie whole covering, when jointed, a distance of 348 feet. 
 The sut'Miorging of the pipes was effected without difficulty in the 
 following .--iniple manner : 
 
 The total number of lengths were jointed in one continuous straight 
 line on the south shore, between high and low water marks, the forward 
 end resting on and firmly secured to a small scow. 
 
 Tlie whole line was buoyed on each side by cedar floats, capable of 
 sustaining the entire weight. On the rising of the tide, the scow and 
 the cli.iin of pipes rose with it, and when well afloat, a dozen men 
 stationed on the opposite stioro hauled on a small rope attached to the 
 scow, pulling it forward, till the lino of pipes was directly above its 
 destined position on the bed of the Bay. Tiie floats were then cut off, 
 and the pipes allowed to sink to the bottom. At low water the ends 
 of the chain were exposed, and connection with the 10 inch mains on 
 each shore was effected without difficulty. The whole operation 
 occupied three days from start to finish. 
 
 THE DISTRIBUTION SYSTEM. 
 
 The general plan of the distribution system was designed by Mr. T . 
 C. Kecfer, C. E., C.M.G., Pa.'^t President of the Canadian Society of 
 Civil Engineers. Its excellence is therefore beyond question. Sub- 
 joined are a few of the more important details. 
 
 The city of Vancouver is laid out on the rectangular system, the 
 streets being 99 and 66 feet wide, forming blocks 260 feet wide by 500 
 feet long. The 16 inch steel main is carried under the principal streets 
 into the centre of the city. Branching from it, at suitable intervals, 
 by means of special castings, the larger sub-mains, 8" and 6" diameter, 
 form rectangles, from the sides of which the smaller sub-mains, 4", 2^" 
 and 2" diameter, branch out in any required direction. The system is 
 liberally supplied with slop valves. Kach pipe feeding direct from the 
 main, and each small sub-main feeding from the larger sub-mains, can 
 be closed independently, when required. In the case of breaks and 
 necessary repairs, a single street or part of a street can be shut off with- 
 out interfering with the supply to other parts of the city. Should it 
 ever bi^come necessary to shut off the whole system, a 16 inch valve is 
 provided on the main for this purpose, outside the limits of the distri- 
 
44 
 
 Smith on Vancouver Water Works. 
 
 butioD system. In all cases the valves have been placed at a distance 
 of four feet from the initial point of tlie sub-main, or from the inter- 
 secting centre of the two sub-mnins. The sub-mains are laid at a dis- 
 tance of 20 feet from and parallel to tiie street lines, so that the exact 
 locality of the valves can be found without difficulty, even in winter 
 when the ground may be covered with snow and ice. In most cities 
 the practice followed has been to locate the valves uniformly on the 
 lines of the street boundaries, the disadvantage of which is that a break 
 in a sub main may occur between the valve and the feeding pipe, in 
 which case the valve is rendered useless. 
 
 To resist the severe water hammer, due to the great pressure in the 
 system, the valves are made unusually heavy. 
 
 The bodies, caps, and nuts are of cast iron; tlie spindles, stuffing 
 boxes, glands and followers are of composition metal. 
 
 Tlie plugs are of cast iron with composition faces, and spindle bush- 
 ings. Tlic following table gives their dimensions, weight and cost in 
 Victoria. 
 
 STOP VALVES. 
 
 
 Slioulder to shoul- 
 der of Bells 
 
 Diameter of Bell in 
 inclieH 
 
 Aver, weight in lb.s. 
 
 Cost at Victoria. 
 
 
 Diameter in incliew. 
 
 
 2" 
 
 4" 
 
 6" 
 
 8" 
 
 12" 
 
 .•3^' 
 
 5J" 
 
 6" 
 
 6f" 
 
 8" 
 
 H" 
 
 61" 
 
 74" 
 
 10" 
 
 14i" 
 
 •M 
 
 115 
 
 190 
 
 298 
 
 f)50 
 
 $12.00 
 
 $17.50 
 
 .•iO.OO 
 
 $14.00 
 
 $85.00 
 
 16" 
 
 H" 
 
 18i" 
 
 1100 
 
 «1 50.00 
 
 The body of each valve is enclosed in a square brick chamber, built 
 to such a height that the top of the valve chamber (a small, square 
 cast iron box, weighing IlUbs., and protecting the nut of the spindle), 
 when placed upon it, is flush with the street. 
 
 The system is provided with 75 double valves, two hose Matthew's 
 fire hydrants, with 4 inch valve openings. This hydrant is in 
 general use throughout the United States. The manufacturers claim, 
 and the claim is conceded by all cities using them, tlie following 
 advantages over all others. 
 
 There being two main valves, possible leakage is reduced to a 
 minimum. The lower valve, working independently of the upper 
 valve, the hydrant can be diseonuected for repairs, without the 
 necessity of excavation, and without shutting ofi" the feeding sub-main. 
 
Smith on Vancouver Water Works. 
 
 45 
 
 in the 
 
 16" 
 
 95" 
 
 The rod and automatic waste valve, attached to the upper induction 
 valve work in such a manner that the opening of the lower induction 
 valve involves tlie closing of tiie waste v.ilvo, and vice-versa. Waste of 
 water cannot therefore take place, and no water can remain in the 
 stock of tiic hydrant, when the upper valve is closed. 
 
 The lower valve being capable of indepiMident action, the temporary 
 removal of the upper valve fur repairs does not interfere with the 
 utility of the hydrant. 
 
 As previously st:ited, the works of excavation and pipe laying main 
 included south of Burrard Inlet were carried out by the company 
 by day labour. The average deptii of trench for the mains was 3' 10,'^ 
 and for the sub-mains 3 feet. The cost, including tools, laying pipes, 
 placing specials, erecting hydrauri, refilling and tamping trenches, 
 taking up and replacing crossings, and works of a like nature, did not 
 exceed 17 cents per lineal foot. 
 
 LETTING THE WATER INTO THE MAINS. 
 
 On Wednesday, the 20th of March, 18S9, the gate in the well cliambers 
 of the dam was partially raised, and water allowed to flow for the first 
 time into the 22" main. The 8" blow off near the rock tunnel was 
 kept open, and the water was not allowed tor several days to fill up to 
 he level of the tunnel, and flow into the 15" main. On March 25th 
 at 4 p. u)., the gate in the well chambers was opened wide, ard a full 
 head of water turned on. At C p. m. the 22" main was filled, and 
 began flowing through the tunnel into the 16" main. At 9.4.T p. m. 
 the water reached the closed 12" valves, on the north shore of Burrard 
 Inlet. At 10 p.m. the valve controlling the 12" submerged main 
 was opened three-quarters full. At 10 minutes past 10 the water 
 reached the south shore. At 3 a. m. it had reached the termination 
 of the 10" main in the centre of the city, and at 4 a. m. it was 
 discharging fully into False Creek, by means of au 8 inch sub-main 
 opened wide. 
 
 It is wortiiy of note that in the whole length of the mains, not a 
 single joint was found to leak. Such leaks as were discovered occurred 
 at the seams, where tlie rivettiug and split caulking had been imperfectly 
 done. These were speedily repaired by encircling the mains by steel 
 rings. 4 inches wide, made in two halves, and provided with " Lugs. " 
 
 The lugs were bolted together, above and below the main, the space 
 between the ring and the pipe being filled up with lead, and carefully 
 caulked in the usual manner. 
 
 From the drawings accompanying this paper, Plates XVI to XX 
 have been prepared. 
 
'I 
 
 ^'1 
 
 46 
 
 Vancouver Water Works — Appendix. 
 
 FINAL ESTIMATE COVEIllNd ALI, VVOHKS IIKTWEEN TUB SUIIMBKOIID MAIK, BURRAKD 
 INLBT, AND THE CAPILANO DAM, IIASKI) UN FINAL LOCATION OF PIPB LINE, MAT, 
 
 JUNE, 1888. 
 
 "Stall 
 
 ion. 
 
 From 
 
 To 
 
 12+76 
 
 19+00 
 
 27+00 
 
 48+00 
 70+00 
 
 87+00 
 91+00 
 
 105+00 
 122+00 
 128+OOi 
 131+50! 
 134+00 
 
 144+00 
 211+D4 
 217+20 
 231+38 
 237+38 
 
 255+38 
 268+38 
 270+28 
 
 274+28 
 
 285+00 
 293+00 
 
 Deacription of Work. 
 
 TUNNELLING. 
 
 6' ,x 4' in solid rock ... 
 Earth tilling on floor of 
 
 tunnel 
 
 E.xcavation of approaches 
 
 to same in rock 
 
 E.xcavation of appn aches 
 
 to same in earth 
 
 6' X 4' in hardpan 
 
 Excavation of approaches 
 
 EXCAVATION AND BEFILLINO 
 OF riPK TllKNCH. 
 
 19+00 Hardpan and mud below 
 
 higli water mark .... 
 27+00 Earth and water below 
 
 high water mark 
 
 48+00 Earth, small boulders and 
 
 hardpan 
 
 70+00 Earth and sand 
 
 87+00 Gravel, hardpan and boul. 
 
 ders 
 
 91+00 Earth and bouldc-s .... 
 106+00 Earth, boulders and hard- 
 pan 
 
 122+00 Earth and boulders.... 
 128+00 Sand, clay and water.. 
 
 131+50 Gravel and boulders 
 
 134+00 Earth and sand 
 
 144+00 Earth, hardpan and boul- 
 ders 
 
 21 1+54 Earth, boulders and gravel 
 
 213+43 Solid rock 
 
 231+38 Earth and boulders 
 
 237+38 Sand and boulders 
 
 255+38 Earth, gravel and bould- 
 ers 
 
 268+38 Sand and boulders 
 
 270+28 Boulders 
 
 274+28 Earth, gravel and bould- 
 ers 
 
 285+00 Earth, boulders and hard- 
 pan 
 
 293+00 Clay, gravel and boulders. 
 
 303+00 Earth, boulders and hard 
 
 I pan 
 
 Quantities. 
 
 Lin. ft. 280 
 C. yds. 42 
 
 •' 283 
 
 " 125 
 Lin. ft. 108 
 U. yds. 118,-'o 
 
 C. yds. 206 
 
 " 322 
 
 '« 1093 
 " 1062 
 
 " 933 
 " 153 
 
 <l 
 
 753 
 
 <l 
 
 879 
 
 <l 
 
 333 
 
 <I 
 
 170 
 
 (I 
 
 152 
 
 it 
 
 541 
 
 It 
 
 7,407 
 
 ft 
 
 83 
 
 (t 
 
 897 
 
 « 
 
 489 
 
 <l 
 
 1162 
 
 l( 
 
 735 
 
 <l 
 
 360 
 
 (1 
 
 345 
 
 (( 
 
 698 
 
 <l 
 
 618 
 
 Rate. 
 
 $ 
 
 15 00 
 
 40 
 
 2 50 
 
 40 
 G 50 
 50 
 
 611 
 
 1 00 
 75 
 
 75 
 
 60 
 
 1 00 
 1 00 
 
 1 00 
 1 00 
 1 00 
 1 00 
 
 60 
 
 1 00 
 
 60 
 ? 50 
 
 1 00 
 1 20 
 
 1 20 
 1 00 
 1 20 
 
 1 20 
 
 1 20 
 1 20 
 
 1 20 
 
 Amount. 
 
 I 
 
 4,200 00 
 
 16 80 
 
 707 50 
 
 50 00 
 
 702 00 
 
 59 20 
 
 5,735 50 
 
 20G 00 
 
 241 50 
 
 819 75 
 637 20 
 
 933 00 
 153 00 
 
 753 
 
 00 
 
 879 
 
 00 
 
 333 
 
 00 
 
 170 
 
 00 
 
 91 
 
 20 
 
 541 
 
 00 
 
 4,444 
 
 20 
 
 207 
 
 50 
 
 897 
 
 00 
 
 586 
 
 80 
 
 1,394 
 
 40 
 
 735 
 
 00 
 
 432 
 
 00 
 
 414 
 
 00 
 
 837 
 
 60 
 
 741 
 
 60 
 
 733 20 
 
Vancouver Water Worh — Appendix. 
 
 47 
 
 mount. 
 
 $ 
 
 
 4,200 
 
 00 
 
 16 
 
 80 
 
 707 
 
 50 
 
 50 
 
 00 
 
 702 
 
 00 
 
 59 
 
 20 
 
 20G 
 
 00 
 
 241 
 
 50 
 
 819 
 
 75 
 
 637 
 
 20 
 
 933 
 
 00 
 
 153 
 
 00 
 
 753 
 
 00 
 
 879 
 
 00 
 
 333 
 
 00 
 
 170 
 
 00 
 
 91 
 
 20 
 
 541 
 
 00 
 
 4,444 
 
 20 
 
 207 
 
 50 
 
 897 
 
 00 
 
 586 
 
 80 
 
 414 00 
 
 837 60 
 741 60 
 
 733 20 
 
 Station. 
 
 From 
 
 To 
 
 303+00 
 ;!08+50 
 
 317+60 
 
 320+00 
 
 12+76 
 
 12+76 
 
 12+76 
 350+74 
 
 Earth 
 
 Gravel 
 and b 
 
 Description of Worlt. 
 
 308+50 
 317+1)0 
 
 320+00 
 350+74 
 350+74 
 
 350+74 
 3^0+74 
 
 Quantities. 
 
 oulder. 
 
 liouldeis 
 
 Sand, liardpan and bould 
 
 ers 
 
 Koulders 
 
 Kaith, sand and boulders.. 
 I-^xcavalion tor 1,402 pipe 
 
 joint.s 
 
 Additional excavation for 
 
 pipe culverts under 
 
 Streams 
 
 Catcliwater drains at em- 
 
 baulcments 
 
 Filling pipe outlet at dam 
 
 EMBANKMENTS. 
 
 Over and undi'r pipes at 
 variou.s points along pipe 
 line 
 
 At base of certain land 
 slides 
 
 Rip rap for same 
 
 0. yds. 451 
 
 <i 
 li 
 
 611 
 
 284 
 
 2,000 
 
 800 
 
 340 
 
 400 
 100 
 
 14+32 
 
 C.yds. 2,594 
 
 " 1,100 
 " 900 
 
 27+00 
 
 CULVERTS. 
 
 Close fitted timber cul- 
 verts, enclosing pipe 
 above various embank, 
 ments, and under vari- 
 ous streams, includingl 
 earth packing round] 
 pipes L, ft. 
 
 DISTRIBUTION OF PIPES, 
 SLEEVES, LEAD, ETC. 
 
 Hauling and distributing 
 along line of trench, 
 ready for laying, 36j 
 lengths of 12" Steel 
 rivctted mains ,-',j" thick, 
 in lengths of 23', 9J", 
 each weighing, sleeve 
 included, 710i''„ lbs Tons. 
 
 Hauling and distributing 
 as above castings and 
 lead for 12" main.... 
 
 860 
 
 Rate. 
 
 1 20 
 
 1 20 
 1 20 
 I 00 
 
 1 00 
 
 1 1)0 
 
 60 
 25 
 
 1 1 SI 
 
 239 
 
 40 
 
 50 
 50 
 
 2 50 
 
 7 64 
 7 64 
 
 Amount. 
 
 541 20 
 
 733 20 
 
 340 80 
 
 2,066 00 
 
 800 00 
 
 :!4() 0(t 
 
 240 00 
 25 00 
 
 22,267 15 
 
 1,037 60 
 
 550 00 
 450 00 
 
 2,037 60 
 
 2,150 00 
 
 88 70 
 18 26 
 
48 
 
 Vancouver Water Works — Appendix. 
 
 Station 
 
 • -1' - T . • 
 
 DeHcription of Work. 
 
 Quantities. 
 
 Rate. 
 
 Amount. 
 
 From 
 
 To 
 
 
 22+34 
 
 27+00 
 
 Hauling atid di^triliutiug 
 as above li) Iciigllia of 
 1(3" sti'cl rivoltvd main, 
 I'l/fi" lliifk. '" li'iigtiijiol 
 23' Uj" ('ncli,wt"gliing 
 sleeve included, 55(t,'i 
 
 
 $ 
 
 
 
 
 lbs 
 
 Tons. ■!/;„ 
 
 7 64 
 
 35 68 
 
 
 Hauling and ilistributing 
 
 
 
 
 lead for same 
 
 OiVn 
 
 7 64 
 
 3 37 
 
 6+00 
 
 215+89 
 
 Hauling and distributing 
 as above 767 lengths ot 
 IC" rivetted steel main 
 
 
 
 
 H 
 
 
 yy/' tliicl«, in lengths ot 
 23', Uj",each weighing, 
 sleeve included, 550,',, 
 
 
 
 
 
 
 lbs 
 
 i88,',r„ 
 
 12 87}| 
 
 242.'; 43 
 
 
 Hauling and distributing 
 
 
 
 
 as above, castings, lend 
 
 
 
 
 
 
 and extra sleeves for Iti" 
 
 
 
 
 
 
 main as above 
 
 46 ,V, 
 
 12 87] 
 
 94 38 
 
 27+00 
 
 215+59 
 
 Partially distributing (! 
 lengths of 16 ' steel main 
 
 
 
 
 
 
 (rivetted) as above, ... 
 
 « 1 1 X 
 1 00 
 
 6 44 
 
 9 53 
 
 215+69 
 
 360+89 
 
 Hauling and distributing 
 as above ^MH leugtlis of 
 22" steel rivetted main, 
 ^'g'n" thick, in lengths of 
 23' 9J" each weighing, 
 sleeve included, 74(!||j 
 
 
 
 
 
 
 lbs 
 
 •' 189,y„ 
 
 14 85 
 
 2812 14 
 
 
 
 Hauling and distributing 
 
 
 
 
 
 
 as above 2 rivetted steel 
 
 
 
 
 
 
 thimbles for connection 
 
 
 
 
 
 
 at dam, each weighing 
 
 
 
 
 
 
 242 lbs 
 
 i'rf'o 
 
 14 85 
 
 3 27 
 
 
 Hauling and distributing 
 
 
 
 
 as above, castings, lead 
 
 
 
 
 
 
 and extra sleeves for 22" 
 
 
 
 
 
 
 mains 
 
 '■^<^A'o 
 
 14 85 
 
 458 57 
 
 
 
 Partially distributing as 
 
 
 
 
 
 
 above 7 lengths of 22" 
 
 
 
 
 
 
 rivetted steel main 
 
 2n,*o 
 
 7 43 
 
 17 38 
 
 
 
 Partially distributing as 
 
 
 
 
 
 
 above G' 22" castings... 
 
 2^'oV 
 
 7 42 
 
 17 29 
 
 $38,674 25 
 
Vancouver Water Works — Appendix. 
 
 49 
 
 DBTAII.H OK BIVKTTKU HTEKL .MAI.N8. 
 
 Dbhcriptioh. 
 
 35 68 
 
 3 sr 
 
 94 38 
 9 63- 
 
 8 27- 
 
 458 57 
 
 17 38 
 17 2S> 
 
 liarge platca 
 
 Small plftti!a 
 
 Tliickneas of platea 
 
 Ultimate tenailc strain per aquare 
 
 inch 
 
 VVeiglil of large plate 
 
 Weight of amall plate 
 
 Number of large platea in one lengtii 
 Number of amall platea in one length 
 Total weight uf platea in one length 
 Outaide measurement of large platea 
 
 in place 
 
 Outside meaaurement of small platca 
 
 in place 
 
 Straight acam lapa 
 
 Round aeam lapa 
 
 Length of pipe, excluaive of nipple 
 
 Nipple 
 
 Exterior projection of nipi)le 
 
 Weight of nipple 
 
 Band 
 
 Inaide diameter of band 
 
 Weight of band 
 
 Uutside diameter of pipe at joint. 
 
 Thickness of lead in joint 
 
 Weight of lead per joint 
 
 Asphaltum coating j'^" thick 
 
 Space between ends of pipes when 
 
 laid ... 
 
 Number of lengths per mile 
 
 Straight seam rivets, head 
 
 Do do body 
 
 Distance apart centre to centre .... 
 
 Distance between each row 
 
 Distance centre of row to edge of 
 
 plate 
 
 Number of rivets in each row .... 
 
 Do per lb 
 
 Total number of aeam rivets per 
 
 length 
 
 Weight of seam rivets per length 
 
 Hound aeam rivets, body 
 
 Do do head 
 
 Distance apart centre to centre . . 
 Distance centre of row to edge of 
 
 plate 
 
 Number of rivets per seam 
 
 Do per lb 
 
 Total number of round aeam rivets 
 Weight of round seam rivets per 
 
 length 
 
 12 inch 
 Main. 
 
 49 1 " 
 411 c " 
 
 X 42" 
 X 42" 
 
 1 (i 
 
 72000 Ilia. 
 !t4.024 " 
 ',•1.344 •' 
 
 4 
 
 3 
 050.128 
 
 42" 
 
 39V' 
 2 1" 
 
 ir' 
 
 23^9J 
 
 .10, „ XJ Xjgjj 
 
 3" 
 
 6.97 lbs. 
 
 4" X J" 
 
 13^' 
 
 24.72 lbs. 
 
 12f 
 
 21.29 ?b3. 
 20J " 
 
 J" 
 221.538 
 
 
 392 
 9.8 lbs. 
 X 1" 
 
 . X I/' 
 1178" 
 
 1 1" 
 
 16 
 
 34 
 
 40 
 
 204 
 
 5.1 lbs. 
 
 16 inch 
 Main. 
 
 53H" 
 53'' 
 
 X 42" 
 X 42" 
 
 11" 
 
 mil 
 
 72000 lbs. 
 70.359 " 
 G9.442 " 
 
 4 
 
 3 
 489.702 lbs. 
 
 42" 
 
 39]" 
 
 n: 
 
 ■> K" 
 
 ■16 
 
 23'.9i" 
 r>nl '■'V/V I 1 
 
 3" 
 7.94 lbs. 
 4" X \'' 
 
 ^ ' 101) 
 
 15.43 lbs. 
 16.44" 
 
 27.30"lb3. 
 27 " 
 
 \" 
 221.538 
 
 \;'x \" 
 
 1.348" 
 
 S' 
 
 X t" 
 1.4306" 
 
 i" 
 
 
 \l" 
 
 1, 
 
 
 28 
 
 40 
 
 
 Gli'o 
 
 392 
 7.65G lbs. 
 
 A" X r 
 «" X i;' 
 
 1.07G" 
 
 1 1" 
 
 16 
 
 48 
 
 •'^ 10 
 288 
 
 5.625 lbs. 
 
 22 inch 
 Main. 
 
 72i«g"x42" 
 71J" X 42" 
 1 1 " 
 
 lou 
 
 72000 lbs. 
 
 95.07 " 
 94.15 " 
 
 4 
 
 3 
 
 002.73 Iba. 
 
 42" 
 
 39J" 
 
 H" 
 
 23'.9J" 
 69j"x5"x-/„'„" 
 3" 
 10.88 lbs. 
 4" X ^" 
 
 23f!i<t7," 
 20.77 lbs. 
 22.42" 
 
 37.08 fba. 
 37 " 
 
 \" 
 
 221.538 
 
 r X f," 
 
 Ax*" 
 
 1.4306" 
 1 1» 
 lb 
 
 1 1" 
 
 16 
 
 28 
 
 51A 
 
 392 
 7.056 Iba. 
 
 A" X r 
 
 b'l V b " 
 1.068" 
 
 11" 
 
 T6 
 
 GO 
 396 
 
 7.734 lbs. 
 
 CM 
 
oO 
 
 Vancouver 'W'ater Worh—A'p'pendix. 
 
 Weight of each length . 
 Weight per lineal loot . 
 
 Steel plftves, 
 
 mile .... 
 Nipples, 
 Rivets, 
 Bands, 
 Lead, 
 Asphaltum, 
 
 less I. vet holes, per 
 
 per mile, 
 do 
 do 
 do 
 do 
 
 Average weight per foot 
 
 Cost of pipe per foot run, including 
 rings, but exclusive of bands and 
 special castings, delivered at 
 Vancouver . . , 
 
 Cost of unloading from scow at Ca. 
 pilano Wharf (lead and liands in 
 eluded) per foot run • 
 
 Cost of distributing along trench 
 lead and bands included, per 
 foot "-un 
 
 690.928 lbs. 
 29.015 " 
 
 142,945 lbs. 
 13?3 '« 
 3323 « 
 5476 '« 
 4717 " 
 4542 " 
 
 30.7435 IbB. 
 
 534.663 lbs. 
 23.463 " 
 
 107,748 lbs 
 i7.»-.0 " 
 2960 " 
 3418 " 
 6048 " 
 6982 " 
 
 726.078 
 30.491 
 
 lbs. 
 
 146,957 lbs. 
 2410 " 
 3427 " 
 4601 " 
 8215 " 
 8197 " 
 
 24.226 lbs, 33.728 Iba. 
 
 Cost f^f laying per foot run, in-l 
 eluding lead 
 
 To'a! cost of pipe in trench per] 
 foot run 
 
 Number of rivets in nipple 
 
 Weight of same • 
 
 Total weight of rivets per length 
 
 Dimension of pieces punched oui. . . 
 
 Weight of pieces punched out 
 
 fl.53J 
 
 2.3058 cl^, 
 
 10.48E7 cts. 
 
 0.13 
 
 $1.702015 
 4 
 -i'„ lbs. 
 15 " 
 
 IS '^ lb 
 
 4.8.. lbs. 
 
 $1.35 
 
 1.8169 Cts. 
 
 13.9191 cte. 
 
 0.13 
 
 $1.637S6 
 4 
 .078 lbs 
 13.35S " 
 
 398 lbs. 
 
 fl.72i 
 
 2,4546 cts. 
 
 21.6969 cts. 
 
 0.17J 
 
 $2. 141515 
 4 
 .078 lbs. 
 15.468 " 
 
 16 '^ 1»" 
 
 3.896 lbs. 
 
 5degr 
 10 
 15 
 20 
 25 
 30 
 35 
 40 
 50 
 55 
 60 
 70 
 Go 
 
 5 degi 
 10 
 15 
 20 
 2^ 
 30 
 35 
 50 
 
Vancouver Water Works— Appendix. 
 DETAILS OF BENDS AND CASTINGS. 
 
 CAST IRON BEKU:: FOR 16 INCH MAIN. 
 
 61 
 
 Angle of Number 
 
 Weight 
 
 Length of chord 
 
 Distance covered 
 
 when in pHce 
 
 intrench. 
 
 Cost of each 
 at Foundry. 
 
 deflection. 
 
 required 
 
 of each. 
 
 from bell to bell 
 
 5 degrees 
 
 15 
 
 310lb8 
 
 iMi" 
 
 
 $10,85 
 
 10 " 
 
 28 
 
 409 " 
 
 l'.5J" 
 
 lOJI 
 
 14.31 
 
 15 " 
 
 16 
 
 487 " 
 
 IMO" 
 
 15 1" 
 
 17.04 
 
 20 " 
 
 14 
 
 580 " 
 
 2'.2\" 
 
 20,f 
 
 20.. 30 
 
 26 " 
 
 11 
 
 674 " 
 
 2'.6J" 
 
 26t»6" 
 
 23.59 
 
 30 •' 
 
 11 
 
 772 « 
 
 2M1" 
 
 31 Jl" 
 
 27.02 
 
 35 " 
 
 9 
 
 870 " 
 
 3'.3" 
 
 36tr 
 
 30.45 
 
 40 " 
 
 12 
 
 939 " 
 
 3'.7" 
 
 41 r 
 
 32.86 
 
 50 '< 
 
 4 
 
 1188 " 
 
 4'. 3}" 
 
 52 J r 
 
 41.58 
 
 55 " 
 
 1 
 
 1267 " 
 
 4'.7" 
 
 57^3" 
 
 44.34 
 
 60 " 
 
 3 
 
 1347 " 
 
 4M1" 
 
 62^?" 
 
 47.14 
 
 70 " 
 
 1 
 
 1490 " 
 
 5'.6J" 
 
 13,^^" 
 
 52,15 
 
 00 
 
 1 
 
 1860 « 
 
 6'.7J" 
 
 94J" 
 
 65.10 
 
 CAST IRON BENDS FOR 22 INCH MAIN. 
 
 Angle of 
 
 Number 
 
 1 
 Weight 
 
 Length of chord 
 
 Distance covered 
 
 when in place 
 
 in trench. 
 
 Cost of each 
 at Foundry 
 
 deflection. 
 
 required. 
 
 of each. 
 
 from bell to bell 
 
 5 degrees 
 
 12 
 
 470 11)8 
 
 IMJ" 
 
 r,1 " 
 
 $16.45 
 
 10 " 
 
 18 
 
 630 " 
 
 1'..5," 
 
 10/j" 
 
 22.05 
 
 15 " 
 
 10 
 
 785 " 
 
 1'.9;'' 
 
 I5i'|" 
 
 27.47 
 
 20 " 
 
 3 
 
 910 " 
 
 2'. 2' 
 
 20^r' 
 
 31.85 
 
 •l^ !• 
 
 3 
 
 1050 " 
 
 2'. 6" 
 
 263," 
 
 36.75 
 
 30 " 
 
 4 
 
 1270 " 
 
 2M0J" 
 
 3ivr 
 
 44,45 
 
 35 " 
 
 2 
 
 1435 « 
 
 3'. 2 J" 
 
 36 ir 
 
 50.22 
 
 50 " 
 
 i 1 
 
 ;895 " 
 
 4'. 2 J" 
 
 52 J i" 
 
 66.32 
 
1) 
 
 < I 
 
 
 
 
 DISCUSSION. 
 Mr. E. Wohun rpj^^ author, in his very interesting and comprehensive paper, gives 
 the average velocity of the Capilano River for the first seven miles from 
 its mouth at five feet a second. A difficulty has been frequently 
 encountered, — notably in the precipitous mountain ranges of the Pacific 
 Coast, — in maintaining impounding reservoirs in somewhat similar 
 situations. In these torrential streams it has been found that the 
 boulders and gravel washed from the banks and bed above the dam arc 
 liable to be swept down and gradually fill the reservoir. A velocity of 
 five or six feet a second will move good sized boulders, and less than 
 half that velocity will move gravel. From the author's description of 
 the bed of the stream, it would appear that the velocity lias been great 
 enough to remove most of the gravel from the channel, except at points 
 where from the formation of the banks slack water was encountered. 
 On the other hand, as even the most sanguine Vancouverites do not 
 anticipate a population of four or five millions requiring a daily supply 
 of 440 millions of gallons, a storage reservoir, as such, is notan essential, 
 provided means aie adopted to keep the entry conduit clca;. 
 
 The steel mains whicli were built and laid by the Albion Iron 
 Works Company of Victoria did not when first laid give satisfaction. 
 M.iny were leaky, and considerable damage was done to tlic streets. 
 These defectG have, it is believed, been .since remedied, and the writer 
 is informed that the same Company subsequently laid a similar main 
 with complete success for the Victoria Water-Works. The writer 
 understands that the Iron Works Company was solely responsible for 
 making and laying the steel mains in Vancouver. 
 
 On the 15th November, 1889, a serious accident happened to the 
 submerged main, by which the city was deprived of its water supply for 
 eight days. One of the 12 in. cast iron pipes, lying in 40 feet of water, 
 was badly fractured, and it can liardly be doubted, from the position of 
 the pipe, that the break was caused by a water ram. The writer under- 
 stands that Mr. G. A. Keefer had recommended automatic blow offs 
 at each end of the submerged main, to guard against just such an acci- 
 dent; but unfortunately his advice had been neglected. The blow offs 
 referred to by the author are not automatic. The break was repaired 
 by a div«r, who covered the fracture with a wrought iron sleeve, 
 in two parts bolted together and lined with vulcanite. In justice to 
 the Water-Works Company, it sliould be added that it did all in its 
 
Discussion on Vancouver Wafer Works. 
 
 53 
 
 
 power to reduce the inconvenience to a minimum, bringing water across 
 the Inlet, and delivering it free to its customers by cart. 
 
 Having been resident in Vancouver at the time of the discussion of 
 the rival water-works schemes, the writer is aware that the main 
 objections raised to the Capilano project were based upon the supposed 
 diflSculty of crossing the Narrows. One party said lliat it could not be 
 done, because no similar work on the same scale had yet been attempted. 
 It is to be hoped that there are but few engineers with whom such a 
 reason would have weight. The more reasonable opponents of the 
 work did not dispute the practicability of laying the pipe, but thought 
 that, in only having u single main, in the event of an accident to it, 
 the safety of the city would bo imperilled, putting on one side the 
 terrible inconvcnie.ice of a short water supply. From Mr. Smith's paper 
 it appears that tha duplicate submerged main was a part of the general 
 plan which hitherto the company has failed to carry out. 
 
 The writer has always believed in the feasibility of laying the sub- 
 merged main, and has never hesitated to express this opinion to the 
 opponents of the scheme. Looking, however, to the vast interests at stake, 
 he has always insisted upon the necessity of the submiTged main being 
 in duplicate, and is glad to learn that since the acci'lcnt the company 
 has taken active steps towards laying an additional main across (he 
 Narrows. From the reports of the diver would seem that the 
 pipe has not been moved by the current from the position in which 
 it was first laid. 
 
 With regard to the dangers to be apprehended from ^ anchors, 
 
 the writer is inclined to think they have been exaggerated ; nevt itheless, 
 were he responsible for the maintenance of a single line of pipe across 
 the Narrows, upon the integrity of which the very existence of the 
 city might at any moment depend, he would be very uneasy until all 
 human precautions had been taken to secure its safety. A simp'i 
 mode of obviating any risk from ships' anchors would be to cover the 
 pipe with concrete in sacks laid by a diver. This if done properly 
 would also add greatly to the strength of the pipe ; and if the diver's 
 report, that the pipe was lying in a groove in the sandstone rock, is 
 correct, the pipe, by the means suggested, would be completely inca.sed 
 ill a shell of rock. 
 
 The unfortunate accident referred to has, for a time, put a stop to 
 submitting t^i the ratepayers •, scheme for the purchase of the Water 
 works by the city ; and though the vast majority of the citizens are 
 agv'-H'd that the city should own its water supply, no ly-law approving 
 of the purchase would pass, unless it was felt that such another 
 
54 
 
 Discussion on Vancouver Water Works. 
 
 I V 
 
 Mr. P. Sum- 
 
 mertiold. 
 
 failure was practically imposiiblc. The burnt child dreads the 
 fire. Vancouver has once been wiped off the face of the earth, and 
 it cannot be wondered that 1. r citizens should refuse to purchase a 
 system, which, under the same circumstances as occurred a month or 
 two ago, would leavT them at the mercy of a conflagration which 
 might occur at any moment. 
 
 The conception of the Capilauo Water Works for the supply of the 
 city of Vancouver was of its very nature one of tlie best examples ot 
 hydraulic engineering to be met with on the Pacific Coast of the 
 Dominion. The great difiiculty to be encountered was the crossing of 
 an arm of the sea under conditions entirely unparalleled in water-works 
 engineering, and in some respects the pipe line across the Narrows of 
 Burrard Inlet is almost without an equal. 
 
 The design of Mr. G. A. Keefer, M. Can. Soc. C. E., for the Capi- 
 lano Water-Works was not the only design for Water- Works for the 
 city of Vancouver, 
 
 The Coquitlam Water-Works, designed by Mr. E'. A. Wilirr>t. 
 M. Can. Soc. C E., was also under consideration at the ,'iame time that 
 the Capilar. 'Tater- Works was being matured, and as both projects re- 
 ceived a great deal of consideration at the time, their merits and de- 
 merits being frequently discussed both in the press and elsewhere, it may 
 not be out of place for an outsider to present the features of both schemes 
 to the Society of Civil Engineers. The data before the writer are the 
 reports by Col. W. K. Eckhart, of San Francisco, on the Capilano River 
 Scheme, and which is now constructed, and the Coquitlam Lake 
 Scheme, which is now being matured for the supply of the city of New 
 Westminster, reportc'd upon by Mr. II. Sclmssler, chief engineer of 
 the Spring Vallry Wat« i -Works of San Francisco. 
 
 The elevation of the |)ipe inlet as given by Mr. Eckhurt for the Capi- 
 lano was 422 ft. 
 
 The elevation of the pipe inlc<^, as given by Mr. Schussler for the Co- 
 quitlam, was 435 ft., so no impc rtant difference obtained between the 
 elevations of the two proposed systems. 
 
 The entire length of the CapilaiiO scl\eme, as given by Mr. H. B. 
 Smith in his valuable report, is f»2,741 ft. from the dam to the centre 
 of the city or very nearly 10 miles. 
 
 The entire length of the Coquitlam -eheme as given by Mr. Schussler 
 is 105,000 ft., or 20 miles. 
 
 It will thus be sciMi that the layiiig of the submerged pijte across the 
 Narrows of Burrard Inlet was tin' direct means of saving 10 miles of 
 piping so far as Vancouver water .supply was concerned. 
 
XHscussion on Vancouver Water Works. 
 
 65 
 
 Mr. Thomas C. Keetcr, C.M.C., Past President of the Society, report- 
 ed upon the Capilano sclieme ; and looking now upon the accom- 
 plished vf . ~k, the only feeling is one of admiration for the design of so 
 bold an engineering feature as the submerged pipe line across Burrard 
 Inlet Narrows. For a country or carrier main, mild steel enables the 
 engineer to undertake works of magnitude, that, if he were compelled to 
 use cast iron mains, would almost render the cost of such works pro- 
 hibitive. 
 
 At present ruling prices, a steel main of equal dimensions can be laid 
 complete in the trench for about the same figure that a east iron main 
 could be landed on the wharf in Vancouver or any other port on the Pa- 
 cific Coast ; thus shewing clearly that it is possible to eifoct a saving of 
 nearly 40 per cent, in the cost of tlie pipe line. But valuable -^n mild 
 steel is for mains of large dimension.s, there appears to be a tendency 
 among engineers to exact too much from it. 
 
 Thus in the Vancouver Water-Works system, the ultimate strength of 
 the 16 inch main, allowing a tensile strength of 60,000 lbs. per inch for 
 plates, and .7 for strength rivetting, would be 580 lbs. per sq. inch, and 
 the same data for the 22 inch would permit of 420 lbs. per sq. inch. Now, 
 according to Mr. Smith's report, the 22 inch main has to sustain a head 
 of water equal to 164 feet in height or a pressure of 71.17 lbs. pi;i sq. 
 inch, as a maximum. The factor of safety in this case is therefore 6. 
 
 In the case of the IG inch main, the head of water sustained is 
 equal to a column of 415 feet, and equal to a pressure of 180.11 lbs. 
 per sq. inch as a maximum. The factor of safety in this case equals 
 a little over 3 or nearly 3J. It is apparent therefore tliat no very 
 great amount of corrosion can take place without \ery materially 
 reducing the factor of safety, and that moreover the workmanship and 
 material must be the best obtainable. 
 
 From M"-. Smith's report there is a flush valve on the 22 inch main, 
 and likewise one air valve in the tunnel. On the 16 inch main there 
 is a flush valve on the north side and another on the south side of the 
 Inlet, one air valve located between the Inlet and Coal Harbor, and 
 two flusli valves on opposite sides of Coal Harbor. 
 
 The tutal number of vertical and horizontal bends are given by Mr. 
 Smith at 179. It would be interesting to know how many of these 
 are horizontal and liow many vertical bends; for no matter how 
 free from sediment the wators of the Capilano may be, there are 
 certainly a great number of I'levations and depressit)ns without either 
 air or flush valves, and doubtless there will be a great difference of 
 opinion as to the eapaeity of the 16 inch main after accumulations of 
 air and silt liave taken place. 
 
 :?■ 
 
 I 
 
56 
 
 Discuaaion on Vancouver Water WorJcs. 
 
 ;^5 
 
 I' 
 
 H 
 
 From the description of the turning on of the water, it is very evi- 
 dent that water-ram and air compression were treated as a myth, and 
 it would afford a great deal of valuable information if Mr. Smith would 
 give a detailed account of the behaviour of steel mains, having a factor of 
 safety ranging from 3 to 5, a large number of angles of elevation and 
 depression along tho pipe line, few air valves and very few flash 
 valves, with a full head of water flowing with a velocity of 1.4 
 feet per second. The water seems to have taken 3| hours to traverse 
 19,320 feet from the tunnel to the north shore of Burrard Inlet. 
 That something occurred may be inferred from the last two paragraphs ol' 
 Mr. Smith's paper. 
 
 It appears that a tank is now placed on the north side of the Inlet at 
 an elevation of about 230 feet above tide water mark, thus reducing 
 the pressure upon the lower portions of the system by 2'^I0 feet ol' 
 head, and likewise reducing the pressure upon the upper portion of the 
 system by the diflference between the velocity and static pressures, as 
 the tank is allowed to flow over and to discharge the surplus water 
 iiito the river. Some kind of provision is made for inserting a plug so 
 as to utilize the full head of 430 feet in ease it should be re({uired. 
 
 Taking Mr. Smith's description of the Vancouver Water-Works, one 
 cannot help feeling that there can be no difference of opinion about the 
 works as projected by Mr. Keefer, for they are without a doubt unri- 
 valled in this section of country ; but there is a wide field for discussion 
 relative to the manner in which Mr. Reefer's plans have been carried 
 out. Doubtless other engineers who are conversant with the question 
 will give us the benefit of their extended and valuable experience on this 
 very important branch of engineering, — water-works construction. 
 
 .Mr. D. J. Rub- ^'^^ writer has read the advance proof of Mr. H. B. Smith's paper 
 sell Duncan, q^ the Vancouver Water- Works with very great interest, and as co- 
 pious extracts have been made from a small pamphlet, which the 
 London Steel Pipe Co. published a few years ago, and the joint referred 
 to in that pamphlet is described on page page 338 (Vol. Ill) of the 
 author's paper as a cumbersome arrangement, the writer desires to bring 
 under the notice of the Society some particulars with reference to this 
 joint. 
 
 The advantages of a single socket, as compared with the MooA & 
 Smith joint, are the great reduction in the quantity of lead consumed, 
 the adaptability of the joint to overcome angular deviations in the 
 pipe track, and the increased strength of the spigot, which must be 
 of .sufiicieut firmness to resist the strains due to caulking by inexperi- 
 enced workmen. 
 
Discussion on Vancouver Water Worlcs, 
 
 m 
 
 Tho Moore & Smith joint, altliou<j;h it has no doubt been very 
 lari^ely employed, is interior to the joints referred to, because the nipple 
 reduces the internal diamett^r of the pipe, and tends to create any 
 ircreased velocity of the flow of water through the pipe and the joints • 
 whereas the joint now referred to is so constructed, that the pipe is 
 actually larger in internal diameter wherever the joints occur, and this 
 system of construction is of decided advantage by reducing the friction 
 of flowing water. 
 
 It cannot be fairly said by the author that the joints to which the 
 writer refers have been entirely discarded on the Pacific Coast, for the 
 simple reason that they hav(! never yet been employed there, with the 
 exception cf the pipe line constructed by the Steel Pipe Company, 
 Limited, London, for the water supply of the town of Mazatlan, Mexico. 
 This is the first pipe line on the Pacific Coast fitted witli tlie improved 
 joints, and is a line 20 miles in length and 14 and 12 inches internal 
 diameter. 
 
 With regard to the 22 inch and lt> inch pipes, it is a matter of 
 some surprise that these pipes were specified so thin. The pressure 
 upon the pipe line is about 400 feet near to the Burrard inlet, and 
 the pipes at this point are 16 inches diameter, and .11 of an inch 
 in thickness. So far as the writer's investigations go, the ordinary 
 working pressure on a Californian wrought iron pipe of this thickness 
 and diameter would not exceed about 265 feet head, and according to the 
 practice of this company, pipes of this thickness would not be made of 
 mild steel for a higher pressure than 285 feet. It is clear therefore 
 that the pipes laid by the Vancouver Water-Works Company are 
 subject to much higher strains than is customary, and there is every 
 reason to believe that the life of the pipe will thereby be injuriously 
 aff'ected. The paper gives no information regarding the test pressures 
 imposed upon the steel pipes, indicating that the cast iron connections 
 only were tested to a pressure of 300 lbs. per square inch. 
 
 It is unfortunate that the author has not given details of the rivet- 
 ting. On the 2nd of May. 1889, this Company received a long letter 
 from him, indicating that the pipes leaked to such an extent that when 
 the water was turned on it was found impossible to stop them. In his 
 letter dated April 13th, 1889, he says: "In two days time it was 
 discovered that the leaks were enlarging, and the plates being actually 
 cut by the jets of water forced out between the laps. The holes made 
 in this manner are just beyond the edge of the outside lap, and are of 
 all shapes, some being circular and nearly half an inch in diameter. 
 After the pressure the appearance presented by the pipef. was as if they 
 
 ?l 
 
 
 :i'H 
 
58 
 
 Discitssion on Vancouver Water Works. 
 
 m 
 
 had been acted on at several points by a sand blast." He then goes on 
 to state that attempts were made to repair the leaks by cost iron rings ; 
 but on again subjecting the pipes to pressure, new leaks were developed, 
 and at the date of his letter 5,700 feet of the pipes were leakinj,' so 
 badly that their removal was ordered and new pipes decided upon. 
 
 It is somewhat misleading to read in the latter paragraphs of the paper 
 that the leaks discovered at the seams were speedily repaired by steel 
 rings four inches wide, made in halves, which were made to go round 
 the pipes, in the face of the information contained in the letter of the 
 13th April, to which reference has been made, and the writer would 
 suggest that the author should correct the latter part of his paper. 
 
 In replying to the author's letter about the leaks, the following 
 questions were asked, and it is desirable that the information 
 should be communicated to the Society : 
 Were the rivets put in hot or cold ? 
 Were they closed by power, and if so by what power ? 
 How were the longitudinal seams distributed round the circle ? 
 What was the length of the rivets ? 
 
 Were any sections of pipe rivettod up and tested by hydraulic 
 
 power in excess of the working pressure, to prove the quality of 
 
 the rivetting, and was any test whatever made of the rivetting ? 
 
 With what were the pipes coated, and how was the coating 
 
 applied ? 
 How were the pipes jointed together ? 
 The length of pipes being 23 feet, 9^ in., seven plates was a very 
 large number to employ. Four would have been preferable, thus saving 
 a number of rivetted seams. 
 
 The rivetting was apparently faulty and the plates not properly laid 
 together at the seams, and possibly burrs were left at the rivet holes 
 which prevented the perfect contact of the surfaces. 
 
 Although a rivetted joint may be made strong enough to resist the 
 strain brought to bear upon it by a tension testing machine, and may be 
 proved to be very nearly equal in tensile strength to the original plate, 
 yet the rivets may not be close enough to secure water-tightness under 
 pressure. Experience has proved that there is considerable diflference 
 between pipes being strong enough to lesist a certain tensile strain 
 across the joint and being water-tight under fluid pressure, which 
 may exert no greater tensile strain across the joint than that for which 
 it was designed. The evidence submitted at the time led this firm to 
 the opinion, that the defects in the pipe were due to faulty workmanship 
 and inexperience on the part of the contractors. 
 
Dlsciisaion on Vancouver Water Works, 
 
 «t 
 
 No information is given in the paper as lo the means adopted for 
 letting off air in the pipe, and possibly the leakages which were found 
 were aggravated by the accumulation of air in the mains before the pipes 
 were properly tilled with water. Neither is any evidence given as ta 
 the hydraulic tests upon specimens of the pipes to prove the tightness 
 of the rivetting. 
 
 The writer considers it bad practice to make up tha'pipes of so many 
 small plates. It is found much more satisfactory to make the plate 
 cylinders in lengths of from 6 to 8 feet ; and if this system had been 
 adopted for the 8t*;el pipes described by the author, there would have 
 been a great reduction in the number of circumferential rivetted 
 seams. 
 
 Caulking, in the manner described by the author, tends rather to- 
 aggravate leaks than to prevent them whenever mild steel plates arc 
 employed. A better system for preventing leakages and to make per- 
 fectly water-tight joints is to employ suitable plate closing apparatus 
 upon the rivetting machines, the effect of which is to close the plates 
 perfectly together, so that the laps are thoroughly overlaid and the 
 surfaces brought into close contact before the rivets are inserted ; then 
 when the rivets are closed by hydraulic pressure there is no liability to 
 leakage, and caulking is entirely dispensed with. 
 
 The description of the method in which the lead joints were made is 
 such as to indicate that the work of making a Moore & Smith joint is 
 at least twice as much as that of making the patent socket joint 
 recommended by the writer. The great care which has to be taken in 
 making the Moore & Smith joint in a perfectly straight line is a very 
 serious disadvantage. A particular feature in an efficient joint should 
 be its facility for overcoming angular deviation in the pipe line, and 
 thereby reducing the number of bends. 
 
 It may be mentioned that a 9 inch steel pipe, which was laid by this 
 firm in the Tay Viaduct some years ago, was laid round a very sharp 
 curve on the bridge, without any special connections whatever, the 
 flexibility of the joint permitting the curvature of the pipe line. The 
 joints were made above ground, and 360 feet of jointed pipe 11 a single 
 curved line lowered into the trench. 
 
 Nor is there any necessity in a joint such as is recommended for the 
 caulkers to be cautioned with regard to the packing of the lead. The 
 spigot ends of the pipes are welded into cylinders, and made about 50 
 p.c. thicker than the pipe, so that any pressure the caulker imposes upon 
 the lead will not indent the pipe, or in any way cause it damage. The 
 sockets for pipes up to 24 inches diameter are stamped by hydraulic 
 
 i 
 
60 
 
 DiacuHdion on Vancouver Water Works. 
 
 ill! 
 
 prcHrture on the system iuvont«d by Mr. James Riley, General MaiiagiM- 
 of the Steel Company of Scotland, Limited. This is known as the 
 Riley Patent Socket. This socket has an external lip or flaii^,'(! wliich 
 adds very j^reatly to its strength, and with this joint it is not found that 
 the chell of the pipe is bent inward nor the mouth of the socket bent 
 outward, as is the case with the Moore & Smith joint, described by the 
 author on paj^e 339 (Vol. Ill) of his paper. 
 
 With regard to the system of constructing pipes with iniu'r and outer 
 courses, this method is entirely discarded by this (."ompany on pipes 
 of all diameters made of plates under .2 of an inch in thickness, A 
 much more correct and reliable method of making perfect circumferen- 
 tial seams is obtained by the use of suitable machinery for expanding 
 the circumferential lap at one end of the plate cylinder, after tlie plates 
 have been punched and bent into cylinders ; all the circumferential 
 seams are carefully punched by multiple punching machine,'* precisely 
 to the ■<ame pitch, and the increase in pitch due to the enlarged dia- 
 meter of the overlap is obtained by stretching the plate in the manner 
 described. 
 
 For pipes made of plates exceeding .2 of an inch thick, the circumferen- 
 tial seams of the outer course are punched when the plate is flat, by 
 dividing machines which divide the pitch into the most minute fractions 
 necessary to overcome the irregularities between the diameter of the 
 outer and the diamettir of the inner course of plates. The system 
 described by the author, of leaving one end of the plate cylinder to be 
 punched while the pipe is rivctted up in the pipe track, is not only one 
 which causes enormous delay in the execution of a pipe contract, but 
 one which is liable to very great inaccuracies of workmanship. Tht; 
 method described of fitting the pipes together in a trencli, drawing 
 them apart, punching the holes, putting them together again, and rivet- 
 ting them up is most unsatisfactory. 
 
 With regard to the distribution of the longitudinal or straight seams, 
 a pipe made of very thin plates, such as those employed for the Van- 
 couver Water Works, is made stronger and better by a uniform distri- 
 bution of the longitudinal seams of the several courses around the 
 circumference, instead of having them all in one straight line. Some- 
 times in constructing pipes with the longitudinal seam all in one line 
 along the pipe, much greater care has to be taken in straightening the 
 pipe, as there is a tendency to curvature. 
 
 The paper is one of very great interest to all engineers interested in 
 water-works, and the author has displayed conspicuous ability in the 
 execution of the works under his charge. ' 
 
Disctuidon on Vancouver Watei' Works. 
 
 61 
 
 Mr. H(!tiry Baileley Sniith'Hiible paper on tho oonHtruction of the dam Mr. (}. H. Hen- 
 and pipe line of the Vancouver Water Works leaves little for the critic 
 to cay, beyond expressing' admiration for the successful manner in w liich 
 difficulties both novel and otherwise have been mot under exceptional 
 eircunistaiices. The moderate lieiL'lit of tlie dam tio doubt permitted 
 the foundation (in tlie absence of puddling clay) to be laid with safety 
 in the manner described; nevertheless, the accident to the "lean to," 
 and one of a similar nature that occurred previously to another purt 
 of the structure, wotild seem to be a warning in ease it should be proposed 
 at any future time to increase the heij^ht of the dam. 
 
 With resrard to the objections and answers to the plan of layin;: the 
 pipe across the Narrows of Burrard Inlet, a few remarks may be in order. 
 
 The fir-t objection hc<;8 the question by claiming as known a force 
 that is not known, wiiilo the answer claims a mathematical demonstra- 
 tion not given, but doubtful in its fundamental basis, as all calculations 
 of the forces of the ,sea must be without actual previous experiment. 
 
 The true reply to tlie objection is pliiloaophical not mathematical. 
 The bed of tlie inlet at the point of crossing is stated to be composed of 
 8oft sandstone, partially covered with mud, gravel and cobblestones. Now 
 a stream with no friction on the bottom, other things being equal, would 
 flow with e((ual swiftness at every dopth, henee the ditfereneo in speed 
 between the bottom and top would be a measure of the friction at the 
 bottom. But the present case is one of ii tidal current, whoso efflux and 
 reflux are governed by so many and complicated conditions, extending 
 even to the existence, occasionally at least, of an outward current at 
 bottom and an inward current at top, that even the most careful ob.ser- 
 vation would fail in producinu' reliable formulae. It isphiin then that where 
 the erosive force is actually unable to remove mud, gravel and cobble 
 stones, a 12 in. metal pipe would lie undisturbed, quite independent of its 
 self-made trench. This argument also answers the second and sixth objec- 
 tions. The tliird has a little more in it, and is more weakly replied to. It is 
 decidedly doubtful whether such a pipe could resist the direct impact of a 
 falling anchor, or that any eii'jineer would invite a trial ; nor is it likely 
 that lie wimld be free from anxiety should a ve,ssel, whose anchor fluke 
 embraced the pipe, be ca-ight in a violent gale, It would be interesting to 
 see what mathematicians would make of the problem. The wisest course 
 would seem to be to protect those parts which arc not sufficiently trenched 
 already in the bottom. The fourth and fifth :ire speculative, and need 
 facts c;ipable of clear verification in their support before they have a 
 right to claim notice. The seventh and eighth are mathematical, to which 
 a very decided practical answer has been given. The nintii objection is 
 
 m 
 
62 
 
 Diecusaion on Vancouver Water Works. 
 
 I 
 
 ofuDiiRCcrtainod antiquity, and i» still voiced wliorcvtr nUI Hottled habits 
 of tliought lire tliaturbcl by now ideas. "Who cvor liouid of such 
 a tiling?" '* Don't take much Htook in these now fads," etc. 
 
 It is true that it is sonietimos difficult, without giving more attention 
 than is convenient, to decide whether a certain scheme is llie work of a 
 " crank " or of a scientific mind, but if it is worth eonsiderin>r at all, it 
 is surely the duty of critics to meet ariiunients witii somethin;; more 
 than mere assertion, and to support their own stateuienis on facts and 
 premises which are undisputed or capable of ready proof. Mr. Smith 
 i< to be con<;ratulatyd on having contributed sucii an interesting 
 paper to the Socv-ty. 
 
 Mr. Peterion. As the pap«!V is a long one, it will be better to discuss that portion 
 rolatuig to the dam this evening. If the paper is all roail through at 
 once, the points relating to the dam will probably be forgotten by next 
 evening. 
 
 Mr. Biackweii. Was there not some mistake about the size of the tree ? It would 
 be hard to get the stumps out. 
 
 Mr.c.L. Smith. The author was perhaps a little misleading. The tree must have 
 been one badly formed at the root. lie did not think there was a tree 
 of that size solid right through. 
 
 Mr.c.E.Goail. It was a rare thing to sco a tree solid right through there. The 
 paper is well written and the subject elaborately gone into. There 
 seemed to have been groat difficulty in regard to the carriage of ma- 
 terial, etc., but this matter could not be followed out properly without 
 being able to see how the plans wore adapted to the peculiar ibrmation 
 of the ground. 
 
 Mr. Peterson. It would have been much better had a large sketch been made 
 showing the most important points of the dam, etc., and the methods 
 taken to prevent the water following through the longitudinal timber, 
 which is a great source of trouble in all works of this kind. As he 
 understood it, in this case the water was kept back by sheet piling. 
 Then there was the question of getting round the end, also a difficulty 
 that had been overcome by a brush and gravel bank, but he did not 
 understand how the concrete was put in. It would be a good plan to 
 make a rule, such as was in force in the Institution, that all papers 
 should be accompanied with large drawings which could be hung on the 
 walls. This would very materially tend to aid the discussion. 
 
ff 
 
 Di»cu»8ion on Vancouver Water Worh. 
 
 63 
 
 In reading the paper over, it would Hocm that Homc of tlio conoroto prof. Bovey. 
 had been uiado by mixing a certain amount of cem(!nt with j^ravel, out 
 of which stones over a certain .lizo had '. oei> olimin.ited. T 1 1 is was 
 contrary to tiie practice recognized by many eminent authorities, who 
 said tliat the best concrete was made of stones ot irregular sizes — not 
 limited to \\ inches. 
 
 The material was diflferent from what we had iiere. Take the London Mr Oower, 
 gravel, which was similar to that they had in Vancouver, and the 
 priietiee was the same. All big gravel was taken out. It was 
 more of a sea gravel than anything else, and generally it ran 1|" to 
 J," and with a fine kind of grit was mixed nix to oik; with I'ortland 
 cement. This plan was invarial)ly adopted by engineers in the south of 
 England. 
 
 The best concrete was made of gravel of different sizes — the more prof. Bovey. 
 irrcuular the sizes the better. As to limiting the size of the gravel, 
 sonic engineers say that large blocks of stone can bu put in without 
 injuring the concrete in the least. 
 
 Col. llayward, City Engineer of London, in his specification forjir. Gower. 
 gravel, specifies for a smull gravel nothing larger than 1^," mixed in 
 proportion of six to one. 
 
 The idea of having stones larger tli»n 1^ ' taken out was probably Mr. Peter«on. 
 because the concrete had to go into a suinll space and had to be 
 rammed. In filling large spaces there was no question but that large 
 stones, two or three feet square, might be put in. In tiie Lachine 
 bridge they put large masses of cnncrete — 20' x 40' x 15' — in the 
 middle of which they might have put large stones and filled in all round 
 them, and in many cases stones larger than 1^" were put in. In the 
 case under discussion, however, they were quite right in taking out 
 everything over 1^," for tlie reason that they had to pack the cement, 
 and it would be much easier to ram and make a much better job with 
 small stones than with large ones. 
 
 % 
 
 The timber in Burrard Inlet would in all probability be affected by Prof. Sovey. 
 worms. He did not know to what extent the Teredo Navalis had 
 appeared on the Pacific coast. Some member present might be able to 
 say whether any information had been obtained on this subject. 
 
64 
 
 Discission on Vancouver Water Works. 
 
 V. 
 
 w 
 
 y 
 
 [■M.ii 
 
 li 
 
 1^1' 
 
 Mr. Biaokweii. Had seen specimens in the Library of the House of Commons at 
 Ottawa, showit^g the effect of the *' 'i credo Navalis " on the timber of 
 the Pacific coast, which is very disastrous. It had occurred to him what 
 a fortunrte city Vancouver was as compared with other towns having the 
 avernge system of water-supply an>l cost of eauie. In Vancouver they 
 had an abundant supply of cold, clear, running water for almost noth- 
 ing. aIc imagined that if these works had been economically carried 
 out, there would be a supply of water for all time at a cost of from 
 one to two dollars per head per annum. There wy ft pressure of 
 Sf^lbs. at the highest part of the town, which was remarkable 
 
 Mr. Peterson. In the harbour of Vancouver, on bmrard Inlet, pilr ; of 18" diameter 
 are eaten through sometimes in a year and in a sawn section one can 
 scarcely find half a square inch in auy one place of solid wood. The 
 holes are i" in I'iameter, and some probably larger. The wood is just 
 as if it had been perforated with a wries of auger holes. He felt cer- 
 tain the teredo would never reach thi^ dam, there is a jireat elevation 
 witli a very heavy current. They -iid not find them even where the 
 water was brackish. 
 
 Prof. Bovey. It had Ixicn ^tatt'dthai good cast-iron would resist the action of salt 
 water, but he did not know of a ease on reord in which it had been 
 found to do so. In a case that had come under his own noiics columns 
 take., up from foundations in suit- water wire just like .-iionge. 
 
 Mr. Blackwei: He had not had much experience with cast-iron in salt water, but had 
 seen cast-iron taken cut of columns ur pii^s just iiko cheese. Th;it was 
 the ordinary gray ea.st-iron of foundry ca«ti/ig. lie would like to know 
 somettiing more about these pipes, wiiich he believed were nade in Glas- 
 gow. Tlie sheet steel jiipes ha<l ends rivo»»ed on which v.'ere described 
 as " white east-iron." 'I'liere must be something more tiian that, be- 
 cause if simply wiiiti! ca-Jl iron tin y would be of no use at all; thy 
 would be like t'lass, havu, m> lensiii.' strength. In Gla.ngow there were 
 several firn^s which made a specialty of producing a metal called 
 " McCafiie's nietai ' — a sort oi white metal, (n tiie first place wlien 
 cast it was like whitA; jiig, and was then dt'earbonized in a lurnaee, which 
 converted it into a kii"l of .semi-steel. If -dimply white natal liiey 
 would not b(' fit for tlie purpusc It mi;ih( be a.-fumed that thise joints 
 were made of a material superior to ordinary "white j'ig " or '' vviiite 
 cnst-iron" A little more information regarding tliCM! joint castinga 
 would be interesting'. 
 
 
 
 i " 
 
 16 > 
 
 
■ 
 
 Discussion on Vancouver Water Works. 
 
 05 
 
 Plenty of white metal waUsr nipes could be obtained I'roui Scotland Mr. Peterson, 
 and the lortli of England. He had got some out of pure white metal, 
 which wore nearly upolesB. 
 
 White metal was useless, as it had so very little tensile strength. Mr. Biackweii 
 
 
 When in Vancouver last year i-e saw this cast-iron pipe, a portion of Mr. Peterson, 
 the wroughtirun pipe, and also the valve that was placed between the cas* 
 and wrought im i pipe. Theve was a very heavy stream of water pouring 
 out, and he. was told that the wroughtiron pipe was not sufficiently 
 strong to stand the pressure. Its thickness was less than \" — about 
 yJ' , and tiu; riwts, he imagined, were about 1" or 5" apart. It was a 
 vjry thin plate, and the water was flowing in little streams out of nearly 
 all the joints of the sides. lie believed that they had since put straps 
 roun.i til pipe to hjld it together, but they had reduced the pressure 
 by means of a safety valve. He was astonished to see the small size of 
 pipes wliich had been j)Ut in for mains, viz. : — 4" and 2V', and he 
 thought this w.is a mistake. He considered streeta should liave nothirsg 
 less than tj" pip<-, that is in places where there was to be fire protection. 
 A 4" pipe was not large enough, and a hydrant an a 1" pipe, in the case 
 of a large tire with three streams going, would bo utterly useles.^ — there 
 would be r--: water. It was, however, a case where the water supply 
 was furnished by a company, whieh he thought should nevi-r be done. 
 There can be no pi >ssible reason why every ciiyor town shonld not build 
 and own its water works. The corporation can certainly borrow 
 money at a lower rate of interest than any company, and can afford to 
 put in just such distribution of pip^s as are wanted, and the corporation 
 will ihen havt; complete; control of its own stioels. He knows of no 
 instuiiCJ where corporations have been supplied by water companies 
 iu wti.ch the supply has nor been unsitist'aeiory, or in whio'.i the cost to 
 t'.ie I.' izens has not been greater than if tlu-y had had i mueli more 
 libera, supply under their own control. 
 
 In reply to the remarks of Mr. Mohut;. he bed and banks of the Mr. H.B.Smith 
 (yapiiano having been, for ages past, swept by flood currents of griat 
 velocity, all loo.xc boulders have long since bfcn carried away, leav'.ng 
 the larger boulders so interlocked that it is rarely, and only in extreme 
 floods, that one is loo.sened and carried down stream. In the course of 
 year.', it is probable tliat detritus from the banks may lodge itself in 
 froni of thedaui; but, slumld this accumulate to any inconvenient 
 extent, it can be readily removed, and at small expensi>. In the ordin- 
 
 K: 
 
 :4 
 
66 
 
 DUcvs&ion on Vancouver Water Works. 
 
 I 
 
 I 
 i 
 
 I 
 
 i 
 
 ary quiescent state of the river, when the current does not exceed 5 
 miles per hour, it is not probable that stones or good sized boulders, as 
 suggested by Mr. Mohun, are in motion along the bed of the stieam. 
 Smeaton's observations go to prove that a velocity of \\\ feet per 
 second will not derange quarry rubble stones not exceeding half a cubic 
 foot. 
 
 The considerations which decided the construction of a dam and 
 reservoir at tlie point of supply were as follows : — A pressure as nearly 
 uniform and invariable as possible would be obtained. There would 
 be a direct gain of 11 feet of head, which would allow the system to be 
 carried through the rock bluff at the end of the 22 inch main, by means 
 of a tunnel of moderate length. To obtain the same head without a 
 dam, the 22 inch main vould have to be extended at least 1,500 feet 
 further up stream, under conditions which presented features especially 
 unfavourable for pipe laying, and for the permanency of the pipes 
 when laid. By reference to plate XVI., it will be seen that, at a 
 point 1,500 feet above the present dam, the channel of the river is not 
 confined to one permanent position. Moreover, as the eastern branch, 
 at the present period, is dry at low water, and the island between the 
 channels is invariably flooded at high water, an extension of the 22 inch 
 main above the dam must necessarily cross the western branch to its 
 western side, and following that side, where the banks are high and 
 rock in situ is exposed, reach a point where works for an entry conduit 
 of a safe and reliable character, during all stages of the river, would be 
 of a costly nature. 
 
 Finally, as the Uapilano is a stream which has only become known 
 since the construction of the water works, reliable data as to the lowest 
 possible stage of watcT arc still wanting. It is impossible to say with 
 certainty what changes in its volume may occur in the future ; more 
 especially when it is taken into account that its banks may be denuded 
 of timber by forest fires and the improvements of si'ttlers, and that at 
 any season the snowfall in the mountains, on which its very existence 
 depends, might be very much less than it has ever been known to be. 
 Giving due weight to these considerations, no doubt Mr. Mohun will 
 acquiesce in the opinion that the dam is a very valuable addition to 
 the system. 
 
 Several lengths of steel main in the low lying parts of fhc system 
 subject to full head, when first laid, developed leaks more or less annoy- 
 ing. These leaks were, however, overcome in the usual manner, by 
 means of cast iron lugs, leaded and caulked, and by the substitution 
 of new lengths where the originals were leaky enough to warrant this 
 
 N'T 
 
Discussion on Vancouver Water Works. 
 
 67 
 
 «ti'p. The Iron Works Company, who furnished the pipes, under con- 
 tr>ict for nianufacturing, laying, and maintaining the line of mains for 
 two months after completion, were solely responsible for the leaks; and 
 it is worthy of note that the substituted lengths, made by them from 
 the same design as the original leaky ones, were found to be entirely 
 satisfactory, showing that the leaks in the original lengths arose, not 
 from the character of the pipes used, but from some fault in the con- 
 struction of these lengths. The Victoria Water- Works, for which the 
 same company subsequently made and laid a main exactly similar in 
 all its details, is no parallel case, the total head of that system being 
 under 200 feet. 
 
 When the break in the submerged main occurred, the writer was in 
 England, and can give no account of it from pirsonal knowledge. All 
 the evidence in his possession goes to prove that it was a break pure 
 and simple, due to a severe water ram created by a too sudden closing 
 of the hydrants, and acting upon a defective pipe casting. The outer 
 and inner skins of the metal at the point of rupture were found to be ;\s 
 perfect as on the day of immersion, 15 months "reviously, proving con- 
 clusively that 'he action of the salt water had had no deteriorating 
 effects. There appeared, however, in the centre of the fracture, a 
 globular ma-is, showing a check by cooling or some other cau.se, which 
 had prevented a proper fusion of the metal during the pr -ess of cast- 
 ing. The fracture beyond the flaw showed the hard, close-grained, 
 white surface of a casting of good (|uality. 
 
 luasmuch as there has been a great diversity of opinion, and so 
 much has been written and spoken as to the possibility of repairing a 
 break in the submerged main, it is fortunate thnf this accident occurred 
 at the time it did, as it has demonstrated beyond question, even to the 
 most sceptical mind, that this part of the system can be got at and 
 repaired almost as readily as any otlicr part. Although, on this occa- 
 sion, the city was deprived of its water supply for & period of eight 
 days, tliis was not due to the difficulty of effecting actual repairs, but 
 to the unusually stormy weather which unfortunately prevailed at the 
 time of the occurrence, preventing the company's divers from locating 
 the leak. As soon as this was done, the necessary repairs were accom- 
 plished within 24 hours. Under the ordinary summer and wintt^r con- 
 ditions appertaining to Burrard Inlet, any similar leak can be repaired 
 in the same or possibly a less period of time. 
 
 There can be no doubt that had Mr. Kecfer's recommendation (that 
 automatic blow-offs be placed at each end of the submerged main) been 
 adopted, the {Kissibility of a break from water ram, even under the 
 
 !•■■ 
 
68 
 
 Discussion on Vancouver Water Works. 
 
 5.t 
 
 m 
 
 
 Urn 
 
 I 
 
 14 -fc- 
 
 conditions described, would have been greatly lessened ; and iiad the 
 general plan of the system been carried out in it« entirety before the 
 works were put in operation, such a break would have caused no incon- 
 venience whatever to the city. It is even doubtful whether the citizenH 
 would have been aware of its occurrence. By referring to plate XVIII, 
 it will be seen that the general plan provides for duplicate uiains at the 
 Narrows — one of cast-iron (laid) and one of steel (to be laid). With- 
 out presuming to criticise the action of the company in not having 
 completed the crossing of the Narrows, as designed, up to liie time of 
 the break, there can be no doubt that it would have been well had they 
 done so. At the same time, it must be conceded by all disinterested 
 parties, that, as V^ancouver is a young city, with as yet a small popula- 
 tion, the eiti«H»s deserve every credit for the energy already displayed, 
 and for the confidence they have expressed in the future progress of the 
 city, by risking so much private capital in completing the system all 
 but ♦''is one link, the more so as the chance of a break was infinitesimal. 
 Hince the occurrence of the accident, pipes have been ordt?red and 
 t»nders invited for the laying of the duplicate main. 
 
 The method proposed by Mr. Molmn, for protecting the single sub- 
 merged main froui ships' anchors, is not a new' idea. From the incep- 
 tion of the .schemes, it was intended, should eircumst^mees render it 
 advisable, to insure the safety of the pipes by a covering of concrete in 
 sacks. In the present instance, however, the pipe shell beiii" of great 
 strength, and to a large extent imbedded in the soft .sandstone bottom 
 of the Narrows, it is a matter of opinion whether sucii a costly addition 
 to the works would have been advisable ; the more so, as the author is 
 not aware that this or any other protection has been adopted in the case 
 of the submerged mains of other systems. 
 
 Mr. iSummerfield is labouring under a misapprehension when lie 
 quotes the Vancouver Water Works system as an example of the 
 t^'ndi'Hcy amongst engineert. to exact too much from mild fiteel. To make 
 good this assi rtioii, he has endeavoured to show that tin- luetors of 
 safety of the :i2 inch and Ki inch mains are respectively t! and .'J^. 
 a.-*suming the ultimate tensile strength of mild steel at (iO,(l<lO lbs. per 
 .square inch, with a lo.«sof3(l per cent, for double rivettiiig, and that, with 
 these factors ol' safi'ty. no ureal amount of corrosion can take j)laee. 
 
 The tensile strength of the mild steel employed in the eonstruetion 
 of the mains in <|uestion is, as per contract, 72,000 lbs. per square 
 inch ; t50,00(( lbs. beinir little more than is ordinarily nUoweil for rolled 
 wrou,rht iron plates of the best <|uality. T'.e double rivitting of the 
 horizontal seums has been so designed that 75 per cent, of the full 
 
Discasaion on Vancouver Water Works. 
 
 69 
 
 strenfjth of the plates has bfcn retained. The ultimate strength of the 
 
 22 inch main U- of an incli thick is, therefore, 540 pounds. This 
 
 main, beinj? subject to a maximum pressure of 71 lbs. per sq. inch, has 
 
 conse(jueutly a iactor of safety against rupture at the horizontal seams 
 
 of 7^ instead of 6. 
 
 The ultimate strength of the IG inch main, iJ- of an inch thick, is 
 . . . 1 «" 
 
 743 pound.i. The maximum pressure it is called upon to withstand 
 
 at its lowest levels (which it may be here mentioned form but a small 
 part of its whole length, and are so situated aa to be easy of access 
 both for inspection and repairs) is 180 pounds per sq. inch. Its 
 factor of safety against rupture at the horizontal .seams is, therefore, 
 ■lf„^,, instead of 3^. 
 
 These calculations refer to the ultimate strengths of the mains at 
 their weakest part, namely, the double rivetted horizontal seams. As 
 far as corrosion is concerned, and this is what Mr. Summertield more 
 particularly refers to, the seams, being of two thicknesses of metal, 
 are the strongest parts of the pipe. The shell will be the first to give 
 way under this cause ; and, in calculating factors of safety with refer- 
 ence to corrosion, the full strength of the plate must be allowed. 
 The.se factors may readily be ascertained to be 10 and 5i for the 22 
 inch and 16 inch mains, respectively. The author is of opinion that 
 these results give satisfactory evidence of the permanent safety of the 
 mains, and in .support of this opinion would mention, that in the 
 I'acific Stat«s of the Union long systems of rivetted wrought-iron 
 pipes have been iu constant and satisfactory use for many years, under 
 pressures sometimes as great as one-half their ultimate strength. 
 
 In connection with this subject, the following table, showing the 
 strengths and pressures in the various parts of the Virginia City, 
 Nevada, supply main. Hi inches diameter and 37,000 feet in length, 
 may be of some interest. 
 VlR<iINI.\ CITY. NEVADA, KIVETTED WROL'OHTIRON 8CPPLY MAIN. 
 
 ritimatc Hireiigth 55,000 lbs. per sq. inch, icaslHO p.c. for double rivetting. 
 
 Head in feet. 
 
 full 
 
 Extreme pre^Hure in lbs. 
 
 \yer inch 
 
 Thickness in inches... 
 Ultimate strength in lbs 
 
 per sq. inch 
 
 Factor of safety 
 
 1 
 
 200 
 
 to 
 
 to 
 
 200 
 
 XiO 
 
 87 
 
 143 
 
 .066 
 
 .072 
 
 436 
 
 482 
 
 6 
 
 3.4 
 
 330i 430 570 
 
 to to to 
 
 430 570 700 
 
 I 
 
 187 
 ,083 
 
 247 304 
 .109!. 120 
 
 556' 724 803 
 2.96 2.93 2.64 
 
 700 
 
 960 
 
 1050 
 
 to 
 
 to 
 
 to 
 
 960 
 
 1050 
 
 1250 
 
 412 
 
 456 
 
 543 
 
 .148 
 
 .180 
 
 .220 
 
 991 
 
 1205 
 
 1473 
 
 2.40 
 
 2.64 
 
 2.71 
 
 125011400 
 
 to I and 
 
 1400 over 
 
 608 750 
 .259 ..340 
 
 I 
 1734 2276 
 2. 85 13 
 

 70 
 
 Discussion on Vancouver Water Wo>Jcs. 
 
 
 It may be here incidentally mentioned that, in a recent publication 
 of the London Steel Pipe Company, issued under the auspices of 
 Messrs. Russell Duncan and H. C. Mylne, Associate Members Inst. 
 C.E., it is stated : " Wrought-iron pipes have been extensively used in 
 the States, and it ha.s been proved that no risks are run from fear of 
 corrosion. Hundreds of miles of wrought iron pipes have been used 
 for periods extending to over 30 years, and no indications are shown 
 of injurious oxidution. In some cases the pipes have been used with- 
 out coating of any kind, in others they have been coated with natural 
 asphaltum, which is the common method of coating pipes in the 
 United States. Under ordinary conditions, the coating of natural 
 asphaltum is not affected by water, earth, or atmosphere." 
 
 In May of this year, 1890, 14 mouths after the opening of the 
 Vancouver system, an official examination of the steel mains was 
 made for the purpose of ascertaining to what extent corrosion had 
 taken place. The earth covering was removed at numerous points 
 along the line, and the pipes and castings clo.sely examined without an 
 indication of oxidation being found. 
 
 The number of horizontal bends in the 22 inch main is 33, and in 
 the 16 inch main 103. Of vertical bends the 22 inch main has 20, 
 none of which exceed 10 degrees deflection; and the 16 inch main 23, 
 none exceeding 15 degrees deflection. As is the case in all properly 
 constructed systems, every elevation of any magnitude is tapped by an 
 air-cock ; a fact, which, though not mentioned in the paper on the 
 Vancouver Water Works, was so obviously necessary, that it might 
 have been taken for granted. The profile of the 22 inch main from 
 the dam to the blow-off at the tunnel, a distance of 2^ miles, is very 
 uniform. Naturally the greater part of any sediment brought down 
 from the well chambers will be deposited in this main. The 8 inch 
 blow-off is amply suflScient to flush it when required. 
 
 The greater number of tlie vertical bends in the 16 inch main are 
 located in the first 8,000 feet beyond the tunnel, where the pipe line 
 passes over unavoidable sidehill. Whatever small proportion of 
 sediment may be carried past the deep depression, where the blow off 
 at the tunnel is situated, into the 16 inch main, will be of minute 
 particles, and will liavc little opportunity to settle in the bends, inas- 
 much as the velocity of flow in that main is 5 "^ feet per second, a 
 velocity amply suflBcient to keep fine particles in a constant state of 
 progression towards the 8 inch blow-off at Burrard Inlet. However, 
 should an accumulation of silt from some unexpected cause take 
 place at any of these bends, the deposit may readily and with reason- 
 
 ■:W 
 
Discussion on Vancouver Water Works. 
 
 n 
 
 able expense be removed by iho ordinary means adopted in such cases, 
 such as self-acting scrapers, spring gouges, etc. 
 
 Mr. Summt'rfield unhesitatingly states that it is very evident, from' 
 the description given of the turning on of the water, that " water ram 
 and air compression were treated as a myth." This is, to say the 
 least, a hasty and ill-considered assertion, in no wise warranted by 
 the account given. It is evident that, in this instance, he has pictured 
 to himself a system of water works, being opened for the first time 
 with a full velocity of wati^r flowing, and every air-valve and blow-o£F 
 closed. This portion of the paper was necessarily brief, and did not 
 contain details minute enough to give a full and complete des- 
 cription of how the work was accomplished. Moreover, Mr. Sum- 
 merfield, although he makes no mention of the fact, may have 
 been led somewhat astray by a clerical error which appears to have 
 crept into the manuscript or print. In the latter it is stated — " at 
 9.45 p.m. the water reached the closed 12 inch valves on the north 
 shore of Burrard Inlet." For "valves" should be read valve. If 
 this faulty paragraph had anything to do with the misunderstanding 
 which seems to have occurred, it is to be regretted. But, in any case, 
 in order that a clear conception be obtained of the manner in which the 
 mains were first filled, the following more minut<> description is given. 
 When it was decided to make a test trial of the line of mains, the 
 gate at the well chambers of the dam was lifted high enough to expose 
 a segment of the 22 inch main 3 inches deep ; the 8 inch blow-ofif at 
 the tunnel and all the air-valves being wide open. By means of 
 these, the air was expelled, the incoming water occupying its place, 
 and very gradually filling up the main until it was discharging freely 
 through the blow off. The 22 inch main was allowed to continue in 
 this state for a period of 48 hours. No breakage or sign of leakage 
 having taken place, the gatti at the well chambers was lifted from time 
 to time, until, on the 5th day from the first partial opening, it was 
 opened wide, the water in the main discharging freely through the 8 
 inch blow-off. 
 
 This trial being so satisfactory, it was then decided to test the 16 
 inch main. The 8 inch blow-ofi", before mentioned, was partially 
 closed, and the water allowed to rise up the steep incline to the tunnel, 
 until that part of the 22 inch main passing through the tunnel, and 
 connecting with the 1(5 inch main, was filled one quarter full. How 
 very slowly this was accomplished will be understood from the fact 
 that, although the 22 inch main was nearly full up to the 8 inch blow- 
 off, it required two hours from the time of partially closing that 
 
72 
 
 Discussion on Vancouver Wafer Wovics. 
 
 Bl: 
 
 III' 
 
 blow-off t« reach the floor of the tunnel. The 22 inch main was not 
 allowed to exceed about one-quarter full, but was maintained at this 
 level, sh)wly and uniformly fillinj; up the K! inch main, until it waH 
 discharfjinf^ freely by means of one of its 12 ineh valves and the 8 
 inch blow-off at Burrard Inlet, the other 12 inch valve beinj^ kept 
 closed in order to prevent the water entering; the 12 inch main under 
 tlie narrows. As in the case of the 22 ineh main, all air-valves were 
 kept wide open, allowini^ free vent for the escape of air, and affording 
 absolutely no opportunity for air compression or hydraulic ram. 
 
 It is much to be re /retted that Mr. Summertield cannot be •j;ratified 
 in his desire for information as to the behaviour of the llj incii main, 
 under such (very contradictory) conditions as '" ti full hcml of water 
 flowinir with a velocity of 1.4 feet per second." As Mr. Summerfield 
 calculated the velocity with which the water in this main travelled 
 durini; the te.st trial, usinir the time and distance <;iven in the paper, 
 it is .somewhat surprising that he did not also calculate the velocity 
 due to the head and length, and thus avoid the error into which he 
 appears to have fallen. From the data at his disposal, he might 
 readily have deduced, that, under a full head of wattsr, the velocity of 
 discharge at the termination of the main in the city is 5 ^ feet per 
 second. But, as the portion referred to in the present instance is 
 only that between the tunnel and Burrard Inlet, if a full head of 
 waU'r had been allowed to enter the IG inch main at the tunnel, the 
 velocity of out-flow would have been found to greatly exceed 5 ^ feet 
 
 ■ 1 (I 
 
 per second, using as data the total fall 388 feet, and total length 
 19,320 feet, between these two points. 
 
 Had Mr. Summe»-Held ascertained these facts, he could not have 
 fallen into the rat! extraordinary belief that water ram and air 
 compression had been treated as a myth; and it may be here men- 
 tioned, that, had both 1 2 inch valves been closed, and only the air- 
 valves along the line and the 8 inch blow-off at Burrard Inlet been 
 open, these latter would have been amply sufficient for the discharge 
 of air and the prevention of hydraulic ram. 
 
 The day following tlie turning on of the water, a thorough examina- 
 tion of the whole line of mains from Burrard Inlet to the dam was 
 made. Throughout the whole distance, no sign of leakage was 
 apparent. Mr. Summerfield's inferences that " something occurred '• 
 are without foundation. 
 
 The reducing tank referred to is entirely temporary, having been 
 built solely to relieve the pressure on certain defective pipe lengths in 
 the lower levels of the system, until new lengths could be manufac- 
 tured and substituted. 
 
 m 
 
DhiCKSx'ion on Vancouver Water Works. 
 
 n 
 
 Witli refcreiico to tlie remarlcH of Mr. Russell Duncan, in a com- 
 parison betwutin stoel pipes jointed by tl»e Moore and Smith joint, and 
 tliose jointed by means of faucets and spigots attached to the shell, 
 the word "cumbersome" was used in reference to the latter. Tliis 
 was a gtineral expression, and not intended to particularize any 
 individual joint, such as th(! Riley patent referred to by Mr. Duncan, 
 and it may liavc been used without due consideration. 
 
 It is merely a matter of opinion, which is the simpler joint of the 
 two; but on comparing tliem, it certainly seems that a joint consisting 
 of a ]ilain nipple and ring is simpler and more easily handled than a 
 joint made in imitation of ordinary ca.st-iron joints, 
 
 V.'ithout details of the particular joint referred to by Mr. Duncan, 
 it cannot bo determined whether it recjuires a le.ss (juantity of lead, as 
 he avers, than the Moore and Smith joint ; but it is open to question, 
 whether any safe spigot and faucet joint can be designed for IG inch or 
 22 inch pipes, which will reijuire le.ss leail than 27 ,\ lbs. and 37 -J- 
 Ibs., resjiectively, the amounts used in tiio Vancouver water works for 
 these diameters. In the pamphlet issued by the London Steel Pipe 
 Company, it is claimed that the steel spigot and faucet joint of a 24 
 inch pipe requires 9A per cent, less lead than the joint of a cast-iron 
 pipe of the same diameter. (Sec author's paper, page 337.) 
 
 According to American practice, a cast-iron joint for a 24 inch p.po 
 woultl recjuire not less than 50 lbs. of lead ; conse(|uently, Mr. Duncan's 
 joint for the same diameter would require 50 lbs. less 0^ per cent., or 
 45}- lbs. But it can be easily calculated that a Moore and Smith joint 
 for il 24 inch sU'el main 11- of an inch thick with ^ inch thickness of 
 
 loo _ I 6 
 
 lead, the usual allowance, would rerjuire only 39A^ lbs. It appears, 
 therefore, (hat in the ca.sc of a 24 inch pipi", according to the London 
 SU'el Pipe Company's pamphlet, as applied to American practice, the 
 Moore and Smith joint re((uires 5;^ lbs. less lead than the spigot and 
 faucet joint recommended by them. 
 
 As for great flexibility at the joints, it is not advisable in any sys- 
 tem of water works to make with large mains much angular deviation, 
 without special castings. It is not necessary, however, with the Moore 
 and Smith joint to lay the pipes in a perfectly straight line, as claimed 
 by Mr. Duncan, contrary to the description given. It will, on occa- 
 sion, admit of deflection to the extent of one degree per length. In 
 the case of 24 feet lengths, this would form an 8 degree curve of 71 () 
 feet radius. Without actual knowledge of such curves having been put 
 in practice, it would be unwise to express an opinion as to their suit- 
 ability ; but there can be no (juestion, that by means of this joint, such 
 
 F 
 
74 
 
 Discvsaion on Vavicouver Water Works. 
 
 ill- 
 
 ■ "1^ 
 
 I i 
 
 a curve as that on the Tay Viaduct, alluded to by Mr, Duncan, round 
 wliich his 9 ineh spifjol and faucet pipe was laid, can be easily over- 
 come, it bein^' only a 4^^ 10' curve with a radius of 138(1 feet. 
 
 The nipple of the Moore and Smith joint in the Vancouver Water 
 Works pipes does not decrease the internal diamet»'r of the pipes at 
 the joints ; but in thickness of pipe shell over ' • of an inch actually 
 increases it. Ilud careful consideration been given to the drawing' 
 (Plate XX). there could have been no misconception on this point. It 
 is there plainly shown, that the end courses of each pipe length are 
 large or outer courses. The nipple being inserted in the end of a large 
 course must, therefore, when of the same thickness as the shell, have the 
 same inside diamet*'r as the inner or small course, which, it is unneces- 
 sary to state, is the governing diameter of tlie pipe. The nipple adds 
 greatly to the stift'iiess ol ' shell at the joint, but having no water 
 pressure to with.stand is, for economy sake, usually made of thin mat«'- 
 rial, .so that, in the case of a thick pipe shell, the inside diameter at 
 the joint is greater than the governing diameter. 
 
 The reply given to Mr. Summerfield fully answers Mr. Duncan's 
 doubts as to the strength of the IG and 22 inch mains in comparison 
 with ordinary Califernian practice. When he reviews this subject, it 
 would be well to bear in mind that there is no equality of strength 
 between wrought-iron and steel. 
 
 The omission of mention of the test pressures imposed on the 
 mains was an oversight. The engineer's specification, and the com- 
 pany's agreement with the contractors for supplying and laying the steel 
 mains, provided that the pipes should withstand safely and without 
 leakage a column of water 600 feet high or 260 lbs. pressure to the 
 square inch ; and in order to insure the application of proof tests by the 
 contractors, a special clause bound them to maintain and keep the 
 whole system perfectly tight for two months after completion. So fara.s 
 the engineers are concerned, these are the terms of the contract to this 
 day. It will be admitted that no more .stringent agreement for the 
 laying of properly tested pipes could have been entered into. 
 
 Full details of the rivettingof the 12 inch, 16 inch, and 22 inch mains 
 in the form of a table headed, " Details of Uivetted Steel Mains," 
 accompanied the paper under discussion, when forwarded to the Society. 
 That this table did not appear in the advance proof is to be regretted. 
 However, it has now been embodied in the appendix to the paper, Vol. 
 III., page 361. 
 
 Mr. Duncan's inferences and quotations from the author's letter to 
 him are liable to misle^id. 
 
 -L. 
 
biscvsfdon on Vancouver Water Works. 
 
 n 
 
 n, round 
 uly over- 
 
 sr Water 
 
 pipcH at 
 
 actually 
 
 lirawiiif,' 
 
 point. It 
 
 ngth arc 
 
 of a larj^f 
 
 , have the 
 
 ( unneces- 
 
 pplc adds 
 
 no water 
 
 ,hin mate- 
 
 mueter at 
 
 Duncan's 
 ouparison 
 subject, it 
 f strength 
 
 id on the 
 
 the com- 
 
 ig the steel 
 
 d without 
 
 ure to the 
 
 ests by the 
 
 1 keep the 
 
 So tar as 
 
 ract to this 
 
 nt for the 
 
 inch mains 
 el Mains," 
 ;he Society, 
 regretted, 
 paper, Vol. 
 
 •'s letter to 
 
 Inimediatclv after the uoccssful turning on of the water, the con- 
 cluding portion of the paper, in which the account appears, wawwritUm, 
 and the whoK; forwardtsd to the Society. There is nothing in this 
 account at variance with the facts contained in the letter of April liJth. 
 The primary leaks which were discovered up to the time of forwarding 
 the paper to the Society were being readily repaired in the manner 
 described. But, on the second day after the main had been put under 
 full presmirr, leaks developed tliem.sclves in the low-lying parts of the 
 syst^^iti, of an altogether different nature, and too numerous to be eco- 
 nomically repaired in the same manner. The extracts (|Uot«;d by Mr. 
 Duneim were not intended by the author to reflect in any way oti the 
 cliar-.icter of the mains, as would bi- plainly seen were the latt<.'r given 
 in full. The information afforded him was to serve as data <m which 
 to answer the questions, whether in his experience be had ever known 
 a jet of water forced otii between the laps of a ri vetted pipe to actu- 
 ally cut the shell of tile pipe beyond the laps, and, if so, what remedies 
 were adopted by him ? This was wliat had occurred in the Vancouver 
 system, after the paper had left the author's possession. 
 
 Mr. Duncan in his reply could state no similar case ; but very 
 kindly advanced many theories, among which were the following : — 
 " That an hydraulic ram had occurred ; that the rivetting of the seams 
 was faulty ; that the plates were not laid flat together at tlie seams ; 
 that there may have been burrs left at the rivet holes ; that in caulking, 
 the edge of the plate may have been upset so as U) spring one plate 
 more than another ; and that the rivets may have been pitched too far 
 apart." Any one of these causes would have been sufficient reason for 
 leakage between the laps, but would not account for the cutting of the 
 steel plates beyond the laps, which was the point upon which informa- 
 tion was desired. The most probable explanation of this phenomenon, 
 of a water jet apparently cutting steel, is that, in rivetting the plates 
 together, too umeh power was used, the effect being to compress the 
 plates at the rivets, and to buckle them in the intervals between, thus 
 allowing the wat<'r when under full pressure to be forced out with great 
 velocity. As the soil in which the injured pipe lengths are laid is 
 nearly jiure sand, the sand particles mixed with the escaping jetx, and 
 being kept in etmstant motion, acted as sand blasts at the points where 
 the jets struck tlie shell just beyond the laps. This theory is supported 
 by the fact, that the pipe shells were not cut where the excavations were 
 in earth or clay, and that part of the 12 inch stiH'l main which was un- 
 covered, though leaking at several laps, showed no sign of abrasion. It 
 hau since been learned that similar occurrences have taken place in 
 
 > ,. 
 
 ; -li 
 
76 
 
 D'lMcusiiion on Vancouver Wnter Worlcn, 
 
 A\ 
 
 V 
 
 H 
 
 m 
 
 i,= 
 
 .III 
 
 caHU'rii uitioH, whcro the praotioo is, either to box the mains, or remove 
 tiie Hand uiid Hubstitut« clay. 
 
 AnHwerH to the (juerieH proposed by Mr. Duncan as to rivetting, 
 coating, etc., etc., are to be found in tbc paper. 
 
 With reference to tlu; htatement that tlie pi|K' hnif^ths being 2'A' 9j^", 
 four courscH would have been preferable to Hi'ven in the manufacture of 
 each length, it luay be brii'fly rejjlicd. that four c<iurHes would not have 
 answered in the kinil of {dpc used, in order to admit of a nipple which 
 would not lessen the governing diameU-r of the main, it was necessary 
 that a large or out<!r course should be at each end of each length. This 
 could only be (see Plate XX.) when each length eonsisUfd of 2, f), or 7 
 courses. The "preferable pip<! " of 4 courses would have had a small 
 course at one end, which would not have received a nipple, except of 
 lese diameter than itself. If a nipple were dispen.sed with, and the 
 smaller course forced into the larger, this latter, overlapping the other, 
 would make the thickness of lead, at each side of tiie junction, unequal. 
 
 As to its being bad practice to make up eaeh pi|K' length of 7 courses 
 of so-called small plat<;.s, this is a matter of opinion, and not warranted 
 by custom on the I'acilic Coast. The pipes of the Vancouver .system 
 have been endorsi<l by the best autho-ity in California, and as a nota- 
 ble example of similar design, the 3ti inch wrought iron main of the 
 Spring Valley Water Works, Cal., may be cited. The spt. ification of 
 this pipe calls for plates 116" x 44". 
 
 It is a questionable statement, and un.snpported by proof, to say that 
 caulking the seams as described tends to aggravate: leaks. Experience 
 on this coa.st has shown that, to obtain perfectly tight seams, chipping, 
 caulking and split caulking are necessiiry. A reference to the specifi- 
 caticmof tlie Spring Valley Water Works, California, and the Portland 
 Water Works, Oregon, will give furthtT information on this point. 
 
 The spigot and faucet joint, having only one surface to be caulked, 
 requires less labour in laying than tin; Moore and Smith joint, which, 
 owing to its simple construction, has two surfaces. This advantage, 
 however, is more tlian counterbalaneiul by thi; original labour of mak- 
 ing the spigots and faucets, and attaching them to the shell. Had 
 the cost of thes(( details been given, a satisfactory comparison could 
 have been made, which might not have been unlavorable to the Moore 
 and Smith joint. 
 
 The statement made, that in the Ililey patent socket joint it is not 
 found that the shell is bent inward by caulking, as is the case with the 
 Moore and Smith joint described in the paper, is mi.sleading. The 
 paper merely says: ' That if the lead is beaten between the ring and 
 
Dmu«>non on Vancouver Watn' Wo^'k-H. 
 
 77 
 
 Uie pipe too ti^^litly, the Hhell of tlic latter will ben(* inwnrd and that 
 it is neceHHary to caution inox|K!ricnccd eaulkern with re<;ard to thiH." 
 But in the liandH of eaulkers who have learned their buHineHH, the 
 Moore and Smith joint is an free from liability to defective worknian- 
 Hhip aH any other joint ; an awsortion wliieh is amply proved by the 
 fact that in the Vancouver Water Works Hystem, after the pipes had 
 been subjected to a full pressure for several weeks, no joint in the 
 whole Iciii^th of 1(( miles was found to leak. 
 
 Mr. Duncan claims that owing to the spigot end of the socKet joint 
 pipe b«!ing made 50 per cent, thicker than the shell, no pressure 
 imposed in caulking will indent it. This is somewhat strange, seeing 
 that he admit^t the possibility of the shell of the Moore and Smith 
 joint pipe being bent, where the extra thickness exposed to tho pressure 
 i>f caulking is often, as in the case of the Vancouver mains, 100 per 
 cent. In the latter joint, a nipple or ring 5 inches wide, and of the 
 same thickness as the pipe sbi'll, is closely fitted to the interior surface 
 of the pipe, directly under the 4 inch ring of lead to be caulked, thus 
 doubling the thickness of metal exposed to the pressure of caulking. 
 
 Mr. Duncan's concluding observations afford very valuable informa- 
 tion as to the manufacture (»f pipes l)y the Jiondon Steel Pipe Com- 
 pany. When in London some months ago the author had the pleasure 
 of seeing various specimens of these pipes, and was much struck by 
 their excellence. For finish and workmanship, they are not likely to be 
 surpassed ; and it is very desirable that full information rcgar''"-; 
 them should be well known. 
 
 In reply to Mr. Henshaw, as to the question of an anchor falling on 
 the submerged main, it is conceded that it would be undesirable to 
 invite a trial ; but in the event of such a test being made, it is by no 
 means certain that the disastrous effects hinted at would take place. 
 In any case, such an occurrence is a very remot* possibility, even with 
 one submerged main ; while, that an accident should happen to two at 
 the same time is almost an impossibility. 
 
 With reference to the remarks of Messrs. Blackwell, Smith, Ooad, 
 Peterson, Oower and Bovey, there is no mistake about the dimensions 
 of the Cedar in (juestion. Should Mcs.srs. Blackwell, Smith and Goad 
 eare to visit British Columbia, they can have the pleasure of verifying 
 the measurements. The Cedar is dead, but is very uniform from the 
 ground upwards, and has no abnormal enlargement at the base. Such 
 trees are rarely solid, and this is no exception. In trenching for pipe 
 lines, it is not usual to extract such stumps, it being much more econo- 
 mical to tunnel under them. 
 
78 
 
 Discvsffion on Vancouver Water Works. 
 
 1: 
 
 lit 
 ■ .1 ,'• 
 
 n 
 
 m 
 
 i 
 
 '0' 
 
 1 
 
 A working plan of the dam, drawn to the Hcale of 8 feet to the 
 inch, uocumpaniod the paper on the Vancouvi-r Water Works. It was 
 conside'-ed that this would, if hung on the wall, have afforded all 
 neccHsary information. 
 
 A« the whole front of the dam is protecVid by double sheet piling, 
 o\erlapping, with tl-.e ends imbedded in a tvench of concrete sunk in 
 the bottom of the river, and the sliore eonnections protected on the 
 south side by a hand-laid .stone wul! wit'ii a well rammed gravel and 
 eorth baeking, and on the north side by a gravel embankment of 
 picked material, the cliance of water p(ircolation through the body of 
 the dam, and .seepage round the ends, h;\s been reduced to a minimum. 
 Certainly, none has taken place during the two years of the dam's 
 existence, The trench in which fhe sheet piling is imbedded, owing 
 to the shallowness of the river, waa filled with concrete in a simple 
 manner. The concrete was wheeled over gangways ext(!nding along 
 the face of the dam, within a few inches of the water, was then 
 deposited o^'er the side.**, and allowed Ui settle in the trench. Twenty- 
 four hours after the trench had 'jeen filled, the cone; ^te was firm 
 enough to resist moderate probing. 
 
 The definite object in view in the manufueture of the concrete was 
 imperviousness and a thoroughly .secure connection between the foun- 
 dations of the dam and th? bed of the river. The space in which it 
 was to be placed was very confined, being a narrow trench, not 
 exceeding at any point a depth of 3 feet ; and being for the most part 
 entirely .'nder water, it would not permit of the filling being packed 
 and rammtl. These objects could only be obtained by making the 
 conoreteof mch small materials that the whole would form as nearly 
 as pospible a homogeneous mass. 
 
 Tbii author's experience in the manufacture of concrete is not 
 extensive enough to permit of his expver*sing an opinion as to the 
 advisability of employin 5 large stones. But it is worthy of note, that 
 the specifications for tlie water works systems of Gosport, Lambeth, 
 Bideford, Halifax, aiiJ Aberdeen distinctly require that cither sliarp 
 grswel be employed, or that all stones shall be broken so as to pass 
 through a ring 1^ or 2 inches, diameter. Also, Trautwinc (pai:e 
 U80, edition 188(J) stjilos " that broken stone for eouere(<" is generally 
 specified not to exceed about 2 incht s on any side ; but if wi'll freed 
 from dust, all sizes from ^ inch to 4 inches on p.ny side may be used." 
 
 It ivJ therefore apparent that if eminent authorities advocate the use 
 of large stones, many <juiU! a.s eminent <lo not. 
 
 The Teredo 2^avali;s, not being gifted by nature with the acrobatic 
 
DiacuBsion on Vancouver Water Works. 
 
 79 
 
 powers of the salmon, is not likely to ever find a homo in the timbers 
 of the dam. 
 
 Corrosion of metal exposed to the action of salt water is a subject 
 of great importance ; and it is a matter for surprise that really reliable 
 information with regard to it is difficult to obtain. But experience, 
 so far, goes to prove that steel and wrought or cast iron of proper 
 quality resist this action for long pc i i,ls. Trautwine says "that 
 certain cast iron sea piles of hard white Uictal showed no deterioration 
 after 40 years immersion." (page 218, edition 1886.) The double 8 
 inch cast-iron pipes laid across Shirley gut nearly 20 years ago are in 
 active operation to this day. In the discussion on the Avon Bridge, 
 published in the last volume of the Society's Transactions, Mr. 
 Uniacke in reply tt) Mr. Blackwoll (page 28G) says : " That bolts and 
 plat(38 used in the construction of the old bridge, 50 years ago, and 
 exposed to salt water at different stages of the tide, showed not the 
 slightest corrosion." Also, in constructing the new steel dock gates of 
 Limerick Floating Dock, the pintles of the old gates were found to be 
 so little affected by their 38 years' exposure to salt water, that they 
 were used again. 
 
 It is to be noted that th? cast-iron in the Vancouver submerged 
 main is of the quality approved of in Trautwine ; and, also, that there 
 are many instances of similar mains submerged in salt water, designed 
 by eminent engineers ; as, for example, the aforementioned Shirley gut 
 pipes, the Bournemouth storm outfall, the San Francisco Bay mains 
 and the San Diego Bay main. Full information as to the manufac- 
 ture, specification, quality, and proof tests of the submerged main 
 are given in the paper on pages 344, 348, 351. 
 
 It is difficult to believe that Mr. Peterson's remarks relating to his 
 observations when in Vancouver are uttered in my other than a 
 jocular spirit. No one can suppose that because an irresponsible 
 individual volunteered the information that the steel mains (wrought 
 iron, he calls them) were not sufficiently strong to withstand the 
 pressure, he credited that statement without investigation. It is hard 
 to understand his imagining the rivets to be 4 or 5 inches apart, 
 83eing that this is nearly 4 times the extreme distance. The round 
 seam rivets of the 12 inch and 16 inch mains, referred to by him, are 
 1.2 inches and 1.08 inches apart, from centre to centre, respectively; 
 and the straight seam rivets, which are in double rows, 1.3 inches and 
 1.4 inches. It is impossible he can believe that any steel or wrought 
 iron pipe, which had so yielded to pressure that water was flowing in 
 little streams out of nearly all the joints of the sides, could be ueld 
 
 l \ 
 
#9 DisciLH^ion on Vancouver Water Woilcs. 
 
 together and rendered serviceable by straps placed round it. All new 
 rivetted pipes wt!»-p more or \&m at the laps, when first put under 
 pressure. The great majority of the lealu he observed, being on the 
 south Side of the Inlet where there was little or no sand to cut the 
 plates, •' took up " of their own accord, without special repairs. 
 
 The submains are M inches, 6 inches, and 4 inches in diameter ; not 
 4 inches and 2^ inches. 2J inch welded wrought iron tubes have been 
 laid for short distan(!e8, as a temporary means of supply for certain 
 buildings. No hydrants are connected with 2^ inch pipes. 
 
 The distribution system was designed by the most eminent authority 
 on water works in Canada, Mr. T. C. Keefer, C.E., C.M.G. 
 
 In the case of Vancouver, there is a very substantial reason why 
 the water works .should be in the hands of a private company. They 
 were projected before the city had an existence, and constructed at a 
 time when the city's resources were being fully employed in making 
 absolutely necessary improvements, and it is doubtful whethi^r even at 
 this day the city would care to incur the expense of water worka 
 constniction. 
 
 / ;\ 
 
PLATE XVI. 
 
 ruAT 
 
 
 
 FLAT 
 
 pr Ai^ OT 
 
 RIVER CAPILANO 
 
 EWING DAM SITE 
 
 •f ■ 
 
 ~»»^^ 
 
t» ^eet aAttr0 to» 
 
 
 Apo 
 
 tjtu 
 
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 OUVER WATER WORKS, 
 
 PLATE XVI. 
 
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 ^ia^Amrr'j^*' etmy ^t^aM*. toy CaUt. 
 
 t* feef aAor* (ojf )rrtit9- 
 
 THE RIVER CAPILANO 
 
 SHEWING DAM SITE 
 
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 PLATE XVII. 
 
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VANCOUVER WAT 
 
 knrjninuiuuiiniirnnnnn 
 
 f**K o.m. 
 
 r^TTI'Tf ; I fiTTiTTi r I iT rrf n Trjri-rrTY 
 
 nl ' 1 1 1 1 j iTi 1 1 1 1 I I ii rM i 1 1 1 1 1 1 1 M I 1 1 j I ■ 1 1 ; 1 1 ; : I ; 1 1 ; 1 1 : ! ; 1 1 n 1 1 irrr,'" 
 
 
 
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 AT POX 
 
 SCNTfIC L4MK NORTH 
 
PLATE XVII. 
 
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 umi: ^tLTi-mr. rmi ' .m' ■ j jcyrmr.zxmzi.vmijim'iminmnmi:^^!:. 
 
 1 ' I I' m •'! 11 — r'T-n ! 1 1 I'l 1 1 ' ' ; 1 1 1 r ' f m ' 1 1 1 ii i ; i r M rrrrnTr-rn-'-n'pTTni M It '"'tt 
 
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 SCNTfIC UMC NONTH ABOTMKNT 
 
 PiuA^IS^ OF 
 
 RIVER CAPILANO 
 
 T OF STIPPLE 
 
w 
 
 IMAGE EVALUATION 
 TEST TARGET (MT-3) 
 
 > 
 
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 23 WEST MAIN STREET 
 
 WEBSTER, NY. 14580 
 
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 PLATE XVIII. / 
 
VANCOUVER WATER ) 
 
R WATER WORKS 
 
 
 *: 
 
 §5''v 
 
 STANLEY PARK 
 
 ^^j^^ 
 
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 PX.AN 
 
 SHEWING CROSSINGS OF 
 
 RST NARROWS AND COAL HARBOUR 
 
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