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 m,SS^ 
 

 ON THB 
 
 EIXITEIsrSIOItT 
 
 OF THE 
 
 WATER SUPPLY 
 
 AND ON THE 
 
 DISPOSAL OF THE SEWAGE 
 
 OP THE 
 
 CITY OF TORONTO. 
 
 BT 
 
 RUDOLF HERING'ani) SAMUEL M. GRAY, 
 
 Consulting Engineers. 
 
m 
 
 > 
 
MAYOR'S MESSAGE. 
 
 Mayor's Okpick, Ffibruary 25th, 1889. 
 
 • iKNTi.EMKN OK TiiK 'CouNciL, — I 1)6^ to Ifty b(?f"or6 voii thft report of Messrs. 
 {{wdolpti Heriii^r aiid .'"^amuel W. Gray, who vverp appointed by <^'ouncil on the 
 adoption ol the Report of the .Siih-(Jouiinittee, submitted to Council September 
 •J4th. 18H,S, as follows: 
 
 " Youi' Sub-Conmiittee being authorized to report to (/'ouneil, therefore re- 
 comtneud that Messrs. Rudolph Ilorin/^ and Samuel VV. Gray, he invited to visit 
 the City at once and report their conolusion.>« as to the best meins to be adopted 
 to increase the water supply and to dispose of the sewage." 
 
 I t'-ust that the reooairnondations and conclusions of tlie experts will meet 
 with the api)roval of Council. 
 
 Respectfully submitted, 
 
 E. F. Ci.AKKE. 
 
 To Hin Worship, Mayor E F. Clarke, and the City Council of Toronto, Ont.: 
 
 GEN'Tf.KMKX, — In accordance withynur request conta-' „d in Report 31, of the 
 Executive Committee, dated September 24, 1S88, and adopted by the Council on 
 the same day. to visit yoiu- City and to report our conclusions as to the best 
 means for increasing the water supply and disposing of the sewage, we respect- 
 fully present the following repoit and maps : 
 
 We met in Toronto, ( )ctoher '2ni[, and again Xovember 7th, spending eacli time 
 a week in examining the grouiui and in acquainting ourselves with the general 
 conditions and data governing the above stated problem. Since our first visit we 
 have been together at numerous times to discuss the questions involved and to 
 reach what we believe to be their best solutions. ' 
 
 Before entering upon the subject we wish to thank your City officials, particu- 
 larly Mr, Chas. Sproatt, Mr. William Hamilton, Mr. .1. Macdougall and their re- 
 spective assistants, Mr. Rust and ^[r. McMinn, and also to express our indebted- 
 ness to Prof. Galbraith and Kivas i'ully. Esq , tor the kind attention received, and 
 for supplying us with information which enabled us to thoroughly under jtand the 
 various aspects of the problem and to formulate our recommendations. 
 
 We shall first briefly state the general conclusions arriveil at and subse- 
 quently present the data and reasons which led to them. 
 
 I General Conclusions. 
 
 The question of water 8uj>ply and sewage disposal has engaged the attention 
 of the citizens of Toronto since the days when the steadily increasing arixount of 
 sewage began to pollute the harbor and endangei' the heaitlifuluess of the water 
 for a domestic supply. The first radical move was made V)y laying amain across 
 
the harbor to the Islaml. It was hoped to oVitain thereby not only pure water, 
 but also i;lear wiiter sit such tinll^>^ when storms cause it to b»» rilt\v near the 
 short'. Thti first idea of dnvwiug the supply troui tilter galleries did not prove a 
 success, because a pood deal of water was found to coine froru the stagnant pools 
 on the Islnnd. A crib was thoretore located nearly '2,')00 fe<^t from shore and the 
 intake pipe extendoil thereto, fCirnishinj; siucf then ;m excellent quality of water, 
 except when it is riley after storms. The avail.vbility of other sources of supply 
 and the inevitable increase of pollution of the harbor, have caused you to investi" 
 gate the relation of these two ((uestions an<l to seek for the best solution of the 
 joint problem. You have bail a study maile of the nu^rits ol' delivering water to 
 the City by gravity from the Kidge Lakes, and for discliarging the sewage into the 
 lake near the mouth of the River Don. You have now re<|uested us to inquire 
 also into the feasibility of obtaining water from Luke Siincoe and from other 
 points in I ake Ontario than the one now used, and in conjunction therewith to 
 exiujiiue the merits of purifying the sewage, instead of <lischarging foul water into 
 any part of the lake, and to suggest what we believe to be the proper way of dis- 
 posing of it. We have given these matters the niost careful consideration, 
 weighing the merits botli from a sanitary and a firu*ncial point of view, and 
 briefly sum up our conclusions as follows : 
 
 We cannot endorse the project of taking the supply from tht^ Ridge Lakes^ 
 because the water would be foimd greatly inferior in quality to that which your 
 citizens are now accustomed to use. 
 
 Neither can we endorse the project of bringing water from I^ake Simcoe 
 through a conduit nearly 50 miles in length. While the water is much better 
 than that in the Ridge I^kes, it is less good than that ot Lake Ontario. The ex- 
 pense of the conduit likewise places it at a great disadvantage as against con- 
 tinuing to use tjie present source. 
 
 Without hesitation, we therefore advise you to adhere to Lake Ontario, not 
 only as the best source, but also as the one from which you can at all times have 
 an unlimited supply at the least expense. 
 
 The disposal of the sewage, which naturally seeks the lake, becomes there- 
 fore of prime importance. We have examined the merits of purifying the sewage 
 by the irrigaticm of tracts of land, both east and west of the City, or by fdtering 
 it fhrough the most porous parts of suc>i tracts. In both instances we have been 
 met by the necessity for large expen<litures not only in taking the sewage to the 
 ground, but in lifting it over a hundred feet, and then to conduct a business 
 enterprise of farming as well as a sanitary work. The excessive cost alone would 
 in our judgment decide against this project. 
 
 We have further examined into the merits of allowmg the sewage to ejiter 
 Lake Ontario, either in its natural condition or after it has been chemically or 
 mechanically clarified. We have considered the lake currents, the results of 
 diffusion of sewage an<l river water at other large lake cities, the effects of a dis- 
 charge in winter and of the gradual self-purification of polluted water. Our con- 
 clusions point clearly to the iact that fo" many years to come no objection can 
 arise and no pollution will be observed, if the sewage outfall is placed as 
 proposed, six and one half miles from the present water intake. 
 
)ijre watftr, 
 / near the 
 ot prove a 
 inant pools 
 ire and the 
 y of water, 
 
 of .sui)ply 
 
 to investi" 
 ion of the 
 ig water to 
 ge into the 
 
 to inquire 
 roni other 
 lorewith to 
 
 water into 
 way of dis- 
 sidetation, 
 view, and 
 
 Ige Lakes J 
 i^liich your 
 
 ke Sim (IOC 
 uch better 
 1. The ex- 
 jainst con- 
 
 itario, not 
 ;imes have 
 
 mes there- 
 /he sewa>:e 
 )j filtering 
 have been 
 'age to the 
 a business 
 one would 
 
 ;e to enter 
 ^mically or 
 results of 
 ts of a dis- 
 ( )ur con- 
 sotion can 
 placed as 
 
 ii'lJIJ^Wi^Wi. JJIH. 
 
 5 
 
 I 
 
 We considered, however, the eoHt of separating the two points still further, 
 namely, by taking the water near Victoria Park uiid dischnrging tlu- scAvage near 
 Mimioo, and vice verm, as it is clear that the greater their distance the longer 
 woukl the scheme I'emain a sale one. But, in both cases, we Wfrecoiilronted, on 
 the one iiaud, with a much larger expenditure at the outset and great ineon- 
 venience from loss of time by so radical a re -modelling of the present works, 
 and on the other, with the fact that the scheme which we recommend, will later, 
 if it IS found to })e necessary, admit of satisfactory <'.\tension ,vt a less expense 
 than if much more ooslly works are undertaken at present. 
 
 We therefore advise discharging the sewage near X'ictoria I'ark, after collect, 
 ing it by intercepting sewers, as indicated on the accompanying maj) and sub- 
 stantially as proposed by the City Engineer. 
 
 We reconimend adhei'ing to thi' present water intake, and, if it is desired to 
 reduce the riley condition of the water, which is not iiTihealtiiy 'ait tmpl<'asant, 
 and the expense is not found too great, we advise an extensioti of the intake jur. 
 ther into the lake. As the present conduit was last summer taxed to its utmost 
 delivering cajiacity, we advise the immediat(! laying of a second one, in order to 
 avoid tlie inconvenience of a short siqiply during the coming season, and that 
 the introduction of meters be encouraged to reduce the waste of water. We re- 
 commetid thiit the liigh service he increased at the present station by the 
 erection of additional pumping plant ; and finally, that several new mains be laid 
 througli the heart of tlie Oity to maintain a more regular pressure during sudden 
 drafts of large quantities of water. 
 
 For the data which justify these conclusions, for further details and estimates 
 of cosrs, we refer to the foUoiving more extended statements : 
 
 II. — Extension of the Water Siipphj. 
 
 Toronto is a growing City of about l6t3,0(X) inhabitants, situated'on the north 
 shore of Lake Ontario, some thirty miles east of the westerly end of the Lake. 
 In front of the City and af)0Ut 1(1,001) feet from the shore is an Island about 
 llJ.OOO feet long. Its eastern end terminates near an extensive marsh opposite 
 the mouth of the River Don, and its western end turns northerly and approaches 
 the main land near the Queen's Wharf, 'fhis Island therefore encloses a safe 
 and convenient harbor for the City. 
 
 At present Toronto is supplied with water from Uke Ontario, drawn at a 
 crib nearly 2,tKX.» feet fiorn the southern or outer shore of the Island and brought 
 to the main land by a conduit, extending across the Island and the harbor, to a 
 pumping station, having three engines with capacities of four, eight and ten 
 million gallons per twenty fotu' hours. 
 
 The conduit beginning at the cril> is six feet in diameter for a length of 
 2,357 feet, then it is four feet in diameter for a length of (),007 feet, and for the 
 remainder of the distance, which is about 4,600 feet, its diameter is three feet. 
 A careful calculation has shown us that the latter part of th. compound conduit 
 is cajiable under favorable conditions of supplying about fifu -^ million gallons 
 per twenty four hours. As an examination, which was made lor us of the 
 
 . 
 
6 
 
 grillage over the intiiko of tlie ciib, sliowod it to be fiiitirely troo IVoni i)bstriic- 
 tioii8, iiml as the vvator level in the |>inu[)\vell bus been lowered as far as it was 
 expedient, we believe that the conduit has been used to its utmost capacity. 
 
 The water is pumped direetly into the mains from wliit;h it is drawn by the 
 consumers, and the surplus iinds its way to Kosebill Ueservoir. situated Jib feet 
 above the Laki', and eontiiining, when t'ldl, about torty ii','l!;i)n gallons of water. 
 
 The niaxiuiuin daily i^onsumption in the entire City is estiniatetl at fourteen 
 million gallons, and is therefore almost e(iual to the maximum delivering capacity 
 of the present comluit. which in view of the rapi<l growth of the City indicate.- 
 an urgent necessity for an imme<liate im-rease of the supjdy. 
 
 A high service reservoir of .'(DOtdOd gallons eapaeitv.and siiuaterl about ;i,iHt(i 
 feet west of Hosehill Reservoir, and aijout :2t)(» feet above the level of the bake, 
 has the water re-pumped to it from the low service mains by an engine capable 
 of delivering T)!)!),!)*)*) gallons per twenty-four hours. The pn^sent ilady oonsiunp- 
 tion in tlio high service district is about 488,0()(i gallons; but many of the more 
 elevated parts camiot be supplied with water on account of the. lack of pumping 
 capacity, which causes much annoyance to the people inhabiting them. 
 
 We have then three important questions presented to us : 
 
 1st. What is the most efficient and economical plan for supplying the City 
 with pure water in the future '.' 
 
 2nd. What shall be done to immediately increase the general supply ? 
 
 .ird. What is the best method of increasing the high service supply? 
 
 The available sources for a future water 8upi)ly are Lake Ontario, Lake 
 Simcoe and the so called Kidge I^kes, a number of small lakes or ponds situated 
 at Oak Ridge, about twenty miles north of the City, at an elevation of from 727 
 feel to 760 feet above the Lake. 
 
 We visited several of the Ridge I^kes ; examinerl their surroundings and the 
 nature and extend of their water shed. They have before been considered as a 
 source of supply for the City.* 
 
 From the reports then made, as well as from oin- own examinations, we are 
 satisfied that neither the quantity of available water, its ijuality, nor the cost of 
 storage and of V)ringing it to the City, warrants us in recommending the selection 
 of this source. 
 
 ' We also examined into the merits of the I^ke Simcoe project. This lake 
 lies about fifty miles north of the f'ity at an elevation of about 475 feet above 
 I^ake Ontario, and covers an area of about 40U square miles. Dur>ng our visit we 
 inspecteci the lake and l)oth shores of its southern end or < 'ook's Bay from a 
 steam tug, and also drove over some of the surrounding country and acquainted 
 ourselves with the most available route along which to bring the water to the 
 City. 
 
 * See Reports ot the Superinteudent of the Toronto Water Works for 1886 and 1887. 
 
•o from obstruc- 
 1 U8 i'ai' as it was 
 )8t capacity. 
 
 is (I raw I) liy tho 
 itiiiitf<i J 1(1 tei>i 
 alloiis of wutor. 
 
 ited iit folll•t^'e^ 
 ivfiing capacity 
 t' City in(licate> 
 
 fcte'l about ;l/H"Hi 
 el of tlie l«iki', 
 engine capable 
 iliiily consuinp- 
 iiy of the inoi< 
 iick of pumping 
 them. 
 
 )piying the City 
 
 1 supply ? 
 
 supply? 
 
 <;»ntario, Lake 
 ponds situated 
 on of from 727 
 
 iiKlings and the 
 considered as a 
 
 nations, we are 
 nor the cost of 
 ig the selection 
 
 ect. This lake 
 475 feet above 
 *ig our visit we 
 ik's Bay from a 
 ind acquainted 
 e water to the 
 
 1887. 
 
 There can hv no doubt that this lake offers an ample sujiply, and fi'oni the 
 analyses made bv Dr. Kllis.* wt- can assume that the water is also suitalile in 
 (juality, if taken from a point surticiently distant from the dischar_ ■ of the marsh 
 water at its southern end ; although we must add that its laste is inferior to that 
 of Ijike < intario water, and that it is chemically less jiun, containing a greater 
 projjortion of organic matter, which is probably of vcgetal^le origin. 
 
 We liave ap))enilecl a sketch map of the territory between Lake Simcoe and 
 Toronto, showing the most favorable general location for a conduit, ,ind a protili- 
 of the same, fiiwn which we could make an estimate? of the least probalile cost.f 
 
 ^, The third sotu'ce of supply considered by us was Lake Ontario. This lake ol' 
 Iconrse offers an abun<lant supply, and the (|uality of its water is all that can be 
 desireil, wliich fact is apparent not only from the chemical analys-es made by Dr. 
 Ellis, but also from the favor which it meets from its consnmeis. In order to 
 l>reservc this quality, however, tlie water intake must be }>.olectcd from i>i)llution, 
 caused J>y tlie Hooil discharges of the Don and JIuinber Kiversand by the sewage 
 and surface water of the C-'ity. We must therefore carefully examine into the 
 available jioints from which to draw a sujtply. 
 
 Mimico, over six miles west of the City, has been mentioned a.s a favorable 
 
 , point. Bui the exces>ive cost ol' this scheme, tlie necessity of having a very long 
 
 line of force main through uninhabited territory, besides a conduit sufficientlv 
 
 long to reach deeji water for a criii, and the increase of pressure ami therefore of 
 
 I waste and inconvenience in the lower part of the City, renders this location in- 
 
 ■ advi.^able. An intflke has also been suggested opj)Osite Dufl'eriii street. Being 
 
 exjiosed both to the currents from the harbor and to the Hood water from the 
 
 Ilumber River, an<l possessing no economical advantages, we ciinnot recommend 
 
 this location. 
 
 Victoria J'ark. about six miles east ot the City, has likewise been mentioned 
 
 \ as a locality opposite to which the water inight be drawn. We have calle<l this 
 
 .' Scheme .\. For reasons hereafter to be stated, tlie littoral drift along the shore 
 
 is westward, aufl therefore an intake east of the (Jity could Ije nearer the shore 
 
 and still be less exposed to pollution from the same, than if located west of the 
 
 ; Citv. 
 
 i 
 
 j! A fourth point from which water may be taken'is the one used at present 
 
 I outside of the harbor and south of the Island. The advantage of this location 
 1 lies in its jiroximity to the City and yet in being sufficiently i)iotected by the 
 ' Island from the effects of j)ollntion from the surface waters of the <"ity and of 
 the two rivers. We have called this Scheme B. 
 
 As the intakes of Schemes A and B can both be guarded against sewage 
 pollution, the qm stion of jireference resolves itself largely into one of com. 
 ]>arative cost, to which we have therefore given a careful consideration. 
 
 In Appendix A, which contains the estimates of cost, it will be found that 
 Scheme B is the less expensive one by $18!>,4Stl for present needs, $660,991 for 
 : iuture iieAIs. 
 
 See Hepoi <s of the SiiinTintendeiit of the Toronto Water Works for ISttC and 1887. 
 See Appcnrlix A. 
 
I 
 
 8 
 
 In making all the estiniatos wn liave diHiwiiuintiteil betweoa the i)reHont ami ; 
 
 future needs, incanintr by the latter when Toronto has a poiiulation of ')()0,(M)(i ]p«|, 
 
 inhal)itantH. Iiia.miMKrh as th<> piospeots are favorable tor a rapid growth, and an t,|)„ 
 
 it would be unwiHe to adopt a scheme whicth at any time would have to be abaii ^vitl 
 
 doned on ai-coiiiit of expense, we (jonsidered that an assuini)tion of half a j^^ 
 
 million people, or tliree times the present iiopuhition, was fully warranted. twi'i 
 
 Aecordin;: to the iip])ended estimates, a supi)ly of water for present needs 
 from Lake Simeoe would eost, at a low Hgure, about $(»,()()U,(MM). A supply from 
 
 Ijike Ontario with additional reservoir would eost Sbsr),;{(Ht, or without such puni 
 
 reservoir i<;i7 ().(•;"){), making a (lilference in lirst cost of over six million dollars in »<Ivii 
 
 favor of Laki' ( »ntai'io. for i'liture needs a supply Irom Lake Simeoe wouUl eost loent 
 
 at least !t!7,71 1,:52'), and one from bike Ontario with leseivoir $S7((,").')0, and with- but 
 
 out reservoir $7 }4,(>')i», making a dill'erenec* in first cost, again in favor of Lake Jiip' 
 
 t>ntario, ol' $t),84lt,77.'), and .•:^('p,'.Mi7,'-V.') lespeetively. At 4/, the annual cost of the loia 
 I^ake Simeoe scheme amounts to about $onS,()0(>, while the annual cost of pump- 
 ing, which now requii'es the expenditure of little over one-third of this amoiuit, 
 would for a po|)ulatioii of luiH'a iiiilliou pi'obably still be under the above tigui'e. 
 
 throi: 
 cloggi 
 As the (]uality ot water is lik(Hvise favorable to that of Ijuce Ontario, we iiierej 
 
 unhesitatingly recommend this us the source from which the City should take its 
 
 supply in the future as well as at present. 
 
 1 
 
 •ervic 
 
 In estimating the cost of a supply from Lake Ontario, two schemes were con- Could 
 
 sidered, one being for a new and large reservoir upon Wells' Hill, which has high s 
 
 recently been suggested, and the other for duplicate pumping machinery without Wid ti 
 
 the aid of this reservoir, in order to discover their relative cost. 'I' the 
 
 millioi 
 While we realize the value of a reservoir in connection with a water su)>ply, |*jg j^^ 
 
 rendering it more convenient and slightly more economical to operate the system ; 
 
 and to preserve constant pressuie ; and while we are mindful of the use of a - 
 
 storage reservoir at times when the lake water is riley or turbid by reason ol' " ' 
 
 storms or winds ; yet we do not I'eel that these advantages would compensate for y" 
 
 a lai'ge ailditional cost ol' the reservoir i)roject above one which clepends upon " 
 
 pumping alone. On the other hand we do not wish to ignore the tendency of ? W 
 
 large quantities of stored water to deteriorate during the hot and dusty summer aliould 
 
 months, unless a consiilerable circulation could be maintained by pumping the i|rain 
 
 supply into the reservoir thiough au independent main pipe, and distributing the afervice 
 
 water by another main. j 
 
 j On 
 
 From the estimates of cost in Appendix A it will be seen that for Scheme B i|jjg f,.oi 
 and for present needs the cost of the reservoir plan is $4S.'i,;{UU, while that for the 
 pumping plan is $;i7t),05C, making a difference in favor of the latter of $lUtt,'jr)0. 
 For future needs this difference is $12(5, 500. We do not consi<ler that the 
 I 1 advantages gaineil by the proposed new reservoir over those already received 
 
 from the present low an<l high service reservoirs, warrant this additional expense 
 and therefore recommend that additional pumping machinery be provided 
 instead, to meet the emergencies liable to occur as done in otlier lake cities, 
 notably in Chicago, where no artificial reservoirs exist. . 
 
 re fr( 
 juld 1 
 this 
 e pu 
 lieve 
 
 pres 
 ervo 
 ! wal 
 
9 
 
 he present and ' [n order to provide for immediate needs, we recommend that a conduit not 
 
 tion oi" ')(KJ,(Kll) Josh tiian four (eot iu dianiotcr be laid from a nfw well to bo built at the present 
 
 growth, and as pnmpiiig station, across the harbor to the shore crib, and there be connected 
 
 ave to bti abaii with t.io present six foot conduit lending to tlie intake. When this proposed pipe 
 
 [)tion of half u js laid, tluMi tlu^ fajincity of both together will be nearly forty million gallons per 
 
 arranted. twfnty-fnnr hours, the demand for nearly ')00,(KX) persons. The laying of this 
 
 ronduit need not consume much time and will furnish immediate relief. 
 r present needs 
 
 A supply from Thereid'ter we recommend the erection of an additional pumping station with 
 
 !• wittiout such pumps, etc., near the present one on land now owned by the City. We cannot 
 
 illion dollars in f<lvise moving the pumping station to the Island, as we not only consider a 
 
 icoe would cost location several miles from the centre of distribution an economical disadvantage 
 
 'M and with- l>ut also the fact that the high pressiu-e, uhich would have to be borne by the 
 
 1 favor of iiuke jiip^s laid across the liarbor, might cause considerable leakage at the joints, the 
 
 uual cost of the location of which would be difficult to discover and to repair. 
 
 1 cost of pump- 
 
 of this amount, 
 
 he above figure. 
 
 ke Ontario, we 
 should take its 
 
 As the fpuintity of water drawn at the present crib increases, the velocity 
 tlirough the screen will become greater. 'Po avoid the danger of becoming 
 clogged by weeds anil otho'- mutter a second crib should in time be built, to 
 Increase the area through which the water can enter. 
 
 I ernes were con 
 Mill, which has 
 
 In making the estimates for the jjurpose of comparison, no cost for high 
 fervice was mcludeil for the reservoir i)lan, because most if not all of the area 
 Could be suiiplied fiom the new reservoir, without any addition to the present 
 high service jilant. But without the reservoir additional pumps will be needed, 
 
 hinery witliout V^d taking account of the fact that the consumption per head will be less than 
 ill the low service, we recommend the erection of a two million and a three 
 inillion gidlon pumping engine and the necessary changes and enlargement of 
 
 a water sujiply, |jhe buildings to accommodate the same. 
 
 ' fa ^^ ^^ ""*' ^o"^'^'®'" ^t entirely safe to be without duplicate machinery, and 
 
 of ^^^i'*^ffre suggest the above sizes, which will prevent a deficiency of pumping 
 
 .. !• <;fepacity to supply the district should one of the engines break down. The 
 compensate tor ^r"^ .• i-i .• a 
 
 , «timate in Appendix A shows the probable cost of the additional plant, 
 
 depends upon T 
 
 lie tendency of | We do not consider that the position jf the high , service pumping station 
 
 1 dusty summer Aould be at the lake. The expense of a special pumping main and the heavy 
 
 pumping the ^rain ujwn the engines, make it preferable to conti-nue to draw from the low 
 
 llistributing the sf rvice mains about IrtO feet above the lake, as you are doing now. 
 
 I 
 
 On account of the present high pressure along the streets near the lake, rang- 
 
 for Scheme B \^g from 75 to 8') lbs., it has been proposed not to operate the works under the pres- 
 
 |ile that for the |||re from Rose Hill reservoir, except at the time of a fire. We do not think this 
 
 juld be a wise course to adopt, since the plumbing appliances are fully adjusted 
 
 this pressure. The advantage gained would be to slightly red ice the Uft of 
 
 le pumps and to save a small amount of water in the consumption, but we 
 
 |lieve this would be outweighed by the inconveniences due to a sudden increase 
 
 I pressure after fire alarms, and particularly by having less circulation in the 
 
 Bervoir and therefore at times an unnecessary depreciation in the quality of 
 
 water. 
 
 ir of $lUi>,l2')«- 
 aider that the 
 lealv received 
 ^ional expense 
 be provided 
 ir lake cities, 
 
10 
 
 i I 
 
 1 ' 
 
 Before leaving the question of water supply we have yet to mention a few 
 points to which our attention was called. First, with regard to the laying of new 
 mains. In determining the proper sizes of water jtipes it should he borne in 
 mind that the larger sizes should be laid to and in the districts which will con- 
 sume the greatest amount of water, as this will secure the greutest pressure 
 where it is most needed, for instance, in the large business centres where among 
 other uses elevator ami fire-supply are principal factors. It is of particularly 
 great importance to so proportion the sizes that the pressure can be maintained 
 during heavy drafts for fire purposes. As the pi])es are often laid before the 
 territory is fully developed, it is not always easy to correctly foresee future re- 
 quirements. It is much less dithcult to see what is needed when the territory 
 is built up, and it is then often necessary to lay additional mains to meet the 
 demands of cerfain districts which may have been found to lack a suttlcieut 
 supply. In doing this it is necessary to have a knowledge not only of the 
 location of all existing sewers, water, gas, and steam pipes, etc., but to anticipate 
 as far as possible all future demands for space in these streets. 
 
 C 
 
 c 
 
 fl 
 h 
 
 ti 
 
 h 
 a 
 a 
 
 Oi 
 
 ei 
 U 
 
 I 
 
 ai 
 U 
 th 
 li« 
 
 From the study which we have given this matter we are of the opinion tha 
 it would be well to lay an additional main east and west in the vicinity of Queen 
 or Adelaide streets, and another one north and south in the vicinity of York or 
 /onge streets. There need be no difficulty in determining upon the most 
 desirable one of these streets, in either of which a marked advantage would 
 be gained. Our attention was also called to the presumably high water con- 
 sumption, the maximum o\' whicli is upwards of ninety imperial gallons to the 
 person per twentj^-tbur hours. It is probable that much of this amount is due 
 to waste. But in just what manner it occurs we are not able to say, as it can }, w 
 only be determined by a careful insjjection of fill fixtures. This requires much '■ ce 
 time, as it should be made at different periods and inider different circumstances, f E 
 A careful, faithful, and continued inspection, coupled with a stringent enforce. \ al 
 ment of the rules regulating the plumbing, would doubtless result in materially J ev 
 decreasing the waste. j 
 
 TTie use of meters, however, would probably be the most effective method | 
 of accomplishing this end. With metered water the taker is himself responsible j 
 for all waste and leaks that occur on his premises, and lie is quite apt to prevent J 
 them. Without the meter the City assumes the loss, and it is not uncommon for 
 the consumer to be quite indifferent regarding the condition of his fixtures 80 
 long as they cause him no inconvenience. These should be so carefully inspected, 
 and the rules requiring the taker to keep them in repair so well enforced, that . 
 it will not be easy, if pitying by fixture rates, to obtain water at a less cost than | 
 if supplied through meters. If any difference is to be made in the cost it should l 
 be in favor of the person paying by meter, because he assumes the risk of all 
 leakage on his premises. In the cities and towns where a comparatively large 
 number of meters are in use, the consumption per bead is much smaller than in 
 places using but few meters 
 
 III — Disposal of the Sewage. 
 
 The City of Toronto has a tolerably complete system of sewers for collecting 
 both sewage and rain-water and discharging them into the harbor in front of the 
 
 m 
 
 ea 
 or 
 ga 
 ca 
 
 CO 
 
 pr 
 se 
 no 
 im 
 lef 
 rej 
 
 pu 
 
 2 (J 
 crc 
 
T^ 
 
 11 
 
 o mention a few 
 the laying of new 
 3uld be borne in 
 s which will con- 
 
 ireatest pressure : 
 
 res where among , 
 
 is of particularly | 
 
 m be maintained J 
 
 n laid before the | 
 
 Foresee future re- i 
 
 hen the territory i 
 
 ains to meet the i 
 
 lack a sufflcieut j 
 
 not only of the • 
 
 but to anticipate ■■ 
 
 the opinion tha 
 vicinity of Queen 
 cinity of York or a 
 upon the most 1| 
 advantage would 
 f high water con- 
 ial gallons to the 
 lis amount is due 
 } to say, as it can 
 lis requires much \ 
 snt circumstances. | 
 stringent enforce. ]^ 
 suit in materially | 
 
 effective method! 
 imself responsible 
 ite apt to prevent 
 lot uncommon for 
 
 of his Kxtures so 
 arefully inspected, 
 'ell enforced, that 
 it a less cost than 
 
 the cost it should 
 les the risk of all! 
 imparatively large! 
 th smaller than in 
 
 ivers for collecting^ 
 uor in front of tht; 
 
 City. We understand that it has been well built, and that it is generally in good 
 condition. In the streets running south towards the lake the sewers are kept 
 well cleaned by storms, but on the east and wc»st streets they have gradients too 
 flat to secure thorough self-cleansing, and thei'ofore require more or less artificial 
 flushmg. We made no general examination ot the present sewers to see if they 
 have sutBcient capacity, proper giiule iiml shape for the duty they are expected 
 to perform, as this question had no hearing upon the one before us. 
 
 The sewage is delivered into the slips or docks, and in some cases at the pier 
 heads. The heavier matter is deposited as slu<lge ami the lighter matter drifts 
 away. The absence of any strong current facilitates the settling of such matter 
 and examinations made at our request show a considerable accumulation even 
 one thousand feet from shore. The gases resulting from its decomposition and 
 escaping at the water surface are very olfoMsive in summer, while in winter thej' 
 tend to pollute the ice which is cut in the harbor for domestic consumption. 
 
 It is evident, therefore, that the sewage should be prevented from discharging 
 into the harbor, and that, intercepting sewers should be b'-.ilt to carry it to a more 
 distant outfall, the location of which depends upon the method adopted for 
 finally disposing of the sewage. 
 
 There are but two methods available for this j)urpose, viz., land treatment 
 and a discharge into the lake, with or with'out a )>revious artificial purification. 
 Ivind treatment means irrigation or filtration. By the former we understand 
 the use of only so much sewage per acre of groini<l as will benefit the crops to 
 be grown thereon ; by the latter, the application of as much t.ewage as the soil 
 will purify, irrespective of farming interests. 13otli have been more or less suc- 
 cessfully carricfi out at a number ol places in England ami on the continent of 
 Europe. .\lso in Pullman, 111., the operation is conducted with good results, 
 although much of the crude sewege is -illowed to pass into Lake Calumet when- 
 ever the crops would l)o injuied by it. If such a relief cannot be allowed, a 
 much larger amount of land must be available. 
 
 Taking the most suitable territory which we could find within several miles 
 east and west ot the City, we were convinced that without injuring the crops, 
 one acre could not receive daily moic than an average of "),U00 to S,U(IO imperial 
 gallons of sewage, and perhaps less. With the present water consumption per 
 capita, this means about ."),tK)(i acres of sandy soil for .5UU,()(.K) persons. The in- 
 come from this land woukl not pay a lair interest on the cost price which its 
 proximity to the City would demand, not to speak of the expense of providmg 
 sewers to convey the sewage to the farm and ol' pumping it to its elevated location 
 not less than iL'Ofeet above the lake. For a i)opulationof .WtVKH) with4(J,0(KVtilO 
 imperial gallons of sewage per rlay, the annual cost of pumi)ing would hardly be 
 less than $100,(X)0 which, capitalized at a rate as high as four percent., would alons 
 represent ?2,5(X).(^M>. 
 
 If filtration is resorted to not more than 20,000 imperial gallons could be 
 purified per acre under the most favorable con<litions, which represents at least 
 2 000 acres of land for the above assumed population, with less income from the 
 crops and the same cost for i)umping. 
 
1 
 
 12 
 
 The expense of land treatment, therefore, even if HuHicient territory of n 
 proper kind could be found, which is perhaps doubtful, and the great responsi- |vh( 
 bility of conducting so large a tarm on behalf of the City, for the double purpose Iroi 
 of preventing a nuisance and of securing a return from the sale of crops, seem to ^lii 
 us conclusive facts for rejecting such a method of dis|iosing of yoiu* sewage. fcre 
 
 The other possible way of disposal is by letting it How into the lake. If it 
 is previously purified by chemical or uieehaniual trealnit'iit, a much nearer out- 
 fall to the City is permissible than if discharged in its crude state. f eg 
 
 The cost of erecting the necessary plant, together with the capitalized cost I'^e 
 of treatment according to any of the sevei';il available processes, may be I'oughly lij,.( 
 estimated to be $2,200,000 for a population of 20(),00(» persons and ^o.OUO.OOO for iyij, 
 500,000. For a much smaller sum the sewage can be carried a long distance igj.i, 
 from the City, and the necessity of subjecting it to treatment can thus be Jase 
 obviated. 
 
 Our attention has been specially called to the method of deoilorizing sewage^ gictt 
 with porous carbon, as proposed by Mr. F. S. Miller, and which was recently such 
 
 I' tested in the basement of the City Hall. The sewage of the Jarvis street sewer ioin 
 
 was led successively through several tanks and made to pass through niunerous olns 
 I layers of carbon, sand, gravel and coke, coming out of the last tank quite clear ,, 
 
 j J and odorless. The ability to purify sewage by means of such materials is well 
 
 ' ' known, and also the fact that to remain efficient they each re(juire frecjuent 
 
 I cleansing and in the case of the carbon also renewing. We do not venture, 
 
 j however, to estimate in detail the cost of thus deodorizing even 15 million gal 
 
 Ij;! Ions per day, which is probably the amount discharged into the harbor at 
 
 present. Besides intercepting sewers you would bo obliged to have large areah 
 of tankfi and to pump most of the sewage in or<ler to gain the head necessary || , 
 for the filtration. Then would have to be added the cost of treatment, exchang* J. ■ 
 ing and cleansing the filter beds, which must not be under-valued. 
 
 i' Finally, we understand it is proposed to dry the sludge by artificial heat, to 
 
 powder it in a mill and then to sell it as manure. Wo are convinced that the 
 income from the latter source will fall far short of the ex[)ectations as the fer- 
 
 |i tilizing value of city sewage is found to be very slight. The enhanced income 
 
 from sewage farms is due almost wholly to tht; benefit derived from irrigation 
 per se, and which is the case in Pullman, the fields occasionally require ad- 
 ditional manuring to raise the more profitable crops. The expense alone of 
 preparing the sludge as proposed would be much greater than the leal value of 
 
 ..V 
 
 ) 1 
 
 i 
 
 i 
 
 I 
 
 • the finished product. 
 
 While we are inclined to the belief that at some future day, perhaps when 
 the City contains 500,000 inhabitants, some form of purification may be advis 
 able for perhaps a part of the City's sewage, we are of the opinion that at 
 present, provided a proper place is selected, the less expensive method of a 
 direct discharge of the crude sewage will be quite satisfactory, leaving the 
 question of adding purification works to the .equirements of a somewhat distant 
 future. 
 
13 
 
 tit terriiory of a I The availaljle localities for a sewage discharge depend upon the ])oint8 from 
 e great responsi- Inhere the water supply is drawn, which, as we advised above, should be taken 
 B double purpose Iroin Lake Ontario. The t'tuit of drinking water coming from the same lake into 
 of crops, seem to which we discharge sewage should not neces.sarily ilisturb us, any more than 
 
 reathiiig the same air into which we (continually exhale the discarded gases and 
 
 thor ettete matter Irom our lungs. 
 
 rour sewage. 
 
 ) the lake. If it 
 much nearer out- 
 ate. 
 
 tj capitalized cost 
 , may be roughly 
 Lud $5,01)1 ',()()() for 
 I a long distance 
 
 The objection to such pollution is mainly one of degree. U we have a high 
 
 egree of dilution, in the Krst case with pure water and in the second with pure 
 
 lir, we liave yet to discover the slightest evidt-ncte that any liarm has resulted. 
 
 'he giadiiiil self-purili(;ation of polluted water and air by means of oxidation, 
 
 hrough the excess of oxygen contained in the diluting medium, is an estab- 
 
 iished fact, ami is uatiu-ii's method of cori'ecting what would otherv/ise be a 
 
 ierious evil. For our })ui'p()se it is a (picstion of degree ot dilution, and in both 
 
 ent can thus be |ases we have enough experience to ai)proximately indicate safe hmits. 
 
 The regular and constant curi'ent of rivers enables us to Hx this limit with 
 (odorizing sewages gieoter exactness than when the sewage is discharged into a large body ot water, 
 lich was recently such as Lake Ontario, in which the currents move in almost any direction or 
 arvis street sewer Bometimes are ((Uite imperceptible. Still, it is not difficult to reach some con- 
 hrough numerous (slusions in this case. 
 t tank quite clear 
 uui/terials is well 
 
 ^ ' 1 iettie and no longer i»e contained in the water a iow thousand feet, perhaps a 
 
 ( o no \en uie, j|jjif.^ distant. At long intervals dredging can easily and cheaply remove any 
 
 en l5mdliongal ^^^^ accumulation at the outiall. The lighter and fatty ingredients of the 
 
 ® ' #wage, and those whicli are ludd up by attached bubbles ot gas, rise to the 
 
 ^' ,' ^irface and are moved along by the current, thus constituting the chief danger. 
 
 If the sewage is discharged int<t the lake in deej) water near the bottom, we 
 ire safe in foncluding that the slurlqe, i.e., the heavier matter, will very soon 
 
 leat nee ns ^ 'Jloth in rising and subsequently in their horizontal movement they are separ 
 atment, exchang" ' 
 
 ued. 
 
 na 
 
 ted and dispttrsed along the cycloidal paths travelletl by particles of flowing 
 ater. One cubic foot of sewage discharged into a current of 100 cubic feet of 
 rtificial heat to 'fater per second, would gradually become diffused throughout this quanlity 
 vinced that the W^*' diluted a hundred times. While becoming more and more exposed to 
 It ions as the fer- Miirifioation by the oxygen in the water, the deleterious matter would gradually 
 nhanced income W^ reduced to a point beyond (tetection. The higher temperature of sewage as 
 rom irrigation wJinpared with lake water will not, we think, be an important factor m dis- 
 Uy reouire ad- ]^''*'"^"i ''^''^"^^ the flow for several thousand feet in a submerged steel pipe 
 xpense alone of t" ^^^^^^ ^ equalize the temperature and ma'erially reduce that of the sewage 
 the real value of tjf"!'" '^« discharge. 
 
 Nothing but actual tests, however, will tell us how rapidly diffusion and 
 cidation take j>lace and therefore how far apart we should have the sewage 
 itfall and water intake. The season was unfavorable to making many experi- 
 ents in this direction. Hut from general expei-ience gained upon the lakes 
 d elsewhere, together with the results of a few recent local observations, we 
 lieve to be justified in drawing some conclusions. 
 
 Under the instructions of Mr. Sproatt, a few float experiments were made in 
 e lake, in front of the City, from Sept. 25th to Oct. 19th, 1884, by Mr. C. H. 
 
 y, perhaps when 
 Ml may be advis 
 opinion that at 
 ve method of a 
 ory, leaving the 
 omewhat distant 
 
14 
 
 Rust Assistant.* Mr. A. Macdougall made about 10(1 similar experiments near 
 Victoria Park, extending over 22 days in May, and l^days in June, 1886, and also 
 some on Oct. 22nd and 30th in 1888.** 
 
 All these observations in one respect confirm those made in other localities, 
 namely, that the lake currents are cause<l by the ivinds. Tliey change diiection 
 as the wind changes. 'I'heir velocity, which probably never exceeds tlit- rate of 
 100 feet per minute, usually increases slightly towartls th- - .;face, though after a 
 sudden shifting of the wind the upper and lower parts of the current have .^ome- 
 times opposite directions. 
 
 The littoral linft moves in the direction of the longest wave letch of the lake, 
 which at Toronto is westerly,! and for this reason we observe along the beach near 
 the <Jity the accumulation of sand to be on the eastern side of the groynes, which 
 has caused some to believe that the prevailing currents weie westerly. The float 
 observations made in the lakes do not imlicate any marked difference in the 
 frequency of the currents in one direction or in the other. Nor is it of much 
 value for our purpose to know this difference. The tact that they move both east 
 and west is enough to indicate that the sewage should be di8charge<l sufficiently 
 far away so that the unfavorable current, if only occurring once a year, will not 
 cause the water near the intake for the City's Bupply to be polluted. 
 
 Flood discharges ot the rivers entering the lakes at Chicago. Cleveland and 
 Milwaukee, have in no case been traced more than five miles from the mouths of 
 the respective rivers. Within this distance the large quant'^ies of muddy water 
 (in the Chicago River amounting to several thousand cubic feet per second) 
 become so thoroughly dispersed in the lake that they are lost to observation. 
 When we consider the average discharge of le^s than one hundred cubic feet per 
 second, which would represent the sewage from half a million people, we can 
 safely conclude that at a distance of five miles this quantity would even be more 
 thoroughly dispersed, and in fact, entirely lost. 
 
 The westerly movement of the littoral drift, the discharge of the river Don 
 westward into the Harbor, and of the muddy water of the H umber into the Bay 
 near the western end of the City, seem to indicate that, other things equal, the 
 sewjjge is best discharged in that direction, say half way between Lighthouse 
 Point and Mimico, while ten miles or more to the east opposite the blutt'project- 
 ing into the lake near Victoria Park, is the best locality fmm which to supply the 
 City with water. We notice that such a plan was suggested, before the less 
 expensive location of the present intake at the Island haii been adopted. We 
 have made an estimate of such a project and find that it would cost about 
 f 1,930,850 (see estimates of cost in Appendix A > 
 
 To reverse the points by discharging the sewage near Victoria Park, and 
 taking the water opposite Mimico, would likewise without question prevent a 
 sewage pollution of the supply. This scheme, due to the many miles of water- 
 mains, the increased cost of pumping on account of the great distance and the 
 
 * faee Appendix V of Report on Main Sewage System, prefieuted to Council, Sept. and. 1886. 
 ** See Appendix B to tbis Report. 
 
 See Report on the Preservation and Improvtment of Toronto Harbor, by Sanford Fleming, 
 C.E., IBSa 
 
 ^m»i 
 
15 
 
 Don 
 Bay 
 
 tlie 
 house 
 qject- 
 ly the 
 less 
 We 
 bout 
 
 resulting high pressure in the lower parts of the western end of the City, clearly 
 show it to be much more expensive and less desirable than the [ pviously men- 
 tioned one and it was therefore not further considered by is. 
 
 But, with a sewace discharge near Victoria Park, seve al thousand feet from 
 ?hore, it ispossibip to draw the water from the present inta'ce opposite the Island 
 and to allow a distance for dispersion ol" sewage of about six and oi.e-half miles. 
 The total cost of disposing of it in this way is estimated at $1,471,048, which 
 makes this project nearly half a million dollars less expensive than the other one, 
 and has a further advimtage iu greatly facilitating an immediate increase of the 
 present su))])ly, as mentioned iibi.ve. 
 
 We have no fear that by the westerly movement of the litto.'al drift the 
 sludge will be carried fai towards the Island, before the bed of the lake will show 
 its entire disa})))Parance. Nor, if the sewage is passer! through a strainer, having 
 an inch mesh, do we think that objectionable floating matter will be fouml 
 stranded along the near shore. The proposed improvement of the eastern 
 entrance to the haibor and the proposed outlet of the river Don at the eastern 
 end of Ashbridge'4 Bay will aid in dispersing the sewage matter by deflecting or 
 breaking the current when it moves towards the Island. 
 
 The intake being in deep water near the bottom where the current is slight 
 is a further protection, because whatever matter might accidentally have drifted 
 to so gieat a distnnce, would most probably be near the surface and not in the 
 more quiet current neai- the bottom. 
 
 As already stated, however, we are willing to admit the possible advisability 
 of clarifying at least some of the sewage in the future, when the City has trebled 
 its present population. Whatever is herein recommended wdl not interfei-e with 
 ultimately adding works for this purpose, but will really form a necessary part 
 thereof. 
 
 For the above reasons we believe that it is safe to locate the sewage outfall 
 opposite Victoria Park, in thirty feet of water, at least two thousand feet from 
 shore, and being also the most economical project, we believe it to be the proper 
 one for the City to adopt. This outfall was suggested in the City Kngineer's Re- 
 port of November, 188t). 
 
 We have next to consider the means of getting the sewage to this outfall. It 
 would be very expensive and quite unnecessary, to carry to it the entire contents 
 of the sewers which receive the water of the heaviest storms. After the first 
 flush from a rain, most of the filthy matter is stir ud up and washed out of the 
 sewer, and the subsequent flow is so much less objectionable in quality, that there 
 would be no objt ction in allowing most of it to run into the harbor. The 
 ordinaiy flow of sewage together with the water from a sUght rainfall, should 
 therefore be intercepted and the excess during heavy rains be allowed to con- 
 tinue its present and natural course. 
 
 Various lines have been proposed for such intercepting sewers. In a report 
 made to the chairman and members of the Committee on Works, March 1886 
 Mr. Sproatt, City I'.ngineer, recommended one along Nassau and Gerrard streets, 
 
from Bathurst street to the river Don. and one along Front street from tho Gar- 
 rison Creek to the same rivei'.conneoting with tlie above at (ierrarrl street hriilge; 
 also a sewer from St. Paul's Ward and Hosedale to the river, connecting at the 
 same jioint. Thence the msiin outfall sewer was to extend along the most j)rae- 
 tioal line to opjiosite Victoria Park. At the junction of the iiitercepting sewers 
 11 piunping station was located, where the sewage from the Front street sewer 
 could be lifted to tlio (;lc<'ation of the Gerrard street sewer and thence discharged 
 by gravity. The estimated cost of this system w.is? $l,4l^,i.)') with an annual cx» 
 pense for piniiping of $43, 145. 
 
 On account ol' the large annual expenditure which would immediately fol- 
 low the execution oi tiiis [iroiect, Mi'. Sproatt suggesteil another one, embody- 
 ing hd intercepting sewer on th.' line of Qut-eii Street from Garrison ('reek to 
 Woodbine Avenue, and thence to the outfall, diminishing the area from which 
 the sewage would require ]>umping. A second intercepting sewer was located 
 on Front Street ajid its sewage raised into the upper one by pumps situated 
 near the east side of the Don and Eastern Avenue. The estimate<l cost of this 
 system was $1, 44^^,488 with an annual expense for pumpmg of $2r>,8(M). Our 
 own study into the possible locations for these intercepting sewers led us to 
 lines which partly agree with those recomnieniled by ^Ir. ."Sproatt. We started 
 with the principle that the high level sewer should intercept the greatest prac. 
 ticable area that could economically be drained to the proposed outfall l)y 
 gravity. East of the Don we were satisfied that Queen .Street was too far south 
 and therefore too low to allow the sewage a free flow at all times at a desirable 
 depth below the street. A line further north seemed much better, crossing the 
 river on the line of Mark street. Thence westward, we selected what ajipears 
 to us the lowest line at which the sewage from the mam sewers can be collected. 
 As indicated on the accompanying map, it makes a number of bends or turns, 
 but if made with large radii, we do not consider this a disadvantage. 
 
 The sewage below this line must be intercepted by another sewer which we 
 have placed on Front street, and, to distinguish it from the other, called it the 
 low level intercepting sewer. From the Union Station eastward it may, on a 
 close examination, be fountl more economical to place it on Esplanade street. 
 Not knowing tiie character of the excavation to be met we preferred te estimate 
 upon a line on Front street. 
 
 The high level sewer suggested by us will, we think, relieve the harbor of so 
 great an amount of sewage that the low level sewer and the pumping station 
 may not be required for several years. Rights of way and the necessary pro- 
 perty should, however, be secured as soon as practicable. Our estimate of cost 
 (see Appendix A) for the high level sewer is $1,0.59,312, and for the low level 
 sewer, including pumping station, $4l),736, or the total cost, $1,471,04S. The 
 annual expense of pumping we estimate at about $8,000, as follows : 
 
 Coal $2,600 
 
 Oil and waste 200 
 
 Salaries 4,700 
 
 Sundries , 600 
 
 $8,000 
 
17 
 
 In order to enable us to estimate the cost of purification and to {»roperly 
 proportion the sizes of the intercepting sewers, Mr. Sproatt, at our requi'st, 
 kindly made some gaugings of the actual flow in two districts representing 
 different densities of population. He selected the Yongo Street and Brock 
 street sewers near their outfalls and found the following result, the gallons being 
 Imperial • 
 
 YOXOK STKKKT DtSTRIOT. 
 
 Area, 370 acres. Population, 1 8,500. 
 Discharge of sewage per head per day, 108 gallons. 
 Minimum flow, from 12 to 5.30 a.m., 13.9 gallons. 
 Maximum flow, at 1 1.20 a.m., 31 S gallons. 
 Average flow, computed, 23.1 gallons. 
 Kate of maximum flow, 1-18 gallons per head per day. 
 
 Rate of maximum flow, at the same rate for ')00,000 persons, 137.5 cubic 
 feet per second. 
 
 BKOCK STREKT DISTRICT. 
 
 Area. 380 acres. Population. 13,300. 
 
 Dischaige of sewage per head per day, 74 gallons. 
 
 Minimum flow, from 12.30 to 6 a.m., 7.9it gallons. 
 
 Maximum flow, 9 to 10 am., 14.10 gallons. 
 
 Average flow, computed, 1 1 .4 gallons. 
 
 Rate of maximum flow. 5>2 gallons per head per day. 
 
 Rate of maximum flow, at same rate for 500,0(X) persons, 80.4 cubic feet per 
 second. 
 
 We assumed that for a population of half a million there would be as many 
 as three districts such as Yonge street to one such as Brock street. The maxi. 
 mum flow per second for the whole City would therefore be 
 
 86^ + (137.5 X 3) 
 '4 
 
 124.7 cubic feet. 
 
 We arrived at about the same conclusion by separately estimating the 
 future density of population per acre for the different districts, varying from 
 thirty persons in the suburbs to seventy persons in the central part of the City, 
 and assuming an average of ninety gallons of sewage per day per head of popu. 
 lation, including the ground water, and one-half of tliis quantity to flow oft' in 
 eight hours. The resulting figures are given in the table of estimates for the 
 intercepting sewers, in Appendix A under the heading. Required Capacity. 
 
 These maximum quantities were supposed to half fill the sewers, allowing 
 sufficient space, when running full, for an additional flow equal to the water of a 
 rain O.G of an inch in twenty-four hours, supposing one-half of the amount to reach 
 the sewers. 
 
 The shape of the smaller sizes we have supposed to be that of a four-center 
 ellipse, which gives both height for convenience of entry and a sufficient concen 
 tration of the ordinary flow. 
 
18 
 
 The grades of the intercepting sewers were assumeil by us at 8 inches per 
 1,000 feet for the high level sewer from Sherbourne Street to the outfiiU, and at 
 12 inches per 1,000 feet for th? remaining distance, and also for the entire lo'" 
 level sewer on account of its smaller capacity We have assumed the elevation 
 of t!ie invert at the shore neiir Victoria Park as 41 feet above datum, which 
 during the years of average liigh lake level, will si'll give a sufficient head to 
 miiintain the proposed grade. 
 
 The velocities pei- second lange from nearly 3 feet to 4 feet S inches when 
 running half full, which is sufficient to keep the sewers in a fair condition. In 
 the higher parts of the low level intercepting sower there will be a very small 
 amount of sewage an<l therefore a greatly reduced velocity. It will be well to 
 connect its upper end with Garrison Creek sewer, so that a larger How can be 
 introduced for flushing purposes whenever it is deemed desirable. 
 
 The manner in which each one of the present sewers ought to be inter- 
 cepted will dilfer almost in every case and will require special study to regulate 
 the proper quantities which are to be removed by the overflow. 
 
 The two siphons passing under the River Don should be laid straight from 
 shore to shore between two wells, constructed so that if necessary they can be 
 pimiped out and examined. .\t the western well, to which the siphon pipes 
 should incline, provision must be made for removing deposit and floating 
 matter. With these precautions they will operate quite satisfactorily. 
 
 Near the outfall we would recommend the erection of a building with 
 arrangements for screening the sewage before it is discharged into the lake, in 
 order to i)revent the escape of a large amount of objectionable matter which 
 might otherwise drift towards the shores. 
 
 Very respectfully, 
 
 RUDOLPH IIERIXG, 
 
 SAMUEL M. GRAY, 
 
 New York, February 15th, 1889. 
 
 Consulting Engineerx. 
 
19 
 
 APPENDIX A. 
 
 . TIMATES UF COST.— EXTENSION OF THE WATEK SUPPLY. 
 (a). Water from Lake Simcoe. 
 
 |i)7,0(K) feet of brick conduit, (5 feet in diameter, at $25.50 *2.728,500 0C» 
 
 53,000 feet of tunnel, 6 feet m diametor, at $'M 2,0()7,000 00 
 
 Two lines of 4Sin. cast-iron pipe, eaoh «.").0U() feet long, at 4>l I .... 1,870,000 (M) 
 Grib at lake, connections with Reservoir, overflows, etc 40,000 00 
 
 Total, exclusive of land damages $t'),70.'),o00 00 
 
 Add 15% for contingencies, engineering and superintendence 1,005,825 00 
 
 Sum total 17,711,325 00 
 
 (b.) Water from Lak,. Ontario. 
 
 SCHKMK A INTAKK NKAR VU'TOIUA I'ARK, KESKKVOIR PRCfEOT. 
 
 Prefeent needs : 
 
 Estimated cost of pumping scheme, see below . $41 1,77;) 00 
 
 " " reservoir " " 175,000 00 
 
 Total $586,775 00 
 
 Add 15^ for contingencies, engineering and superintend- 
 ence 8S>'>'*' W> 
 
 Sum total $(574,701 00 
 
 F'uture needs : 
 
 Estimated cost of pumping scheme, see below |l,08fi,775 00 
 
 i< " reservoir " " 305,000 00 
 
 Total $1,391,775 00 
 
 Deduct $60,000 for engines not required (50,000 OO 
 
 Total cost $1,331,775 00 
 
 Add fifteen per cent, for contingencies, engineering and 
 
 superintendence 199,7(50 OO 
 
 Sum total $1,531,541 00 
 
 SCHEME A. INTAKE NEAR VICTORIA PARK, PUMPING PROJECT. 
 
 Present Needs : 
 
 3(J,500 feet of 36 inch main, at $8.55 $260,775 00 
 
 One8 million gallon pump 50,000 00 
 
 Buildings 50,000 CH) 
 
 Conduit, 2,000 feet, at $18 36,(KX) 00 
 
 Crib 1^,"00 00 
 
 Total $411,775 00 
 
 Add 1 5% for contingencies, engineering and superintend- 
 ence 61,766 (X) 
 
 Sum total $473,541 00 
 
30 
 
 Future Needs : 
 
 Kngine house unci t'oundations *l(X),OOU (X) 
 
 Moving engines No. 2 and 3 from present house 25,000 00 
 
 ' One 8 million gallon engine ")0,000 00 
 
 Conduit r)0,00() 00 
 
 Pipes and connections l.jjOOO 00 
 
 Crib l'),000 (M» 
 
 Main jupes, 30,000 feet, at $14 420,000 OO 
 
 Add for present needs, as above 41 1,775 00 
 
 Total $1,086,775 0(» 
 
 Add 15% for contingencies, engineering ami superintend- 
 ence 163,01rt IJO 
 
 Sum total $1,249,791 00 
 
 HCHEMK 3. — AUHEKING TO PKESUyT IXTAKK, KKSERVOIH rROJEBT. 
 
 Present Needs : 
 
 Land, 30 acres, at $1,500 $ 45,0<H) 00 
 
 4,000 feet of 36 inch pumping main, Hammond Street to 
 
 Reservoir, at $10 40,000 00 
 
 Gatehouse 10,000 00 
 
 40 million gallon reservoir SO,(X)t» 00 
 
 Sum $175,000 00 
 
 Increasing capacity of pumping works, see below 247,(KX) 00 
 
 Total $422,000 00 
 
 Add 15% for contingencies, engineering and superintend- 
 ence «3,30O 00 
 
 Sum total $485,300 00 
 
 / Future needs : 
 
 For Reservoir as above $175,000 00 
 
 Increasing its capacity to hold 100 million gallons 90,000 00 
 
 4,000 feet of 36 inch pumping main, Hammond Street to 
 
 Reservoir, at $10 40,000 (KJ 
 
 Sum $305,000 00 
 
 Pumping plant for future needs ($512,000) less $60,000 for 
 
 engines not required, see below 452,000 00 
 
 ' ■ Total $757,000 00 
 
 _^i, '!" Add 15% for contingencies, engineering and superintend- 
 ence 113,550 00 
 
 '"•■'"■'"' Sum total $870,550 00 
 
21 
 
 SCHRMK R AUIIERIXG TO PRKSENT INTAKR, PI'MPtNO PROiKfT. 
 
 Presen t Needs : 
 
 10,600 feet of 4S inch conduit to the Isluncl ♦200,tX)0 00 
 
 Well at engine house 8,000 00 
 
 Connections at engine house 4,000 00 
 
 Connections with t) foot pipe, etc l.i,(HiO (X» 
 
 Dredging I'O.OOO (K) 
 
 Total $lM7,(K»0 OO 
 
 Add 15% for contingencies, engineering and superinteml- 
 
 «nce ; 37,050 00 
 
 Sum total *:'84.0aO 00 
 
 Future Needs : 
 
 For present needs, as above $247,IK)0 00 
 
 Two 8 million gallon pumping engines 90,000 (Ml 
 
 One 10 million gallon pumpingongine o."),000 00 
 
 Engine and boiler house 95,000 00 
 
 Wharf and grmling 15,000 00 
 
 Enlarging crib 10,(X)0 00 
 
 Total ?51LVXX} 00 
 
 Add 15% for contingencies, engineering and superintend- 
 ence 76,800 00 
 
 Sum total t5»8,HOO fXJ 
 
 ADDITIONAL HIGH SKRVICK SL'PPLY FOR PUMPING PROJECT. 
 
 Present Needs : 
 
 One 2 and one 3 million gallon pumping engines $60,0tXl 00 
 
 Enlarging engine house, etc lo,000 00 
 
 Connections, etc 5,000 00 
 
 Total 180,000 (JO 
 
 Add 15% for contingencies, engineering and superintend- 
 ence 12,CKX) 00 
 
 Sum total »92,0(K1 00 
 
 Future Needs : 
 
 For present needs, as above f80,(XM) 00 
 
 One 4 million gallon i)uraping engine 35,000 00 
 
 Engine house, etc 15,00*1 00 
 
 Connections 5,000 (K) 
 
 Total : $135,000 00 
 
 Add !5 per cent, for contingencies, engineering and super- 
 intendence 20,250 00 
 
 Sum total 1155,250 00 
 
22 
 
 RKtiAPITULATION OP IWTIMATKS KOK KXTKNHION Oh' WATHU SUPPLY. 
 
 CotnparitoH of Heterooir and Puiiipmi/ ProjecU. 
 
 SCHEMK A. 
 PreHuiit Ntieds : 
 
 Reservoir |r.74,70l (K) 
 
 Pumping, low service i|i 47:;. "!I (X) 
 
 Pumping, high service <.»2,tlO() («) :)0"),r)4l 00 
 
 Difference in favor of pumping $lW,'J,^i) 00 
 
 Future Xewds : 
 
 ^"ervoir *l,5;{l,541 00 
 
 Pumping, low service 1,24»,7'->I ^ 
 
 Pumping, high service I55,2r)0 (JO i,40.VJ41 00 
 
 Difference in favor of pumping $126,500 00 
 
 SCHEME B. 
 Present Neeils : 
 
 Itesotvoir 1485,300 00 
 
 Pumping,low service 284,0.')0 00 
 
 Pumping, high service 02,000 00 o7t),0:)0 00 
 
 Difference in favor of pumping i!lO!>,250 
 
 Future Needs : 
 
 Reservoir 870,550 00 
 
 Pumping, low service 588,80(J 00 
 
 Pumping, high service 155,250 00 744,050 00 
 
 Difference in favor of pumping $126,500 00 
 
 Comparison of Schemes A. and B. 
 Present Needs : 
 
 Reservoir. 
 
 Scheme A 1674,791 00 
 
 Scheme B 485,300 m 
 
 ■',-,, Difference in favor of Scheme B $189,49100 
 
 Pumping. 
 
 . Scheme A $565,541 00 
 
 Scheme B 376,050 00 
 
 Difference in favor of Scheme B $189,491 00 
 
 Future Needs : 
 
 Reservoir. 
 
 Scheme A $1,531,541 00 
 
 Scheme B 870,550 00 
 
 Difference in favor of Scheme B ; $660,991 00 
 
23 
 
 Pumping. 
 
 Scheme A »I,4().'),04I (¥) 
 
 Scheme B 744,(1.10 (M) 
 
 Difference in favor of Scheme H lOtKI.VWl (J<J 
 
 PFSl'OS/VL OF THE SEWAOE. 
 
 SCIIKME A. OUTPAI.t, HALF WAY nKTWEKN M(!IIT IIOISK I'dINT AM) MIMIOO. 
 
 I/)w level interce|>tin>( sewer from Woodhme Avenue to <J»rri8on 
 
 Oreek *42(V)0<) ()() 
 
 Ifijlh level intercepting sewer between Pape Avenue and Hux- 
 ley Street 31(),()(M) (X) 
 
 From Oarrison to Dutterin Street 125,()<M) ()() 
 
 Connections .'iO^OOO (K) 
 
 Kiver Hon croH.sing liO.lMMj 00 
 
 Outfall pir)e, crib, etc 000,000 00 
 
 J-HUil ilainajit's for ai»ove 100,000 00 
 
 Int. !ii«wer from St. I'aul's Wwrd and Kosodule, see below 40,(XXJ (X) 
 
 (iarrison Creek int. sewer, see below 24,000 00 
 
 $l,r)79,(KM) (X) 
 1.5% for contingencies, enf^ineering, ami superintendence 2")l,8iJ0 (K) 
 
 *l,!i;^0,H;'>0 00 
 
 .i'' 
 
 '■■;,•.' 
 
24 
 
 ir 
 
 ScHR-MB B — Outfall Opposite Victoria Pakk. 
 Hi()h Level Intercepting Sewer. 
 
 
 Drain- 
 
 Requir'c 
 
 ' Grade 
 
 Size of 
 
 
 STREEI'. 
 
 age area 
 
 capacitv 
 
 1 per 100 
 
 sewer. 
 
 c;ost. 
 
 
 Acres. 
 
 Cub. ft. 
 
 ' feet. 
 
 
 
 
 1 
 
 per sec. 
 
 
 
 
 
 
 
 1 
 
 
 * c. 
 
 Huxlev St., Spenoer to Dufterin 
 
 652 
 
 8.99 
 
 .1 
 
 24x36 
 
 3,1.50 00 
 
 Dutforin st., Huxlev to line Asy- 
 
 
 
 
 
 
 lum Wall. 
 
 652 
 
 8.99 
 
 .1 
 
 24 X 36 
 
 6,3(X) 00 
 
 Line of .Vsvlum Wall, Dufterin 
 
 
 
 
 
 
 to .Strachan Av 
 
 1,230 
 1,331 
 
 15.51 
 16.77 
 
 .1 
 .1 
 
 30x45 
 34x51 
 
 24.9(M» 00 
 
 Defoe st, Strachan av. to Niagara 
 
 6,400 (XI 
 
 Defoe St., Niagara to Bathiirst... 
 
 3,455 
 
 42.34 
 
 .1 
 
 5 ft. in. 
 
 15,300 00 
 
 Adelaide st., Bathiirst toSpadina 
 
 3,620 
 
 44.82 
 
 .1 
 
 5 3 
 
 20,000 00 
 
 Adelaide st., Spadina to Simooe 
 
 3,955 
 
 49.r.(» 
 
 .1 
 
 5 6 
 
 25,7.50 00 
 
 Adelaide st., Simcoe to York.... 
 
 4,403 
 
 56. :h 
 
 .1 
 
 5 8 
 
 7,500 00 
 
 York St., Adelaide to Rif^hmond 
 
 4,403 
 
 56.34 
 
 .1 
 
 5 8 
 
 5,123 00 
 
 Kichmond st.. York to Yonee... 
 
 4.403 
 
 56.. 34 
 
 .1 
 
 5 8 
 
 16,.5(Mt (K) 
 
 Richmond st., Yonge to f'hurch. 
 
 4.907 
 
 63.04 
 
 .1 
 
 5 10 
 
 10,125 00 
 
 C;hurch St., Richmond to Queen. 
 
 4,907 
 
 63. (W 
 
 .1 
 
 10 
 
 3,375 00 
 
 Queen St., Church to .Jarvis 
 
 5,164 
 
 6(>.88 
 
 .1 
 
 6 
 
 7,875 m 
 
 Queen st., Jarvi- to Sherbourne. 
 
 5,362 
 
 69.88 
 
 .1 
 
 6 6 
 
 11,500 (K) 
 
 Sherbourne st., Queen to .Svden- 
 
 
 
 
 
 
 
 5,362 
 
 69.88 
 
 .067 
 
 6 8 
 
 6,(J00 Oi) 
 
 .■^ydenham st., Sherbourne to 
 
 
 Saokville 
 
 5,682 
 
 7.'{.88 
 
 .007 1 
 
 1 
 
 6 8 
 
 26,875 00 
 
 Sackville st., Sydenham to Wil- 
 
 ton ave .-- - 
 
 5,682 
 5,882 ■ 
 
 73.88 
 75.88 
 
 .067 ' 
 .067 ; 
 
 6 8 
 
 7 
 
 11,430 00 
 
 Wilton ave., Sackville to River st. 
 
 17,888 00 
 
 River st., Wilton ave to Mark st. 
 
 6,8! 8 
 
 83.88 
 
 .0(57 
 
 7 
 
 3,6(.K) (H> 
 
 •Mark st., River to Munroe 
 
 6,818 
 
 83.88 
 
 .067 ! 
 
 7 
 
 9,375 00 
 
 Outfall sewer, Munroe to Pape av 
 
 7,654 
 
 94.36 
 
 .067 
 
 r 
 
 53,300 (K» 
 
 " '• Pape av. to I^ke 
 
 
 
 
 
 
 Ontario 
 
 10,346 
 
 125.00 
 
 .067 
 
 =! 
 
 301,875 00 
 
 
 
 Total 
 
 
 
 
 
 594,141 00 
 
 
 
 
 
 
 * Not including siphon. 
 
 Siphon across River Don. 
 
 Two lines each 600 feet 48 inch cast iron pipe laid... J23,000 00 
 
 Two wells 16,000 00 
 
 Buildings 6,0(X) 00 
 
 $45,000 00 
 
 Outfall Pipe. 
 
 One line steel pipe, 6 feet in diameter, 2,000 feet 
 
 into lake *63,000 00 
 
 Crib, laying, etc 40,000 00 
 
 103,000 00 
 
u 
 
 25 
 
 OU 
 
 00 
 
 00 
 
 Connections with present sewers, overflows, ete $30,000 00 
 
 Crossing creeks. Small's pond, etc 10,000 00 
 
 Land damages 7.5,000 00 
 
 Intercepting sewer from St. Paul's Ward and Rosedale : ''-' ' ■ '< "i 
 
 8,000ft., m. X 3ft., at $3.00, $24,000 00 
 
 4,000ft., 2ft. 4in. x Sit. 6in., at 4.00, 16,000 00 $40,000 00 
 
 Garrison Creek Sewer : 
 
 4,000ft., 3ft. X 4ft. 6in at $6.00 24,000 00 
 
 $921,141 0<) 
 15% f*r contingencies, engineering and superintendence 138,171 00 
 
 Total cost of high level sewer $1,059,312 00 
 
 Low Level intercepting Sewer. 
 
 STREETS. 
 
 Drain- 
 age area. 
 Acres. 
 
 Requir'd 
 capacity 
 
 Cub. ft. 
 
 per sec. 
 
 Grade 
 
 per 
 
 100 feet. 
 
 Site of 
 Sewer. 
 
 Cost. 
 
 Front st.,Wellington to Bathurst 
 " Bathurst to Spadina... 
 
 " Spadina to Simcoe 
 
 " Simcoe to Bay 
 
 " Bar to Yonee. 
 
 158 
 <i 
 
 K 
 
 237 
 297 
 321 
 361 
 391 
 427 
 467 
 487 
 547 
 
 750 
 
 327 
 
 2.37 
 <i 
 
 « 
 3.65 
 4.66 
 5.13 
 5.86 
 6.36 
 7.03 
 7.75 
 8.11 
 10.21 
 
 12.00 
 
 3.40 
 
 0.1 
 0.1 
 0.1 
 0.1 
 0.1 
 0.1 
 0.1 
 0.1 
 0.1 
 0.1 
 0.1 
 0.1 
 
 0.1 
 
 O.I 
 
 20x30 
 20x30 
 20x30 
 22x33 
 24x36 
 26x39 
 26x39 
 28x42 
 28x42 
 28x42 
 30x45 
 32x48 
 
 32x48 
 
 20x30 
 
 $ c. 
 
 4,191 UO 
 6,908 00 
 8,635 00 
 5.966 00 
 2,732 00 
 6,202 00 
 4,589 00 
 7,227 00 
 7,623 00 
 3,049 00 
 10,711 0(» 
 18,755 00 
 
 37.697 UO 
 
 " Yonge to Church 
 
 " Church to Jar vis 
 
 " Jarvis to Sherboume.. 
 " Sherboume to Berkeley 
 " Berkeley to Parliament 
 " Parliament to Cherry. . 
 
 • " Cherry to River Don... 
 Eastern Av. Pumping Station to 
 
 River Don 
 
 Queen St. Pumping Station to 
 Woodbine , 
 
 34,056 UO 
 
 
 Total 
 
 
 
 
 
 158,431 00 
 
 
 
 * Not including siphon. 
 
 Siphon aerote River Don. 
 
 Two lines each 600 feet of 24 inch oast iron pipe 
 
 laid $7,300 00 
 
 TwowelU 13,000 00 
 
 Buildings 5,300 00 
 
 Total 
 
 $25,600 00 
 
ir- 
 
 •T"^ 
 
 26 
 
 Pumping Station near Queen and Pape Ave. ' 
 
 Two 3.million gallon pumpa $75,000 00 
 
 Engine and Boiler House ,. 20,000 00 
 
 Wells, Screens, etc 16,000 00 
 
 Two b'nes each 1700 feet of 24 inch cast iron pipe 
 
 laid 18,000 00 
 
 129,000 00 
 
 Connections with present sewers, overflows, etc 20,000 00 
 
 Land damages 25,000 00 
 
 Total 1358,031 00 
 
 Add 15 per cent for contingencies, engineering and superin- 
 tendence 53,705 00 
 
 '. Total cost of low level sewer $411,736 00 
 
 IKCAPITULATIOli. 
 
 Scheme A $1,930,850 00 
 
 Scheme B, High level Int. Sewer $1,059,312 00 
 
 Low level Int. Sewer. 411,736 00 1,471,048 00 
 
 Difference in favor of Scheme B $459,802 00 
 
 FINAL RECAPITULATION 
 
 SHOWINQ TBB DIFFBRBNOI OF COST IN FAVOR OF ADHBRINO TO THE PRESENT WATER 
 INTAKE AND DISOHAROiNO THE SEWAOB OPPOSITE VICTORIA PARK. (SCHBHB B.) 
 
 Present Needs: " ' 
 
 ■ WaterSupply $189,49100 
 
 Sewerage 459,802 00 
 
 Total difference in favor of B $649,293 00 
 
 . Future Needs : 
 
 WaterSupply.. $660,991 00 
 
 Sewerage 459,802 00 
 
 Total difference in favor of B ...$1,120,793 00 
 
 ■•'> • ■ •>■■■ I ' 
 
 - y.- '., .' ; :. J ;. ,f ' , i' ■ • «' • i' ' " ';■;< V 
 
 * . ,, ,.,....,.. • ■ > I ''i-u 
 
 IK) !"<■-■;; ' -'■■ ... .""'i' 
 
ii 
 
 O !?; 
 
 o 
 
 w 
 
 ft 
 ;?; 
 
 B ' 
 
 £2 2 
 
 CQ 
 
 en 
 
 X >5 
 
 a 
 
 U 
 PU 
 
 o w 
 
 £: ft 
 
 ^O 'J^ 
 
 PS 
 
 Cm 
 O 
 
 P4 
 
 o 
 
 OS 
 
 fe?^. 
 
 « 
 
 w 
 
 t> 
 
 ft 
 
 ft 
 
 < S '^^ 
 - !5J '=^ P 
 
 « 
 
 /-vC 
 
 •o § 
 
 o • 2 
 
 -^ 2:3 
 
 , , . a »^ 
 
 ~ ®;:?^ . 
 ^•3 »- 5 o « . 
 
 S « 
 
 00 
 
 t 
 
 /^ ® 
 
 ■wo 
 £ « 
 
 S3 
 
 oe . 
 
 D 
 ,£1 
 
 > 
 ft 
 
 < 
 
 w 
 
 • O c!.5 
 
 . o 
 
 00 •* 
 
 s «- 
 
 oe 
 
 m O I- 5C I— iM l-» iM -^ C^ "W" 
 
 O C> — ' O O N d O © O O 
 
 '^Wfe 
 
 52, ;2i ^^ ^ f?; ^ ^ , 
 
 000C0003 o o 
 
 OOOOCMtCOOO 00 s 
 
 
 CO 
 
 35 
 
 00 
 
 
 'ft 
 
 CC 
 
 o 
 
 00 
 IN 
 
 CO 
 
 5? 
 
 I 
 
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 5?; 
 
 iJ 
 
 < 
 
 C 
 60 
 
 to 
 
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 oc 
 
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 C-i 
 
 O 
 H 
 
APPENDTXnr 
 
 TABULATED STATEMENT OF CURREXT onSEI{VATION'S MADE DURIXO THE MOXTIT OF MAY, 18H6, 
 
 IN THE HARBOR, On THE SOUTJ^l SIDE OF THE ISLAND, AND BETWEEN 
 
 THE EAST GAP AND VICTORIA PARK. 
 
 ta 
 
 o 
 !5^ 
 
 
 May 
 May 
 
 May 
 May 
 
 May 
 May 
 
 May 
 
 May 
 
 May 
 
 5th 
 Gth 
 
 7th 
 8ih 
 
 14th 
 17th 
 
 18th 
 
 19th 
 
 20th 
 
 May 
 
 Mav 
 
 Majf 
 May 
 
 May 
 
 2Iat 
 
 22d 
 
 24tb 
 25th 
 
 26th 
 
 May 
 
 May 
 
 2Sth 
 
 3l8t 
 
 -Meax Velocity a\u 
 
 DiKKCTION OK WlXF). 
 
 / A.M. 
 
 9 W. 
 Calm. 
 
 12 N. 
 6 N. 
 
 3 N. E. 
 7N. W. 
 
 4 S. W. 
 
 3 P.M. 
 
 8 W. 
 GS.E. 
 
 HS. E. 
 12 N. 
 
 4 N. E. 
 10 S. W. 
 
 8E. 
 
 1 S. 8 8. E. 
 
 4 S. . J22 N. E. 
 
 11 I'.M. 
 
 4 W. 
 5 S. W. 
 
 4 E. 
 b N. W. 
 
 2 E. 
 4 S. W. 
 
 Calm. 
 
 5 S. W. 
 
 15 N. W, 
 
 4 E. 6 S. E. 
 
 6 N. E. 
 
 3 W. 7 N. W. 7 N. VV. 
 
 16 X, W, 9 S. W. 
 22 N, 28 N. W. 
 
 9 N. W. 
 
 5 N. W. 
 
 8 N. W. 
 12 W. 
 
 26 W. 
 
 13 8. 
 
 10 S. W. 29 S, 
 
 5 S. W. 
 
 6 S. W. 
 
 2S. 
 
 Dkpth of 
 Float. 
 
 DlllKOTrON 
 TAKKV , 
 
 BY Float. 
 
 u a t^ 
 
 Fi4 til -* 
 
 10 ft. N. E. & E. 0.39 
 £. O.Hl 
 
 11 
 11 
 10, 
 
 Surface. 
 
 8 ft. 
 
 7 
 
 8 
 
 20 
 
 
 
 8 
 
 8 
 
 8 
 20fl.& 
 Surface. 
 Sft. Oin. 
 8 
 8. 
 8 
 8 
 8 
 
 
 
 
 6 
 
 10 
 
 8 
 
 8 K) 
 
 20 
 
 20 
 
 8 
 
 20 
 
 20 
 
 
 
 6 
 
 22 
 
 8 
 
 
 
 
 
 
 8 
 
 8 
 
 C 
 
 20 
 
 8 
 
 10 
 8 
 
 8 
 22 
 
 
 
 
 r. 
 
 20 
 
 20 
 
 10 
 
 8 
 
 20 
 
 N. W. 
 
 S. E. ! 
 E.'byS. I 
 
 N. W. 
 N.W. 
 N. E. 
 E. by N. 
 N. E. 
 
 W. 
 
 W. 
 
 N. E. 
 
 N. by E. 
 
 W. 
 N. E. 
 
 N. E. 
 N. W. 
 
 e; 
 
 a s. w. 
 s. s. w. 
 
 S. E. 
 
 a. by D. 
 
 S. E. 
 
 S. E. 
 
 E. by S. 
 
 E. 
 
 S. E. 
 
 E. 
 
 E. 
 
 W. by S. 
 
 (N. 
 
 Te. 
 
 ( S. E. 
 
 \ N. E. 
 S N. N. E. 
 \ S. S. W. 
 
 i s. w. 
 
 \ S by E. 
 N.W. 
 
 S. E. 
 
 S. 
 
 S. 
 
 ( S.toS.E. 
 
 \ W. by S. 
 
 S. 
 
 S. E. 
 
 W. by N. 
 
 N. E. 
 N. E. 
 xN. E. 
 N. E. 
 N. E. 
 N. E. 
 
 E. 
 W. by S. 
 ( N. E. 
 \ S. W. 
 
 E. 
 
 0.75 
 0.40 
 0.75 
 
 0.80 
 0.50 
 
 00 
 00 
 
 0.75 
 i.60 
 0.75 
 0.85 
 0.2.) 
 25 
 30 
 
 0.75 
 ).25 
 1.75 
 0.57 
 0.37 
 1.60 
 I.IO 
 0.85 
 2.25 
 1.25 
 0.65 
 0.75 
 2.50 
 
 0.18 
 0.23 
 0.23 
 0.12 
 1.10 
 0..55 
 0.94 
 0.20 
 0.48 
 0.50 
 
 0.33 
 0.00 
 1.00 
 1.60 
 0.27 
 0.40 
 1..'52 
 0.60 
 
 0.50 
 0.60 
 !.75 
 0.60 
 0.75 
 2.25 
 0.75 
 0.25 
 0.15 
 0.25 
 0.40 
 
 TORONTO. 12TB JUNE, 1886. 
 
 2 a 2 
 
 < 
 
 3.00 
 4.W 
 
 5.00 
 4.00 
 4.00 
 
 1.25 
 6.00 
 6.00 
 6.30 
 1.30 
 6.30 
 3.00 
 3.00 
 3.00 
 3.00 
 3.30 
 
 liOOATION AND RkMAUK.-*. 
 
 Began work, in harbor, with surface floats. All 
 
 influenced by the wind. 
 3 Ituoyi noar East Oap. (Grounded.) 
 3 spivi'H I siirfac(! Queen's Whaif. Picked up 
 
 in the docks. 
 Off the Fort. Anchored at night. 
 
 do. The same buoy. * 
 
 do. Another float. Anchored at 
 
 night. 
 Mouth of Humber. (Grounded.) 
 
 Started off East Gap. 
 
 
 Kow. 
 
 
 Victoria Park. 
 
 
 Victoria Park. (G/ounded.) 
 
 
 Woodbine. 
 
 
 East Gap in a.m. 
 
 
 " |).m. 
 
 
 " p.m. 
 
 Woodbine. 
 
 Floats kept close together. 
 
 30 
 00 
 00 
 20 
 00 
 00 
 (X) 
 00 
 00 
 00 
 00 
 50 
 00 
 
 ,00 
 
 ,30 
 ,00 
 ,30 
 ,00 
 ,30 
 30 
 , !0 
 ,10 
 ,30 
 
 :!3 
 
 ,50 
 (M) 
 ,30 
 ,00 
 
 Started west side of Island south of High Park. 
 
 i< (( « "" 
 
 K (( t< 
 
 " off Humber. 
 
 -J 
 
 « 
 
 in harbor off Queen's Wharf. 
 Yongo Street. 
 u 
 
 Church Street. Ran out E. Gap. 
 Victoria Park. 
 
 " East Gap. 
 , " at Victoria Park. Picked up on 21st 
 
 about 6 miles East of Victoria I'ark. 
 Started at intake crib. 
 
 " 1 mile south of East Gap. 
 do. 
 
 U 
 
 do. 
 
 5.00 
 
 ,00 
 
 I! 
 
 ,15 
 ,00 
 ,10 
 20 
 ,00 
 ,45 
 ,30 
 ,20 
 
 " 1 mile east of Gap. 
 
 " Victoria Park. 
 
 " Wooi.'bine. (Grounded.) 
 jQueon's Birthday. 
 'Started at west W. W. Buoy. 
 
 ! '' near intake tfrib. 
 
 i " back of Hanlan's Hotel. 
 
 " S. side of Island, line of Vonge Street 
 produced. 
 
 " li miles south of East Gap. 
 
 " off Victoria Park in shoal water. 
 These floats went eastward, but in 
 consequence of the long and small 
 angles taken to fix them, their loca- 
 tion cannot be accurately deter- 
 mined, 
 
 (1 float plotted) 
 " noar intake crib. 
 " W. Water Works buoy. (Grounded.) 
 " i^ mile south of Lighthouse. 
 " \ do. 
 
 " H., E. side of Island, 
 " I mile S. East Gap. 
 " off Kew. 
 
 " at East Gap. (Grounded.) 
 " inshore S. side Island, near Light- 
 house. 
 •' Water Works east buoy. 
 
 in. dec. H. Min. 
 1 10 in. 3 10 
 (Grounded.) 
 
 (Signed) 
 
 ALAN MACDOUGAL. 
 
 m 
 

 
 Of Vic. Park mouth ot sewer in shore. 
 Off mouth of sewer in 42 ft. of water. 
 
 (Grounded.) 
 Off E. Gap. 
 do. 
 do. Line of Leslie Street.. 
 
 (Grounded), 
 do. do. do. 
 Off Woodbine. 
 Off East Gap. (Grounded.) 
 Off' Kew. 
 Put in June loth near East Gap, 
 
 picked up off S. side of Island. 
 Put in June I5th, South of Woodbine, 
 
 l>icked up 2 uiilt-s S. of East Gap. 
 Put in 2 miles S of Island. 
 
 1-5 1 
 
 < 
 
 CD 
 
 o 
 
 f. 
 
 ^, 
 
 < 
 
 < 
 
 ■ 
 *-> 
 
 >-• 
 
 O 
 
 ao 
 
 X) 
 
 w" 
 
 a 
 is; 
 
 J, 
 
 o 
 
 
 
 ST TO THE 18th OF JUNE, 1886, IN 
 .EN THE EAST GAP AND 
 
 
 ENDIX B. 
 
 >NS MADE FROM TftE 1 
 E ISLAND, AND BETWI 
 RIA PARK. 
 
 5 00 
 
 5 25 
 
 6 00 
 
 4 00 
 
 3 30 
 6 00 
 
 5 00 
 
 2 00 
 About 48 hours. 
 
 do. 
 
 3 45 
 
 
 0.72 
 
 0.25 
 1.60 
 0.15 
 
 0.08 
 0.13 
 0.18 
 0.21 
 1.90 
 
 3.28 
 
 0.60 
 
 
 APP] 
 
 SERVATIC 
 
 DE OF TH 
 
 VICTO 
 
 
 
 o « . 
 ^ a 
 
 tz r- 
 OS 35 
 
 >00 OOO OOOOO © ^ 
 
 00© c^o© 00«0*0 O © 
 Tf M — < M CO -.O CI ■^ CI 
 
 
 LATED STATEMENT OF CU] 
 THE HARBOR, ON THE 
 
 ^ ^ 
 
 z 5 ■ 
 o s 
 
 
 30 N 
 
 i 
 
 
 "IB 
 
 nth 
 
 17th 
 
 ' '"fl 
 
 
 TABU 
 
 3 a 
 
 * 
 
 
APPENDIX b. 
 
 TABULATED STATEMEN'T OF CUimENT ORSEHVATIoNS MAI>K I'UUM TMK 1st IO TIIK IMm OV .M'Xi:, ISSO, IN 
 THE IJAUBUli, UN THE SOU I'll 8ll)E OF THK LsLAND, AND BETWEEN I'llK EAST GAP AND 
 
 VICTOUIA PARK. 
 
 MONTII*. 
 
 Juno 
 
 Juno 
 
 JuiiP 
 
 Juno 
 
 ^ " 'W J ' 
 
 June 
 
 June 
 
 June 
 
 June 
 
 June 
 
 June 
 
 Path. 
 
 tst 
 
 2nt! 
 
 3rd 
 
 4th 
 
 Mkav Vki.ocity and 
 DiKKUTioN OF Wind. 
 
 I A.M. 
 
 10 N. 
 
 3 E. 
 
 11 W. 
 
 2 W. 
 
 5th 
 
 3 E. 
 
 3 P.M. 
 
 9 N. 
 
 4 S. 
 
 I5N.W. 
 
 15 S. 
 
 II P.M. 
 
 h 8. 
 
 I2N.VV, 
 
 10 W. 
 
 5 S. 
 
 28 W. 
 
 I2N.W 
 
 8th 
 
 \hh 
 
 10 W. 
 
 1 N. 
 
 8 S. 
 
 10th 4 N.W 
 
 ilth 
 
 17th 
 
 12 N. 
 
 2 N. 
 
 « S. 
 
 3 8. 
 
 8 S. 
 
 12 S. 
 
 4 W. 
 
 3 E. 
 
 12 N.W 
 
 fi N.W. 
 
 30N.'W, 
 
 Depth of 
 
 l-LOAT. 
 
 DiRKOTION 
 TAKKN 
 
 uy Float. 
 
 I2rt. Oin. 
 
 8 
 
 1-2 
 
 
 
 20 
 
 10 
 
 10 
 
 D) 
 
 10 
 
 11 
 
 y 
 
 9 
 
 9 
 
 24 (t 
 8 
 
 ■S 
 
 15 
 
 ]0 
 
 ^ ^ 
 
 10 
 
 10 
 
 10 
 
 G 
 
 10 
 
 8 
 
 10 
 
 40 '0 
 
 20 
 
 8 
 
 10 
 
 10 
 
 10 
 
 6 
 
 10 
 
 10 
 
 6 
 
 25 
 
 8 
 
 8 
 
 10 
 8 
 G 
 
 
 u 
 
 
 8 
 
 12 
 
 10 
 
 6 
 
 6 
 
 20 
 
 20 
 
 10 
 
 8 
 
 40 
 
 20 
 
 10 
 
 30 
 
 30 
 
 30 
 
 6 
 
 8 
 
 20 
 
 40 
 
 20 (I 
 
 W. by .S. 
 
 lU). 
 
 ilo, 
 
 W. by S 
 then N.W 
 
 E. 
 
 'n.w. 
 
 W. 
 
 W. 
 
 W.N.W. 
 
 W. by N. 
 
 N. 
 
 E. 
 E. 
 E. 
 N.E. 
 W. 
 
 N.E. 
 N. 
 N. 
 
 N.N.W. 
 
 CJ. W TT." 
 
 E. 
 B.W. 
 S.E. 
 N.E. 
 
 W. 
 
 N. 
 
 N. 
 N.W. 
 N.W. 
 N.W, 
 
 E. 
 
 N.E. 
 
 N.E. 
 
 N. by E. 
 
 E. 
 
 then N.E, 
 
 E. 
 
 S.E.' 
 
 N.W. 
 
 N.W. 
 
 W. 
 
 W. 
 W. 
 W. 
 W. 
 
 S.W, 
 N.W. 
 
 w. 
 
 S.E. 
 N. 
 
 E. 
 N.E. 
 
 S. 
 N.E. 
 S.W. 
 
 S. 
 
 s. 
 
 N. 
 N.W. 
 S.W. 
 
 S.W. 
 
 S.W. 
 
 DiSTANOK 
 TltAVKR.SKl) 
 IN MltK8. 
 
 0.40 
 2.10 
 
 o.oa 
 
 2.!M) 
 
 0.05 
 
 l.(K» 
 1.52 
 1.22 
 0.C3 
 0.48 
 0.55 
 
 0.82 
 1.52 
 1.52 
 0.78 
 0.05 
 
 0.72 
 0.25 
 0.20 
 
 0.30 
 0.88 
 0.89 
 
 0.80 
 1.60 
 0.32 
 0.25 
 0.20 
 1.05 
 1,92 
 0,62 
 
 0,70 
 
 0.70 
 0.45 
 0.62 
 
 0.10 
 0.42 
 0.10 
 0.57 
 0.60 
 
 0.30 
 0.60 
 0.60 
 0.40 
 0..32 
 1. 00 
 0.60 
 0.70 
 0.12 
 
 0.15 
 0.72 
 
 0.25 
 1.60 
 0.15 
 
 0.08 
 0.13 
 0.18 
 0.21 
 1.90 
 
 .T.28 
 
 0.6(t 
 
 TiMi: IN 
 Hui;K.<t t\^ MiNs. 
 
 4 
 5 
 4 
 
 4 
 4 
 4 
 
 I 
 5 
 i 
 
 2 
 
 '2 
 
 7 
 2 
 
 2 
 5 
 6 
 6 
 5 
 
 2 
 
 4 
 2 
 
 2 
 o 
 
 l/)t'ATI(lN AND IIkMARKH. 
 
 30 
 
 00 
 45 
 30 
 
 (M) 
 
 20 
 10 
 00 
 DO 
 10 
 
 40 
 (K) 
 25 
 5 
 00 
 
 00 
 00 
 00 
 
 i 
 
 00 
 40 
 
 30. 
 
 30 
 
 45 
 
 20 
 
 20 
 
 35 
 
 00 
 
 00 
 
 50 
 
 30 
 
 5 30 
 
 5 00 
 
 3 10 
 
 40 
 00 
 00 
 40 
 00 
 
 2 00 
 
 5 00 
 
 5 00 
 
 5 00 
 
 5 00 
 
 Out all night. 
 
 8 15 
 
 8 00 
 
 4 ,30 
 
 • 5 00 
 
 5 
 6 
 4 
 
 3 
 
 
 5 
 3 
 
 00 
 00 
 
 25 
 00 
 00 
 
 30 
 00 
 00 
 00 
 
 About 48 honr.s. 
 
 .lo. 
 
 45 
 
 South si<l(> of Islftnil (in line Jarvis 
 Stroot), ^mundoil. 
 
 Soiitli .iiilo of Isliiiul (in lino JArvis 
 Stri'ot), groun(k'<l. 
 
 South Me of Island (line of Yonge 
 Strcot;. 
 
 SoiiHi side of Island (lino of Yonge 
 Street), follnwod Soiilli side of 
 Island and pinked up in Bay oppo- 
 site Exhibition Buil<lin>!s. 
 
 Ilai'hoiii' ('onnnissioners' spar buoy 
 W. ,sid(> island. (<!ronndeil.) 
 
 The sumo buoy liftod and rflloated. 
 
 S. of Inland near Water Woilcs crib. 
 
 Haj'bour Conimi»sionern' buoy. 
 
 EllMt (ill p. 
 
 Off Ashbridge Bay (Iine*of Leslie 
 Stivet). 
 
 Near E. Gap. ^ 
 
 At month of sew.?r, shoal water. 
 Off mouth of .sewer, deep water. 
 Ashbridge Bay toff biku Street) 
 
 shoal water, i^rounded. 
 Near E. (iap. ((irouiidod.) 
 do, do 
 do, ^ do. (old boiler). 
 L . . 
 
 k W. coruei'-Ol' Msuk 
 
 Off Fort. 
 
 Near E, Gap (old boiler.) ((Jrounded.) 
 Off K. Gap. 
 
 do. (Grounded.) 
 
 Off E. Gap. 
 Off Awhbridge'.s Bay. (Grounded.) 
 
 do do. 
 
 S. of Island, 
 do. 
 do. 
 Off" E. end Queen's Wharf (took 
 
 Windmill Line). 
 Oft'E. end Queen's Whari' (picked up 
 end Water Works wharf), 
 do. do. do. 
 
 Off IJanlan's. 
 S. of (i.T.K. station near RC^.C, 
 
 house. 
 E. Gap. (Grounded.) 
 E. Gap. 
 
 E. Gap. (Grounded.) 
 E._Gap oft VVard'.s. (Grounded.) 
 
 Queen's Wharf, 
 do. 
 
 Off West end 
 
 (Grounded.) 
 
 do. do, 
 
 S. of Old Fort. 
 E, Gap. 
 
 do. 
 S. o\' E. Gap. 
 
 S. of G.T.R. station. (Grounded.) 
 Inside of E (iap. Harbor buoy. 
 Outside do. do. 
 
 do. do. (Grounded.) 
 
 Oft' Woodbine (picked up in fog near 
 
 Victoria Park). 
 Grounded off Woodbine. 
 Of Vie. Park mouth ot sewer in shore. 
 Off mouth of sewer in 42 ft. of water. 
 
 (Grounded.) 
 Off E. Gap. 
 do, 
 do. Line of Leslie Street.. 
 
 (Grounded), 
 do. do. do. 
 
 Off" Woodbine. 
 Off East Gap. (Grounded.) 
 ( )tf Kew. 
 Put in .fune 15th near Eiwt Gap, 
 
 picked up off S. side of Island. 
 Putin.lune I5t,h, South of Woodbine, 
 
 ))icked up 2 mill's S. of East Gap. 
 Put, in 2 miles H of Island. 
 
 to 
 
 TOUON'lU, 22nd JUNE, 1886. 
 
 (Signed) 
 
 ALAN MACD(WGAL. 
 
31 
 
 TABULATED .STATEMENT OF CURRENT OBSEUVATIONS OFF VICTORIA 
 
 PARK, MADE OCTOBER 22nd and OCTOBER 3(>rH, 1888, WITH 
 
 FLOATS, bY MR. ALA\ MACDOUOALL. 
 
 Date. 
 
 WlIfD. 
 
 Depth 
 
 submbrobd 
 
 TiMR Laid. 
 
 TlHB 
 
 Picked uv. 
 
 Dbipt. 
 
 Oct. 22nd. 
 
 Ijght easterly. 
 
 3U ft. 
 
 II.O(i A.M. 
 
 2.40 p.»f. 
 
 ^ mile east. 
 
 do 
 
 do. 
 
 .W It. 
 
 I0..30 A.M. 
 
 3.00 P.M. 
 
 } mile east. 
 
 Oct. 3()th. 
 
 Very light west. 
 
 Surface. 
 
 11.40 A.M. 
 
 1.45 P.M. 
 
 ^ mile east. 
 
 do 
 
 do. 
 
 50 ft. 
 
 12.00 
 
 2.45 P.M. 
 
 j mile east. 
 
 do 
 
 do. 
 
 70 ft. 
 
 12.10 I'.M. 
 
 ;!.io I'.M. 
 
 .^ mile east. 
 
 ilo 
 
 ..o. 
 
 mo ft. 
 
 12.15 I'.M. 
 
 3.15 P.M. 
 
 200 yds. west. 
 
 ■ Remarks. — The Hoats were made of wooden frame, cross shaped with arms 
 4 feec by 15 inches deep, covered with canvas.