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 ADVANCE PROOF-( Subject tr. vcvWion). 
 This Proof Is sent to you for discussion only, and on the 
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 i;>COUPOKAT!;i> 1KK7. 
 
 TRANSACTIONS. 
 
 N.U. -This Society, as a body, lioes not hold itsell reaponsiblo for tho facta ftnd opinions 
 stated in any of ita publications. 
 
 THK CORNWALL CANAL, 
 By S. Keeker, M. Can. Soc. C. K. 
 To he read Thursday, November 7th. 
 
 Of the first construction of the Cornwall Canal during the years 
 1834 to 1839, it is proposed in this paper to present to the Society such 
 an account, from personal knowledge, as an assistant engineer, resident 
 on the works during those years, is qu;;lified to give. Reference to the 
 enlargement thereof, now in progre,s8, will also be made as an engineer- 
 ing question. 
 
 The Cornwall Canal was the first of the .series of canals on tho St. 
 Lawrence, constructed for the larger scale of steamboat navigation. 
 In 1832 the legislature of Upper Canada appropriated the sum of 
 8280,000 for the improvement of tiie navigation of the St. Lawrence, 
 to admit tho passage of vessels drawing nine feet of water, and recom- 
 mending the immediate commencement of the improvement between 
 Cornwall and the Long Sault Rapids, stif- ', ag for tho completion of 
 tlie Cornwall Canai before any other works leading to Lake Ontario 
 should be undertaken. A commission was appointed in 1833 to carry 
 out the ]irovisions of the act, and by them the surveys and plans for 
 the works were entrusted to experienced engineers from the United 
 States. 
 
 The preliminary survey was conducted by Mr. John B. Mills as 
 chief engineer, with Mr. Benjamin Wright, or Judge Wright, chief 
 engineer of the Erie Canal, as consulting engineer. Mr. Mills brought 
 witli him three assistants, and the writer made the Iburth. Mr. Wil- 
 liam J. McAlpine took the levels. The writer made the .survey, and 
 Mr. James Worrall and Mr. Charles Mills were the draughtsmen. 
 The field work was soon accomplished. It was begun the 13th May, 
 1833, and completed 2ikI July of the same year. The engineers then 
 proceeded, under the same authority, with the survey of the St. Law- 
 rence thence to Lake Ontario, and submitted plans and estimates for 
 the canals jiniposed to be constructed at the Long Sault, Farran's 
 Point, Rapid I'lat, Point Cardinal and the Galops, amounting in all 
 to $1,2!)4,4()4. In September and Oetober of the same year the writer 
 assisted Mr. Mills in the survey for a canal in continuation of the 
 Cornwall Canal, and uf (he same dimensions, in Lower Canada to con- 
 nect Lake St. Kraueis with Lake St. Jiouis, and to overcome the rapids 
 at Coteau, Cedars and Cascades. This survey was confined to the 
 North Shore, and referred to two routes, one along the river bank at 
 these rapids and the other inland. 
 
 The following year, 1834, the final location of the canal was begun 
 at Wekinson's Landing, at the head of the Long Sault Rapids, on the 
 20th May, On the 30lh of the same month tlie Canal Commissioners, 
 of whom iMr. Jonas Jones of Bnnkville was president, came down to 
 examine the plans and proposed line of canal. They were accompanied 
 by Captain Cole of the Royal Engineers, by their chief engineer, Mr. J. 
 B, Mills, by .ludge Wright, the consulting engineer, and by Judge 
 Geddes. unotlier engineer from the Krieand Champlain Canals. As the 
 two American engineers, Judge Wright and Judge Ueddes, had borne 
 cun.spiouous and responsible parts in the construction of the Erie Canal, 
 it was (.onsidcrcd that their knowledge of canal works would be valua- 
 
 1 
 
ble to tlie Commisaioncrs. Captain Cole and Judtjc Goddcs had been 
 specially retained U> advise the Board in reforcnce to the selection of 
 the best line for tlio canal. Mr. Mill.s bad served under Mr. Moncure 
 Robinson, an accomplished and distinguished engineer of Virginia, and 
 came to his work in Canada well informed, and with perfect confidence 
 in his own ability. He was a man of great determination, and having 
 once made up his mind as to his plans, mid the course he intended to 
 pursue, he was immovable. 
 
 As the result of this examination by the Commissioner', and the 
 engineers botli civil and military who attended them, the rhief engineer's 
 plan was approved, and the works were placed under contract the same 
 year. It may here be stated that with the exception of a few changes 
 of the centre line at the Long Sault, to throw the canal more inland, 
 the location of tht canal as now constructed is the same as that ori"!- 
 
 o 
 
 nally projected by Mr. Mills, and adopted by the commissioners. 
 
 The engineers determined on locks 55 feet wide 200 feet long be- 
 tween the gates, and with nine feet of water on the sills. These dimen- 
 sions would allow the passage of vessels 175 to 185 feet long, according 
 to their build. The canal 100 feet wiile at bottom and 150 feet at 
 surface to admit of the side paddh steamboats then in use passing each 
 other in any part of the canal. The great capabilities of the screw as 
 a means of propelling vessels had not ai that time been developed, and 
 propellers were not then employed in our inland navigation. This 
 accounts for the very generous width given to tlie canal. 
 
 The length of the canal is llj unles. There is one guard lock at 
 the head, and there are six lift locks of 8 feet lift each, to overcome the 
 whole fall in the river of 48 feet, from the head of the Long Sault to 
 Cornwall bay at the head of Lake St. Francis. This scale for the 
 navigation of th' St. Lawrence was approved by the commissioners and 
 adopted by the government, and became the standard for the other 
 short canals above Cornwall, except that as vessels could there descend 
 the rapids outside these canals with safety the bottom width was redu- 
 ced to 50 feet. The width of the locks on the Cornwall Canal 55 feet, 
 as fixed by the American engineers, was not in reality available for 
 vessels of that wiuili, owing to the peculiar form of the lockwalls, and 
 therefore when the Willi.inisburgh canals (the name given to the short 
 canals at Farran's Point, Rapid Plat, and the Gallops) were afterwards 
 constructed, as well as Beauharnois and Lachine canals, the width was 
 reduced to 45 feet, which was considered in better proportion to the 
 length and draught. 
 
 An a''count of these locks as built, with plans of locks, look gates 
 und the Miachinery for operating them, was published with the report 
 ot Col' . Philpotts, II. E., on the proposed enlargement on the Welland 
 Canai lu 1840, and need not be repeated here. This report was made 
 under instructions from the Earl of Durham, and was addressed to the 
 Jiight Honorable Sir Charles Poulett Thompson, Governor General, and 
 published in the '" Profeuiona/ Papers nf the Royal Engineert," 
 Vol. V, pp. 140 to 193. 
 
 THE LOCATION. 
 
 In taking his departure from the navigable waters of the St. Law- 
 rence above the Long Sault, the choice of two lines was presented to the 
 engineer. One was to follow along the river bank down to the channel 
 dividing Shock's Inland from the miin shore, and the other an inland 
 route up Iloople's Creek, and by a depre-ssion half a mile back of the 
 river to meet the same channel at Sand Brid,'e on lirownell's Bay. The 
 first was along a liigh bUilV bank rising 30 to 50 feet above the river, 
 all side cutting, an<l the other a thorough cut. 
 
 The engineer having instituted a comparison between these two lines 
 decided in favour of tlic one by the river, as being a mile and a quarter 
 shorter, and saving $120,000 in cost. An engineer's assistant may not 
 question the superior jud.'ment of his chief, but loyally accept his 
 decision, seeing he is in no way responsible. 
 
 The correctness of this estimate has recently been called in question, 
 but whether right or wrong no good end can be served by the discussioa 
 
 2 
 
of it now, for the very good re:isoii that the officially adopted line lias 
 been coiiHtructi'd, and in use for half a century without accident or 
 failure of any kind. The subject i.-i now a dead issue. 
 
 It may be ob-erved, however, that the front or river line being ail in 
 side-cutting with (iliort delivery into the river, a cubic yard of uiiiterial 
 could be moved at less cost than in a ihorouj^h cut inland, whtie it 
 has first to be elevated, and thei: irried some distance into spoil bank. 
 Probably two yards could be niovtid on the front line at tlie same cost 
 as one yard on the inland route, or double the quantity for the same 
 cost. 
 
 THE SUMMIT LEVEL. 
 
 There can be no doubt that the engineer was perfectly right in main- 
 taining his summit level, and carrying it on as fur as he could, so as to 
 command the table-land eastward of Milleroches, to his first lift lock, 
 but his location of the canal along the three miles of circuitous side 
 cutting, from the Long Sault to Milleroches, c.nnot be approved, when 
 there was, as will appear from what follows, no necessity for resorting to 
 such a hazardous location, but in view thereof a safe and less costly 
 means of keeping up the summit level. The maintenance of the summit 
 level was correct in principle, because when the line had reached Alille- 
 roches, the engineer was independent of the river, and thence tc Corn- 
 wall could locate his lock to the best advantage. On tlie other hand 
 many of the contemporary engineers, both civil and military, who had 
 other plans to suggest seemed to have lost sight of this essential princi- 
 ple. They proposed to lock down into the Sheek's Island channel, and 
 to render it navi,^able by dams at Moulinette and Milleroches, or sim- 
 ply by one dam at the latter place made high enough to drown out the 
 rapids at the former. It appears this was suggested in order to avoid 
 the great cost and risk of hanging up the canal in side cutting on the 
 north shore ; but by this proposed drop to a lower level they had to 
 encounter a deeper cut. ,i;!g of some seventee': feet or more eastward of 
 Milleroches till tlie first lift loci: was reached. They all su''"ested 
 that a low dam, to servo merely as a coffer-dam. should be thrown 
 acro.ss the shallow ehaimel, called the " Sni/i- " at the head of Sheek's 
 Island, to shut off the water coining down that channel durini' the 
 construction of the proposed works at Moulinette and Milleroches or 
 possibly to serve, i*' maintained, as a regulating bulk head for the 
 supply of the canal after it had been built. Mr. Peter Fleming, Mr. 
 Samuel Clowes, Judge (ieddes and Captain Uole, R. E,, favor plans 
 of this sort ; but Mr. Clowes went beyond the other engineers and 
 suggested a lock in the dam at Milleroelies, and continuing the canal 
 along the margin of the open St. Lawrence to the head of the Corn- 
 wall Rapids, and thence along in front of the town to the bay below 
 Cornwall. 
 
 Of all these rival schemes the assistant engineer was at the time 
 entirely ignorant, and in no way concerned with them, being then 
 actively employed in the location survey of the chief engineer's adopted 
 line. But while so engaged, he had naturally become familiar with the 
 physical features and capabilities of the country for canalization, and 
 began to form opinions of his own on the subject. To him it appeared 
 a surprising cireumstauce, that after all the array of professional skill 
 that had been convened to assist the Commissioners in the selection of 
 the most feasible plan, they should all have overlooked one simple and 
 obvious idea that would have given a satisfactory solution of the main 
 difficulty with which they were all contending — namely, the cost and 
 hazard of eairying the summit level of the canal along the left bank of 
 the river, where the surface of the canal would be from 10 to 2t feet 
 above the surface of the liver, and where tlie suitableness or otherwise 
 of the material for making sound banks was as yet unknown. 
 
 The idea that presented itself to the mind of the writer was to have 
 no canal at all on the north ^baiik, but in lieu thereof, to raise the 
 dams at the head and fnnt i,f .mirc-kV Islmid, high enough to rctiiin the 
 summit level of the canal, and transform the river valley into a fine 
 broad basin, making that the canal. If both dams were raised to the 
 
 3 
 
same level, tlioy would nbviatc tlio necessity of constructing throe miles 
 of canal iiloni: the north shore. The foiiinlatidns for thesi' dams would 
 be secure, for tliry woulil lie on hard, '.'raV' lly earth or solid roek. The 
 width of the channel at tli>' head oi' the Island is 2,'i(l t'cet, ace rdinji; to 
 the survey presently to be referred to, and at the liiet of the Islam". iV.W 
 feet. In both cases llie water is (|uite shallow — the same ([uaiitity 
 passint: at both jilaees, and the b.ink- are hi^li. Sliei^k's Island wnuld 
 form the sniilh, and the mail] land the north bank ol the canal, or basin, 
 created by the two dims. Th.- upper dam, if raised five (eet above 
 canal surface, would stand 2C feet hiiili in the midille, and the lower 
 dam 40 feet high, allnwini: in bnth cases for i'nur feet of water in the 
 rapids, which i.s believed to be in excess (if the actual depth. 
 
 The idea of two dams of llie same heiijlit, both raised to summit level 
 does not appear to liavo been grasped by any of the engineers before 
 mentioned, and when the assistant engineer ventured to .suggest it to 
 his chief, it was treated with scant coiirte.sy, and at once dismissed, and 
 was never again referred to. Could it be that the chief did not under- 
 stand what his assistant proposed ? It is believed that a .survey and 
 comparative estimate, if made at that time, would certainly have settled 
 the (juestioQ in favor of his [ilan. 
 
 THE CONSTRITTION. 
 
 Mr. Mills reniained in charge of the works as chief engineer, until 
 1st June, 1830 ; when, owing U> a difference that arose between him 
 and the Commissioners, he gave in his resignation, and was succeeded 
 by Colonel Philliiotts, of the lioyal Kiigineers. In the two vcars of bis 
 official connection with the canal, he had, with the approval of Mr. 
 Bonja nin Wright, s(!ttled all the plans for the mechanical structures 
 and earth works, ami considerable pnigress had been niadc in their 
 construction before Colonel I'hillpotts assumed command. The writer 
 had been placed in charge of the works on the upper division, a little 
 over .seven miles in length, including the guard lock and the first lift 
 lock, and continued in charge of the same under Colonel I'hillpotts 
 until the wink was suspended. 
 
 A map of the river St. Lawrence, immediately south of the canal, has 
 
 been prepared (Plate ), shewing the .several islands and channels 
 
 between them, through which the main navigable chaniirl downwards 
 pursues its tortuous enur^e, and als(j the boundary line between Canada 
 and the United States. ThU map has been copied from the very care- 
 ful hydrograijhic survey of the U. S. Corps of Engincer.s, made in the 
 years 1871, 1S72 and 1873, aud is the most recent, as well as the most 
 correct, chart extant. From this, it will be seen that .Siieek's Island is 
 Canadian, while Baridiart's Island is American, and that the channel 
 dividing them, through which the boundaiy line is drawn, is not navi- 
 gable, nor is the small channel between ."shcek's Island and the Canadian 
 shore fit for navigation. Therefore, there can be no rca.son why Sheok's 
 Island should not be utilized liir canal purposes, seeing it is only intended 
 to rest the emls of the two dams upon it, and to flood a few acres of the 
 low land fringing its northern border. 
 
 TIIK EAnni WdKKS. 
 
 In order to represent more clearly the peculiar character of earth 
 works on the first reach, four cro.ss-sections have been plotted from the 
 original field notes and records, and numbered 1, 2, 3, aud 4. (Plato 
 ...,..). A hand sketch niaiked (A) is also given on the face of the 
 map in further expianatinn. 
 
 Gronssecii'oii Xd, 1 is given to shew the deepest cutting on Section 
 Xo. 1 ; tin Long Sault seciion, which is 92'.(4 feet in length, and the 
 enormous amount of materiiil that was wasted in thc-^e rapids — all car- 
 ried away by the current to lln' lower parts cd' the river, in order that 
 the prism of the canal might be cut, out of the solid ground without 
 encroaching on the bed ol the river. 
 
 The material through wliieli the canal was made alnng the rapids is 
 characterized by Sir William Logan, as •' (lliitid ilri/t a-ilh boidders." 
 The upper part of this section, for nearly a mih', is covered with a .stiff 
 
 ''/ 
 
?y 
 
 brown oliiy, whicli was sonn (linsolvo<] and carried off when thrown into 
 the deep swift current, which at tiiis place runs siiiontlily at the r:ito of 
 ten mill's an liour. No attempt was maiie to save it by crib-work or 
 otheiwiso. The /raveliy eartli und'-rlyini; this brown clay becomes 
 ■gradually iiarder and deeper as the lower end of the section is approach- 
 ed, nntil it is developed into hard pan, and beyond the limit of the sec- 
 tion into indurated or cemented L,'ravel that reipiireil to be blasted 
 before it could be reuiHV'd. Ther.' was nii more clay at the lower <nd 
 of the section, and the boulders amounted to one-sixth of the entire 
 macs. The mixture of gravelly earth and liardpan was the very best 
 material for making a solid water-tight b;ink, and it might have been 
 "conomizod much more than it wiis for that purpose. The military 
 enirincors, who occasionally visited the works during their progress, 
 entertained the opinion that it was impossiMe to encroach upon the bed 
 of the river, that the current would have its own way, that the artifi- 
 cial works put in it would notstand, and thattiie river would ultimately 
 return to its original bed ! It is very possible these opinions might have 
 influenced the management, for the centre line was moved at the upper 
 end from 30 to 70 feet, and then back to zero again, by gentle curves 
 over 4,200 feet ; and at the lower end from to 74 feet and back again 
 to 0, over 3,000 feet, leaving only some 2,100 feet of the original centre 
 line unchanged. 
 
 But facta are stronger than opinions. It is a fact that the bed of the 
 river was encroached upon along the swift broken water towards the 
 lower end of the section, viz., on sub-sec. F. of No. 1 (Plate ....). The 
 hand-sketch (A) on the map (J'late ....) explains how this was done. 
 By taking advantage of certain salient angles or points along the rapids, 
 a bank of e.irth and stones was run out to the outer slope of the canal 
 embankment and protected by a mass of boulders. Then the boulders 
 kept in reserve for the occasion were used to form a barrier against the 
 river between these salient points along the outer edge of the slope, en- 
 closing a pond oi still water, which was then filled with earth to form 
 the base or body of the embankment, the abrasion of the natural bank by 
 the current during tlie iiges past had favoured tlie.se operations by Ibrm- 
 ing a margin nl' eompaialivdy shallow water between the projecting 
 points, varying from ti to 10 feet deep, whereas turther out, from sound- 
 ings taken in the rapids, tl.e depth was from 20 to 30 feet. The bank 
 built in this way has stood firm to this day, and must be considered 
 pcrmauent. Much more good work of thi.s kind might have been accom- 
 plished to oconomize the material, had the plans been previously 
 arranged for it. 
 
 Cross-section A^o. 2. — This section is taken a short distance below 
 MoulinetU', and is a fair sample of the doubtful character of the soil on 
 which the integrity of the navigation depends. It was near this that 
 the Jirst bread] occurred in December, 1843, shortly after the canal was 
 first opened. Small streaks of .sand were found in excavating the canal, 
 which made thoir way in some unknown manner through the natural 
 " drift" on which the embankment rests. These where discovered were 
 cut off by ." puddle trench, six to eight feet deep, another bauk and 
 canal bottom protected by an apron of puddle three feet in thickness. 
 The .secont? breach took place on the 30th October, 1850, justabove the 
 road culvert at .Moulinctte, after the canal has been seven years in u.se. 
 The cau.se of the breach in this instance was attributed to a small 
 rivulet that crossed the canal nearly at right angles, somi! fifteen feet 
 below the bottom of the caiuil. U wasa ::iort of blind water- soufse that 
 had not been thoroughly cleared of the sand and vegetable deposits be- 
 fore the bank was built across it. Through this, without any previous 
 warning, the canal water fouud a passage, and in a very short time, a 
 gap 280 feet long and 20 feet deep was made, emptying the canal, and 
 carrying away .some 1500 cubic yards of the bauk. The gap took the 
 following .shape. Fig. 1. 
 
 _JnuSii.».k 
 
 K,i 
 
 ilwcoivi B»*cu,t.1 
 
Tho writer nt tl.is time was Oliicf FuL'tnoor of ?u»>lic Works, and on 
 him r.wte.l tlie duty of rc>t(.riii^; tho navi,i:ali..n in tlif >hort.>«t p...s»iWe 
 tiun', so thiit the fall fleet uiii!;ht he passed throujih before the close of 
 navi^Mtion. II.' at .me., npaired to tho spot, and with the ussiHtnncc 
 of Mr. Dunoaii Mcllnnald, tho l..oal Miporintondont, ami a stroufj force 
 of men and horses wo.kin- ninht and day, tho hroiich was made np to 
 full hei-lit in t*'n days— the water lot in m the Itih day -and on tho 
 12th of N..vombor h.' was able to report to tho Department, that the 
 navif<ation was fully restored, aii.l all the delayed vessels had passed 
 
 through. 
 
 Before the canal was filled, the writer walko.l down theeanal bank to 
 Jlilleroehos to make an inspection of tho empty eanal. He found a 
 leak in the bottom of the eanal some distance below the croiis-seelion 
 Ao. 2, when tho water was ruiinin- out in a considerable stream into 
 the French drain that had b.oi. put in to drain off the springs in the 
 natural sob. This drain was five feet tinder eanal bottom, and near 
 the toe of the bank ; See Fig. 2. Some bad mat.;rial was found 
 
 in the bottom of the canal through which the water foutid a passage to 
 the drain in a sticatii tlio size of one's arm, and passed under the bank 
 to the river by the Frooch drain here shown. If the breach had not 
 occurred tit iloulinette as it did, one would most surely have happened 
 here. Tho bank bad a narrow escape. 
 
 Cross-sect !o„ Xo. I!.— This sectioo is t:-,ken 1400 feet cast of No. 2, 
 near the place where the tlnnl breach, the most serious of all, occurred 
 on the nth Oct., 1S8«. It will be observed thai th<jre is no excavation 
 here. The work is altogether in embankment— an embankmeut that 
 rests half on tho land and half in tho bed of the river, whieh at the 
 end of tho slope is :5SA foot below tho botiom of i-ho canal. The river 
 bank is 8 feet below eanal bottom. Tho soil is clay out of which arise 
 natural springs, which during construction were led out to tho river by 
 louu'itudinal and transverse Freucli drains under the seat of the embank- 
 ment. This expedient was by no means effectual, for when the bank 
 had been raised nearly to its lull height, even before the water wa.s let 
 into the cau:d, the outer slope began to slide off towards tho river. The 
 springs received into the drains rose up in the outer slope and softened 
 the bank, and of course it uiu4 yield to the superiucumbent weight of 
 tho more solid material resting against it. To remedy this evil a series 
 of cross diagonal drains was sunk in the outer slope to carry off the 
 leakage. A good deal of this kind of protection had to bo resorted to 
 during the progress of the work , but when all was done and the ouUir 
 slope "protfc"'! 'O' "l'""''!'- '' i^^'ident, fr,.in the facts stated, that there 
 could be no assurtinee that the bunk w^mld bo permanent. A clay soil 
 infested with natural springs, whoso source is unknown, is submitted to 
 a pressure (d' 22 to 24 feet head of water— the difference between the 
 wat^r in tho canal and the water in the river. The quantity of water 
 that leaks out thioMgb the bank may be trifling at lirst, but the power 
 exerted by it for misehief is not measured by the actual volume of 
 water that leaks through (as is well understood by what is known as 
 the "hy,lrost„(;cp'in'<lox"), but is in direct proportion U> the sum of 
 the vacant spaces witliin the bank or area on whieh the pressure is 
 applied. This power, oon>tantly acting on tho clay soil forming the 
 outer slope of the bank, lirst softens it, and then it gives way to the 
 pressure fnmi above, causing slides. 
 
 A gravelly soil on the other hand stops its own leaks. The earth 
 and sand and gravel rush in and close them. Heroin is the great dif- 
 ference between the banks conslrncted past the Long Sault where the 
 material is gravelly earth, and sand, and stones, and the treacherous 
 clay soil over which the canal has been formed between Moulinette and 
 Millerochos. The former have never failed, the latter have failed 
 
 G 
 
tliri'o tiuios, ami iimny niori' ftiiliiroH liavc bocn fivorted by pon^tant 
 iiiH]ii:cliiiti ami |iriiiiipt ir|iaiiN. 
 
 Tlie bivaili wliicli oeciirri'il in this vicinity in OctobiT last, no ilnubt 
 cxciiipliKrJ till' lij(lro>tali<- law bct'irf ri'Icrro'l tn, tor af'tiT it wa^ 
 m ally olnscil aiiotlnT silili' took platv ami nialLTiaily rclarduil il- coiii- 
 plitiiin. This, with the aiimi-t iiicr-sint rains, ilclaycd tin: iiavii^alinn 
 ."tli iliys, and la'scd thi' c'i>t id' ropairs tn noaily l8'il),()(10. 
 
 It must III' adniitti'd that tlic ronnilnticin nl' the I'mhaiikniont hi'ic Is 
 by rill luuiiis iiliable, mir is il likrly ilial it imii Ic luado sii at iiny 
 rra-iinabli' i'"st. Cirtainly it is 'I'lt a foundatiim such as an t i^^iiiccr 
 wimlil -t'k'Ct liir the liasi' iil' a daiu, tiir wliil ■ llu' bank of the canal 
 must iu:iiiilain the water in it trimi 1(! tn 24 f'oi't above the river, it is 
 in reality a dam in eviiy p;irt nl' it throuijliout its three miles ol' 
 length. 
 
 Aithiuij^b yciiir altiiitinn h;is nut iu'eii particularly diieeted to the 
 character of tlic camil, between .Mouiinclte and the Lonj; Sault — or 
 rather I .•owiiell's Hiy, it must not be inferred that this part affords no 
 cause of apprehension. So f;ir, it is true, no breach has liappcned here, 
 but it must be observed that it rests on a clay soil, euvered with a 
 deposit of siind and loam, and the water in the canal stands 10 feet 
 above the water iu the river. A ^;icat body ol' this sand and clay was 
 carried from the side cuttin;; to form the embanknicut in Brownell's 
 liay, which had many years to settle and consolidate before the sixteen 
 feet of pressure was put upon it. At the same time the removal of so 
 large a mass of material from the side cuttiu;^' fur building this bank 
 prepared a more secure site for the canal. .Still it is a canal in side 
 cultini.', and for that reason is less secure and more exposed to accident 
 than a canal in a ihorougli cut. 
 
 Cross-siction Xo. 4. This section is taken about a quarter of a 
 mile above the fi.'st lili lock, and represents the retaining wall built in 
 the bank by iMi'. Mills. Belore the canal w.is begun, land slides were 
 observed in the hij^h bunk aloug ibc river, which at this place is furti/ 
 feet below the surface of the canal. They were caused by springs in 
 the natural banli. As a matter of protection to the canal, a wall, as 
 shown, was built for a quarter ul' a mile in length along the line of the 
 outer edge of the lowing path, I'ouniled on a st iid timber platform, sup- 
 ported on piles. The wall is built of heavy ashlar masonry, laid dry, 
 so as to allow the sprini; water to pass anywhere freely through it. The 
 clay excavated frum the ]irisui of the canal was thrown in spoil bank in 
 rear iif this wall, and as the toji of it was II feet under top bank it is 
 now entirely covered in and bidden from view. It extends from sta. 
 335.50 to sta. 349. GO of the orininal survey, and contains 9,037 cubic 
 yards of masonry. 
 
 Iu constructing tho canal, sand streaks running ihrougli the clay 
 Were discovered iullie bottom, by whieli the water found a passage to 
 the revetment wall and through it to the spoil bank outside. In 
 August, 183li, a slide took ]ilaee here, which carried away part ol the 
 original bank within //t'c feet of the foundation of the wall, and exposed 
 G to S leel of the natural hank below it. From a note made at the 
 time, it w:.s tlmught that the part (A) sunk down to the place (H) 
 and pushed out ((') before it — (\i) and (G) having first been softened 
 and pre] ared to slide by the water leaking through the wall. To stop 
 the leaks a puddle trench 8 to 10 feet deep and 4 feet broad at bottom 
 was placed along the foot of the slope, and joined loan apron of puddle 
 three feet in thickness, protecting the bank to its to|). This method of 
 protection was riitirely sueeessrul, and there hive been no further slides, 
 nor iiny fnilure ol the wall up to this time. 
 
 The rebellion of 1837 interfered fcrionsly with the progress of the 
 works on this can.il, and finally, with the financial embarrassments that 
 followed, brought it to a st:ind. The writer left in 1839. In 1841 a 
 '• Bun 1(1 II/ ir<o'/,'.v ' (afterwards " tin: Di/iiiiiiDCiitn/ J'lihlic ll'o )•/.',< ") 
 was established for the niiileil pioyinees of llpjirr ami l.nwi'r (Jaiiada 
 with the Jlon. 11, 11. Killaly, O.K., as chairman, and the writ.r as 
 Chief Kiigiiieer. I'lider that liiard the canal was so far completed in 
 
1842, that tlio ntcamhnat '' lliqhlundi-r" wns passed Uirou;.'h in Docem- 
 bor of tliat ytar, bat the t'oriual npcnini.' iliil not talcK place until June, 
 
 1843. No iniportant works in cinniMtion with tiuN canal have xince 
 bfcn cxecutt'd. with llu' ixivptimi of the eonstructioii of rej^ul.itiii); weiw 
 and sluiues nround the locks, to supply water power to the mills at Corn- 
 wall. 
 
 The total expenditure on this c.iiimI up to the dale of confederation 
 IstJuly, 1867, WI19 $1,933, 152. 
 
 THE CNLARdEMENT. 
 
 The Cana' Commissfnn of 1871 made lai attempt to fix the scale of 
 navigation for our canal.s, 'j hey reeoninicnded the enlargement of the 
 Welland and St. Lawrence (":inal< for a driiu!;ht of twtli'e (eet, with 
 locks 270' X 45' X 12' i;i the ehimber. That scale wi.s approveil and 
 ndopU'd by the 'Jovernnient ; but when the enlarj^ement was begun on 
 the Welland, stroii;,' represcnlatious were iii:ide by tlu; merchants of 
 Montreal and others interested in the navigation, that th" drauL'ht should 
 be increased Ut/''iirht:n feet, and the Welland and Laehine Canals have 
 been fini.shed to that depth, while the len^'th and breadth of the locks 
 remain the same as recommended by the Canal Commi'ision. .Skipping 
 the Beauharnois ('anal for the time, the enlargement of the Ornwall 
 Canol was begui; ateneh en<l — the middle portion was not placed under 
 contract until near the end of last year. 
 
 Three years before this work was placed under contract, the writer 
 ventured to lay beltire the .Minister of J{aiUvays and Canals the facts 
 that had come to his kn edge, in rclition U) the doubtful nature of the 
 foundatii -i which the old canal rests. Tlii.s was done by a memoran- 
 dum dated 17th Feb., 188.'i, wliieh has recently been printed by order 
 of Parliament, ;dong with the corres|iondence in reference to the great 
 breach of October last, .■ind in which will be found the reply of the 
 Government engineer to the wriU'r's su'.'gcstion. His 'etter is dated 
 27th Feb., 188!». 
 
 It will bo observed that the chief engineer dors not question the facts 
 stated, but draws a ditt'i'renl conclusion from them, (le states that 
 although the materials (h.^cvibed may not he suitable for making banks 
 in the usual way, tiny are yet of such a natur,' that, when thoroughly 
 mixed by bucket dredging, and placed in the m.inner .specified on the 
 south side of the embankment, will form " mn(l<i(ite/i/ tjimd Ijinilcs." 
 
 It will further be obsorvid that he has learned from the last lireaeh, 
 and from inlorniationsubsei|uently obt lincil, that it would be injudicious 
 to cut into the north side of the embankment, and says that tho widen- 
 ing must all be done on the landward side, the .south bank allowed 
 to remain undisturbed, ami the slope on the canal side continued down 
 to the new bottom line at the same angle as at present. Thus itappears 
 that all the material dredged out is to be put on the south side of the 
 bank. 
 
 On this point, the (ioverimicnt engineer does not speak with that 
 confidence one might expect fiiim this responsible oiEecr in vindication 
 of his own plans, lie says : •' It is true that placing the dredged mate- 
 rial on the outside is not the position where it would be most serviceable 
 to banks of the description tlie.se are represented to be, still the material 
 will have a sectional area, and be of a nature that when fully consoli- 
 dated would (ihniisl, if not clln^elhir, retain the water in the canal, were 
 the old banks opposite the re-pectivc places removed altogether. " 
 
 C'oui)liiig this with the previou.s admistion that the dredged matenal 
 will form oidy moderately good banks, it is not easy to follow him U> the 
 confident conclusion that comes immediately aftt r. " Of the feasibility 
 efficiency and safety of enlarging tlu^ present caniil, in the manner 
 described in tho specification on which the worts are led, the slightest 
 doubt is not entertained by me." 
 
 In order to illustrnte the effect of the iiw,lii.i opiraiidi to be pursued 
 in the eidargeuient, both on the bottom and slopes of the bank, your 
 attention is directed to the ero.ss-seetions No. 2 and No, ,'{ (I'late ....) 
 ou which the bottom line and slopes of the enlarged canal are drawn. 
 
 8 
 
Bfl 
 
 In winking tli" Imttom 01 foot deoptr, the ilfil^;!' will rcmovo f lio puddle 
 iri'iicli uud piiiidli' ipniii on the iMitlnui ivl' tlic nM miiiil, a\u\ will cxpise 
 the Ktrciik* ol'Mutid in tlin i>rij,'iiiiil bank (if Xii. 2 to a Hjvcru prexfuri;. 
 'riiebiiiiUitat Iwdti plnct"<, biiiiiu'im iinsiputr'l bottom, oa'.nntbc bencfittt>d 
 bj »ll tla xpoil b'liik duiupcil on tlu' outsiiji' ol' it, but on the conlrury 
 must be rondcrid mort' liable to accident than atpfe.K!iit, by tliCHeoper- 
 atiouH. " 
 
 m 
 
 It ia porhapH tiecessiiry here to state that the cro»»-iection No. 4 
 reveals a condition of things apparently unknown lo the chierenL,'iiieer, 
 since his specification for Sei. '> njakes no referenec to the revetLi-nt 
 wall, and the [judille treiieh an) apion in fr.int ot it. Special means 
 will have to be adopted in order lo protect the canal IVom Icakaiie alonj; 
 tlie IroBt of thid wall, and thereby prevent land slides. 
 
 THE "SNYE." 
 
 Thcftovernrnentcn^-ineer can see no advanla>;e to the canal whatever 
 in the sugf;cstion to convert the Sheek's Island channel, or "Snyo," 
 into slackwater navi},'i'tiijn, by means of dams at either end. On the 
 contrary, he proceeds to denounce it in most unmeasured terms. Ho 
 allej;es: (1) Tb ' the elosin},' of the '• Suye " may produce the moat 
 serious floods, and had to complications with a foreign country. (2) 
 That however insigniticunt this small channel may be, eompared with 
 the j^reat St. Lawrence, it runs in the same ilireetion as this branch of 
 the river at the lijad of the luliarnois eaii il, the closing of which led 
 to a vast deal i.!' liouble and outlay lor laud damages. (3) That " the 
 St. Lawrence is on too grau'' a scale to admit of the probable result of 
 interference wilh it, to be even ajiproxiuiated by the use of formulae 
 fairly applicable to ordinary streams." And finally, (4) That all dams 
 are insecuie. On the iiuesiiou of comparative cost, no opinion is 
 expressed. 
 
 It is proper and right that an engineer's plans should be fully and 
 fairly considered in all their bearings ; but in plueing his views before 
 the Minister, the (iovernment engineer has given a loose rein to bis 
 imagination, through wliich he reac .es the most astounding conclusions, 
 and by forced exaggerations has made the most and the worst, of the 
 writer's plan to serve his own purpose. He has conjured up a bu"bear 
 to frighten the Minister and divert attentiou from the weakness of his 
 own position. 
 
 It is now proposed to examine his foui allegations : (1) Any person 
 acquainted with the locality would be surprised to learn that the closiu" 
 of the " Snye " could possibly had to complications with a foreign 
 power ! It seems tno absurd to be seriously staled. The term "Snye" 
 is applied in this immediate neighbourhood more particularly lo the 
 small channel at the head of Sheek's Island. It starts from about the 
 middle of the length of the Lost Channel, nearly at right angles with 
 the same. The banks of the St. Lawrence on either side are high, and 
 cannot possibly be affected by the closing of the " Snye." (2) It is an 
 unusual thing for the rapids of the St. Lawrence to be frozen over in win. 
 ter. The ice jam that occurred at Weaver's Point, in January, 1887, was 
 unprecedented. It may nrver liappeu again, but if it should, it can do 
 no barm to the pro]iosed dam at the '■ Snye, '' for it will be five feet above 
 the flood, and will effectually protect the cana'. As for the main river, 
 the banks being high, they cannot suffer damage. They are nature's 
 barrier against sueh disturbing forces. The relereiiee to the dam at 
 the bead of me Heauliarnois canal, which closed up a branch of the 
 river, is altogether uncalled lor and unnecessary, because, as the 
 engineer admits, it is not a parall.l case, although lie thinks there is 
 danger in clo.siug the "Snye," from the fact that it runs in the siimr. 
 (lirecttnn ! (.'{) 'I'lie St. Jjawrence is indeed a mighty riven, grand and 
 lovely in its lilreiigth. 'J'he writer, having dwelt along its borders all 
 his lifetime, respecis its > gidtude, and h)ves its beiiuty and the purity 
 of its waters. Still he cous. ', ts it amenable to the lav.s of nature, and 
 must not be prevented tracing out the effect ol closing an uunavigable 
 channel and turning it to the seivice of unin. At Fort Lrie, where it 
 issues from Lake Erie, under the name of the Niagara river, its dis- 
 
 9 
 
charge, aa measured by Mr. Barratt, is 24,000,000 c. feet por minute, 
 tliat bein^ the U'ai<t quantity continually flowing over the Niagara 
 Falls. At tlic Cascade's, wlicru it falls into Lake St. Louis, Mr. James 
 Stew;irt found tlio disclian'c 27,384,040 c. feet pi r minute. It may 
 thercfcire fairly be assumed that tlic volume discharged through ttie 
 various channels, between the Islands at tlie I,ong Sault, is 20, 5011, 000 e. 
 feet per minute, and yet tlie St. Lawrence is ni r a torrei.ti;il river, while 
 from the remoteness of its sources of supply it isalfectcd but very little 
 by local rains or floods, and the range between high and low water is of 
 very limited extent. It is a gently ttciwiug stream all the way from 
 Kingston to Montreal, except where broken by rapids. As regards the 
 " Snye," its ordinary discliar:re is about 200,000 c. liict per minute. 
 Compare this with the whole volume of,^lje niain channel, and then 
 adopting Dr. liobertson's law, that " tlio s(|uares of tlie discharges are 
 as tlie cubes of the hydraulic mean depths," and it will bo found that 
 the only effect of closing tiic "Snye " will be to raise the water about 
 one inch in that part of the main channel, immediately opposite Sheek's 
 Island and Barnhart's Islands, for both above and below these i.slands 
 the discharge will be cotistant — datii or no dam, Jloreover, the uiain 
 channel here is divided by an imaginary boundary line between the two 
 neighbouring countries, and the thenretieal rise of one inch will not be 
 obs'jrvable south of tiiat line, while on the American shore, the rise will 
 be nil. Two civilized countries are not likely to quarrel over a paltry 
 <luestion of this kind. (4) .\s before stated, the fmiidations for the 
 datns, and tiie materials at hand for their construction, arc of the best 
 order. An engineer could desire nothing better. Tiiere is no reason, 
 therefoie, why they should not be made as permanent as the hills. If 
 all dams arc ruled nut as insecure, it follows that a canal bunk three 
 miles long, every jiail of whieli is a dam, must be more liable to acci- 
 dent tlian two dams aggregating about a (|uarter of a mile in length, 
 including the approaches. 
 
 Practically, the best interest of the navigiition will be served by the 
 dams, for it must be observed that they can be constructed without any 
 interl'erence wiiatevt'r with tlio navigiition. The old c:inal wMl not be 
 encumbered by the dredges, and the dams could bo comiileted in half 
 the time requireil for the dredging, and at less than lialf the cost, 
 
 Keferenco has been unule in the printed correspondence before men- 
 tioned, to the water power that will be created by making Slieek's 
 Island channel a portion of the canal. Incidentally this is a grwt ad- 
 vantage ; for while navigable canals are not constructed to,''upply water 
 power, still mill privileges have in many instances been granted wherever 
 it was de(~med safe to do so witlioiit hiiidranee to the navigation, and 
 much to the advaiita'je of tlie manulaeturiiig interests ol" the country. 
 For instjinee, at .Montreal and Cote ."^t, I'aul, on the Luehiiic canal, and 
 nl.so at (Cornwall. Hut when the water lias to b.' passed around many 
 locks betbre reaching the mills, it becomes tioublesome at times to regu- 
 late the cainil, and still hv\\ up the sup|ily to tlie mills. This has been 
 the case, both on the I^aehiiio and Cornwall canals, where the mills are 
 establislied at their lower ends, Xot so on the Beauhai'uois canal. Hero 
 the w.'iter is t^ken from the dnni, al the head of the canal, direct from 
 Ijaki' St, Francis, where the supply is utiliniited, and thi' cainil itself is 
 in no way alVeeted by any quantity of water, great or small, that may 
 be Usui lor the mills. 
 
 It would be mucii the same Inr mills establislied at Milloioclies. Here 
 niill-races could be taken ofl'.il liotli ends of the dam, and nin down as 
 I'ar as may be iweessary on either side of liie river, alliirding a clear 
 head anil fall of 2;") to l!(l li'et. not sulijeet, as at Cornwall, to back 
 water from the main channel ol the river, and tliereliire not liable to be 
 >toppi'd in winter or summer. 
 
 It is suggested that the d.inis >l.all be 2;") leet wide at top, inorderto 
 form ii good road over tlieiii, ,\ceonling to the (iovermnent plans, there 
 is to be a swing-bridge at .^Iille|•oehes, so that there will be eoiiipleteand 
 convenient access to the mills and the island IVnm all |iarts of the main 
 
 laml. 
 
 10 
 
\*6 
 
 C O K J)r W A L L C 
 
 A rfieri4x'€^ (*tf ]fit*4sA tirat44.t . Jt iviKC itca^ /JW Shihf tfinf^ Q 
 
 ^stram. ojF 0-,irarg«S. ctcrtaJ- 
 
 -^^. Qm- Sec^ of a,€ coMOi «< See . ,V- u/ifitr ^eacJb , «<■ sa 
 ^Ms uniu M^at cuOkf^tf ea<A*rc^.ocUcf <t<^Ut,6tfat<.o(u 
 
 S^tU^lt,' fi i". 
 
 .-^iitrjom Jif.JUiUt?^^cLCa*xAl^i^ 
 

 i^At^^Ht cnt See .6. at Sra. .%mo ^ t/kcftftal ^urv«*f 
 i /*e. Cite fou^etxvO^i . *»^<*. A#u /Aey /♦y^t. <ia*; ^t^ 
 tra^ //<ra* (ui* S^o-f itfuf^ ffut bf-cacA. Of Oe/ /0^d3 
 
MAP 
 
 of Mi« 
 
 CORNWALL CANAL , 
 and of the 
 
Jfarct grtxueiLxj c<i.rC1\ 
 
 Ct/HtC hand Ba-h. ^ 
 
 Sf^iAiiliKt^- 
 
 \_m<isita^^ 
 
 -Ji.Q/tQM^<lf-CMiar4.'&fL<ULtMijL 
 
 toActt^^oui Uum/AittiU on^aA&oKA' 6 
 «/ Sta ,tz,G (ancft-PixU ff»n>^ ' 
 
 kt4/» i //tK ttiajt'rsf 6tt*ei. Offttr,nt^. . 
 
 C O IL KT W A 
 
 ^9«^ C^i.tl ^ynvc^Uf c^^rti,- 
 
 if'tlZ 
 
 
 •it' 
 
 -a^!?^'iaE_./id_c.«&;:^i?(?'. xio^uiL 
 
K A 
 
 * 
 
 frois- Sc.ctio-tt of Che, d^tfjbe^'l cu^Cvnq 
 out tfie Long Scxut Aahids Oif Sec^wn /• 
 Sfii .6i (ariffi iiai sui-icy ) 
 
 -7"A<? C}ica4/-cU('oit jTrtrm- C/n'$ dUtcfuf ^"^jf (tiKHi'u 
 
 »e€t(ii tut uf^t^c(- 
 
 Sca(e- ^^J' ^ottu i'ltr/i . 
 
 iCh ffouleltra^ 
 
 
 lio/tOtU^'i/'- CMlUrA&A. (SiLfM-L- . 
 
 N WALL 
 
 CANAL 
 
 rt^nially constructed. , JiSSif To i^kC 
 
 ( ^ynv(-lUj C^k/i»