{"1": {"fulltext": "", "height": "3672", "width": "2441", "jp2-path": "historyofperiyar00mack_0001.jp2"}, "2": {"fulltext": "", "height": "3774", "width": "2390", "jp2-path": "historyofperiyar00mack_0002.jp2"}, "3": {"fulltext": "i V V i .\u00e2\u0096\u00a0r\\nV J 4\\nv^ A i\u00e2\u0080\u0099* i\\nf *K\u00c2\u00ab\\nk vv\u00c2\u00bb.\u00c2\u00a5\\nA\\ni*\\nV. 1:.,: A \u00c2\u00bbA\\nJt, vv:.-\u00e2\u0080\u00a2 V\\na\\nr v^\u00e2\u0080\u0099, .V. i.\\n\u00e2\u0080\u00a2p l vA A vA......\\nA\\nri\u00e2\u0080\u0098\\n1 I\\n\u00e2\u0096\u00a0uv y vv\\n*-.6 *X* f,\\n\u00e2\u0080\u0098i.f\u00e2\u0080\u0098I f jfr\\nA A: V\\nA a\\nA v.;-A.W\\nP)-v .V^\\nJ f\u00c2\u00bb N ir\\nJA.* ^V I\\ntyW\\nA I- *.r *tJ**l\u00e2\u0080\u0098\u00c2\u00ab\\nV 1.; i. *V\\nly\\ni\\n//1\\n11A\\nPAi,\\n\u00c2\u00ab{i\\n4 i i\\n:li\\nI\\n\u00e2\u0080\u0098ts-\\n,V\\nWfcr.^:?\\\\;* V*;f .i/.VA.-\\nV S-* r V*\\n\u00e2\u0080\u00a2\u00e2\u0080\u00a2\u00e2\u0080\u0098s 4 r A-\u00c2\u00abi. i\u00c2\u00bbv,*\\niW yhyu\\n1^?.=\u00e2\u0080\u009c lyv A,.\\na1\\nK\\\\ v\\n.J.\\nJi i 4 t\\nyV\u00e2\u0080\u0099 V\\na; .r,;. \u00e2\u0080\u0098-SV\u00e2\u0080\u0099\\n\u00e2\u0096\u00a0hK- V. vrj. w\\nvVy*: V iA?. i\\nt -fj/r\\na\\n.A A, A\\n.\u00e2\u0080\u0098AVi\\nA jr \u00e2\u0080\u00a2\u00e2\u0080\u00a2\u00e2\u0080\u009c.\u00e2\u0080\u00984 1 V i;\\n..V X\\nT\\ni.\\nmym\\nt\\nA. V\\nV. .\u00c2\u00bb7,\\nC\u00c2\u00bb\\nAi \u00e2\u0080\u0099v rh .v:-.\\ny:\\n*v\u00e2\u0080\u0098 .y.\\nAr A ir\\na;\\ni-\\n-^v", "height": "3774", "width": "2390", "jp2-path": "historyofperiyar00mack_0003.jp2"}, "4": {"fulltext": "f\\nr\\nV\\n4\\n\u00e2\u0096\u00a0R\\n9\\n4\\nr\\n9\\nI\\nJ I\\n0\\nt\\nI\\nV\\nt\\nI\\n9\\nS\\nk\\n.f\\nX", "height": "3774", "width": "2390", "jp2-path": "historyofperiyar00mack_0004.jp2"}, "5": {"fulltext": "HISTORY\\nTHE PERIYAR PROJECT.\\n[Pkice, 10 rv.fees?^\\n[15 MlingnT^", "height": "3795", "width": "2461", "jp2-path": "historyofperiyar00mack_0005.jp2"}, "6": {"fulltext": "", "height": "3795", "width": "2461", "jp2-path": "historyofperiyar00mack_0006.jp2"}, "7": {"fulltext": "", "height": "3795", "width": "2461", "jp2-path": "historyofperiyar00mack_0007.jp2"}, "8": {"fulltext": "Colonel J. PENNYCUICK, R.E,, c.s.i.", "height": "3795", "width": "2461", "jp2-path": "historyofperiyar00mack_0008.jp2"}, "9": {"fulltext": "HISTOET\\nOF\\nTHE PEEIYAE PEOJECT.\\nCOMPILED BY\\nA. T. MACKENZIE, m.inst.c.e..\\nI\\nExecutive Engineer, Madras P.W.D.\\nIgt: a Ir r a s\\nPRINTED BY THE SUPERINTENDENT, GOVERNMENT PRESS.", "height": "3795", "width": "2461", "jp2-path": "historyofperiyar00mack_0011.jp2"}, "10": {"fulltext": "", "height": "3795", "width": "2461", "jp2-path": "historyofperiyar00mack_0012.jp2"}, "11": {"fulltext": "PEEFACE.\\nrpHE following account of tlie Peri jar Project has been\\ncompiled mainly from official reports, supplemented by\\na long personal employment on the works and by information\\nfrom brother officers of the Madras Public Works Depart\u00c2\u00ac\\nment similarly engaged. I wish to record my thanks\\nto Mr. W. Hughes, Mr. S. D. Pears, Mr. T. W. Smyth,\\nMr. H. T. Keeling, and very specially to Mr. S. Krishnama\\nChariar, without whose assistance an account of the works\\nin the plains must have been very meagre; and also to\\nMr.. J. P. Davidson for his help with the plans.\\nThere is a chapter still to be written upon the agricul\u00c2\u00ac\\ntural and financial results. From this standpoint the present\\naccount is twenty years too early, and must be taken merely\\nas an engineering history of the inception of the project\\nand of the difficulties encountered in its execution.\\nEeferences to individuals would be out of place, but I\\nhave thought right, with the approval of the Madras Govern\u00c2\u00ac\\nment, to introduce as a frontispiece a photograph of the\\nremarkable man to whom both the design and the accom\u00c2\u00ac\\nplishment of the project are chiefly due. Colonel John\\nPennycuick has left in Madras an honoured name, and has\\nbequeathed a heritage of exalted ideals which should never\\nbe sufiered to decline.\\nLondon,\\nApril 1898.\\nA. T. MACKENZIE.", "height": "3795", "width": "2461", "jp2-path": "historyofperiyar00mack_0013.jp2"}, "12": {"fulltext": "", "height": "3795", "width": "2461", "jp2-path": "historyofperiyar00mack_0014.jp2"}, "13": {"fulltext": "CONTENTS\\nCHAPTEE I.\\nPAGE\\nThe Madura district Famine The Periydr investigations for extending\\nirrigation Proposals put forward; estimates and designs finally sanctioned. 5\u00e2\u0080\u009433\\nCHAPTEE II.\\nCONSTRUCTION OF HEADWOEKS.\\nPreliminary works\u00e2\u0080\u0094Labour and materials\u00e2\u0080\u0094Wire ropeway Canal\u00e2\u0080\u0094Main\\ndam\u00e2\u0080\u0094Escapes\u00e2\u0080\u0094Tunnel\u00e2\u0080\u0094Cost\u00e2\u0080\u0094General remarks 34-126\\nCHAPTER III.\\nAmount of water available\u00e2\u0080\u0094Description of distribution works 127-146\\nCHAPTER IV.\\nIrrigation\u00e2\u0080\u0094Total expenditure\u00e2\u0080\u0094Returns 147-lGl\\nAPPENDIX.\\nA Reference to the Possibility of utilizing the Periyar Water for Power, o. 162\\nTable I.\u00e2\u0080\u0094Showing monthly quantities put into the main dam above zero\\nlevel. 163\\nir. \u00e2\u0080\u0094Rates, main dam and distribution works 164-168\\nHI. List of floating plant 168\\n17.\u00e2\u0080\u0094Rain register .169-176\\nV, \u00e2\u0080\u0094Average, maximum and minimum discharges during each month\\nfrom July to February 177\\nVI. \u00e2\u0080\u0094Estimate of rainfall in the Periykr valley ih,\\nVII, \u00e2\u0080\u0094Estimate of water available for irrigation 178\\nINDEX\\n179-181", "height": "3795", "width": "2461", "jp2-path": "historyofperiyar00mack_0015.jp2"}, "14": {"fulltext": "2\\nLIST OF ILLUSTEATIONS.\\nPortrait of Colonel J. Pennycuiok, P E., c.s.l.\\nCatchment basins of Perijar and Vaigai rivers (Plate I)\\nMajor Ryves\u00e2\u0080\u0099 proposal\\nLock on Muliapunjan canal\\niluliapunjan canal\\nMuliapunjan canal\\nFoundation enclosure\\nSurvey of the site of main dam across the river Feriyar\\nSections of the main and temporary dams across the Periyar river\\nMethod of passing river during construction\\nThe dam during construction\\nThe dam during construction\\nMethod of closing vents for a short lift\\nThe lake from below the dam\\nDown-streain face of dam\\nDam and rfght bank escape, from up-strearn\\nLeft bank extension, from up-stream\\nDam and left bank extension, from up-stream\\nSketch of ground on left bank of Periycir\\nRight bank escape\\nRight bank escape\\nWatershed cutting\\nEntrance to tunnel\\nPlan of upper portion of Periyar, tunnel\\nVertical section of sluice well\\nThe water after leaving the tunnel\\nFall on the main canal\\nFrontii^pieoe^\\nTo face page 6\\ne\\nti\\nt\\n11\\n52\\n54\\n55\\n61\\n69\\n69\\n71\\n72\\n76 _\\n83\\n84\\ny\\ni\\n86\\n88\\n90\\n92\\n93\\n94 t\\n96\\n98\\n104\\n105\\n105\\n108\\n140\\nLIST OF PLATES.\\nPlate\\nII.\u00e2\u0080\u0094Head works, plan of lake and ground in its immediate neighbourhood with\\ncontours at 50 feet vertical intervals,\\nIII, \u00e2\u0080\u0094Map showing Periyar Main and Branch channels with important villages,\\nroads, zamins and inam lands.\\nIV. \u00e2\u0080\u0094Cross section of dam.\\nV,\u00e2\u0080\u0094Plan a.nd section of watershed tunnel,\\nVI.\u00e2\u0080\u0094Escape culvert, gates and lifting gear as originally proposed,\\nVII.\u00e2\u0080\u0094 Longitudinal section along crest of dam and escaspa.\\nVm.\u00e2\u0080\u0094Pl.ap and sectjoit of right bank escape.", "height": "3795", "width": "2461", "jp2-path": "historyofperiyar00mack_0016.jp2"}, "15": {"fulltext": "3\\nPlats\\nIX,\\nSheet\\ni.\u00e2\u0080\u0094Periyar head sluices.\\n1)\\n9\\nii.\u00e2\u0080\u0094Periydr screen for sluice.\\n9\\niii.\u00e2\u0080\u0094Plan of Periy4r head slaice.\\nX.\\n99\\ni.\u00e2\u0080\u0094Surplus tunnel in Periyar Main dam.\\ny\\nn\\n99\\nii.\u00e2\u0080\u0094Details of surplus tunnel sluice.\\nXI.\u00e2\u0080\u0094Plan of left bank extension.\\nXII.\u00e2\u0080\u0094Longitudinal section of Periyar Main channel,\\ny XIII.\u00e2\u0080\u0094Survey of anicut Peranai.\\ny y, XIV.\u00e2\u0080\u0094Plan of head sluice at Peranai.\\nXV.\u00e2\u0080\u0094Scouring sluice at Peranai.\\ny XVI.\u00e2\u0080\u0094Plan of fall and bridge combined (1st reach, Main channel),\\nXVII.\u00e2\u0080\u0094Plan of a surplus sluice of 12 vents for Kamarajapuram tank (1st reach).\\nXVIII.\u00e2\u0080\u0094Plan of an aqueduct of 2 vents (2nd reach).\\nXIX.\u00e2\u0080\u0094No. 3 superpassage (3rd reach).\\nXX.\u00e2\u0080\u0094Plan of a superpassage for Marangaliar crossing, Main channel (5th reach),\\nXXI.\u00e2\u0080\u0094No. 1 fall and sluices combined (9th Branch channel).\\nXXII.\u00e2\u0080\u0094Drop No. 1 in the 12th Branch channel.\\nXXIIL\u00e2\u0080\u009411th Branch channel, fall of 10 feet.\\nXXIV.\u00e2\u0080\u0094Irrigation sluice (1st reach).\\nXXV.\u00e2\u0080\u0094Iron trough.\\nXXVI.\u00e2\u0080\u0094Type design of 6 feet fall,\\ni XXVII.\u00e2\u0080\u0094Typo design for diameter pipe sluices.\\nXXVIII.\u00e2\u0080\u0094A bridge in the 12th Branch channeh\\nm", "height": "3795", "width": "2461", "jp2-path": "historyofperiyar00mack_0017.jp2"}, "16": {"fulltext": "", "height": "3795", "width": "2461", "jp2-path": "historyofperiyar00mack_0018.jp2"}, "17": {"fulltext": "T*\\nfi\\nM\\niw\\n\u00e2\u0080\u00a2jm-\\nftiS\\n^k:\\n4\\nHr*-\\nkm\\ni C\\n.ri\u00e2\u0080\u0098\\nl/ O/.\\n.y fj\\nn.^.\u00c2\u00bb\\nw\\n.1.\\ni!\u00c2\u00bbt\\nA\\nvr\\ni.j -ii\u00c2\u00ab*\\nk\\ni^iA i\\nV -Jan r I\\n4\u00e2\u0080\u0098\\nf\\nA\\n,4\\nN\\n\u00e2\u0080\u00a2jF\\nI\\nI\\nN\\n,1\\nIt\\nt\\nV\\nA L\\nf t\\nH\\nA f\u00e2\u0080\u0099^\\nt\\nA\\n\u00e2\u0080\u0099*iu\\nA y\\nr, iK\\nul\\nm]\\n5-\\nAf/\\n\u00e2\u0080\u009cM?\\nv:\\\\\\nto\\nAe\\nh^\\na\\nt\u00c2\u00bb\\n\u00e2\u0080\u009ci HF V-\\n4\\nf: WV II\\n/.iS-.i rr..T. iijip\\nr,y\\nVk.- ft 4\u00c2\u00ab \u00e2\u0080\u0099t\\n^-STsJ\\ni\\nvIV\\n^T\\nrj~\\nL\u00e2\u0080\u0098\\nT\\\\V|\u00c2\u00ab\\nif.\\nr-^\\n*5l t/l!\\n:n A\\n^yr\\n1*/\\nf,\\ns\\n\u00c2\u00abiy.\\nk/\\nlif?\\nC.4!r\\n.fA,\\ni\\nw\\nf\\n,1.\\nA,.\u00c2\u00bb\\nifh\\n.m\\n.4(\\n^.U.\\nV\u00e2\u0080\u0099\\nt\\n.n.*A\\n.y,\\nt\\njV\\nHl!r\\nJV\\nA\\nA\\nW*!\\nM\\nW\\nwA\\n\u00e2\u0080\u0099f i\\n:J\u00e2\u0096\u00a0\u00e2\u0096\u00a0^\\niM\u00e2\u0080\u0098\\nvWifw\\nM\\nTiaa*\\ni!*-\\n-I *.^1\\nT:\\nt\\nfj!.\\nV\\nf/^\\nKa _\\n\u00e2\u0080\u00a2t\\n\u00c2\u00a3V:\\nI*\\n\\\\M:\\nfVr\\nf-.A\\ni\\nM\\nj.\\nI\\nft-\\nr**\\ntil\\n\u00e2\u0096\u00a0V iV\\n,Akft", "height": "3795", "width": "2461", "jp2-path": "historyofperiyar00mack_0019.jp2"}, "18": {"fulltext": "BANGALOl\\nomerca ra\\nMYSORE\\noKollegfal\\nONmyangud\\nTELLICHEi\\nAndl;\\nOPudupadI V Cudaluro\\n-^NILGIRIo\\nootaqamundo\\nCoonoor\u00c2\u00b0\\nONIlambur\\nr QulIandr\\nph Jvayur\\n:al cut\\n^irur; Angadl\\n6 OMalappuram\\nngadipuram\\n\u00e2\u0080\u00a2^Palladai\\nCOIMBATORE\\nPodaiyi:^\\npcherpalcheri^\\nRiver.\\nPollaclii\\ntarapm^rff\\nlakkali\u00e2\u0080\u0099\\noTrichiir.\\n^Chetwalt^ V\\nKrangaj\\nwiSt: N? \u00e2\u0080\u00994ee6\\nCopies 4-10\\noUdipi\\noUppinang^adi\\noiCottayain\\nSOUTHERN INDIA\\nSHEWING\\nCATCHMENT BASINS\\nOF\\nPERIYAR VA1GA1 RIVERS\\nScale of Miles\\nlO 5 o\\nREFERENCE\\nRailways\\nI Limit of Basin", "height": "3836", "width": "2441", "jp2-path": "historyofperiyar00mack_0020.jp2"}, "19": {"fulltext": "PLATE I", "height": "3836", "width": "2441", "jp2-path": "historyofperiyar00mack_0021.jp2"}, "20": {"fulltext": "", "height": "3795", "width": "2461", "jp2-path": "historyofperiyar00mack_0022.jp2"}, "21": {"fulltext": "HISTOEY\\nOF\\nTHE PERITAR PROJECT.\\nCHAPTER I.\\nThe Madura district\u00e2\u0080\u0094Tamiue\u00e2\u0080\u0094The Periyar investigations for extending irrigation.\\nProposals put forward estimates and designs finally sanctioned.\\nrriHE Madura district of the Madras Presidency is hounded on the\\nnorth by the Trichinopoly district, on the south by the Tinnevelly\\ndistrict, on the east by the Bay of Bengal, and on the west by the\\nwestern ghauts. There is but one drainage system of importance in\\nthe district, the river Vaigai. The present condition of the country\\nthrough which it runs cannot be better described than in the language\\nused by Major Eyves, E.E., in a report, dated 7th August 1867.\\nThe principal division of the Madura district, consisting of the three\\ntaluks\u00e2\u0080\u0094M^liir, Madura and Tirumangalam\u00e2\u0080\u0094is a strip of country running\\nnorth and south its eastern boundary marching with the adjoining zamin-\\ndary estates of Sivaganga and Eamnad and on the west separated from\\nthe Dindigul division of the district by the mountains and jungle, which\\nextend almost continuously from Nattom on the north to Srivilliputtur on\\nthe south, where they run into the general range of the western ghauts,\\nwhich here separate British territory from the Travancore country.\\n\u00e2\u0080\u009cIts area, excluding uninhabited mountain and jungle, is about 1,200\\nsquare miles, with a population of very nearly half a million.\\nThe Yaigai river, passing through the only opening in the hills which\\nform the western boundary, flows across the strip the length of its course\\nbetween the limits above defined being about 33 miles. In this length\\nseveral river channels are taken off, most of them to fill tanks during the\\nshort and uncertain periods of Vaigai freshes. The principal channels are\\nthe Yadakarai, the Tenkarai, the Nellayoor, and the Madacolum.\\nThe two first have the advantage of anicuts across the river at their\\nheads; the other two as well as all the other channels are supplied by\\nmeans of temporary spurs (made of grass and sand\u00e2\u0080\u0094corumboos} rim out\\ninto the river.", "height": "3703", "width": "2267", "jp2-path": "historyofperiyar00mack_0023.jp2"}, "22": {"fulltext": "6\\nHiSTOEY OF THE [CHAP.\\nThe numerous tanks supplied by the channels were many of them\\nfirst class reservoirs originally, but are now so silted up as to be capable of\\nstoring not much more than half the quantity of water they were designed\\nto hold; they occupy a great deal of valuable land, and, in the attempt to\\nget as much water as they require, the ryots of one tank frequently cause\\ninjury to their neighbours above them, damming up their escape calingulahs\\nand flooding land by the extended waterspread.\\nThe tanks having become shallow in proportion to the area of the\\nwaterspread, there is enormous waste of valuable water by evaporation.\\nI calculate that this waste amounts to at least 30 per cent, of the water\\nstored.\\nThe character of the Vaigai makes the tanks system essential. For\\nsome reason or other the quantity of water received into the channel of the\\nriver bears a very small proportion to the rainfall on its catchment basin.\\nThe average annual rainfall registered at Periyaculam and Madura is 32 and\\n41 inches, respectively. On the Oumbum valley (where no register has been\\nkept) it is at least as much as at Periyaculam in the Wnrsanaad valley it is\\nprobably less. Taking it at 33 inches only over the whole catchment basin\\nabove the Peranny* it would amount to 3,600 millions of cubic yards per\\nannum, and supposing that only one-third of this found its way into the\\nstreams and rivers so as to be available for irrigation there would be more\\nthan enough (with due allowance for the enormous waste on tanks) for\\nthree times the extent of paddy crop now raised.\\nYet it is affirmed by good authority that, in an average year, not a\\ndrop of Vaigai water reaches the sea but this I think is hardly sufficiently\\nwell established to be accepted as the fact. My belief is that sufficient\\nwater for more than double the present area of irrigation does flow down\\nthe Vaigai, but that three-fourths of the annual supply passes down the\\nriver at three times the rate at which all the channels together can draw off\\nwater from it, so that if the big freshes could be detained, so as to spread\\nover, say, 60 days, instead of running off at three times the rate in 20\\ndays, it would be found that there would be water enough (if the tanks\\ncould contain what it would be necessary to store) for double the area of\\nrice-crops.\\nHowever this may be, there is no doubt as to the main fact that the\\nsupply of water obtained from the Vaigai is so precarious and scanty that\\neven in good years the paddy crop barely covers 22,000 acres annually,\\nalthough the existing tanks and channels command land enough and have\\nsufficient hydraulic capacity, for the irrigation of fully double that extent\\nAn anicut near Madura.", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0024.jp2"}, "23": {"fulltext": "PEEIYAR PROJECT.\\n7\\nof crop if only a sufficient supply of water, delivered at a regular moderate\\nrate, be ensured.\\nThis Vaigai irrigation is situated in the Madura taluk, the middle one\\nof the three named above. In the Melur taluk there is but one river,\\nand that but a small stream, at its northern extremity, under which a small\\nextent of land receives a good and certain supply. All the rest of this\\ntaluk is dependent for irrigation on the local surface drainage, stored in\\nsmall shallow tanks, the majority of them being mere ponds. Situated as\\nall the land of this taluk is within a few miles of the watershed, there are\\nno well-defined streams; the Allighiry hills form a dyke turning all the\\nhill streams to the north and south round the flanks of the taluks.\\nThe North-East monsoon from which this taluk receives what rain it\\ndoes get, is very uncertain so far south and inland, and the mountains to\\nthe west of it (the streams from which, as above shown, do not flow through\\nthis taluk) no doubt draw away from it a considerable portion of the rain\\ncloud which may have travelled so far.\\nUnder these circumstances it is not surprising that agricultural opera\u00c2\u00ac\\ntions are seldom rewarded by a good crop. If the ryot is so fortunate\\nas not to find the ground as hard as brick at the ploughing season, the\\nchances are that rain necessary to bring the crop to maturity will not fall\\nat the expected time.\\n\u00e2\u0080\u009cAnd the cultivation of wet crops is hardly a less precarious business,\\nfailure being attended with greater loss, and success attained generally at\\nmuch expense of labour and money on raising water from wells and pools.\\n\u00e2\u0080\u009cAlmost every alternate season is one of scarcity in this taluk, and,\\nwhen an exceptionally dry year occurs, there is severe distress, and the\\npopidation is thinned by death and emigration. In 1861-62, and again\\nlast year, it suffered severely in this way.\u00e2\u0080\u009d\\nThe records of the district make constant allusions to famine and\\nscarcity, though information of the expenditure for this cause is not\\navailable till comparatively recent years. During the famine of\\n1876-77 Es. 4,32,170 was expended on relief works and Es. 7,92,047\\non gratuitous relief in the Madura district, while in the neighbouring\\ndistricts of Trichinopoly and Tinnevelly, which are partially protected\\nby irrigation, the expenditure on relief works was Es. 3,85,394 and\\nBs. 1,48,110, respectively, and on gratuitous relief Es. 1,20,626 and\\nEs. 1,27,901. Moreover in a district already containing considerable\\nirrigation works the expenditure is far more usefully employed. The\\nloss of revenue and of life are quite beyond computation.\\nWhile such is the condition of the Madura district, on the other side\\nof the watershed line o^ the western ghauts is an enormous area of", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0025.jp2"}, "24": {"fulltext": "8\\nHISTORY OF THE\\n[chap.\\nuncultivated and uninhabited jungle, with a large and unfailing yearly\\nrainfall and with great quantities of water running to waste. Among\\nthe rivers receiving this drainage is the Periydr. Its sources lie in\\ndense unsurveyed jungle and are not accurately known, but it rises\\nabout 50 miles north-west of Palamcottah, approximately in N. Lat.\\n9\u00c2\u00b0 10 and runs from south to north till it reaches IST. Lat. 9\u00c2\u00b0 31\\nwhore it turns due west for a short distance, during which its course is\\nparallel to the watershed and within a few miles of it. It then resumes\\na northerly direction gradually trending westwards, and eventually\\nplunges over the edge of the ghauts and reaches the sea near Cochin.\\nIt is in the short westward course commencing in N. Lat. 9\u00c2\u00b0 3P\\nthat the investigations for the utilisation of this river were conducted.\\nFlowing as the Periydr does through a tract of country entirely\\niminhabited no accurate observations of the rainfall as compared with\\nthe run-off have been made. The following table is compiled from the\\nnearest stations at which observations are made, but no deduction from\\nthem is reliable, partly because these stations are themselves some dis\u00c2\u00ac\\ntance away, and partly because even if they were nearer the rainfall\\nthroughout the western ghauts often varies enormously within a few\\nmiles. At Peermaad, which is less than 20 miles west of the subsequent\\nsite of the Periydr dam, the annual rainfall often exceeds 200 inches.\\nAt Thekadi, which is but 6 miles aw^ay, the fall differed considerably\\nboth in amount and distribution from what was afterwards observed\\nat the Periydr, For the same reasons the observed rainfall at the dam\\nsite or near it is no measure of the fall over the whole catchment:\u00e2\u0080\u0094\\nMonth.\\nAverage recorded rainfall at\\nCochin.\\nTrivan\u00c2\u00ac\\ndrum,\\nAugusta-\\nmalai.\\nAverage.\\nAverage\\ndepth run-ofi\\nfrom FerijAr\\ncatchment in\\n1868-72.\\nEstimated;\\nrainfall at\\n1 -8 depth\\nrun-off.\\nJanuary\\n\u00e2\u0080\u00a234\\n\u00e2\u0080\u00a256\\n6-23\\n2-38\\n2-92\\n5-26\\nFebruary\\n\u00e2\u0080\u00a265\\n\u00e2\u0080\u00a239\\n2-28\\n1-11\\n1-54\\n2-77\\nMarch.\\n1-93\\n1-91\\n3-18\\n2-34\\nApril\\n5-30\\n5-48\\n7-41\\n6-06\\nMay\\n13-34\\n8-87\\n30-66\\n17-62\\nJune\\n28-05\\n11-84\\n28-64\\n22-84\\nJuly\\n22-47\\n8-28\\n30 96\\n20-57\\n7-81\\n14-05\\nAugust\\n12-77\\n6-11\\n21-86\\n13-58\\n4-22\\n7-60\\nSeptember\\n8-48\\n4-44\\n16-46\\n9-79\\n3-63\\n6-53\\nOctober\\n12-63\\n10-05\\n26-04\\n16-24\\n3-29\\n5-92\\nNovember\\n4-32\\n5-56\\n15-58\\n8-49\\n11-34\\n20-41\\nDecember\\n-88\\n1-52\\n9-72\\n4-01\\n3 18\\n5-72\\nTotal\\n111-16\\n65-01\\n199-02\\n125-03\\n68-27", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0026.jp2"}, "25": {"fulltext": "peeiyIe peoject.\\n9\\nThe average of the three stations in the above table is 125 inches per\\nannum, and the average as deduced from the run-off observed during\\nthe investigations from 1868-72 is 68 inches. The proportion of run-off\\nto rainfall may be considered high, but it must be remembered that the\\narea of the catchment is comparatively small and in great part sheltered\\nfrom the sun by forest, there are many cloudy and misty days during\\nthe year, the country is mainly ridges and ravines, and composed of\\nrock lightly covered by soil, and tributaries have all rocky beds. For\\npurposes of calculation both of floods and of the total available quantity\\nof water the rainfall over the whole catchment has generally been taken\\nat 100 inches per annum, since the fall during the South-West Monsoon\\nwas known to be greater, at the site of the dam, than the computation\\nfrom run-off. There is reason however to believe 100 inches to be some\u00c2\u00ac\\nwhat over the mark. The records maintained at the dam during its\\nconstruction show an average of about 76 inches, and it was observed\\nthat the fall due to the South-West Monsoon decreased sensibly during\\nits progress eastward. In the most easterly portions of the catchment\\nthe North-East Monsoon doubtless brings more rain than that recorded\\nat the dam site, but its duration is eomparatively so short that it prob\u00c2\u00ac\\nably does not make up for the easterly decrease of the South-West\\nrainfall. Assuming the average to be 70 inches or 80 inches and the\\ncatchment to be 250 square miles, the whole of this quantity at any\\nrate, less evaporation and small minor abstractions, falls into the\\nPeriydr, because of the impervious nature of the subsoil and though\\nthe rainfall is variable it never fails altogether. There is obviously\\nthen an amount of water flowing down the Periydr sufficient for\\na large area of irrigation, could it only be diverted to the plains\\nof Madura, and this was the object of the investigations now to be\\ndescribed.\\nThe idea of diverting the Periydr into Madura has existed for an\\nunknown time, but merely as an idea. No enquiry was made into its\\npracticability till 1808, when the late Sir James Caldwell visited the\\nneighbourhood and took a few levels. He however seems to have con\u00c2\u00ac\\nfined himself to a diversion, pure and simple, by means of a direct\\ncutting from the Periydr through the watershed, and finding a rise of\\nover 100 feet between these two points he condemned the project as\\ndecidedly chimerical and unworthy of any further regard,\u00e2\u0080\u0099^ which\\nas thus conceived it undoubtedly was. The subject was mooted in a\\ndesultory manner from time to time, and in 1850 a small dam and", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0027.jp2"}, "26": {"fulltext": "10\\nHISTORY OR THK\\n[chap.\\nChannel were actually begun for diverting a small tributary of the\\nPeriydr, the Chinna Muhydr, but the work was stopped by fever among\\nthe coolies and by the excessive wages demanded by them, a forecast of\\ntwo of the principal obstacles which were afterwards encountered.\\nIt was not till 1862 that the project was revived by Major Eyves\\nR.E., in a practical form. This officer and Major Payne spent several\\nseasons in local investigations, experiencing great difficulty from the\\nuninhabited and inhospitable nature of the country, the incessant rain,\\nthe absence of paths, the dense jungle and elephant grass, and the\\nswarms of leeches and also from the fever which was exceedingly rife\\nduring the dry months. In 1867 Major Eyves submitted detailed pro\u00c2\u00ac\\nposals including an earthen dam 162 feet in height at the site marked\\nNo. 1 in the map. An escape was to be made at 142 feet above the\\nriver-bed, and the water was to be diverted into the valley of the Vaigai\\nby a cutting through the; watershed at the point marked A, having its\\nsill 17 feet below the escape crest and a maximum depth of cutting of\\nabout 52 feet. No provision was made for controlling the discharge\\nthrough the watershed cutting but in order to prevent a flow into the\\nSuruliydr beyond what that stream could safely carry, it was proposed\\nto construct a reservoir with a capacity of 945 millions of cubic feet\\nat some point not fixed between the Suruliydr and the watershed. No\\nother provision for storage was made, the project being essentially one\\nfor the diversion of the river and not for storage of water. Then, as\\nafterwards, the principal difficulty was foreseen to be the control of the\\nriver during the construction of the dam, and it is interesting to note the\\nmanner in which Major Eyves proposed to deal with it. The unhealthi\u00c2\u00ac\\nness of the country limited the working season to the period between\\nJune and February and the dryest and best months of the year were\\nthus lost for working in the river-bed when the discharge was at its\\nlowest. The high discharge during the South-West and North-East\\nMonsoons stiU further limited the time available for foundations to a\\npossible 30 days in August and September, and the 3^ months commenc\u00c2\u00ac\\ning with December. Starting with these premises Major Eyves proposed\\nto begin work in June by depositing large rough stone in the river-bed\\nto a height of -f 32, leaving a clear opening of 45 feet on the left flank\\nthrough which he judged the river would flow with a velocity of about 5\\nfeet a second, with a surface level of -f 3. As soon after the North-East\\nThe large tributary of the Vaigai in whose bed the Periyar was to flow.", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0028.jp2"}, "27": {"fulltext": "", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0029.jp2"}, "28": {"fulltext": "20 10\\nI 1_ I __ _-1 1 -1-\\n400 350 300 260 200 150\\nScale to s(\\nScale\\n_l- U\\n100 50 0\\nReg: No. 4586\\nCopies. 410", "height": "3692", "width": "2338", "jp2-path": "historyofperiyar00mack_0030.jp2"}, "29": {"fulltext": "", "height": "3692", "width": "2338", "jp2-path": "historyofperiyar00mack_0031.jp2"}, "30": {"fulltext": "", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0032.jp2"}, "31": {"fulltext": "I.]\\npebiyIr project.\\nil\\nMonsoon as the discharge fell to 750 cubic feet a second the surface\\nlevel would be raised to +12 by a temporary dam across the 45 foot\\ngap, the water flowing through the interstices in the stone dam. In the\\ncomparatively still water thus induced a front bund (a) was to be made\\nby depositing earth from boats to a level of +8. Four syphons 4 feet\\ndiameter were then to be put up and filled, to take the whole discharge\\nof the river the temporary dam across the gap was to be removed, and\\nthe surface level in front would fall to 8 leaving the top of bund (a)\\ndry, it being protected during the fall of the water by a covering of\\nhalved bamboos lashed together and weighted with stones. A rear bund\\nof earth (d) could then be completed and the enclosed space pumped dry.\\nThe bottom layers of puddle lining and of the main earthen dam\\ncould then be carried on inside, and at the same time the front and rear\\nbunds (a) and (5) and the stone dam raised. When the front and rear\\nbunds reached +20 and +15 two of the syphons were to be raised, fol\u00c2\u00ac\\nlowed by the other two, and their former positions made good. The\\nwhole was thus to be raised in two foot layers, the bunds (a) and (6)\\nalways 5 feet to 10 feet higher than the enclosed space, and the stone\\ndam 15 feet higher, with a comer always left open for the discharge of\\ncasual freshes. By the middle of February Maj or By ves calculated that\\nthe earth and puddle would have reached a level of 25, and the stone\\ndam would be continued across the gap and be at a level of 42. In\\nthis condition he intended to leave the work till the next season, the rear\\nbund (d) being covered with halved bamboos loaded with stone, his\\ncomputation being that the proportion of the river discharge which per\u00c2\u00ac\\ncolated through the stone dam would have a velocity of only 1^ feet\\na second, while that flowing over the top would run at about 6|- feet\\na second. A certain amount of damage would, he allowed, occur to the\\nrear slope of the stone dam, but not enough to materially endanger it.\\nSo far as Major Eyves\u00e2\u0080\u0099 observations showed the stone dam at this\\nlevel was capable of passing through its interstices the whole discharge\\nof the river from June to November for 9 days out of 10. He therefore\\nconsidered that this dam might be continued throughout the whole of the\\nworking season, and also the earth and puddle on one flank. During the\\ndry season the latter would be brought up to a umform level the whole\\nway across, and in this manner he calculated that by the fourth season the\\nwork would be brought up to the level of a saddle at +110, across which\\nall the water would then be passed, and from this point onwards the\\nptone dam in rear could be discontinued. On the completion of the main,", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0033.jp2"}, "32": {"fulltext": "12\\nHISTORY OF THE\\n[chap.\\ndam the saddle was to be built up with masonry to a level of +142, at\\nwhich it would be left as a permanent escape. He even believed that\\nthe whole work could be completed in four seasons, or in three if very\\ndry and favourable, but he thought it advisable to allow the longer\\nperiod in order to give the earth plenty of time to settle.\\nThe approximate cost Major Eyves placed roughly at the following\\nfigures:\u00e2\u0080\u0094\\nBS.\\nPrehminary works\\nDam and escape\\nCutting through watershed\\nEegulating reservoirs\\nWorks in the Suruliyar\\nDistribution works\\n11,000 j\\n8,67,000 I\\n3,12,000\\n75,000 49,000.\\n80,000 j\\n4,04,000J\\nThese figures, as well as the general proposals, are instructive as show\u00c2\u00ac\\ning in how gradual a manner a true appreciation arose not only of the\\nmagnitude of the scheme and the expense attending it, but also of the\\nspecial difficulties and uncertainties that must inevitably attach to its\\naccomplishment. But those were the days when the name of Arthur\\nCotton was fresh in the land and the Gloddvari and Kistna Irrigation\\nProjects had just been successfully established, and it was the tradition\\nof the Madras Engineers to shrink from no task, however gigantic, and\\nto make light of all obstacles.\\nThe details of the scheme described above came in for considerable\\ncriticism, although there was a general consensus of opinion as to its\\nadvisability; but it was recognised that,the available information was as\\nyet insufficient, and further investigations were committed to the charge\\nof Lieutenant Pennycuick, E.E., and, after that officer\u00e2\u0080\u0099s departure to\\nEngland on medical certificate in 1870, to the late Mr. E. Smith; and\\nduring their enquiries a certain amount of road and path-making was\\ncarried on in the neighbourhood to improve the communications against\\nthe time when they should be wanted and to accustom labourers to the\\nstrange environment. As the situation grew clearer it became evident\\nthat the expense would be much greater than had been imagined and-\\nthat it would be hazardous to attempt to control the river during con\u00c2\u00ac\\nstruction in the manner proposed by Major Eyves. Though the essen\u00c2\u00ac\\ntial features of his scheme were retained numerous modifications were\\nsuggested. These were principally of the nature of culverts under or\\nthrough the dam or tunnels round the flanks, and laboured under the", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0034.jp2"}, "33": {"fulltext": "periyIr project.\\n13\\nI.]\\ndisadvantage of enormous cost as long as the dam was of earth with a\\nvery wide base and the necessity of allowing no water to flow over\\nit was paramount. The inherent disabilities of an earthen dam more\\nthan 150 feet high were considered to have been overcome by the use\\nof the Silting process,\u00e2\u0080\u0099^ of which much was at that time expected.\\nMeanwhile two new sites^ marked 2 and 3 on the plans, were examined\\nand found to possess material advantages over No. 1, but these were\\nultimately abandoned in favour of the site marked 4, 7 miles lower\\ndown the river, which was, in many respects, superior to all the upper\\nsites. The river bed here [is 34 feet lower than No. 1 site, but, by its\\nadoption, the water can cross the watershed at the point marked B,\\nwhich is 47 feet lower than A, showing a saving of 13 feet in the height\\nto be overcome. The ground between the sites 1 and 4 is flat and\\nopen as compared with that above No. 1, so that a dam 168 feet high\\nat No. 4 stores more than double the quantity impounded by a dam\\nof 220 feet at No. 2, while the drainage area available is 305 square\\nmiles against 250. No. 4 site was therefore definitely adopted, and it\\nwas further decided that the relative levels of dam and offtake should be\\nsuch as to allow of the storage of sufl cient water to overcome aU fluctu\u00c2\u00ac\\nations in the discharge of the river, and to allow a regular equable\\nsupply to be passed, under complete control, into the Suruli valley. A\\nproject complete in all details was finally submitted by Mr. R. Smith in\\nApril 1872. His proposals included\u00e2\u0080\u0094\\n(1) A dam, 175 feet in height, to be constructed of earth by the\\nsilting process, with an escape 400 feet in length blasted out of the\\nsaddle on the right flank of the dam. The construction of the dam\\ninvolved, as a subsidiary work, the excavation of a tunnel 423 feet in\\nlength with an area of 1,064 square feet, with cuttings at each end\\naggregating in contents nearly 4J millions of cubic feet for the passage\\nof the water temporarily.\\n(2) A tunnel 7,000 feet in length under the watershed ridge, with\\ncuttings at its two ends. The sill of the cutting on the lake side was\\nto be 113 feet above the river bed, the space between this level and that\\nof the escape crest (-f 144) allowing 6,815 millions of cubic feet of water\\nto be stored. For controlling the entrance of water into the tunnel an\\nelaborate system of regulating sluices estimated to cost Rs. 71,000 was\\nprovided.\\n(3) A series of regulating sluices for passing the Periydr watex\\nround the flanks of the various anicuts on the Suruliydr.", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0035.jp2"}, "34": {"fulltext": "14\\nHISTORY OP THE [CHAP.\\n(4) Works for the distribution of water for the irrigation of\\n150,000 acres of land in the Madura and M61ur taluks.\\nThe total cost of the project was estimated at Es. 63,99,700, exclusive\\nof interest, indirect charges, and any payment to the Travancore Govern\u00c2\u00ac\\nment for the use of the water. The returns were estimated at Es. 6,94,000\\nless 10 per cent, for maintenance.\\nMr. Smith\u00e2\u0080\u0099s proposals were generally approved, but the execution of\\nthe project was opposed by General Walker, E.E., then Chief Engineer,\\nmainly on the ground that sufficient experience had not been gained\\nof the silting process to justify entire confidence in it for a work of such\\nmagnitude. He suggested certain qualified proposals, some of which\\nhad already been considered and rejected; and further consideration\\nshowed that the proj ect must be carried out in its entirety or not at all.\\nThe advisability of constructing a masonry instead of a silt dam\\nwas also mooted, and a further report was called for from Captain\\nPennycuick and Mr. Smith. Mr. E. Smith stated that he had at one\\ntime been in favour of a masonry dam and that he would have prepared\\na detailed estimate for it when maturing the Periydr scheme, had not\\nhis approximate calculations indicated that such a structure would be\\ntoo costly to recommend. He considered that to close the valley with\\na waU of first-class rubble masonry would require an outlay of 19\\nlakhs of rupees, and he assumed that such masonry would cost over\\nEs. 29 per 100 cubic feet, while his estimate for the silt dam was\\n5\u00e2\u0080\u0099226 lakhs of rupees. Of all the estimates submitted from beginning to\\nend it may be remarked that this of Mr. E. Smith\u00e2\u0080\u0099s for a masonry dam\\nwas by far the nearest to the actual cost eventually incurred. Captain\\nPennycuick reported more at length, first on the arrangements for passing\\nthe river freshes imder the dam during construction, and secondly on\\nthe substitution of masonry for earth or silt. As to the first point his\\nestimate for an area of 1,064 square feet was\u00e2\u0080\u0094\\nRS.\\nFor a tunnel v., 5,63,500\\nFor a masonry culvert 5,20,000\\nFor a cement concrete culvert 7,50,000\\nFor an area of 600 square feet his estimate was\u00e2\u0080\u0094\\nFor a tunnel 4,50,000\\nFor a masonry culvert 3,00,000\\nFor a cement concrete culvert 4,20,000", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0036.jp2"}, "35": {"fulltext": "peeiyXb pboject.\\n16\\nWithi regard to the second point Captain Pennycuiok proposed a\\ndam with section based on Molesworth\u00e2\u0080\u0099s formula and having front and\\nrear faces of solid masonry with longitudinal and cross walls of the\\nsame materials, 6 feet thick, the cells formed by these walls being filled\\nwith concrete.\\nThese arrangements and the details of construction were objected to\\nas involving risk of unequal settlement, and Captain Pennycuiok in later\\nproposals gave the objection due weight. He also reconsidered the ques\u00c2\u00ac\\ntion of allowing the freshes to pass over the dam during construction or\\nof passing them under it, and in the event of the latter arrangement\\nbeing preferred he proposed to form culverts having a waterway of\\n1,800 square feet so as to reduce the velocity of discharge. This was a\\nmatter of importance, since the highest then recorded flood represented\\na discharge of nearly 50,000 cubic feet a second, involving a velocity\\neven with this area of nearly 23 feet a second. It will be seen that\\ntwo principles were gradually being established, first that it was practi\u00c2\u00ac\\ncally impossible to prevent the occasional submersion of the dam during\\nconstruction, and second that this precluded the idea of an earthen dam\\nin any form. At that time large masonry dams were little known to\\nany but French Engineers, and the hesitation in admitting the necessity\\nfor one is easily comprehensible.\\nThe G-ovemment of Madras wished the whole matter referred to\\nthe best English opinion and with this recommendation forwarded\\nthe estimates to the Government of India. The latter, however, con\u00c2\u00ac\\nsidered that the experience of Engineers in India in the construction of\\nirrigation works must far exceed that of Engineers of any other\\ncountry in the world and they offered to appoint a committee of high\\nstanding, selected from Bengal, to which an officer of the Madras\\nPublic Works Department having complete knowledge of the locality\\nand of the details of the project might be added. This not meeting the\\nviews of the Government of Madras, the enquiry into the probable returns\\nof revenue not being completed, and the severe famine of 1876-77 at\\nthat time occupying all funds as well as all attention, the matter was\\ntemporarily put aside, but meanwhile the Revenue Department continued\\ntheir enquiries and ultimately reported that an eventual net return of\\nEs. 5,99,000 per annum might fairly be looked for.\\nNo further action of a pra,ctical nature was taken during the ensuing\\nsix years; but there was a great deal of desultory discussion, in the\\ncourse of which the arrangements gradually took a definite and less", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0037.jp2"}, "36": {"fulltext": "16\\nHISTORY OP THE\\n[chap.\\ndebatable shape, while the conviction that the substitution of masonry\\nor concrete was a necessity deepened in the minds of aU the officers who\\nconsidered the subject. Finally the whole of the papers were handed\\nover to Major Pennycnick, who was directed by an order, dated the 8th\\nMay 1882, to be relieved of other duty with a view to his under\u00c2\u00ac\\ntaking- the revision of the plans and estimates for the entire project; and\\nthis officer submitted in the same year a report, with detailed estimates\\nwhich were eventually sanctioned. Such of the proposals as relate to\\nthe head works are here reproduced in extenso, in order to mark the\\ndepartures which took place during actual construction.\\nThe height of the dam proper is to be 155 feet from the bed of the\\nriver, with a parapet 5 feet in height and 4 feet in thickness. The thick\u00c2\u00ac\\nness of the dam proper is to be 12 feet at the top and 115f feet at the\\nlowest part. It is to be constructed throughout of concrete, composed of\\n25 parts by measure of hydraulic lime (ground but not slaked), 30 of sand,\\nand 100 of broken stone.\\nThe front face is to be plastered with plaster composed of equal parts\\nof lime and sand.\\nThe lime will be ground, the stone broken and the concrete mixed by\\nmachinery driven by a turbine, the power for working which will be obtained\\nfrom the river itself.\\nThe concrete will be conveyed from the machines to the point where it\\nis required for use by a wire tramway, and rammed by machine.\\nA. temporary dam, 30 feet in maximum height, will be constructed\\nabove the site of the main dam, and a similar dam 10 feet in height below the\\nsite to enable it to be completely cleared and the foundation trenches blasted\\nout before the main dam is begun. These dams will be constructed of\\nmaterial similar to that of the main dam.\\nIn order to provide for the passage of river water during construction,\\ntwo culverts with an area of 96 square feet each will be cut through the\\nrock on the left bank of tbe river; they will be closed by an equilibrium\\nshutter with gearing so designed that the velocity through the culvert can\\nnever exceed 20 feet per second, but that subject to this limit the gate shall\\nopen or close 3 feet for every foot of rise or fall in the level of the water\\nabove the dam.\\nOn tbe right bank will be a similar culvert with one-fourth of the area\\nfor supplying the turbine which drives the hianufacturing machinery. The\\ngearing of the shutters of this culvert will be so arranged that, under\\nordinary circumstances, it will pass only the amount of water required for\\nthe turbine, but that on emergency it may be made to pass any quantity", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0038.jp2"}, "37": {"fulltext": "PERIYAE PROJECT.\\n17\\nI.]\\nnp to a maximum of 960 cubic feet a second, giving a maximum velocity\\nof 20 feet per second.\\n\u00e2\u0080\u009cThe two culverts will thus pass if necessary 4,800 cubic feet a second,\\nand so long as the discharge of the river does not exceed this amount (that\\nis, for 19 days out of 20), the water level above the dam may be maintained\\nat any desired level, from which it will not vary by more than 2 feet at\\nthe most.\\nFor the formation of escapes two saddles, one on each bank, will be\\nutilised. That on the right bank has solid rock at a minimum level of\\n154 and will be cut down for a length of 420 feet to a level of 144.\\nOn the left bank the solid rock is at a level of 104, and the saddle will\\nbe built across with material similar to that of the main dam to the same\\nlevel 144) as that of the right bank escape. The wall thus formed will\\nhave a length on its crest of 403 feet and a further length of 97 feet,\\nmaking 500 feet in all, wiU be obtained by cutting away the rock at its two\\nends. The two escapes will thus have an aggregate length of 920 feet.\\nAt a distance of 60 feet from the escape wall on the left bank wiU be built\\na second wall 10 feet in height, with its crest 30 feet below that of the first\\nwall, to form a water cushion.\\nIn the valley of the Muliapanjan (a tributary of the Periyar on the\\nright bank) a cutting will be started at 113, running northwards, 21\\nfeet broad with a fall of 1 in 440. When the depth of the cutting (in rock)\\nreaches 30 feet, which will be at a distance of 5,400 feet from its starting\\npoint, it will be replaced by a tunnel with an area of 80 square feet and a\\nfall of 1 in 75. At its lower end the tunnel will communicate with the bed\\nof the small stream, up whose valley the Gudalur Ghaut Eoad now runs, by\\na cutting similar to that at its southern end. The length of this cutting\\nwill be 160 feet and of the tunnel 6,650 feet.\\nAt the entrance of the tunnel will be placed an equilibrium sluice\\nsimilar in principle to that used for the escape culverts under the main dam,\\nby which the discharge can either be regulated at pleasure or maintained\\nautomatically at any fixed amount.\\nThe existing Gudalur Ghaut Eoad on the main line of communication\\nbetween Madras and Travancore passes close to the mouth of the tunnel,\\nabout 8 miles from the site of the dam. From this point a road will be\\nconstructed to the dam for the conveyance of materials, stores, c. fraction\\nengines will be used for the purpose, as the nature of the ground admits of\\na remarkably favourable trace, there being no gradient against the traffic of\\nmore than 1 in 600, while fuel is cheap and animal power exceedingly dear.\\nFor the conveyance of lime, grain and all materials which can be carried\\nin small parcels up the ghaut a wire tramway will be used, the ghaut road\\nbeing only used for articles too heavy to be carried in this manner.\\nc", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0039.jp2"}, "38": {"fulltext": "18\\nHISTOBY OP THB\\n[chap.\\n\u00e2\u0080\u009cThe working season in the Periydr valley is from the burst of the\\nSouth-West Monsoon in June to the end of February, and as the few days of\\nJune which will be available for work will usually be absorbed in the collec\u00c2\u00ac\\ntion of labour and preliminary arrangements for the season\u00e2\u0080\u0099s work, the net\\nworking time is taken at 8 months of 25 days each or 200 days in all. The\\nhead works are estimated to take five seasons in construction, besides one\\nof preliminary work which will be taken up by the construction of the road\\nand laying out of the buildings, clearing of ground, and similar matters.\\nThe cuttings of the escape culverts and the erection of macliinery will be\\ntaken in hand immediately on the opening of the following season, and\\nduring August and September when the discharge of the river is small the\\ntemporary dams will be built. By October of this season it is expected that\\nthe actual construction of the main dam will be begun.\\n\u00e2\u0080\u009cThe surveys show clearly enough that there is no site above that chosen\\nwhich can in any way be compared to it, it is also known that there is no\\ndepression in the watershed ridge lower than that at the Gtidalur Ghaut\\nhead, while the fall of the river below the site is exceedingly rapid (25 feet\\nper mile) and it turns away in a north-westerly direction, thus diverging\\nfrom the watershed ridge. The rock, both in the river bed and on the\\nwatershed ridge, is a hard sienite, free from fissures, and suitable both ag\\na foundation for the dam and a material for its construction.\\n\u00e2\u0080\u009cThe levels of escape crest and cutting sill are the same as those\\nprovided in Mr. Smith\u00e2\u0080\u0099s project, which are the most suitable taking aU\\npoints into consideration, whether the dam be of earth or masonry. In\\norder to store the same amount of water between the sill of the cutting and\\nthe crest of the escape the relative levels would have to be\u00e2\u0080\u0094\\nCutting Bill.\\nEscape.\\nTop of dam.\\nCost.\\ntAXHS.\\n0\\n116\\n130\\n3838\\n26\\n116\\n131\\n36-94\\n60\\n120\\n136\\n32-13\\n76\\n127\\n141\\n29-14\\n100\\n137\\n160\\n27-85\\n110\\n142\\n164\\n27-60\\n120\\n148\\n169\\n27-76\\n130\\n166\\n166\\n28-34\\nThere is very little variation in the total cost between the 100 and 120\\nlevels; the level chosen is, on the whole, the most economical, and has the\\nadditional advantage that it gives a length of tunnel and a content of dam", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0040.jp2"}, "39": {"fulltext": "fERlYAR PROJECT.\\n19\\nI.]\\nwhich can conveniently he execnted in the same time without the use of\\nshafts for the former.\\nMost modern dams of any magnitude have been built of uncoursed\\nrubble masonry. Concrete is nothing more than uncoursed rubble reduced\\nto its simplest form as regards resistance to crushing or to percolation the\\nvalue of the two materials is identical, unless it be considered as a point in\\nfavour of concrete that it must be solid, while rubble may, if the super\u00c2\u00ac\\nvision be defective, contain void spaces not filled with mortar. The selection\\nbetween the two depends entirely on their relative cost. In many cases,\\nprobably in the majority, the cost of preparing the stone and of mixing and\\nlaying the concrete exceeds that of building the rubble, the quantities of\\nmaterials in both being practically identical. At the Periyar, however,\\nskilled labour is abnormally expensive and difiicult to procure in large\\nquantities, while the facilities for the use of labour-saving machinery, which\\ncan be largely used in the manufacture of concrete, are unusually great.\\nOn this ground after full discussion it has been decided to adopt the latter\\nmaterial.\\nThe analysis of the lime to be used shows a great similarity to the well-\\nknown Theil lime employed on all the large dams near 8t. Etienne and\\non the Suez and Port Said harbour works. A limit of crushing resistance\\nequal to that allowed in the French dams may be accepted. The principle\\non which the pressures on the rear slope are calculated forms the subject\\nof a separate note; calculated on this principle the Ban dam has a maxi\u00c2\u00ac\\nmum pressure of 17,985 lb. on the square foot, and the La Terrasse\\n19,783 lb. I have not been able to obtain a section of the Furens dam\\nin sufB-cient detail to enable the pressure to be accurately calculated, but it\\nis about the same as in the Ban, or about 18,000 lb. on the square foot. The\\nsection designed by Eankine in his memorandum in connection with the\\nBombay water works would have a maximum pressure of 22,058 lb. It is\\nconsidered therefore that the limit of 18,000 lb. may safely be adopted, and\\nthe section has been designed to fulfil the following conditions\\n(1) That the lines of pressure shall always fall within the middle\\nthird of the dam.\\n(2) That the pressure on neither face shall exceed 18,000 lb. on the\\nsquare foot.\\n\u00e2\u0080\u009cWith the reservoir entirely empty, there will be a trifling excess of\\npressure on the front face, but this case will not occur in practice, as the\\nwater level will never fall below 113 feet above the river bed, and the con\u00c2\u00ac\\nditions would be fulfilled even were it 28 feet lower than this. During\\nconstruction the water level will be raised to +90 or 100 before the\\ntipper 80 feet of the dam is built.", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0041.jp2"}, "40": {"fulltext": "20\\nHISTORY OF THE\\n[CHAF.\\nThe quantities have been estimated on the supposition that every\\nhundred cubic feet of concrete -will require 60 cubic feet of solid stone plus\\n10 per cent for wastage, 25 cubic feet of unslaked lime and 30 cubic feet\\nof saud. The two latter materials will make 45 cubic feet of mortar, so\\nthat the allowances are rather in excess of what will be wanted in practice.\\nSurki is not required, the lime being naturally hydraulic. Excellent sand\\nis procurable from the bed of the river.\u00e2\u0080\u009d\\nThen follows a detailed description of the machinery with which\\nCaptain Pennycuick proposed to break the stone, prepare mortar, mix\\nconcrete, convey it to the workspot, and ram it. Such of this niachi-\\nnery as was eventually used will be treated separately. As to the\\nmotive power his report is as follows\\nThe circumstances so obviously enjoin the use of water-power that a\\ndiscussion upon the point seems unnecessary, but it may be worth while to\\nstate briefly the relative cost of water and steam for the 200 H.P. required\\nat the dam site. The cost of the former is\u00e2\u0080\u0094\\nTurbine, shafting, c.\\nr.Repairs and maintenance\\nLabour\\nCulverts and regulating gear\\nRS.\\n15,000\\n6,000\\n3,000\\n14,000\\n38,000\\nLess the stone used in the installation, otherwise available\\nfor the dam 8,700\\nor Es. 146^ per horse power.\\nEor steam the cost would be\u00e2\u0080\u0094\\nOne 20 H.P. portable engine\\nRepairs and maintenance\\nBeltiug, c.\\nFuel, lubrication, and water\\nAttendance\\n29,300\\nRs.\\n7.500\\n2.500\\n.1,500\\n6.500\\n2,000\\nor Es. 567 per horse power.\\nTotal per 30 net H.P. 20,000\\nA single fixed engine would be rather more economical as to first cost,\\nfuel, and attendance, but the cost of setting and foundations would be very\\ngreat, and for many reasons if steam were used at all it would be in the\\nform of a number of portable engines. The difference between the cost of\\nsteam and that of water would thus be not less than Es. 94,000, while the", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0042.jp2"}, "41": {"fulltext": "I.]\\npeeiyIk project.\\n21\\nlatter has the additional advantage of being capable of increase fully 30\\nper cent, if required, at a merely nominal expense.\\nThe length of the right bank escape is fixed by the quantity of stone\\nrequired for the dam. The total required is 3,600,000 cubic feet, of which\\n1,400,000 are brought from the watershed cuttings, the cost of conveyance\\nbeing less than quarrying afresh. About 600,000 cubic feet is available\\nfrom the temporary escape cuttings, from the foundation trenches, the left\\nbank escape, and from boulders and loose rock removed in clearing the\\nground, leaving a balance of 1,600,000 cubic feet to be obtained from the\\nright bank escape. The length required to give this quantity is about 420\\nfeet, making with the escape on the left bank a total of 920 feet.\\nTaking the total at 900 feet and the discharge from the highest recorded\\nflood (a very remarkable flood indeed) it is calculated that the water level\\nwould be raised to +153T5. The level of +155 has, therefore, been taken\\nas the maximum for which the dimensions of the dam are calculated.\\nMethod of disposing of\\nwater during construction.\\nThe method of disposing of the water of the river during construction\\nhas been the subject of much discussion, and\\nas there has been some misunderstanding as to\\nthe objects to be attained by the temporary\\nescapes, it seems desirable to consider somewhat at length what these\\nobjects really are.\\n\u00e2\u0080\u009cIn an earthen dam it is essential that under no circumstances whatever\\nshall a drop of water ever pass over the top of the dam, and, given the\\ndischarge of the river and the rate at which the work can proceed, the area\\nof escape necessary is a matter of direct calculation.\\nIn the case of a masonry dam, however, the conditions are entirely\\ndifferent; it is necessary that the water should be diverted so as to allow\\nthe bed to be laid bare and the foundations properly put in but for this,\\nwhich can, if required, be done at a dry time, a very small area of escape\\nculvert is required, and once the foundations are fairly in, there is no\\nnecessity for diverting the river at all. It is only necessary to screen off the\\nparticular portion of the dam which happens to be still unset, and the water\\nmay be allowed to pass freely over the remainder. As a fact, many dams,\\nboth in Europe and in India, have been constructed in this manner,\\nThe passing of the water under rather than over the dam is purely a\\nmatter of convenience and economy\u00e2\u0080\u0094convenience as avoiding too frequent\\ninterruptions, and economy because it may very well be that the constant\\nshifting of frames and protective apparatus will actually cost more than an\\nescape culvert of moderate size.\\nIt is obvious then that no comparison of the areas of culvert required\\nfor a masonry dam and for one of earth has any value; for the latter we", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0043.jp2"}, "42": {"fulltext": "22\\nHiSTORt OP THE\\nmust spend whatever sum may be necessary to prevent all chance of its\\nbeing submerged, for the latter it would be folly to spend a couple of lakhs\\nof rupees to prevent a submersion which may possibly cost a thousand.\\n\u00e2\u0080\u009cIt is evidently impossible to fix with anything approaching mathe\u00c2\u00ac\\nmatical precision what is the particular area of escape culvert which will give\\nthe right degree of protection without undue expense; the principle on which\\nthe dimensions actually proposed have been arrived at is that the culverts\\nshould be capable of passing without submersion of the work, all discharges\\nof which we have records in any months except July and November, that is,\\nthat the possible interruptions should be confined to those two months, and\\nthat the velocity through the culverts shall not exceed 20 feet per second.\\nThe area of culvert necessary to fulfil these conditions depends upon the\\namount of storage available between the top of the temporary dam and the\\nlevel at which the water is maintained during ordinary times, as it is the\\ndifference between this amount and the maximum discharge of the river\\nduring any given period which the culverts must pass.\\nWith a given level of temporary dam, we can, by lowering the normal\\nwater level, reduce the area of the escape culverts; but at the same time we\\nreduce the head available for working the turbines and increase the cost of\\nthe latter, or vice versd.\\nOn the other hand, by raising the temporary dam, we can save on the\\nturbines or escape culverts or on both. By lowering it we reverse the\\nprocess.\\n\u00e2\u0080\u009cThe following table shows approximately (allowing for the value of\\nstone) the cost of the temporary dams, escape culverts and turbines for\\nvarious levels\\nHeight of temporary dam.\\n20\\n25\\n1 30\\n35\\n40\\na\\nfio\\nRS.\\n64,000\\nRS.\\n67,000\\nRS.\\n69,000\\nRS.\\n71,000\\nRS.\\n75,000\\n15\\n51,000\\n53,000\\n55,000\\n57,000\\n61,000\\nS g\\no\\n20\\n49,000\\n51,000\\n54,000\\n57,090\\nI d\\n25\\n48,000\\n50,000\\n53,000\\nii\\n30\\n50,000\\n53,000\\n^35\\n53,000\\nThere is very little difference in cost among the levels from 20 feet\\nto 40 feet; those chosen, 30 feet and 25 feet are preferred not so much as\\nbeing the most economical, as because they are, on the whole, the most\\nconvenient for practical working.", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0044.jp2"}, "43": {"fulltext": "I.]\\nperiyIb project.\\n23\\nIn order to pass all discharges of which we have records, with these\\nlevels, the total area required is about 230 square feetj the area provided\\nis 240.\\n\u00e2\u0080\u009cWith the limiting velocity of 20 feet per second these culverts will\\ndischarge 4,800 cubic feet per second; in the three years of which we have\\nrecords, there were altogether 30 occasions, of which 16 were in November\\nand 6 in July, on which the discharge of the river exceeded this amount;\\non 16 of these occasions the discharge lasted only for a few hours, and\\nwould not seriously raise the water level above the dam; the effect of the\\nremainder is shown in detail elsewhere.\\nIt will be there seen that, with the area of culvert adopted, there were\\naltogether three occasions, extending over six days, on which the work\\nwould be topped during the first season, four during the second, two during\\nthe third, and one during the fourth.\\nDuring the fifth season no fiood that has ever occurred could top the\\nwork, because in that season the saddle on the left bank will be available\\nfor the discharge of surplus; and in the fourth season none except the\\ngreat fiood of November 1869.\\nAssuming that the three seasons of which we have records represent a\\nfair average, we may expect to be interrupted three times during November\\nof the first season, twice during the second, and possibly once or twice\\nduring the third, with a remote chance of an interruption in the fourth.\\nIt will also be seen that an increase in the area of culvert from 240 to\\n400 square feet would only save five out of the total of ten interruptions\\nentered, while a reduction to 200 feet would increase the number to 15.\\nTo prevent such a fiood as that of November 1869 from passing over the\\nwork even during the third season would require an area of 2,700 square\\nfeet, the cost of which would be out of all proportion to any possible damage\\nthat could occur from the submersion of the work for a few hours.\\nOn the whole the area chosen appears to form the most reasonable\\ncompromise between undue risk of inconvenience and loss by the interruption\\nof work and undue expenditure on insurance against such risk.\\nIt is obvious that, in order to limit the velocity through the culvert, we\\nmust either have the means of completely controlling the entrance of water\\nthereto, or make its area so great as to limit the rise to the extent necessary\\nfor generating that velocity.\\nIn Mr. Smith\u00e2\u0080\u0099s design the tunnel mouth was uncontrolled, and with the\\narea given of 1,064 square feet a velocity of 45 feet per second would be\\ngenerated during a fiood such as that of November 1869. To keep down\\nto the lower limit of 20 feet here proposed, an area of some 6,000 square\\nfeet would be necessary.", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0045.jp2"}, "44": {"fulltext": "24\\nHISTORY OP THE\\n[chap.\\nIt is to meet this difficulty that the equilibrium shutters shown on sheets\\n10 and 11 have been designed. The pressure of the water is taken entirely\\nhy the ties connecting the shutters which are adjusted so as not quite to touch\\nthe faces of the irames against which they work; there is thus no friction,\\nand only the weight of the shutter has to he moved.\\n\u00e2\u0080\u009cIn order to reduce this weight, four wrought-ironpipes 30 inches in\\ndiameter and J of an inch thick are introduced, the buoyancy of which is\\nvery nearly enough to cause the whole gate to float; the actual downward\\ntendency is about 400 pounds and this is all that has to be moved in order\\nto open the gate.\\nThere is nothing, in the whole construction, different in kind from the\\nwork in an ordinary steam boiler and there is no more difficulty in making\\nthe whole apparatus water-tight under a pressure of 60 lb. on the square\\ninch than in making a locomotive boiler steam-tight under double that\\npressure but in order to provide against any leakage into the pipes (which\\nwould increase the weight to be moved) screw plugs are provided, which\\nmay be removed from time to time, the gates being let down for the purpose,\\nand any water that may have leaked in may then be pumped out.\\nThe tension on the tie rods is 5,303 lbs. per square inch under 150 feet\\nof water.\\nThe shutters will be adjusted so as to have a clearance of ^of an inch\\nbetween themselves and the frames at the culvert mouth, and to prevent\\nleakage through this space when the work is completed, the frames shown\\nin detail on sheet 11 will be introduced. By means of these frames a strip\\nof vulcanised India rubber will be screwed tightly over the opening, and the\\npassage of water completely prevented.\\nAn incidental advantage of this form of gate is that it may be used to\\nallow the passage of water into the river below the dam, if at any time such\\npassage should become necessary, either in order that the water may be\\nused there, or that the lake may be emptied.\\nThe entrance to the culvert up to 20 feet from the face of the main dam\\nis formed by tunnelling through the solid rock, as\\nit is thought that there will be less chance of\\npercolation through the rock than through the concrete if an open cutting\\nwas made and arched over; the cost is about the same.\\n\u00e2\u0080\u009cIt is for this portion only that the velocity of 20 feet per second is\\nadopted for the remainder of the length the total area is 412 square feet,\\nand the velocity is 9\u00e2\u0080\u009832 feet per second.\\nThis latter portion is simply an open cutting 16 feet wide covered by an\\narch with a radius of 20 feet (forming an arc of 53\u00c2\u00b0) and a depth at_the\\nside of 6 feet.\\nConstruction of culvert.", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0046.jp2"}, "45": {"fulltext": "PERIYAR PROJECT.\\n25\\nThe support is removed from under the dam where the culvert comes\\nin, and the pressure on the material has to he\\n\u00e2\u0080\u009cThe width of the cuttings is 16 feet and the\\nextra pressure may he considered to he distributed over a similar distance\\non each side and over half the depth of the arch at the abutments; in\\nother words, the pressure due to 48 feet has to be borne by 38, and the\\nmaximum pressure will be f| X 12,741 16,094 pounds on the square\\nfoot, the limit allowable being 18,000 lb.\\nThe peculiar form adopted for the entrance tunnels is rendered neces*\\nsary by the steepness of the rock on this side which prevents the use of\\nthe simpler and cheaper form adopted on the right bank,\\nThe excavation of the mouth of each culvert will be made a little in\\nexcess of the standard dimensions so as to allow\\nFitting of frames.\\nof the easy fitting of the iron face frames; the\\ngates will be lowered into position and the frames set up at the right\\ndistance from them, the space between the latter and the rock being\\nthen packed in with fine mortar of lime ar d sand in equal quantities.\\nThe gearing for working the gates is shown\\nGearing for shutters. 6 b 6 6\\nin Plate III.\\n\u00e2\u0080\u009cThe gate is carried at one end of a beam 30 feet in length working\\non a pivot at the other end.\\nAttached to a point 10 feet from the pivot end is a chain connected to a\\nbuoy of sufficient floating powder to lift the gate. The length of this chain\\nis adjustable at pleasure so as to give the opening necessary to pass the\\nnormal discharge of the river at any level at which it may be desired to\\nretain the water surface an increased discharge raises the water level and\\nincreases the opening; a diminished discharge has the opposite efifect.\\nIt is necessary to prevent the gate from rising to a height sufficient to\\ngener.ate a velocity exceeding 20 feet per second, w^hatever be the head on\\nthe front face.\\nThe buoy A carries a light chain coiled round a drum B fixed to the\\nbottom of the cutting; connected with the drum B is a drum 0 with a\\ndiameter 3/20th that of B, round which is coiled a chain passing over the\\npulley D and attached to the axle and rollers E as the water rises, the\\nrollers are drawn along by the chain between the beam EG and the\\nlifting lever, and the travel of the latter is limited by the position of the\\nrollers; as the water falls the rollers are drawn back by the weight H.\\nD", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0047.jp2"}, "46": {"fulltext": "HISTOEY OF THE\\n[chap.\\n26\\n\u00e2\u0080\u009cThe inclination and position of the beam FG is found by calculation\\nand is such that the maximum possible lift of the gate for any water level is\\n32\\n^-^being the difference between the water levels above and below the\\ndam; with a velocity equal to 5\\\\/h. the discharge will therefore be 1,920\\ncubic feet per second for each culvert.\\nThis is the maximum discharge possible below this limit the discharge\\nis regulated entirely by the level of the lake, the main lifting buoy is of\\ncourse submerged when the regulating gear comes into play.\\n\u00e2\u0080\u009cThe form given to the guiding beam F G gives correct results for\\ndepths 30 feet, 50 feet, 90 feet, and 130 feet; for intermediate levels the\\nresults are not quite accurate as the face should have a slight curve instead\\nof being a straight line, but the error nowhere amounts to more than 3\\nper cent.\\nIf a greater velocity than 20 feet per second be considered permissible,\\nthe inclination of the beam FG can be altered accordingly; but it would\\nbe unadvisable to make any reduction in the area of the sluices, as the head\\nnecessary to give this velocity is nearly as much as it is convenient to allow\\nduring the early part of the work; the extra velocity should be used to give\\nadditional discharge and reduce the risk of submersion.\\n\u00e2\u0080\u009cThe following mode of construction will be adopted for the portion of\\nthe temporary dam which is within the ordinary\\nTemporary dam. -v^ater spread of the river. Cases 18 feet by 5 feet\\nby 10 feet internal dimensions will be sunk in the bed of the river\\nat intervals of 15 feet from centre to centre, and kept in position by\\niron rods jumped into the rock at their four corners; they will be made\\nas water-tight as possible and the interior will be pumped dry and\\nthe lower part of each buttress and of the wall attached to it constructed\\ninside them, the full height being completed in the ordinary way. A\\ngroove 6 inches broad and 1 foot deep will be left in each side of each buttress\\nat 6 feet from the front face; there will then be a series of 18 piers 5\\nfeet wide with openings 10 feet wide between them, extending across the\\nriver bed. Nine of these openings will be closed by shutters 10 feet high\\nlet down in front of the buttresses and in the grooves in their sides, and the\\nspaces thus enclosed built up to 5 feet; the shutters will then be removed\\nand the other nine openings built up in the same way to 10 feet; then\\nthe first 9 to 15 feet and so on, until the whole stream is carried by the\\nescape culverts.\\nThe discharge of the river during August and September rarely exceeds\\n12,000 cubic feet per second, which the 90 feet of opening always left will\\npass with a depth of about 3 feet, so that work will not be liable to much\\ninterruption.", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0048.jp2"}, "47": {"fulltext": "PERIYAR PROJECT.\\n27\\nI.]\\nThe lower dam will not be begun till the upper one is finished, and\\nbeing constructed in practically still water will be an easy job.\\nWhen the lower dam is completed, the space between the two dams\\nwill be puftiped dry, and the foundations of the main dam put in.\\n\u00e2\u0080\u009cThe watershed cutting is a work of an ordinary description, and\\nrequires no special notice if the slope of the\\nWatershed cutting.\\ncutting and tunnel were the same, the latter\\nshould begin when the former reached the depth at which the cost per\\nfoot of advance was the same for both, which, with the dimensions and\\nprices here adopted, would be 27 feet; but as the slope of the tunnel is\\ngreater than that of the cutting, the total length is diminished by reducing\\nthe proportion of the former, and it is economical to extend the cutting a\\nHttle further, and the proper depth for the change becomes 30 feet as\\nadopted.\\nThe nominal area of the tunnel is 80 square feet, but to provide\\nagainst slight irregularities in the excavation an\\nWatershed tunnel. square feet has been provided for. A\\nheading of 42 square feet will be first excavated, and afterwards enlarged\\nto the full area.\\nIt would be inconvenient to work for any distance from the upper end\\nof a tunnel with a slope of one in seventy-five, and only 350 feet of the\\nwhole length of 6,650 feet will be thus done, the remainder or 900 days\u00e2\u0080\u0099\\nwork at 7 feet per day being done from the lower end.\\nThe boring for the heading for this 6,300 feet wiU be done by machines\\ndriven by compressed air; it could be done somewhat cheaper by hand, but\\nin this case we could not reckon on an advance of more than 2^ feet and\\n3 feet per day, and two shafts would be necessary, the cost of which would\\nmore than cover any saving in boring.\\n\u00e2\u0080\u009cFour driUs will be employed, and there is no doubt that the advance of\\n7 feet per day, or 74 cubic feet for each drill, can easily be obtained. At\\nthe St. Gothard the advance with six drills was from 10 feet to 12 feet on a\\nheading with an area of 67 square feet, or from 112 to 134 cubic feet per\\ndiem for each drill. The estimates of the daily work of the drills are very\\nmoderate as compared with actual experience both in Europe and America.\\nThe boring for the enlargement of the principal tunnel and for the\\nwhole of that portion which is executed from the upper end will be done by\\nhand. The heading will be kept only so far in advance of the enlargement\\nas to prevent the workmen from interfering with one another, as the firing\\nof the charges for both will be done at the same time.\\n\u00e2\u0080\u009cArtificial ventilation will probably be required after the first\\n3,000 feet, and provision has been made for the exhaustion of 6,000 cubic", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0049.jp2"}, "48": {"fulltext": "28\\nHISTORY OF THE\\n[chap.\\nfeet of air per minute. The amount of dynamite exploded daily will be\\nabout 58 lb., the gases generated by which will occupy about 20,000 cubic\\nfeet or about 1/300 part of the fresh supply in 16 hours. About 2,000 cubic\\nfeet of air per day will also be supplied by the drilling machines. At the\\nSt. Gothard, where the consumption of djnamite was about 600 lb. per day,\\nthe drilling machines supplied 5,000,000 cubic feet of air per day, and the\\nexhausters extracted 16,000 per minute.\\n\u00e2\u0080\u009cAbout 40 horse power for 14 hours will be wanted for working the\\ncompressors, and 25 horse power for ten hours for driving the ghaut wire\\ntramway. It is proposed to obtain this power from the Muliapanjan, the\\n^stream up whose valley the Gudalur Ghaut runs. By a turbine placed\\nnear the mouth of the tunnel, we can easily get a/head of 60 feet, so that\\nthe quantity of water required will be 8 cubic feet per second.\\nThis stream receives the drainage of a portion of the stream of the same\\nname on the Travancore side of the watershed, which has been diverted\\ninto it by a dam at the point shown on the general survey, and certainly\\nsupplies more than the quantity required for six months of the season.\\nDuring Jannary and February it may fall short and will be supplemented\\nby steam po ver, for which provision has been made in the estimate.\\n\u00e2\u0080\u009cThe average discharge of the stream during the whole season is con\u00c2\u00ac\\nsiderably more than 8 cubic feet per second and if a site could be found\\nwhere some 30,000,000 of cubic feet could be stored at a rate not exceeding\\none rupee for 4,000 cubic feet, this would be more economical than to use\\nsteam, but the possibility is doubted.\\n\u00e2\u0080\u009cIt is not impossible that it may be found worth while to convey the\\nwhole of the power required for working the drills and ghaut tramway by\\nmeans of electricity from the Periyar, where the extra power required can be\\nprovided at a small cost; but the information at present available as to the\\nreal cost of the electrical transmission of power is so vague that no reliance\\ncan be placed upon it.\\nThe entry of water to the tunnel will be controlled by the gates shown\\non sheet No. 16, these gates are similar in principle to those already\\ndescribed for the escape culverts. They have an aggregate area of 120\\nsquare feet, that of the main tunnel being only 80. The reason of this is\\nthat if, as is not unhkel}\u00e2\u0080\u0099\u00e2\u0080\u0099, the water supply is found greater than is now\\nanticipated, the main tunnel can be enlarged at small expense, but it would\\nbe awkward and inconvenient to enlarge the gates and entrance tunnels,\\nwhich would necessitate not only sacrificing the original gates and frames,\\nbut also lowering the lake so as to leave the sill of the cutting exposed,\\nwhich could not be done without opening the escape culverts under the dam.", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0050.jp2"}, "49": {"fulltext": "I.]\\nPERIYAR PROJECT.\\n29\\nThe transport of materials is a very important item in the cost of the\\nTransport of materials.\\nwork some 80 tons of limestone and the stores\\nVarious methods con\u00c2\u00ac\\nsidered.\\nand food for the whole working party having to be\\ntransported daily from the lime quarries to the watershed up a ghaut\\n1,200 feet in height, and some 45 tons of lime and stores, besides 1,500\\ncubic feet of stone weighing upwards of 100 tons from the watershed to the\\nsite of the dam.\\nEstimates have been made with considerable care for all sorts of means\\nof transport, including railway worked by locomo\u00c2\u00ac\\ntives and by wire rope, tramways, ordinary road\\nworked both by steam and by cattle, and water\\ntransport; and it is found that, on the whole, the most satisfactory\\narrangements are those now to be explained.\\nThe main line of road from Madras to Travancore, of which the Guda-\\nlur Ghaut forms a part, crosses the watershed close to the site of the\\nproposed works, and then diverges to the west from the valley leading\\nto the site of the dam, and cannot be used for transport beyond the\\nwatershed.\\nThe lime quarries are situated at from 3 to 4 miles from the foot of the\\nghaut, and the quantity of stone to be carried\\nfoot of about 80 tons; this can be carried from\\nthe quarries to the foot of the ghaut by a single\\ntraction engine making five trips daily.\\nThe use of traction engines on the ghaut is objectionable on account\\nof the great waste of power in working on a steep\\ngradient and the awkward turns and zigzags which\\noccur in several places the engines returning\\nwith the empty trucks could not run at their full speed of 8 miles an\\nhour, as they can on more level ground, and 4 miles an hour woiild probably\\nbe as much as would be safe. Although the ghaut is only 4 miles in length\\nit is probable that three trips daily would be as much as the engines could\\ndo. The total weight to be carried daily including a small allowance for\\ngeneral stores is about 200,000 lb.; and as the engines intended to be\\nemployed, which on a level will take 60,000 lb. (exclusive of trucks) with\\nease, would not take more than 16 or 17,000 on an incline of 1 in 16, four\\nsuch engines would be necessary. The first cost of engines and wagons\\nwould be Rs. 42,000, repairs and maintenance Es. 14,000 and working\\nexpenses Rs. 40,000 to which must be added Rs. 8,000 for the improve\u00c2\u00ac\\nment of some of the worst turns in the road, and Rs. 10,000 (at Rs. 500\\nper mile for five years) for maintenance, as the allowance made by the\\nLocal Fund Board will certainly not keep the road in a condition to allow\\nsteam to be used economically.\\nTraction engines from\\nlime quarries to\\nghaut.\\nObjections to their use\\non ghaut.", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0051.jp2"}, "50": {"fulltext": "so\\nHISTORY OF THE\\n[chap.\\n\u00e2\u0080\u009cThe total cost of transport for this section would thus be about\\nHs. 1,14,000, a sum probably not much less than the cost of transport by\\nordinary carts, though there might be a difficulty in getting the latter in\\nsufficient numbers.-\\nIt is therefore proposed to use a wire tramway which, for such a position,\\npossesses immense advantages. It can be worked\\ntramway!^^^^ gradient of 1 in 4 and can be laid\\nBO as to avoid all the zigzags necessary in a road,\\nand thus effect a great saving in distance, while there is absolutely no waste\\nof pow^er caused by the incline, the difference between the power required\\nto work a given length on a level and the same length on any gradient\\nbeing simply that required to lift the net paying load the vertical height\\nbetween the top and bottom of the line.\\nTo show how great this waste is on an ordinary road, the 200,000 lb.\\nof goods here in question would be carried over a level line of 4 miles in\\nlength with the greatest ease by a single light engine indicating 25 horse\\npower, whereas for the same distance on an incline of 1 in 16, four engines\\nof 40 horse power are required, showing an extra work of 135 horse power\\ndue to the incline alone, the actual difference in useful work being only\\n200,000 horse power for 10 hours, and this latter\\n16 33,000 X 600\\nquantity with an addition of 25 j)er cent, for friction is all that has to be\\nprovided in a wire tramway on account of the rise.\\nThe length of the existing ghaut is a few feet over 4 miles; the distance\\nfrom top to bottom as the crow flies is 10,400 feet; the length of tramway\\nprovided is 12,000 feet, which is rather more than will be required as it can\\nbe laid very nearly in a straight line. The first cost of the tramway will\\nbe E.S. 30,000; carriage, erection, maintenance and working Es. 26,000,\\nwhile the power required will be about 30 horse power. This, as already\\nexplained, will be provided by the same turbine as works the air compressors\\nfor the watershed tunnel, and the share of its cost debitable to the ghaut will\\nbe Es. 4,000 making a total cost of Es. 60,000 for the transport over this\\nsection.\\nFor articles too heavy to be carried by the wire tramway (or exceed\u00c2\u00ac\\ning about 3 cwt.) the existing ghaut road will be\\nGhaut to be used for j j.-,\\nheavy articles. used, but the movement ot such articles will be\\nalmost entirely confined to a few days at the\\nbeginning and end of each season.\\nSome saving in transport would be effected by burning the lime at the\\nquarries instead of at the watershed as proposed, but it is considered that\\nthis is of less importance than the improvement in supervision effected by\\nhaving the kilns above the ghaut where they will be under the eye of one\\nof the officers employed on the work.", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0052.jp2"}, "51": {"fulltext": "i-i\\nPEEIYi.R project.\\n31\\nRoad.\\nFrom the head of the ghaut to the site of the dam the superior economy\\nHead of ghaut to river. tramway is less decided as there is less\\nroom for saving either in distance or cost of work\u00c2\u00ac\\ning and as some means of transport capable of conveying heavy weights\\nmust be constructed, the saving in the every day work by the use of the\\ntramway does not justify its construction in addition to such other means.\\nThese other means are water, railway and road.\\n\u00e2\u0080\u009cThe first of these is undoubtedly the cheapest in every way as by a\\nseries of dams in the Muliapanjan and Kythery\\nAVtttor transport*\\nvalleys, it could be obtained at a cost less than\\nthat of a road, while as regards working expenses it would be decidedly\\ncheaper but it would be impossible to use it without interfering with the\\nwork in the southern cutting, and the idea has had, though reluctantly,\\nto be abandoned.\\nA light railway would cost in working about Es. 40,000 less than the\\nsum estimated for the road, but it would cost in\\nRailway. _\\nconstruction and maintenance Rs. 60,000 more\\nand would probably be more liable to injury from accidental causes.\\nIn Mr. Smith\u00e2\u0080\u0099s original designs it was proposed to keep the road above\\nthe maximum water-level of the lake, involving a\\nlength of more than 19 miles from the head of the\\nghaut to the dam, but this is quite unnecessary, all that is wanted being\\nthat the road shall not be liable to submersion as long as it is required\\nfor use. After the completion of the work it will be useless and even\\nbefore that time a portion of it will have been superseded by water carriage.\\nStarting from the watershed at a level of 168 above datum, it falls at\\nthe rate of 1 in 150 for 4,500 feet, and then rises\\nTrace adopted. 6,000 feet keeping as close as\\npossible to the side of the cutting. It runs level for 500 feet, and then\\nrises at 1 in 600 to the saddle between the Muliajianjan and Nataman\u00e2\u0080\u0099s\\n.valleys, which it crosses at 23,000 feet from the watershed at a level of\\n143 after 200 feet level it falls 1 in 60 to the Nataman\u00e2\u0080\u0099s stream, which\\nit crosses at 27,000 feet on a level of 83 being about 21 feet above the bed\\nof the stream.\\nIt is level from 26,800 to 27,800 and then rises at 1 in 600 for 6,000 to\\nthe saddle above the junction of the Kythery and Nataman s valleys, which\\nit crosses at a level of 93 a further distance of 6,200 feet on a level com*\\npletes the line.\\n\u00e2\u0080\u009cThe total distance from the head of the ghaut to the works is\\n40,000 feet or a little over 7| miles, and it will be seen that the line is\\nexceptionally favourable, there being no gradient against the traffic except\\n1 in 600", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0053.jp2"}, "52": {"fulltext": "32\\nHISTORY OF THE\\n[chap.\\nThe work to be done during the first three seasons is the conveyance\\nof 90,000 lb. of lime and stores from near the\\nTraffic to be carried. watershed to the site of the dam, a distance of\\nmiles and of 1,300 cubic feet of stone weighing 210,000 lb. from the\\nsouthern end of the watershed-cutting, an average distance of about 6\\nmiles.\\n\u00e2\u0080\u009cTwo engines of the class provided will do this with three trips each per\\nday, one from the watershed and two from the cutting, the speed being\\nfrom 3^ to 4 jmiles an hour loaded, and 8 miles when returning with empty\\ntrucks.\\nDuring the two seasons the water-level will be raised to about 60 feet\\nabove datum, and the engines will only be required\\nWater transport to be carry the material to the point where the road\\ncrosses the Nataman\u00e2\u0080\u0099s valley, from whence they\\nwill be conveyed in boats to the dam. This\\nshortens the distance to be run by about 2 miles, enabling the engines to\\nmake three trips daily instead of two from the cutting and to carry 1,900\\ncubic feet of stone instead of 1,300.\\nThe actual cost of transport, including all charges, amounts to three-\\nfourths of a rupee per ton, or Es. 5-35 per 100\\ncubic feet of stone, from the cutting to the dam\\nsite, the cost of excavation at the latter being Es. 7 50 per 100 cubic feet.\\nFrom an economical point of view it would be advantageous to use in\\nthe dam the whole of the stone (about 1,600,000 cubic feet) excavated from\\nthe southern watershed cutting and adjacent portion of the tunnel, but it\\nis not considered desirable to reduce the length of the escape below the\\n900 feet provided for.\u00e2\u0080\u009d\\nused during the two last\\nseasons.\\nTotal cost of transport.\\nAfter the submission of the estimates a somewhat academic discussion\\nensued as to the method of calculating the section of the main dam.\\nA usual method, that of M. Bouvier generally followed by French\\nEngineers, maintains that the true method of ascertaining the pressure on\\nthe material of a dam at any section is to consider the resultant of the\\nforces as acting on a projection of the plane of the section at right\\nangles to the direction of the resultant. Colonel Pennycuick, however,\\ncontended that the resrdtant does not and cannot act upon any base except\\nthe section involved, and tliat there is no reason for transferring the\\neffect from the actual base to any imaginary line. The discussion was\\nterminated by the decision to employ at any point the method which\\ngave the greatest section. The error, if any, is therefore on the side of\\nsafety, though the difference between the two is nowhere large.", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0054.jp2"}, "53": {"fulltext": "PERIYAR PROJECT.\\n33\\nIn compliance witli the wishes of the Inspector-Greneral of Irrigation,\\nwho took exception to the proposals for disposing of the river during\\nconstruction, an alternative method of syphons was worked out and\\nsubmitted. This plan never came to trial and need not be further\\nreferred to.\\nThe submission of these estimates completed the\u00e2\u0080\u0099investigating portion\\nof the project, but there was still one obstacle to its execution, namely,\\na disagreement as to the terms on which the use of the water and the\\nland submerged by the reservoir should be handed over.\\nThe British Grovernment took the ground that the water was useless\\nand likely to remain useless to Travanoore, and that the land was a piece\\nof uninhabited j ungle, not of great value even in the matter of timber\\nand from its location practically impossible for the Travanoore Govern\u00c2\u00ac\\nment to exploit, The latter Government, on the other hand, contended\\nthat the value should be appraised by its utility to the British Govern\u00c2\u00ac\\nment, which was admittedly high, since an expenditure of Es. 53,00,000\\nwas expected to bring in a return of 7 per cent, per annum. After\\npom-parlers extending over a considerable period, which it is unnecessary\\nto further particularise, it was agreed that the British Government should\\npay an annual rent of Es. 40,000, and that the lease should run for 999\\nyears, with right of renewal; and that, for this eonsideration, the British\\nGovernment should receive a grant of the land alongside the Periydr\\nbelow a contour line 155 feet above the deepest bed of the river at the\\nsite of the dam, to the amount of 8,000 acres or thereabouts, and also\\nan additional area not exceeding 100 acres at an unspecified level; all\\nwater flowing into the first-mentioned tract; all timber growing on the\\nsaid tract; and the fishing rights; with liberty to make a road through\\nTravanoore territory to the site of the works. All sovereign rights were\\nreserved by the State of Travanoore, and the subsequent intricacies of\\ncivil and criminal jurisdiction, abkdri rights, customs, c., constituted a\\nsource of dissension which lasted till the head works were completed.", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0055.jp2"}, "54": {"fulltext": "34\\nHISTORY OY THE\\n[chap.\\nCHAPTER II.\\nCONSTRUCTION OF HEADWORK8.\\nPreliminary works\u00e2\u0080\u0094Labour and materials\u00e2\u0080\u0094Wire ropeway\u00e2\u0080\u0094Canal\u00e2\u0080\u0094Main dam--\\nEscapes\u00e2\u0080\u0094Tunnel Cost\u00e2\u0080\u0094 General remsrks.\\nFormal sanction to tlie project, was received in the latter half of 1887,\\nand proceedings were commenced in September of that year with a small\\nestablishment. The weather was good and the season in Madura had\\nbeen bad, so that the supply of labour was encouraging. A cooly camp\\nand officers\u00e2\u0080\u0099 camp were laid out at Tekadi, near the tunnel head, a mile\\nfrom the trunk road, on a ridge surrounded by swamps, the only con\u00c2\u00ac\\nvenient location but one which was afterwards found to be exceedingly\\nunhealthy. A road communicating with the trunk road was opened up,\\nbut was not continued to the Periyar itself, since it had been decided to\\ncanalise the Muliya Panjdn and substitute water for land carriage. A\\nsaving of Es. 50,000 was expected from this alone, but the result was by\\nno means in accordance with that expectation, and eventually a road had\\nto be made as an auxihary to the canal. In the meantime, however, a\\nbridle path was made to the Periydr and one subordinate was located\\nthere. The line of the watershed cutting was laid out and some earthwork\\ndone, and the rock so far exposed in places as to permit blasting to be\\ncommenced, the stone being used for houses. Lord Connemara, then\\nQ-overnor of Madras, accompanied by Colonel Hasted, E.E., Secretary to\\nGovernment, visited the works and inaugurated them by felhng a tree\\non the site of the dam. By the end of March 1888 the preliminary\\nwork may be said to have been completed. It consisted, besides the road\\nand bridle path and the camp above mentioned, in the construction of\\nquarters for officers and subordinates together with a certain amount of\\neoohe-hnes, store-sheds, hospital accommodation, c., all of which had,\\nhowever, to be greatly extended before the work progressed very far. It\\nalso comprised the survey and demarcation of the site of the main dam,\\nof the canal, of the tunnel, and of the wire ropeway up the ghaut.\\nA small reservoir for the tunnel turbine was also prepared by building", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0056.jp2"}, "55": {"fulltext": "n.]\\ntERIYlR PROJECT.\\n35\\na wall across the Muliya Paiijdn near its head in a favourable position\\nfor storage, and a eommencement was made on the cuttings at the\\nentrance and exit of the tunnel.\\nHere the subject of labour may conveniently be taken up, since it\\nhad by this time become evident that a change in the organisation and\\nmethod of employment was essential. To encourage labour all malo\\ncoolies were at first employed at a daily -wage of 6 annas and not by^the\\npiece. The maistries vrere any men who could read or write and had the\\ncourage (or were under the necessity) to enter this unknown land. They\\nwere wdthout exception quite ignorant of their work, though there were\\nmen among them w ho afterw^ards became very useful. The officers and\\nsubordinates were insufficient for the incessant demands on them, and it\\nwas soon discovered that the earthwork was costing over 500 per cent,\\nmore than the estimated rate and this only for top soil with a small lead\\nand in fine weather.\\nThe coolies were, therefore, divided into gangs and put on piecework\\nand immediately left the place almost to a man. To dispose of this\\nsubject it may be said here that the piecework system was of course\\npersisted in and the organisation of labour was a long and difiicult\\naffair. Advances had to be made and mutually beneficial relations\\nestabhshed with a good class of coolies, and it was not till 1890 that the\\nsupply became at all adequate. The delay and inconvenience were of\\ncourse very great and added not a little to the cares of the staff. A\\ngreat number of the coolies came from the Cumbum valley in the\\nMadura district and were within reach of their homes. The high wages\\nnecessarily paid gave them a command of money to which they were\\nunaccustomed, and the temptation to return frequently to their villages\\nand enjoy themselves was too powerful to be withstood, and every\\nfestival of any importance was a welcome excuse. Most or all of these\\ncoolies were pledged to money-lenders and ryots from whom they had\\nreceived advances in cash or grain, and they returned unfailingly at\\nploughing or harvest time to work off their debts, with an honesty that\\nwas admirable from one point of view, but most vexatious from another.\\nAs the works advanced a better and more permanent class of cooly was\\nobtained from Tinnevelly. These had less temptation to irregularity,\\nand working (in a manner somewhat unusual) in gangs on a co-operative\\nsystem greater dependence could be placed on their movements. These\\ncoolies came up regularly during July and took up on piece-work nearly\\nthe whole of the concrete in the main dam, at which they worked", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0057.jp2"}, "56": {"fulltext": "36\\nHISTORY OF THE\\n[chap.\\nsteadily till the end of March. They were the backbone of the labour,\\nand the relations between them and the works were mutually profitable.\\nIn 1889 and again in 1890 detaehments from the First and Fourth\\nPioneers were lent for service at the Periydr. While labour was scarce,\\nbad, and ill-organised, the Pioneers were of great service and the officers\\nmade a welcome addition socially. Certain drawbacks however attached\\nto the arrangement. The men being of course under the orders of their\\nown officers only, were sometimes difficult to supervise effectually unless\\nworking in large bodies, which was not always practicable. Having\\nfixed hours they were also not always available on an emergency and\\nwere generally reluctant to work over-time even at the most critical\\njunctures. The quality of their work was also very unequal and they\\nwere expensive, and occasional unpleasantnesses and differences occurred\\nwhich it required tact and forbearance on both sides to prevent from\\nbecoming serious; while the exigencies of military service sometimes\\nclashed with the interests of the works. After 1890 therefore the\\nservices of the Pioneers were not utilised, and labour having by this\\ntime become more regular and abundant the loss was not markedly\\nperceptible.\\nAs regards skilled labour the conditions were, on the whole, easier\\nthan was anticipated. From the first there was no serious trouble about\\ncarpenters, since a supply of Portuguese under a most excellent foreman\\nnamed P. Fernando, was obtained from Cochin. Occasionally it was\\nwished that the number could have been greater, but though these\\ncarpenters were kept very fully employed and often had to work over\u00c2\u00ac\\ntime and at night they were generally enough or nearly enough for the\\ncalls upon them. They were capital workmen, handy, willing and\\nhonest, and some of them being sailors and all more or less accustomed to\\nwater from their childhood they were of the greatest service for many\\nother purposes than pure joinery. A great part of the work in water\\nconnected with the numerous coffer-dams, temporary sluices, timbering,\\nshoring, and scaffolding, fell upon them, frequently by night and in\\nthe rain and cold, and they were always willing and knowledgeable.\\nFrom beginning to end they were of the greatest service. They were\\nsober, quiet, religious men, and it was a pleasure to work with them.\\nMasons are a far less pleasing topic. Masons all over the world\\nseem to need more supervision than any other class of artisans, and\\nIndian majons are perhaps at the head of the profession in this\\nparticular. The rate of pay was neeessarily high and any ambitious", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0058.jp2"}, "57": {"fulltext": "II.]\\nPEEIYAR PROJECT.\\n37\\ncooly wlio could borrow or steal a pair of old boots and a trowel presented\\nhimself unblushingly for the job. Their sole idea was haste and the\\nquality of the work turned out by them was sueh that the most stringent\\nsupervision and severe penalties were required. The rubble masonry\\nat the Periydr may be said to vary from fair to good, and certainly\\nresisted admirably all the vicissitudes to which it was constantly exposed,\\nbut this result must be admitted to be due principally to the excellenee\\nof the materials and the watchfulness of the staff, and was attained in\\nspite of, not beeause of, the masons. In the early days few masons were\\navailable and most of the temporary work in the river-bed was done by\\n\u00e2\u0080\u0098Wudders\u00e2\u0080\u0099 from the Madura district. These men have no real know\u00c2\u00ac\\nledge of masonry, their nearest approach to it being revetment work\\nand an occasional rough wall of stone in clay. Being, however, accustomed\\nto quarry, break, and handle stone they were useful for the class of work\\nrequired in the temporary piers and the dams in the river-bed. Shortly\\nafter them a gang from Cutch turned up, unexpeetedly, and did good\\nwork on the foundation enelosnres. They speedily found out, however,\\nthat keeping shops in the eamp and selling to the coolies at 200 or 300\\nper eent. profit was easier and more lucrative, and most of them turned\\ntheir attention to this and to the acquisition of large herds of buffaloes.\\nA few remained on the works as \u00e2\u0080\u009cJaddi-men,\u00e2\u0080\u009d e.e,, carriers of heavy\\nweights by poles and slings, and these were useful among the maehinery.\\nLater on a good many masons were attracted from Coimbatore and\\nfrom Madura, and though there were seldom more than a hundred all\\ntold, they were from this time generally enough for current require\u00c2\u00ac\\nments, but in the ease of damage to temporary works or breaches in\\nthe turbine ehannel to the workshed, masons had to be diverted from\\ntheir legitimate work on the upstream and downstream faces of the main\\ndam. Throughout the duration of the work the want of elasticity in the\\nsupply of labour was seriously felt. The Periydr is so barbarous and so\\nfar from everywhere that nothing could be got on a sudden, and unfore\u00c2\u00ac\\nseen emergencies had to be met always from the material and personnel\\nwhieh happened to be on the spot at the moment.\\nIn a work of this nature a vast amount of quarrying was required,\\nand in this partieular little difficulty was experienced. Drillers are\\nnumerous both in Madura and on the West Coast, and the supply was\\nadequate and the rate moderate. These men worked mostly single-\\nhanded and used the jumper or vertical drill raised and dropped on to\\nthe rock. Where specially deep holes were wanted two men sojnetimei^", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0059.jp2"}, "58": {"fulltext": "38\\nHISTOEY OF THE\\n[chap.\\nworked at a long drill, but generally it was found that a 3 or 3| hole\\nwas the deepest they could economically produce. They were useful\\nlabourers and gave little trouble, their principal drawback being that\\nthey could only drill vertical holes of not more than 1 in diameter. A\\nbigger bore would have led to considerable economy in explosives. In\\nthe tunnel machine-drills were almost exclusively employed, and these\\nwere worked by men who had done similar work elsewhere and were\\nbrought by the tunnel foreman under whom they had served before.\\nOn occasions when the machine drills were unavoidably stopped or in\\nplaces where they could not be profitably used these men worked double-\\nhanded with a short drill and hammer. Their duty, in wet and cold\\nand a foul atmosphere, was arduous and necessarily well paid. They\\ndisplayed a deep and well-founded confidence in the tunnel foreman and\\nwere not at any time a cause of anxiety.\\nCoolies, masons, carpenters, and drillers have now been touched on\\nand the only other remaining class of labour of importance is drivers\\nand fitters. These gave perhaps more trouble than all the rest together.\\nIt was found impossible, at any reasonable rates of pay, to get together\\na staff at once capable and reliable. Many of the men of this class who\\ncame to the Periydr were men with a history, and these almost invari\u00c2\u00ac\\nably alternated spells of good work with outbreaks of a more or less\\nserious nature. Some of the drivers and fitters wore caught very you ng\\nand practically trained on the work, but these naturally required a\\ngreat deal of supervision, which on distant parts of the work it was not\\npossible to give. Accidents v/ere consequently frequent, and any\\naccident that could not be repaired on the spot necessitated a stoppage\\nof the machine for several weeks, if not months. There was, during the\\nearly part of the project, a disposition to keep down the pay of fitters\\nand drivers, which had a very unfortunate result; and it was some\\ntime before it became apparent that a very highly enhanced pay was\\nnecessary to induce even inferior men to live at the Periydr. When\\nthis fact was at last established the calibre at once improved, and a few\\nmen of knowledge and character were obtained, whose services were\\ninvaluable; but the average was at all times low. The office of the\\nSuperintendent of Plant and Machinery was in consequence one of\\npeculiar difficulty, and the project is very largely indebted to a young,\\nbut most talented and energetic officer, Mr. E. E. Logan, for his unfail\u00c2\u00ac\\ning resource and unremitting exertions in this post. The plant comprised\\nthree steam tugs, an oil-launch, a large and several small dredgers, two", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0060.jp2"}, "59": {"fulltext": "PERIYAR PROJECT.\\n89\\ncomplete tunnelling- plants, all the workshop machinery, besides a large\\nnumber of portable engines, pumps, c., so that the office of Superin\u00c2\u00ac\\ntendent was very far from being a sinecure.\\nMaterials.\\nBefore resuming the history of construction the materials used and\\nthe methods of preparation need a short description.\\nThe stone throughout the Travancore hills is a hard syenite, weighing\\nabout 180 lb. to the cubic foot. It formed\\nan excellent foundation for the dam, being fairly\\nfree from cracks and fissures and remarkably homogeneous. It blasted\\nwell and broke up clean and sharp for concrete, but dressed exceedingly\\nbadly and was useless for ashlar. The small quantity of this description of\\nwork required was done with stone procured ready dressed from Madura.\\nA portion of the stone used in the main dam and left bank extension\\nwas procured from the excavation for the right bank escape and the rest\\nfrom quarries. The rock cropped out in numerous places and there was\\nno difficulty in finding convenient quarries. Boulders were also utilised,\\nthe outside scale being removed with pick or chisel. The fractures of the\\nquarried stone were so clean and sharp that washing with a water jet was\\nunneeded, but with stone broken in machines for concrete precautions were\\ntaken to get rid of the dust. All stone was of course wetted before use.\\nThe lime used was obtained from nodular kunkur excavated from\\nquarries near Kuruvandth, at the foot of the\\nghaut on the Madura side. An analysis of\\nrandom specimens is as follows\\n1\\nXo. 1. 1\\nNo. 2.\\nNo. 3.\\nNo. 4.\\nMoisture, c., P.C.\\n2-050\\n1-250\\n1-700\\n1-300\\nSand and silica, P.O.\\n3-2-752\\n22-550\\n20-500\\n25-100\\nFerric oxide, P.C.\\n2-400\\n2-400\\n2-600\\n2-000\\nAlumina, P.C.\\n1-200\\n1-400\\n0-200\\n2-400\\nCarbonic acid, P.C.\\n23-950\\n29-650\\n29-250\\n31-750\\nSulphuric acid, P.C.\\nTraces.\\nTraces.\\nTraces.\\nTraces.\\nLime, P.C.\\n24-200\\n40-096\\n42-400\\n35-000\\nMagnesia, P.C.\\n11-460\\n1-153\\n1-586\\n1-713\\nLoss and unaccounted for P.C.\\n1-790\\n1-701\\n1-764\\n0-740\\nTotal\\n100-000\\n100-000\\n100-200\\n100-000", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0061.jp2"}, "60": {"fulltext": "40\\nHISTOEY OF THE\\n[chap.\\nIn 1887, previous to the commencement of work, experiments on\\nthe strength and setting of this lime were conducted at Kuruvanuth,\\nbut the reeord of them has been lost. They were, however, satisfactory.\\nThe absence, at that time, of a testing laboratory at Madras prevented\\naccurate and detailed tests being conducted in a scientific manner, but\\non the dam specimens of lime and mortar from every mortar mill, and\\nof lime as issued from the storesheds, were every day preserved and\\ncrushed after setting for various periods. The manipulation was too\\nrough to render the figures of historical value, the object being merely\\nto make sure that the lime had not perished or deteriorated. The results\\nwere, however, remarkably uniform and satisfactory and no cases of\\ndecomposition or premature hydration occurred. The pure lime showed\\na slight tendency to crack if allowed to set in the sun without sprink\u00c2\u00ac\\nling, but this was only to be expected. Another satisfactory test was\\nthe constant submergence and scouring action to which the concrete and\\nrubble masonry were exposed during construction. From this trial the\\nmortar emerged unharmed, except in the rarest cases where it was quite\\ngreen, and even then the damage was wonderfully slight on all occasions\\nwhen an eddy was not set up. The progress of the dam was always\\narranged so as to escape the formation of eddies in the event of a flood,\\nbut they could not invariably be avoided, and their violence may be\\nsurmised from the fact of hard rough stones of over half a cubic foot\\nbeing caught up in them and worn smooth and round in a few hours.\\nWhere the masonry had had a few days to set and there was no\\nhollow or protuberance for the current to catch, absolutely no damage\\nwas done.\\nThe lime was burnt either in intermittent kilns of clay, or in large\\ncontinuous kilns of stone in clay with an outside casing of stone in mortar.\\nThe former were not so economical as the latter, and were only used on\\nemergency. The fuel used was charcoal in equal volumes with the lime\u00c2\u00ac\\nstone. The lime was slaked on a prepared surface close to the kilns\\nimmediately it was drawn, and was then stored in thatched sheds, and\\nused generally between one and three months after burning. Figures of\\nthe outturn of the kilns need not be given, since it varied very greatly\\nwith the quantity of rain and the direction and force of the wind. After\\nslaking a large amount of clinker remained, some of which was reburnt\\nand some used for floors, latrines, c. The measurement of slaked hme\\nwas generally times that of limestone.", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0062.jp2"}, "61": {"fulltext": "n.]\\nPERIYAR PKOJECT.\\n41\\nThis was prepared in the usual manner of tiles about an inch thick\\nand four inches square, slightly under-burnt\\nin small clay kilns. The tiles or hats were\\nmoulded^by hand of selected soil, free from vegetable mould, tempered\\nby watering and treading, and were dried in the sun. The soil con\u00c2\u00ac\\ntained rather a large number of quartz crystals, being the residue of\\ndecomposed rock, but judged by the test of experience it made exceed-\\ngood surki. The quantity of alumina contained in the soil was\\nby analysis about 25 per cent.\\nA very good quality of sand was obtained from the river-bed. The\\nriver ran in a series of pools divided by rapids,\\nand in the pools were deposited beds of sand of\\na limited thickness over-lying the rock. While the lake was still low it\\nwas an easy matter to dig up the sand by hand in shallow water or\\ndredge it by small hand cranes mounted on barges, but as the lake deep\u00c2\u00ac\\nened the lead became very great, and as it took a long time to fill a\\nboat by hand the flotilla would have had to be enormously increased\\nhad the same methods been continued. Accordingly a Priestman\u00e2\u0080\u0099s\\nGrab Dredger was purchased and used from a barge. This dredger\\nwas capable according to the makers\u00e2\u0080\u0099 price list of dredging 400 tons per\\nday of ten hours, but under the unfavourable conditions that prevailed\\nit did not turn out at the best more than 100 tons a day, or 150 tons in\\na day and a night. The depth of water was sometimes considerable,\\nsince it was advisable to exhaust the. beds near the dam before going\\nhigher up the river. The sand beds were also of varying thickness and\\na full bucket could not be depended on, while delays were of frequent\\noccurrence on account of the grab catching trees and boulders and\\nbeing unable to close. Owing to the poor calibre of the drivers avail\u00c2\u00ac\\nable the dredger was of course not worked to its best capacity and\\nbreak-downs were of frequent occurrence, and in order to supplement\\nthe supply another dredger was contrived on the works by utilizing the\\ngear of a large steam-derrick and fitting it to a short jib. The revolv\u00c2\u00ac\\ning motion of the gear was very slow, and it was found easier to move\\nthe hopper barges than to swing the jib, which added somewhat to the\\nexpense, but otherwise this made a reliable dredger and was often of\\ngreat assistance. Throughout the work the supply of sand only jusf\\nkept pace with the demand, and had it not been for the cessation of\\nbuilding from the middle of April to the end of June more dredging", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0063.jp2"}, "62": {"fulltext": "42\\nHISTORY OF THE\\n[chap.\\nplant must have been provided, but as affairs stood a stock was always\\nlaid in during these months that supplemented deficiencies during the\\nworking months. The lead eventually reached 9 miles as the lake\\ndeepened, and a powerful steam-tug was only just sufficient to tow\\nthe barges up and down fast enough.\\nThe mortar was composed of three parts by volume of sand, two of\\nlime, and one of sarki. This combination was\\nMortar. found by experiment to be as good as any\\nother and the most economical. The mortar was mixed in pan-mills,\\nengine driven, or in country bullock-mills. The former had the better\\nappearance and was the better to work, but as far as could be ascertained\\nthere was no appreciable difference in strength or setting. The pan or\\ntrench having been cleaned the surki in bats was first thrown in and\\npartially broken up, a little water being then added and the mill revolved\\nuntil the powder was fairly fine. Lime was then added by degrees and\\nmore water until a rather sloppy mortar was formed and thoroughly\\nmixed and ground. Sand was then gradually poured in dry, a little\\nwater being occasionally added when the friction became too great for\\nthe engine, until the whole was thoroughly mixed and of the proper\\nplasticity. Throughout the work very dry mortar was used, only just\\ndry enough to be worked with a trowel, it being believed that an excess\\nof water forces the mortar to the top in ramming and in evaporation leaves\\nhollows. Experiments to ascertain the minimum necessary for complete\\nhydration were of course made. A maistry supervised each mill and\\nregulated the proportion, but to ensure uniformity the quantities of\\neach material for every charge were stacked alongside the mill in iron\\nbasins before mixing was begun. Mortar when conveyed to the work\\nwas inspected for plasticity and homogeneity before use by the officer\\nin charge.\\nConcrete is not popular as a material to prevent the percolation of\\nwater, and it was at first intended to plaster the\\nConcrete and rubble upstream face of the dam. This intention was\\nmasonry.\\ndependent on the river being below the work as\\nit advanced and on the possibility of using wooden frames as an abut\u00c2\u00ac\\nment for ramming. The abandonment of the low level escape culverts\\nnecessitated a reconsideration of this method, and a wall of rubble in\\nmortar, uncoursed, was substituted. It would have been difficult under\\nthe circumstances, sometimes impossible, to plaster this wall, even if it", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0064.jp2"}, "63": {"fulltext": "PERIYAR PROJECT.\\n43\\nn.]\\nwere necessary but the rubble masonry, well pointed, forms nearly as\\nimpermeable a skin as plaster. No attempt was made (indeed the\\nexpense would have been prohibitive), to ram the joints in the manner\\nfollowed, for instance, at Vyrnwy, but they were well raked out while\\nsoft and afterwards carefully pointed with neat cement up to the 120\\nlevel, and above that with specially ground surki mortar and this, if\\nnot interrupted for a short time while setting, was found to be an\\nexcellent and very fairly impervious face. The wall itself was rather\\nmore than a skin wall, since sudden rises of the river and the advan\u00c2\u00ac\\ntage of working without interruption obliged it to be sometimes both\\nhigh and strong. The danger of unequal settlement of the rubble\\nmasonry and the concrete was of course considered, but this was held\\ntg, be imperceptible in a structure built up so slowly as the Periydr\\nDam. To guard against it as far as possible the front w\u00e2\u0080\u0099all was furnished\\nwith large buttresses and protuberances, both vertical and horizontal,\\nand particular care was taken with the joint between the concrete and\\nthe masonry. Settlement was thus reduced to a minimum and any\\nstresses set up could easily be absorbed.\\nSome careful experiments were carried out in the year 1887 by\\nMr. G. T. Walch, then Superintending Engineer, I Circle, -with the\\nobject of arriving at some definite measure of the permeabihty of ordinary\\nconcrete under a great head of water, but the results were not altogether\\nconclusive. The materials employed were Godavari sandstone and surki\\nmortar as used habitually in the delta, and time ranging from 110 to\\n150 days was allowed for setting before trial. In the various experiments\\nstone was broken to pass through either a 3-inch or a 2-inch ring, the\\nmortar was composed of twm parts by volume of sand, 1 hme, surki,\\nand the proportions of stone to mortar were 3^ to 1, 3 to 1, 2f to 1, and\\n2 to 1. The blocks were sometimes plastered, sometimes unplastered,\\nand a pressure rising to 110 lb. on the square inch was applied through\\na hydraulic boiler-testing force pump, the flange of the pipe being con\u00c2\u00ac\\nnected to an iron plate with cotton packing, a leather washer being\\nbetween the plate and the concrete block. The concrete was rammed in\\n1-foot layers in boxes 2^ x 2| x4^ Pressure was applied on a\\nvertical face or faces, in the direction of the plane of the layers. Mr.\\nWalch\u00e2\u0080\u0099s remarks on the experiments wnre as follows:\\nThe plastering was done with the same mortar used in the concrete,\\nbut this was not good enough^ and, having too\\nBemarkg. much sand, dried (though it was kept wet for", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0065.jp2"}, "64": {"fulltext": "44\\nfilSTOEY OF THE\\n[chap.\\nmany days) with numerous very fine cracks on its sm-face so that it was\\ndifficult, and in many cases impossible, to get an area of surface for apply\u00c2\u00ac\\ning the water pressure without such cracks. This accounts for the varying\\nresults in experiments on plastered faces.\\n\u00e2\u0080\u009cThe results however show clearly, I consider, that concrete faced with\\ngood plaster will not leak under a head of 135 feet of water. What would\\nbe the case without such plastering the experiments do not conclusively\\nshow.\\n\u00e2\u0080\u009cIt is quite impossible with such coarse concrete to get a face to it, as\\nit is rammed, smooth enough to take any washer that will make a water\u00c2\u00ac\\ntight joint, and therefore such a surface has to be obtained by chiselling\\nand rubbing, which operations disturb and crack to some extent the mortar\\nround the stones, and then the water entering at such cracks has only a\\nsmall thickness of mortar to resist it in forcing its way back to the pressure\\nface round the washer. It was so the leakage always broke out; in many\\ncases it also broke out at some distance\\naway and in one case it made its way\\nright through the 2 6 thickness of con\u00c2\u00ac\\ncrete. Of course in a reservoir dam the\\nleakage back through face would not\\ntake place, and I do not believe it would\\nbe serious through good concrete of a\\nthickness necessary to give stability; but at the same time I do not\\nbelieve that even such a mass would be absolutely free from leakage or\\nsweating,\u00e2\u0080\u0099 unless faced with good dense plaster.\\n\u00e2\u0080\u009cAs regards size of stone, and proportions of stone and mortar, the\\nexperiments give nothing conclusive. The blocks of smaller sized stone\\nlooked better on their faces than those made of the bigger stone, but it\\nwould certainly not in a large mass be necessary to make the whole hearting\\nof small stone. Such stone should, however, be used towards the faces,\\nespecially the one to be plastered and to take the water pressure.\u00e2\u0080\u009d\\nA similar experiment was made at the Periydr with concrete rammed\\nin 6-inch layers exactly in the manner and with the materials employed\\non the works. The pipe was, however, embedded in the concrete, the\\nouter surface of the pipe being previously well plastered; and the\\npressure was also applied at right angles to the plane of the layers\\ninstead of parallel to it. The result was that with 75 lb. on the square\\ninch water began to sweat between the two layers nearest to the mouth\\nof the pipe, and with 10 lb. more pressure a distinct stream appeared.\\nSpeaking generally it may be said, on the occasions during the\\nprogress of the work when concrete was directly opposed to a head of", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0066.jp2"}, "65": {"fulltext": "II.]\\nPEEIYA.R PROJECT.\\n45\\nwater without iuterrening plaster, that it was not found by any means\\nimpervious. A leak which succeeded in penetrating the thick skin of\\nuncoursed rubble masonry found little difficulty in traversing the concrete\\nbehind. Such leaks had to be suppressed at the front. If treated in\\nthe concrete they broke out in another place, and the few that were\\nallowed to continue were not interfered with, but were conducted to the\\ndownstream face and allowed to flow freely out. It is very difficult,\\nthough undoubtedly possible, to make a concrete that shall be imper\u00c2\u00ac\\nvious to a powerful head of water. The expense attending such an\\nattempt on the Periydr Dam v/ould have been totally disproportionate\\nto the benefit attained.\\nAs a matter of subsidiary interest it may be noticed that in Mr.\\nWalch\u00e2\u0080\u0099s trials\u00e2\u0080\u0094\\nGauge.\\nCubic feet.\\nCubic feeh\\nCubic feet\\nStone.\\nMortar.\\nfinished bid\\n3\\n27-72\\n9-24 r\\nammed down to 25-00\\n27*72\\n8-30\\nJ J\\n25-00\\n27-72\\n11-08\\nJ)\\n25-CO\\n27-72\\n10-07\\n25-00\\noU/\\n^2\\n27-72\\n9-24\\nj.\\n25-00\\n30-03\\n9-24\\nj,\\n23-56\\n23-10\\n9-24\\njj\\n21-65\\n25-41\\n9 24\\n22-37\\nThe deduction is that the interstices in stone brokeh to these gauges\\nand unpacked constitute more than one-third of the total bulk. Of course\\nthe greater part of the stone was much smaller than the gauge through\\nwhich it is passed. At the Periydr many experiments to ascertain the\\nvolume of interstices were made, and it was found that with stone broken\\nto a 2J gauge, taken at random from a heap, and packed by hand in\\na box, the interstices averaged over 40 per cent. On the works stone\\nwas dumped by coohes into boxes 5 x 5 x and mortar into boxes\\n2 X 2 X 1 These when mixed, laid in situ, and rammed, diminished\\nby very nearly one-fifth of the volume of the mixture unrammed.\\nA certain number of blocks of concrete, 1 cube, were made on tho\\nworks and subjected to pressure after setting from one to six months,\\nExperiments with such young blocks are never satisfactory, as they are\\nunable to resist the rubbing and chiselling necessary to enable them to\\ntake the pressure plate evenly. Unsupported cubes of small size are", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0067.jp2"}, "66": {"fulltext": "46\\nHISTOKY OF THE\\n[chap.\\nalso prone to crack at the corners before the material is really crushed.\\nThe blocks in this case were made principally to make sure of the\\nadhesion of the mortar to the stone, to inspect the condition of the\\ninterior after setting, and to arrive at the weight of the eoncrete. They\\ngave, however, very satisfactory comj)ression results, the block generally\\nbeginning to disintegrate with a pressure of from 40 to 50 tons on the\\nsquare foot. It will be useful some years hence to cut blocks from the\\ninterior of the dam and subject them to comprehensive tests. The\\naverage weight of concrete used on the dam was very nearly 150 lb.\\nto the cubic foot.\\nTimber and fuel.\\nThe country in the vicinity of the dam was in great part clothed\\nwith dense forest and at first sight the supply of\\ntimber appeared inexhaustible. This, however,\\nwas by no means the case. A considerable portion, and that in the most\\nconvenient situation along the banks of the river, had been felled and the\\nland used for cultivation by the hill people, and afterwards abandoned.\\nSuch land is soon re-covered with jungle, but the after-growth is mostly\\neeta, and contains no useful trees. In the rest the under-growth was\\nvery dense and checked the growth of timber trees, which were besides\\ntoo close together, so that really useful timber was comparatively scarce.\\nThe demand was large, since there were the lime-kilns to be supphed\\nwith charcoal, three steamers, a steam tunnelling-plant, and numerous\\nboilers and portable engines to be provided with firewood. Consequently\\nthe price for stacking and carriage, which w^as at first small, increased\\nrapidly and eventually became as great as in places where the wood\\nitself has also to be bought. At the Periyar timber bond fide required\\nfor the works was included in the-lease of the land. Throughout the\\nw^ork unseasoned timber was unavoidably employed and was the cause\\nof constant inconvenience. The principal trees used were teak, Tectona\\ngrandis for all purposes, blackwood, Dalbergia latifolia where a very\\nhard wood was required, Terminalia paniculata the common tree of those\\nparts, used for everything and bad for all, Terminalia chehula (GaU-nut)\\nfor firewood, Terminalia tomentosa^ for timber, Anogeissus latifolia for\\nfirewood, Artocarpus hirmta (Angeli), for many purposes but chiefly\\nboat-building. It is lighter than teak and makes a very good boat for\\nquasi-temporary purposes. Dgsoxylim malabanieum (white cedar) for\\nplanks, Cedrella toona^ (red cedar) for planks, Sterculia foetida (poon)\\nfor long spars, derricks, c., Lagerstroemia microearpa (venteak) for\\nshingles and firewood, Phyllanthus emblica (hill gooseberry), an excellent", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0068.jp2"}, "67": {"fulltext": "II.]\\nPERIYAR PROJECT.\\n47\\nfirewood, but small, Anthistiria cyrnharia^ the common grass of these\\nhills, for thatching, Ochlandra rhedii (eeta) for cooly lines.\\nMain Workshed.\\nThe river, after passing round the right flank of the dam or through\\nthe culverts that were built at the higher levels, flowed back into the bed\\nover a weir with its crest at 24 built originally of piers and shutters,\\nwhich were constantly destroyed, and therefore eventually replaced by a\\nsolid wall. At the downstream or western end of this weir the main\\nworkshed was built, running east and west. The weir was far too short\\nand in times of flood the workshed ran considerable risk and was occasion\u00c2\u00ac\\nally damaged. At the eastern end of the shed was the motive power,\\na vertical turbine of 180 H.P. on a 25-feet head. The shed was in two\\nstories, the lower floor being at -f 27, and the upper at 43. It was\\nbuilt of uncoursed rubble in mortar on rock or heavy boulder foundation,\\nbut the vibration was so great that all the machines in the upper story\\nwere eventually mounted on vertical timbers based on the lower floor,\\nstrongly braced, and not touching the walls. On the upper floor was,\\nflrst, the main shafting, driven direct from the turbine by a vertical\\nshaft and bevel wheels. Opposite the shafting were, at each end, Bax\u00c2\u00ac\\nter\u00e2\u0080\u0099s stone-breakers, with 14 x 7| aperture, six in all, driven direct\\nby belts, and between the two batteries of stone-breakers two disinte\u00c2\u00ac\\ngrators for hme and two for surki, driven by belts from countershafting\\non the lower floor. In front of each battery of stone-breakers was a\\nconveyor for the broken stone, at first of the spiral type, after constant\\nbreakages replaced by belt conveyors. These conveyors deposited into\\nmeasuring drums just below the upper floor. The lime and surki\\ndisintegrators fed into measuring drums below the upper floor and tlience\\ninto spiral conveyors. Sand was fed direct into measuring drums from\\nshoots on the upper floor. The stone-breakers were fed from a platform\\nbelow the roof and extending outside the shed on the northern side, the\\nstone being deposited on the platform by trucks from the quarries. The\\nlime and surki were fed into the disintegrators through holes in the roof.\\nThe lime, surki and sand conveyors supplied two mortar mixers mounted\\nrather high on the ground floor, and these in turn deposited mortar into\\nconcrete mixers in a pit in the floor into which stone was fed direct from\\nits measuring drums at the same time. A pump driven from the main\\nshafting forced water through a line of pipes with taps in suitable\\npositions. From the concrete mixer at the western end the concrete was", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0069.jp2"}, "68": {"fulltext": "48\\nHISTOEY OF THE\\n[chap.\\ncarried by a conveyor to buckets outside the shed ranged on a rail\\nsituated on a platform on the bank of the river. The eastern mixer\\ndeposited concrete direct into buckets, which were then raised by a hoist\\nto the upper storey. For carriage to the work an overhead wire ropeway\\nwas used, capable of carrying 300 tons per 10 hours day at a speed of\\n4 miles an hour. The wire was of the endless travelling description, on\\nwhich the buckets were hung, suitable passes and tipping arrangements\\nbeing made at the requisite spots, and the empty buckets coming back on\\nthe return wire. This ropeway was also driven by belting from the mam\\nshafting. A fan, lathe, circular saw, vertical driller, and general joiner\\ncompleted the equipment. The pump was connected to pipes leading to\\na reservoir at 200 on the right bank, which supplied the officers\u00e2\u0080\u0099\\nquarters with water by gravitation.\\nThe erection of this workshed was exposed to many vicissitudes,\\nowing at first to the incapacity of the mechanical engineers employed.\\nThe building itself was ready for use by October 1890, but the first\\nmechanical engineer, a good fitter but a man with no control over himself\\nor others, had by that time proved his incapacity and was dismissed.\\nHis temporary substitute, an ex-engineer of a small steamer, shortly\\nafterwards died of drinking kerosine oil,, the only substitute he could\\nprocure for spirits. An Assistant Engineer of the permanent staff was\\nthen put in charge but was invalided before much could be done, and it\\nwas with great difficulty in the intervals of other work that the turbine\\nwas at last fitted up, with unseasoned timber under the bed-plates whch\\nafterwards gave great trouble by warping. An Assistant Engineer from\\nthe Public Works Shops in Madras was then sent up, and fitted and\\naligned the main shafting, but he too was shortly invalided. A perma\u00c2\u00ac\\nnent incumbent of ability and energy was then at last secured, and from\\nthat time progress was rapid and difficulties were speedily overcome.\\nThese difficulties, however, were abundant and after a full and patient\\ntrial a re-organisation was decided on. The following serious defects were\\ndiscovered. The men feeding unslaked lime and surki from the roof\\nsuffered from the dust. They were obliged to work with mouths and\\nnostrils covered and were subject to severe internal pains, so that at last\\nthey came to work but three times a week and high pay was needed to\\nsecure the necessary hands. Inside the shed it was found that the\\ndisintegrators were far from dust-proof, in spite of special joints and\\nother devices, and the nnslaked lime and surki combined with dust from", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0070.jp2"}, "69": {"fulltext": "II.J\\nPEEIYAE PEOJECT,\\n49\\nthe stone-breakers rendered the atmosphere, even with the fan, almost\\nunbearable for any length of time. The apertures of the stone-breakers\\nwere too small, stone had to be specially broken to fit them, jams and\\nstoppages were frequent, and the outturn was far below requirements.\\nThe spiral conveyors for broken stone have already been alluded to.\\nThese were utterly unfit for the purpose. The spiral conveyors worked\\nweU with lime and surki, but in the moist atmosphere of the Periydr the\\nlime set hard along the inside of the conveyor trough and had to be\\nremoved nightly with chisels, or a breakage of the spiral was the result.\\nThe measuring drums driven off the main shafting were found unsuit\u00c2\u00ac\\nable, since they tipped at the same speed whether they were full or empty,\\nand drums worked by hand were too expensive and depended on the\\nregularity of the man in charge, a most uncertain factor\u00e2\u0080\u0094consequently\\nthe proportions of the various materials that passed into the mortar and\\nconcrete mixers were most unequal, and the concrete was often so visibly\\nbad as to necessitate instant rejection, while no absolute dependence\\ncould at any time be placed on it. Finally, the uniform outturn was\\nentirely based on the regular running of aU the machines, and the\\nstoppage of any one necessitated the stoppage of the whole of that side,\\nw hil e anything like a breakdown required a complete re-arrangement of\\nthe drums. These drawbacks could in time have been overcome, but\\nthe space available was far too confined to afford proper room for feeding\\nbins above and hopper reservoirs below the macliines, and meanwhile\\nthe dam was being seriously delayed at a period when time was of the\\ngreatest consequence. After due consideration the concrete and mortar\\nmixers and disintegrators were entirely cut out, and mortar was mixed\\nin Tmills worked by engines or bullocks in convenient places and conveyed\\nseparately to the work. The stone-breakers were retained and the stone\\nconveyed direct to the ropeway and thence to the dam. The concrete\\nwas mixed in situ by hand.\\nUntil the workshed was ready for use the stone-breakers were driven\\nby steam on the right bank escape, but even then, and much more later\\non as the work progressed more rapidly, it was seen that the outturn\\nwas insufficient. When the stone-breakers were all removed to the\\nworkshed two others, with aperture 20 x 12 were procured and\\ndriven by portable engines in the open air on the escapes. These had\\nplenty of room and were fed more easily and could be run at night,\\nwhile the sixe of the aperture rendered j amming far less frequent; so that\\nG", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0071.jp2"}, "70": {"fulltext": "50\\nHISTOEY OF THE\\n[chap.\\nthe outturn of these two was in reality greater than that of the other\\nsix, and they were in consequence considerably cheaper. Their prox\u00c2\u00ac\\nimity to the quarry and the wide area of storage room around them\\nenabled the contractor to supply stone direct from the blasting without\\nprevious staeking. This was in itself a great economy. Being situated\\non the escape at a level of -f 144 they commanded practically the whole\\nof the dam, and broken stone from them was run to shoots and shot\\nstraight down to the work-spots. This was an enormous advantage.\\nThe main workshed being at a low level and the quarries high, the\\nunbroken stone had to be run down an incline on which the full trucks\\npulled up the empty ones. While the dam was lo^v this was no great\\ndrawback, but as the work rose the broken stone had to be delivered\\nup-hill. In case of a stoppage on the ropeway, which often occurred\\nfrom broken strands or a resphce, the delay was very aggravating. In\\nsuch cases coolies carried the stone up in sacks, but the expense and\\nconfusion were excessive.\\nCanal.\\nFor conveyance of materials between the top of the ghaut and the\\nmain dam there were several possible arrangements. The first, and that\\nproposed in submitting the estimates, was a metalled road, on which it\\nwas intended to run traction engines. The second was a similar road,\\nbut shorter and with heavier gradients, without traction engines,\\nmaterials being carried by ordinary carts. The third was a narrow gauge\\nrailway. The fourth was an overhead wire-ropeway. I he fifth was\\nthe canalisation of the Mulya Panjdn, the small river having its head\\nnear Tekadi and running into the Periydr about a mile above the dam.\\nThe first and third methods would have been of very similar con\u00c2\u00ac\\nstruction. They would have needed careful alignment, easy curves and\\ngradients, solid and fairly permanent bridges and culverts, and a good\\ndeal of viaduct work and blasting, though in all these particulars the\\ntraction engines would have had a certain advantage. Both would have\\nrequired careful and expensive maintenance, a very heavy item in the\\nclimate of these hills, and both would have been entirely dislocated in\\ncase of serious damage to any part. The first cost, both of way and\\nrolling stock, would have been high, and the amount of firewood used\\nwould have caused a marked rise of price in that article and have neces\u00c2\u00ac\\nsitated well-organised arrangements for a steady supply of dry wood.", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0072.jp2"}, "71": {"fulltext": ".11.]\\nPERIYAR PROJECT.\\n5i\\nThe traction engines would have had an advantage in a consideration\\nwhich was not felt till some time after the works were commenced,\\nnamely, the indispensahility of a road for carts whatever other method\\nof conveyance of materials was employed. It might he held that a road\\nwould he unnecessary with a railway in operation, but this is very\\ndoubtful. Any breakdown of the railway lasting more than a few hours\\nwould have caused intolerable inconvenience in the absence of a road;\\nbut under any circumstances a road would have been essential during\\nthe construction of the railway, which judging from experience in other\\nmatters would have been hy .no means an insignificant period. A road\\nhaving been once made the cost of up-keep only would he saved by\\nabandoning it as soon as the railway was finished.\\nThe use of a metalled road and common carts would have been easy\\nand certain, hut slow and expensive. The advantage of this method\\nwould have been its simplicity and elasticity and the absence of uncer\u00c2\u00ac\\ntainty concerning costs and rates. As a matter of fact a great deal of\\nthe limestone used and all the grain, supplies, bazaar requisites, and\\nprivate property and merchandise were actually carried to the works on\\ncarts by the road, but the cost was very great, and even if the works did\\nnot pay directly, they paid in the long run. The cost would have been\\nsomewhat less had the road been better, but a large outlay either on first\\ncost or maintenance was unadvisable, in view of the small normal traffic\\nand of the fact that parts were certain to be submerged as the water rose\\nin the lake. If the originally proposed method of passing the water of\\nthe river during the construction of the dam had been adhered to, and\\nif the level of the lake had been thereby maintained uniformly low\\nthroughout, it might have been worth while to make and maintain a\\nbroad first-class road. This consideration, however, applies both to the\\nrailway and the traction engines as well as to the road alone. AU\\nmust have been built at a high level, where the contours were much\\nlonger than near the bottom of the valley. The distance would have\\nbeen great and the bridges and viaducts very heavy. A reasonably\\neasy trace for a railway would have worked out to a distance of some\\n19 miles. A road for traction-engines would not have been more than\\nabout 12 miles, but there would still have been heavy rook excavation\\nand bridging. A first-class road for carts would have been httle less.\\nThe fourth method, an overhead wire ropeway, was not considered in\\ndetail tiU the canal was nearly finished, and it was found not to be worth\\nwhile. A ropeway up the ghaut had already been determined on and", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0073.jp2"}, "72": {"fulltext": "52\\nfilSTORY OF THE\\n[chap.\\n\u00e2\u0096\u00a0was constructed. The expense and difficulty of construction were very-\\ngreat, and though this ropeway did excellent work when it was at length\\ngot into order, the experience gained did not favour the notion of another\\nand considerably longer installation, chiefly on the grounds of delay and\\ndifficulty. It must be remembered, however, that the country between\\nTekadi and the Periydr was much easier than the ghaut, timber and\\nlabour were handier, and the work would have been done much faster\\nand cheaper. This ropeway might have been partly or entirely driven\\nby a turbine at Periydr and the drain of firewood would not have been\\nnearly as large as for a railway or traction-engines. Heavy goods could\\nnot have been carried on it and a fairly good road as an auxiliary could\\nnot have been dispensed with. Looking at the matter, however, in the\\nlight of actual experience, it is not improbable that this would have been\\non the whole the best way of surmounting the difficulty. It would have\\nbeen far less liable to damage than a railway or canal, and damage\\ncould be much more easily repaired. The alignment would have been\\nshorter and easier than a railway or first-class road, and there would be a\\ngreat saving in the cost of permanent way, while locomotives and rolling\\nstock would have probably cost more or not less than wire rope and\\nstationary engines, both in first cost and upkeep. It would have been\\nalmost independent of weather and would have needed less skilled\\nlabour.\\nFrom every point of view a canal appeared on primd facie grounds\\nthe most suitable of all the methods proposed. A small river, needing\\nlittle alignment, ran already in the required direction and the total\\nlength need not be more than 8 miles. Rock was presumed to be not\\nfar from the surface, so that the construction of cheap locks or dams\\nwould not be difficult. The materials required were merely stone,\\nmortar and timber, which are cheaper than iron goods and machines\\nand (what was of more importance) could be quickly and easily obtained.\\nLess skilled labour would be needed both for construction and mainte\u00c2\u00ac\\nnance, and actual carriage would be cheap and of a nature suitable to the\\ngenius of the country, being both simple and slow. No re-adjustment of\\nthe arrangements would be necessary, since each reach would become\\nmerged in the lake as the water rose and the distance would become less\\ninstead of greater. Even on the score of first cost, generally a prominent\\nfactor in canals, the advantage seemed here to be with water carriage,\\nsince little except light masonry works was necessary to form a channel\\nquite good enough for temporary purposes.", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0074.jp2"}, "73": {"fulltext": "LOCK ON MULIAPANAN CANAL", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0075.jp2"}, "74": {"fulltext": "f\\ni\\nI*\\nf\\nI\\nJ\\ni\\nf-\\nr.\\nI\\nI\\nI\\ni\\nr\\nj\\n\u00e2\u0096\u00a04\\ni\\nt\\nt\\nt\\nt\\nt\\ni\\nI\\ni\\ni\\nf\\nt\\ni\\ni\\nf\\n1\\nr\\nf\\nv\\nY\\nit\\ni\\nI\\nll\\nK\\nr\\nf\\ni\\nI*\\ni\\n-J\\nf", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0076.jp2"}, "75": {"fulltext": "II.]\\npeeiyXr peoject.\\n53\\nOn all hands, therefore, a eanal seemed preferable, and its constmc-\\ntion was decided on. The details, difficulties and contretemps will be\\ndescribed as they occurred, but it may be stated here that they were a\\ngreat deal more frequent and more serious than was anticipated, so much\\nso that at times it seemed as if any other method would have been pre\u00c2\u00ac\\nferable. It is however doubtful if they would not have been at least as\\noppressive with a railway or a first-class road with traction-engines, and\\nhad either of these courses been adopted, it is at least open to speculation\\nwhether a canal would not have at times been more ardently wished for\\nthan was ever a railway.\\nConstruction of Canal.\\nThe first operation was the alignment, which was not a matter of\\nserious difficulty, though complicated by the dense jungle on the banks\\nof the stream, which retarded the surveys and interfered greatly with a\\nthorough inspection of the ground. A suitable line was laid out by\\nFebruary 1888, the distance to the mouth of the river being 8 miles and\\nto the dam 9 miles, with eleven locks with an average drop of 8J feet.\\nA very simple design was adopted and the chambers were small, the most\\nexpensive items in the estimate being the gates, which were necessarily\\nsubstantial owing to the head of water to be retained. The design was\\nsimilar to that of a second-class lock-gate in the Kistna, with valves in\\nthe gate worked by a rack and pinion. The estimate for each lock was\\nEs. 4,000 or just double the allowance in the sanctioned estimates. The\\nlift and quoin walls were of concrete, the chamber of earth sloped to 1 in\\n4 and revetted. Weirs of rubble in mortar 30 feet long were allowed, to\\npass 500 cubic feet per second, which was taken to be the maximum\\ndischarge of the stream, as far as Nataman\u00e2\u0080\u0099s valley, below which an\\nincreased length was estimated for.\\nThe first two locks were begim at once and by April 1888 were\\npartially finished, and doubts already began to arise whether it was\\nadvisable to build the others. The expense was much greater than was\\nanticipated, and worse still the time occupied in construction seemed to\\nportend a quite intolerable delay. These considerations grew stronger\\nas time proceeded, and by August it became obvious that another plan\\nwas necessary. Accordingly it was determined to block up No. 2 Lock\\nand convert it into a dam, to substitute three dams for the next eight\\nlocks and for the last piece a short line of tramway as far as the point to", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0077.jp2"}, "76": {"fulltext": "54\\nHISTOKY OF THE\\n[chap.\\nwhich the Periyar backed up oa account of the temporary dam in front\\nof the main dam. This entailed the expense and delay of tranship\u00c2\u00ac\\nping arrangements, but there was no other resource. The foundations\\nat the proposed sites for locks were found to be far less favourable\\nthan was expected, the river bed being of permeable shingle or boulders\\ninstead of solid rock; nor did the sites admit of much alteration. The\\ndams were fewer and admitted of more elasticity in the choice of site.\\nThe cost of the locks was, as already stated, very high, and three dams\\nwere certain to be cheaper than eight locks. But the chief difficulty\\nwas on the score of labour and supervision. Each lock entailed a\\nseparate little camp in the jungle and separate superintendenee. Both\\ncoolies and skilled labourers were most reluctant to be employed on these\\nworks, what with bad lodging, bad water, difficulties in food-supply, and\\nterrors of wild beasts\u00e2\u0080\u0094the latter not by any means altogether imagin\u00c2\u00ac\\nary, sinee elephants had to be constantly driven off with tom toms and\\nfirebrands and the night was full of significant sounds. At a later\\nperiod in the works one man near a wood-cutters\u00e2\u0080\u0099 camp was killed by a\\ntiger, and another man mauled in the doorway of his hut in the camp\\nitself. The dams of course entailed the same troubles, but in a minor\\ndegree, and were rmdoubtedly of two evils the less. Their construction\\nwas, therefore, briskly pushed on, and the canal as finally decided on\\nbecame of the form shown in the longitudinal section. Its construction\\nis summarised in the following resume of the monthly progress reports.\\nIn September 1888 the report of progress stated that elephants had\\nbeen unusually troublesome, breaking into a shed at No. 2 Dam, and\\ntaking out and destroying two barrels of Portland cement (a material\\nfor which they had a special weakness), pulling up furlong stones set in\\nconcrete along the road, and so on. By the end of February 1889\\nthe dams were completed with the exception of a few days\u00e2\u0080\u0099 work at\\nNo. 1 and No. 3. During the fever months nothing was done, and in\\n.July No. 3 Dam was topped by floods in the Muliya Panjdn and Nos. 1\\nand 2 nearly so, in spite of vents left in them for the passage of water,\\nbut no damage was done. During the next season earthwork was\\nproceeded with, the waterway cleared of standing and fallen trees, tow-\\npaths formed and arrangements made for navigation. In July 1890\\nthe weir of No. 2 Lock was carried away by trees dashing against it,\\nbut the dams were in good order and the transhipping arrangements\\nwere commenced, but the unhealthiness of the camps and the lack of", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0078.jp2"}, "77": {"fulltext": "MULIAPANJAN CANAL,\\n1\\nf\\nt", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0079.jp2"}, "78": {"fulltext": "", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0080.jp2"}, "79": {"fulltext": "n.]\\nperiyXr project.\\n65\\nestablishment rendered progress slow, the whole of the labour sometimes\\ndeserting a ^iece of work. The unloading arrangements were com\u00c2\u00ac\\npleted in September, but the re-building of No, 2 Lock weir gave much\\ntrouble, and it was not completed till January 1891, by which time a\\nheavy leak had appeared round the flank of No. 2 Dam, which com\u00c2\u00ac\\npelled the lowering of the water for inspection and repairs. The canal\\nwas, however, now in partial use and it had become evident that for the\\nthird reach a steamer for towing was required. This was accordingly\\npurchased from the Tansa Water Works. By the end of March of this\\nyear the whole canal was reported ready for use. It was, however, con\u00c2\u00ac\\nsidered unwise to attempt to make the expensive piece of tramway below\\nthe last dam, and materials were accordingly unloaded at a wharf\\nbetween No. 2 and No. 3 Dams and were thence conveyed to tlie main\\ndam, a distance of about 2 miles by cart. The trouble and expense\\nwere, of course, great, but it was considered that by the time the\\ntramway and other arrangements were finished progress on the main\\ndam would have backed the water up to the foot of No. 3 Dam.\\nIn October No. 3 Dam breached, probably from .overslaked lime\\nhaving been used in its construction. The bank between No. 2 Lock\\nand its weir also breached, owing to heavy rain and a fiood in the Muliya\\nPanjdn. The latter damage was quickly repaired and limestone was\\ncarted from No. 2 Dam, whi(^ was close to the road. By the end\\nof January 1892 No. 3 Dam was rebuilt, but as the first and shallowest\\nreach ran dry during the succeeding month water was not held up\\nagainst it. Limestone was carted all the way from Tekadi and advan\u00c2\u00ac\\ntage was taken of the canal being unwatered to carry out certain\\nimprovements in transhipment. In July of this year 23| inches of rain\\nfell including 6\u00e2\u0080\u009980 inches on the 23rd. The bund of the turbine\\nreservoir breached and aggravated the fiood in the Muliya Panjdn, and\\nNo. 3 Dam was undermined and overturned, most of the transhipping\\narrangements washed away, and several barges sunk. A bund of earth\\nand sand bags was built below the wharf to replace No. 3 Dam and\\nother repairs were completed by October 15, but the bund collapsed\\nwithin a couple of days, and from that time limestone continued to be\\ncarted from No. 2 Dam. Water, however, failed by the end of Nov\u00c2\u00ac\\nember, and the canal did not fill again till the following July. From\\nthis time reports alternated between \u00e2\u0080\u009cCanal in good order and traffic\\nregular\u00e2\u0080\u009d to \u00e2\u0080\u009cNo water in canal.\u00e2\u0080\u009d From July to January in each", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0081.jp2"}, "80": {"fulltext": "56\\nHISTORY OF THE\\n[chap.\\nyear it generally worked satisfactorily, and as the various dams were\\ngradually submerged by the backing up of the water in the Periydr\\nthe supply in the canal had less call upon it.\\nBy July 1895 the water in the Periydr was backed up a height\\nsufficient to allow uninterrupted water carriage from Tekadi to the\\nmain dam, and the canal may be said to have then ceased to exist. Its\\nhistory has been given at some length, with a view to explaining\\nthe trouble and expense of which it was itself the subject and which\\nit caused indirectly in the dislocation of traffic when it was supremely\\nimportant to maintain an uninterrupted supply of material. It will\\nhave been seen that the whole of the working seasons of 1889, 1890, and\\n1891 were occupied in constructing this canal and during all this time\\nlimestone and such other materials as came from the plains were delivered\\nby road. The locks and dams were finished by March 1889, and it\\nwas the earthwork, towpaths, clearance of obstructive jungle, and tran\u00c2\u00ac\\nshipping arrangements that occupied the rest of the time. The jungle\u00c2\u00ac\\nclearing was a most tedious operation, since a track for boats had to be\\nmarked out and the trees and undergrowth felled and removed in water.\\nThe rise of the water level then rotted other trees which fell in great\\nnumbers across the fairway and had to be dislodged piecemeal. All\\nthese things could have been done easily in a good climate with\\nplenty of labour and appliances, but the drawbacks of situation already\\nalluded to rendered it a matter demanding the most unremitting\\nexertion.\\nIt may further be pointed out that the canal was never used below\\nthe wharf between Dams Nos. 2 and 3, until No. 3 Dam was finally sub\u00c2\u00ac\\nmerged and a rehandling and cartage of 2 miles was the result. An\\nestimate of rates based on the presumption of cheap water carriage\\nthroughout the duration of the work was therefore certain to be much at\\nfault, even had the rest of the canal been in working order the whole\\ntime. Of such length of the canal as was habitually used it may be\\nsaid that it answered its purpose admirably and formed a cheap, easy,\\nand efficient means of transport. Even this was however dependent on\\ntwo factors, namely, the supply of water to the ropeway up the ghaut\\nand the supply in the canal itself. When the former stopped it was\\nfound that it did not pay to cart hmestone up the ghaut, ship it at\\nTekadi, and unload it into carts again at the wharf. When the wire\\nropeway was not working the canal was, therefore, practically inoperative.", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0082.jp2"}, "81": {"fulltext": "MULIAPANJAN CANAL.", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0083.jp2"}, "82": {"fulltext": "1", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0084.jp2"}, "83": {"fulltext": "II.]\\nPEEIYAE PROJECT.\\n57\\nAt favourable times stocks of limestone were accordingly pushed forward,\\nbut at certain seasons of the year the road was always heavily taxed.\\nThis is an illustration of one of the defects of water-power or water-\\ncarriage when the supply is not unlimited. Fuel can always be obtained\\nin some way or other and steam-power therefore can be readily expanded.\\nWater-power does not possess a corresponding elasticity, though as\\nfar as it goes and under favourable conditions it is undoubtedly very\\ncheap.\\nA word may perhaps be devoted to the transhipping arrangements.\\nThe limestone, which was almost jthe only article carried, was loaded in\\nopening boxes which were first lifted by stationary cranes mounted on the\\ndams, and then placed on frames, mounted on wheels, which were run on\\nrails laid on piers behind the dam to shoots. The boxes being opened\\nthe stone ran down the shoots into similar boxes arranged in a boat\\nwaiting below. The shoots were swung on pivots to allow for variations\\nin the depth of water. The boats were flat bottomed, of wood, generally\\n40 feet long by 10 feet wide, and 3 feet deep, carrying a free-board of\\nabout 8 inches when fuUy loaded. They were originally square-ended,\\nbut were afterwards aU fitted with bows\u00e2\u0080\u0094a great improvement. The\\nconditions of haulage in the various reaches were so various, that it is\\nuseless to give particulars of loads carried or distances covered.\\nThe actual cost of the canal wasRs. 1,20,000 excluding maintenance.\\nWire Ropeway Transport.\\nThe reasons for determining on this method of transporting material\\nfrom the foot of the ghaut to the top are fully set forth in pages 25-27.\\nThe report there quoted sets forth the principles of the original scheme\\nfor the ropeway, the details of which were but slightly deviated from and\\nthen chiefly in details.\\nThe main features in which the ropeway erected differed from that\\noriginally planned were\u00e2\u0080\u0094\\n(a) The ropeway was driven by a separate turbine and not by the\\nturbine driving the tunnel air compressors. The water-\\nsupply which fed the tunnel turbine, after passing through\\nthat turbine, was led by a contour channel half a mile in\\nlength to the driving station of the ropeway. The turbine\\nH", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0085.jp2"}, "84": {"fulltext": "58\\nHISTORY OF THE [cHAP.\\nused was a 60-H.P., Grirard turbine and the fall available\\nand used was 179 feet.\\n(b) The length of the ropeway was increased from 12,000 to\\n16,010 feet.\\n(c) The material carried was limestone and a small quantity of\\nsurki only, all other materials and stores being transported\\nin country carts.\\nThe form of post recommended by the English contractors for the\\nmachinery was a four-legged trestle post of squared scantlings. A trial\\nwas given and results showed that were this form adhered to the ropeway\\nwould take years to erect. It was accordingly decided to restrict the\\nemployment of this form of post to those posts which were upwards of\\n90 feet in height and to make the others out of single trees or two trees\\nspliced. As the line passed through thick jungle trees of the size required\\nwere not hard to find. Elephants were employed to drag them to site\\nand a gang of lascars from the West Coast was employed to erect them.\\nThe great objections to the single tree posts were (1) their liability\\nto twist, (2) their destructibility by white ants, (3) susceptibility to wet\\nand dry rot. To obviate these objections the following steps were taken in\\neach case:\u00e2\u0080\u0094(1) Gruys were used but were often stolen by passing coolies\\nand cart-men. (2) Sulphate of copper in solution was put into holes so\\narranged that the whole area of the post was covered. This met with\\nsuch a moderate amount of success that it was discontinued on account of\\nthe expense. (3) The closest attention was given to the posts to prevent\\nwet or dry rot and the usual remedies employed, with but partial success,\\nas the trees were cut down and used at once without being in any way\\nseasoned.\\nResults showed that the four-legged trestle post was the better for\\npermanent use, but that considering the length of time required for\\nerection and the expense and the difficulty of obtaining seasoned scant\u00c2\u00ac\\nlings, the single post system was the best for temporary use in that\\nparticular locality and under the particular circumstances prevailing at\\nthe time of erection.\\nWhen posts were pulled down owing to dry or wet rot or white ants,\\nthey were replaced if very short by three-legged posts of 4 W. I. pipes,\\nand if over 24 -30 by a four-legged trestle post of wooden scantlings.\\nThe ropeway was divided into four sections\u00e2\u0080\u0094", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0086.jp2"}, "85": {"fulltext": "tl.]\\nPERIYAK PEOJECT.\\n69\\nA\u00e2\u0080\u0094B\\nB\u00e2\u0080\u0094C\\nC-D\\nD\u00e2\u0080\u0094E\\n5 660\\n2 700\\n2 050\\n6 300\\n16,600\\nA being the terminal station at the upper end,\\nand E at the lower end, C being the driving\\nstation and an angle, and B and D being two other\\nangles.\\nThe span between the posts never exceeded 300 feet. In stretching\\nthe rope, which was done iTj winches placed on the top of convenient\\nhiUs, the sag allowed for each span was not less than\\nThe first rope used was Bullivant\u00e2\u0080\u0099s steel wirerope, Bullivant\u00e2\u0080\u0099s lay,\\nthe circumference being 2 f inches. The second rope was the same\\nsize but Lang\u00e2\u0080\u0099s lay. The rope travelled and the buckets were attached\\nby Carrington\u00e2\u0080\u0099s runners and hangers. The weight of the bucket, c.,\\nwas 74^ lb. The capacity of the bucket was 1-| cubic feet of limestone\\nand 1 cubic foot of surki bricks.\\nThe speed at which it ran varied from 2|-3 miles per hour.\\nThe first rope worked for 9\u00e2\u0080\u009410 months and was badly worn after\\nrun n ing only three months. No doubt this was in great] measure due\\nto the rope having lain in a river bed covered with sand on its way up.\\nThe second rope was Lang\u00e2\u0080\u0099s lay and worked until the ropeway stopped\\nwithout signs of appreciable wear.\\nThe lift from station E to 0 was 1,100 feet.\\nC-B about 350 feet.\\nB to A a drop of about 200 feet.\\nMaking the total difference in height between E and A about 1,250\\nfeet.\\nThe quantity of material carried per working day averaged 40 tons.\\nThe working day may be said to have been about 7 hours actual running\\non the average, so the quantity carried per hour exceeded 5 tons. The\\ncost was Es, 3-4-0 per 5 tons for line lascars, loading and unloading,\\nin addition to which a repairing establishment of 1 carpenter, 1 smith,\\n1 bellows boy, 4 coolies, 2 boys and 1 driver, was maintained at a cost\\nper working day of Es. 6-6-0. The cost of small stores was on the\\naverage Es. 2-10-0 per diem, bringing up the daily cost to Es. 9 or\\n5 tons per Es. 1-2-0, so that the actual cost per 5 tons may be taken to\\nhave been not less than Es. 4-6-0.\\nThe best mixture for keeping the rope in order was found to be tar,\\nmica, grease, and oil.", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0087.jp2"}, "86": {"fulltext": ".60\\nHISTOEY OF THE\\n[chap.\\nMain Dam.\\nA description may now be attempted of the work to which all that\\nhas been thus far narrated was subsidiary, the construction of the main\\ndam.\\nAfter the preliminary proceedings which have been touched on at the\\nbeginning of the present chapter, work on the foundation was resumed\\nat the end of June 1888, but little could be done during July and\\nAugust except earthwork on account of the weather, l^e following\\nextracts from the Chief Engineer\u00e2\u0080\u0099s Report on the foundations describe\\nthe conditions and summarise the progress\\nThe bed of the river at the site of the dam is of rock, sloping very\\ngently for a short distance on each flank and then dropping suddenly, in\\nsome places vertically, towards the deep channel in the centre of the bed.\\nThis deep channel is from 50 to 80 feet wide and from 12 to 20 feet below\\nthe surface of the water when at its lowest, this surface being 2 feet\\nabove the datum line of the Periyar surveys. The maximum flood level is\\nabout 20 feet above this datum, but the highest flood recorded since the\\nworks were begun is 15 feet above it. The existence of this chasm in the\\nriver-bed has added greatly to the difficulty and expense of getting in the\\nfoundations it gradually narrows both above and below the site of the dam,\\nand disappears entirely a short distance in each direction, but the nature of\\nthe banks prevents any great deviation from the actual site. When the\\noriginal designs were prepared the existence of this chasm was not known,\\nand the bed was supposed to be a tolerably smooth rock with its greatest\\ndepth not more than 6 feet below the minimum water level, and the scheme\\nof construction described in the original report was based on this supposi\u00c2\u00ac\\ntion. It was intended to construct a temporary dam distinct from the main\\ndam, a short distance above Jt, to a height of 30 feet above datum, and a\\nsimilar dam 10 feet high below the main dam, the space between these two\\ndams being pumped out to enable the foundations of the main dam to be\\nput in. The object of making the upper dam 30 feet high was to obtain, as\\nsoon as possible, sufficient head of water for working the machinery for the\\nmanufacture of the concrete to be used in the construction of the main dam.\\nWhen the banks were cleared of jungle and the real conditions ascertained,\\nit was evident that the upper temporary dam could not be constructed in the\\nposition or by the process originally intended.\u00e2\u0080\u009d\\nThe jungle was of the thickest and most impenetrable nature, the\\nundergrowth being composed chiefly of eeta {Ochlandra rhedii) and\\nrattan creeper, through which lanes had to be cut with axe and chopper\\nin order to take the cross sections of the valley. It was, therefore, very", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0088.jp2"}, "87": {"fulltext": "t\\ni\\nI\\n1", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0089.jp2"}, "88": {"fulltext": "|?,i\\nT^nsTk?!,\\ng^y4_.\\n^Mai^\\n\u00e2\u0080\u00a2\u00c2\u00bbf\u00c2\u00ab4\\nH\\nS\\n3^\\n\u00e2\u0096\u00a0\u00e2\u0096\u00a0Hi\\n\u00e2\u0096\u00a0XW\\nPlioto-Block.\\nSurvey of India Offices, Calcutta. 1899.\\nFOUNDATION BNOLOSURE.", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0090.jp2"}, "89": {"fulltext": ".II.] PEEIYAK PBOJECT. 61\\ndifficult to ascertain at a moment\u00e2\u0080\u0099s notice the exact conditions of the\\nriver-bed at this point. The site, it may be remembered, was suggested\\nlast of all^ and was selected for other considerations than the exact level\\nof the river-bed. Later on the jungle on the banks was turned to account\\nfor hut-building and firewood, so that before the work had proceeded\\nvery far the banks for some distance above and below the dam became\\nperfectly bare.\\nIt was then determined to build this (upper temporary) dam about 200\\nfeet higher up the river, where the central chasm was much narrower, and\\nto lead the ordinary river discharge round the main dam by a channel cut\\nin the earth of the right bank.\\nThe flank portions which were in no great depth of water were put in\\nwithout any serious difficulty, though with frequent interruptions from floods,\\nthe protective works being carried away again and again. In order to\\nobtain a foundation for the central portion it was determined to All the\\ncentral chasm with dry stone up to water level, and to build upon the base\\nthus formed. By the end of February 1889 the flank portions had been\\nbuilt up to-1-13 above datum, vents being left for the passage of water until\\nthe completion of the dam when it was intended to close them with wooden\\nshutters. The central portion on the dry stone base was up to 10 feet above\\ndatum, and the base showed no signs of settlement. It was intended to\\nleave the flanks at -f 13 until the central portion was up to -f- 20 and after\u00c2\u00ac\\nwards always to keep the central portion weU above the flanks, so that\\nfloods might go over the latter and the rubble base not be disturbed by\\nfalling water.\\n\u00e2\u0080\u009cAt the period mentioned freshes of any magnitude are exceedingly\\nrare, and there was every reason to expect that the central portion would be\\ncarried up to the height required without interruption. Unfortunately this\\nexpectation was not realised; on the night of the 1st March there was\\nheavy rain over the greater part of the river valley and early the following\\nmorning the river rose suddenly, the discharge rising from about 300 cubic\\nfeet per second to 4,000 in less than an hour. Of course the greater part\\nof this discharge passed over the central portion, the upper part of which\\nwas quite fresh, and the green masonry was entirely destroyed. As far as\\ncould be seen from very careful observation the rubble base did not yield\\nat all till after the masonry gave way, but of course when the latter was\\nremoved and the whole discharge passed over the former, a good deal of\\nthe stone was removed by scour.\\nIt was too late in the season to think of restoring the damaged portion\\non its old lines and it became necessary to consider whether a different", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0091.jp2"}, "90": {"fulltext": "62\\nHISTOEY OF THE\\n[chap.\\narrangement could be adopted. The flood wbiob caused the injury described\\nabove was not of long duration and by the 5th March the river had returned\\nto its normal condition. It was then necessary to decide and to decide\\npromptly what change of plan was practicable. To re-build on the former\\nlines meant a whole season\u00e2\u0080\u0099s delay only four weeks more remained during\\nwhich work was practicable, and it was physically impossible to complete\\nthe dam within that period, while any work left unfinished would be\\ninfallibly destroyed in June; practically therefore it would be necessary\\nto wait till the following January before anything could be done. It was\\ndecided therefore to abandon the idea of constructing a temporary dam\\nseparate from the main dam merely to raise water to the height necessary\\nfor working the machinery, and simply to enclose the site of the main dam\\nby a coffer-dam of sufficient height to keep out the ordinary cold weather\\nstream. It was recognised that this coffer dam must be of masonry, as\\nexcept from January to March it was impossible to reckon on a fortnight\\nwithout a fresh which would carry away an earthen bank.\\nThe first step was to construct a row of masonry piers (see plan) as close\\nas possible to the right edge of the deep chasm, extending from the tempo\u00c2\u00ac\\nrary dam to a short distance below the rear face of the main dam. These\\npiers were 6 feet apart, 5 feet wide, with their tops at -f 13, 3 feet thick at\\ntop with their rear faces stepped 1 foot horizontal for 2 feet vertical. It\\nwould have been better to have made them somewhat thicker, as the\\ndimeusions given left very little margin of stability against sudden shocks\\n(in fact several were afterwards carried away by trees striking against them),\\nbut it was feared that if this were done it would not be possible to com\u00c2\u00ac\\nplete them by the end of March. The portion of the temporary dam\\nbetween the line of piers and the right bank was removed and the piers\\ncontinued a little higher up to a point where the central chasm was still\\nnarrower and shallower, and the line was then continued down the left side\\nof the chasm to the left portion of the temporary dam.\\nIt wiU be seen from the plan that when the spaces between the piers\\nwere closed by wooden shutters or other means, and a dam put across the\\nriver between the lower end of the line of piers and the left bank, the site\\nof the main dam would be completely enclosed as long as the discharge of\\nthe river did not exceed what could be carried by the space between the\\npiers and the right bank (about 2,COO cubic feet per second), and if the\\ncoffer-dam were watertight it would only be necessary to pump out the\\nenclosed space to enable the foundations of the main dam to be put in\\nwithout difficulty. It was, however, certain that the coffer-dam would not\\nbe watertight, especially at the upstream end where the closure would have\\nto be made by sand bags, and that the leakage would be more than the", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0092.jp2"}, "91": {"fulltext": "PEBIYAR PROJECT.\\n63\\npumping power at our disposal could deal with. A second dam was, there\u00c2\u00ac\\nfore, necessary above the main dam, to take up this leakage and pass it by\\na minor byewasb on the left flank. It was at first intended to make this\\nbyewash with piers and shutters similar to those on the right bank, though\\nnot so high, but time did not allow of the completion of the whole of the\\npiers, and for part of the length an earthen bank was substituted, which\\nacted quite satisfactorily. The construction of all the piers shown on the\\nplan was finished by the end of March 1889, when work was suspended till\\nJuly.\\nIn most years there is an interval between the two monsoons (from\\nthe middle of August till the middle or the end of October) when the river\\nis comparatively low, and it was thought possible that the cross dam might\\nbe put down and a portion of the masonry got in during this interval. In\\n1889 this interval did not exist, the discharge of the river being almost as\\ngreat in August as in July, and in September and October considerably\\nhigher. On the other hand, the north-east monsoon was an entire failure\\nand there was very little rain in November. The intervals between the\\npiers were in that month closed by wooden shutters and the central gap\\nbetween the upper end of the right and left bank rows was closed by a mass\\nof sand bags. It may be mentioned here that sand bags were very freely\\nused and were found invaluable for closing gaps of aU kinds, such as th se\\nleft by the destruction of piers by floods. In some cases they were put down\\nwhen the velocity was so great as to carry away the bags like pieces of\\npaper, but there was never any serious difficulty in checking the velocity by\\nwooden trestles and planks under cover of which the bags were deposited.\\nThe flood of the 18th December passed 2 feet over the sand bag bank at the\\nupper end of the coffer-dam and did no damage beyond the displacement\\nof a few bags in the rear slope. Towards the .end of November it seemed\\nlikely that no more floods were to be expected, and the construction of the\\ncross dams w^as put in hand\\nThese dams were formed of wooden trestles carrying two rows of\\nsheet piling with a filling of earth, and as these trestles played a promi\u00c2\u00ac\\nnent part in the operations in the bed of the river they merit a passing\\ndescription. They were in lengths of about 30 feet and were built on\\nshore. Uprights of lengths suitable to the depth of water were set up at\\ndistances of 5 feet apart in the line of the dam, 12 feet apart at top and\\nsloping outwards and downwards with an inclination of 1 in 4. To\\nthese uprights were fastened longitudinals at vertical intervals of 10 feet.\\nThe longitudinals were doubled, that is, one was fastened before and one\\nbehind each upright. Distance pieces were then fixed and the structure", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0093.jp2"}, "92": {"fulltext": "HISTORY OP THE\\n64\\n[chap.\\n\u00e2\u0080\u00a2was ready for launching. The whole was made of nnsquared timber of\\na maximum diameter of 8 inches.\\nCareful soundings had pre vdously been taken, so that the requisite\\nlength of the verticals both on the upstream and downstream side was\\nkno-wn and each trestle was built for a particular position. When all\\nwas ready the trestle was launched on a raft and floated into position,\\nwhere it was sunk by tying on large boulders. Sheet piling was then\\ndriven do wn to the bottom between the longitudinal guides, and thus an\\nenclosed space was formed from which the water could be expelled by a\\nfilling of sand bags or loose earth according as the water was running or\\nstiU. The rocky bottom of the river precluded the use of vertical piles\\nunless of steel. There were no steel piles at hand nor any appliances for\\ndriving, them\u00e2\u0080\u0094a difficult matter in more than 20 feet of water; while\\ntimber trestles could be made up on the spot and put down much more\\nquickly. The usual filling for a coffer-dam of this description is clay;\\nbut suitable clay was not available, the earth throughout these hiUs being\\neither soft vegetable mould or decomposed syenite which stood well when\\ndry but turned to slush in contact with water. A dam of rubble tipped\\ninto the river might have been made, but it would have leaked excessively\\nand would have used up a great deal of stone which would have been\\nirrecoverable. Such a dam, made watertight by earth or sand bags in\\nfront, would have cost more and taken longer to make, while all the stone\\nreadily procurable at the time was required for the rubble in mortar walls\\nto be built inside the coffer-dams.\\nThe trestles being put down every energy was directed to enclosing\\nthe site of the main dam. Earth was poured into the trestles from both", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0094.jp2"}, "93": {"fulltext": "n.i\\nPERIYAR PROJECT.\\n65\\nends day and night. The main stream of course passed by the right\\nbyewash, and the only current in the portion of the bed occupied by the\\ncross dams was that due to the leakage (which subsequent measurement\\nproved to be from 25 to 30 cubic feet a second according to the level of\\nthe water outside the piers and shutters). Though the water in the pool\\nwas thus nearly stiU there was a slight stream running through the sheet\u00c2\u00ac\\npiling which made the filling a slow business. To defeat the stream\\nvarious devices were resorted to. Bamboo mats were nailed on the sheet\u00c2\u00ac\\npiling to cover the interstices, sand bags were sunk on the upstream toe\\nto fill the crevices between the ends of the piles and the inequalities of the\\nrocky bottom, and trestles were divided transversely into short lengths\\nby vertical piles resting against the distance pieces. If earth was poured\\nin gradually it went through in the form of muddy water, so large\\nmasses were collected at the tips and shovelled in hastily. By this means\\nan abutment was formed at the two ends and the bed was also gradually\\ncovered and the filling then progressed quickly till but a short length\\nremained to effect a junction between the two tips. The leakage however\\nhad concentrated at this point and the velocity was greatly increased, so\\nmuch so that there was a difference of level of 1|- feet between the\\nupstream side of the upper cross dam and the downstream side of the\\nlower. The gap was almost filled again and again only to cave in and\\ndisappear at the last moment. The difficulty was at length overcome by\\na liberal use of grass rollers mixed with earth and by dividing the space\\ninto small squares by vertical planks and filling each in an instant with a\\nlarge mass of earth. The crest of the upper cross dam was finished off\\nat 8, which was considered enough to turn the leakage into the left\\nbyewash; and the crest of the lower cross dam was stopped at 6,\\nThis made the upper 26 feet high at the deepest place and the lower 21\\nfeet, the deep bed of the river at these two points being\u00e2\u0080\u009418 and\u00e2\u0080\u009415,\\nrespectively. It was calculated that the amount of earth used was more\\nthan 30 times the contents of the cross dams and the whole site of the\\nmain dam, and the space enclosed by the cross dams was covered with\\nslush 6 to 8 feet deep. The cross dams even when finished had to be\\nincessantly watched, and an emergency gang with a largo quantity of\\nearth was kept ready day and night to repair the cavities that constantly\\noccurred. Many of the coolies were extremely good at the work, being\\nexperienced in it from childhood. A ring of them would form round a\\ncavity pressing close leg to leg and almost excluding or at least breaking\\nthe rush of water. They were then buried up to their waists in earth\\nI", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0095.jp2"}, "94": {"fulltext": "66\\nHISTORY OF THE\\n[CHAt.\\nby their comrades, and pulled out by main force, when the operation was\\nrepeated until bit by bit the breach was healed. Much of this work took\\nplace at night and the exposure in water at a level of 3,000 feet above\\nthe sea in December was very trying. The coolies had, therefore, to be\\nencouraged and assisted in every possible way, and had it not been for\\nthe medicinal virtues of arrack it is difficult to see how the Periydr Dam\\nwould ever have been built. The strain on the staff was of course also\\nvery great.\\nDuring the operation above described the engine and pump were\\nbeing placed in position. The engine, a 12-H.P. portable, had to be\\nbrought 7 miles from Tekadi along an exceedingly bad road over cul\u00c2\u00ac\\nverts made chiefly of branches of trees. When it at length arrived it\\nwas run out across the right byewash to the edge-of the pool, where it\\nwas fixed on a timber platform. The pump, an 8-inch centrifugal, was\\nthen fixed on another platform over the deep bed of the river and\\npumping commenced on December, 17th, three days after the cross dams\\nwere completed. On the following day there was very heavy rain\\n(3 inches in 4 hours) and during the night the river swelled to a dis\u00c2\u00ac\\ncharge of about 6,000 cubic feet a seconds Two of the piers were\\ndestroyed and the upper cross dam almost entirely carried away; the\\nlower dam was much less injured than expected, nearly half of it being\\nleft almost undamaged; the trestles carrying the pump and pipes were\\noverturned, and the pump buried in the bottom of the river where it\\nremained till it was dug out in April. A still higher flood occurred on\\nDecember 28th, and it was not until the middle of January that the\\nriver was low enough for work to be resumed. A certain delay was\\nhowever inevitable while wood-work for a fresh set of trestles was being\\nprepared.\\nOn January 12, 1890, the river was again attacked, and time being\\nof the extremest importance the utmost despatch was used. The gap\\ncaused by the destruction of the piers above mentioned was closed by\\nsand bags, and the erection of the trestles for the cross dams begun on the\\n15th. The latter were entirely completed and pumping begun on the\\n27th. The work was in one way easier, since the chasm in the river bed\\nhaving been completely filled with mud, most of which remained, there\\nwas a mud instead of a rock bottom to work on. But many of the\\nplanks, timbers, sand bags, c., also remained and the trestles were not\\nso easily fixed or the piling rammed so close. In other respect the\\nsame difficulties were met as before, but previous experience enabled them", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0096.jp2"}, "95": {"fulltext": "II.]\\nPERIYAE PROJECT.\\n67\\nto be overcome more quickly. A slight delay was caused by a sKp in\\nthe lower dam which let the water into the enclosure when nearly dry,\\nbut the site was sufficiently clear to enable masonry to be begun on the\\n30th. It was of course impossible, in the time available, to get in the\\nfoundation over the whole area of the dam, even up to normal water\\nlevel, and it was therefore determined to construct only the front and\\nrear portions {vide sections) up to such a level as would be safe from\\nsubmergence by moderate freshes, leaving the central part to be done\\nin the following season. Of the two walls to be thus constructed the\\nfront one was designed for a height of 25 above datum or 43 feet above\\ndeep bed, so as to allow the water to be raised as soon as the machinery\\nwas ready for work, though it was not expected that it would be com\u00c2\u00ac\\npleted to this height during the current season. The lower wall was to\\nbe feet about datum, or 22^ feet above the deep bed\u00e2\u0080\u0094a height\\nsufficient to keep out all floods which did not top the front wall.\\nIn order to build the front wall in the most satisfactory manner it\\nwould have been necessary to commence at the lowest point, leaving a\\nvent for the leakage to be afterwards closed, and had there been time\\nor room this course would have been followed. But for this purpose it\\nwould have been obligatory to wait until all the water had been pumped\\nfrom the enclosure, slush and debris cleared down to the rock round the\\npump and along the whole length of the foundation of the wall, and\\nboth the upper cross dam and the rest of the slush safely shored up.\\nThe time at disposal however admitted of no deiriy, nor was there suffi\u00c2\u00ac\\ncient space between the cross dam and the front line of the wall for\\ntimbering. As slush and debris were removed the flanks of the site of\\nthe w all were first exposed, and they were at once cleaned up and\\nmasonry begun. The work was easy at first; but as more slush was\\nremoved the leakage became greater and the cross dam threatened to\\nslip and had to be shored up, the timbers being removed and masonry sub\u00c2\u00ac\\nstituted in very small lengths, while the leakage was conducted along the\\ntoe round the new masonry to the pump. Had all the slush been removed\\nbefore any masonry was built the cross darn would certainly have slipped\\nor collapsed. As it was it constantly bulged and the leakage increased\\ndaily, and the only alleviation was to fill up at once with rammed earth\\nbetween the cross dam and each new length of masonry. As the two\\nends approached each other all the difficulties became accentuated and\\nthe bulging and timbering and leakage conduits entrenched so on the\\nsite of the wall that it became a matter of the greatest trouble to", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0097.jp2"}, "96": {"fulltext": "68\\nHISTORY OF THE\\n[chap.\\nadhere to the front line, and^ in fact for a short length in the deepest\\npart the toe of the front wall is nearlj^ a foot behind its proper place.\\nWhen but 2 remained to effect a junction the situation became acute.\\nThe leakage, which had greatly increased, was pouring through the small\\nspace in a rapid stream to the pump. A pipe had been left in the wall\\na little to the right, but the rock there being higher the pipe was higher\\nand it was found impossible to back up the leakage sufficiently to force\\nmuch of it through the pipe. The space of 2 width running through\\nthe thickness of the wall was made crooked.\\nFront of Cross Dam,\\n-__5i_Q_o_Q---Q-a- Q\\nGross Dam\\nand at the back of the wall were built two piers^ attached to the wall\\nand forming with it two grooves. In these grooves a shutter 3 deep\\nwas fixed and carefully caulked all round with oakum plastered with\\nclay. It was very nearly watertight and the result was that the running\\nwater was raised to the level of the top of the shutter, below that level\\nbeing still water. Long fiexible bolsters made of porous long cloth and\\nfilled with neat cement and a few stones were then laid very quickly in\\nthe still water up to the top of the shutter, and the pump was immedi\u00c2\u00ac\\nately stopped and water allowed to rise in the enclosure. With the\\ndiminution of head the leakage and the consequent stream of course\\nbecame much less and the cement had a chance of setting in still or\\nnearly still water. At intervals of three days the water in the enclosure\\nwas pumped out and the process repeated, but with cement concrete instead\\nof neat cement. With every rise of the wall the space between it and\\nthe cross dam was filled with earth and the leakage diminished until", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0098.jp2"}, "97": {"fulltext": "V\\n,i, ;ri\\n\\\\sf 4 M\\ni imginM a\\n-if^ \u00e2\u0096\u00a0\u00e2\u0080\u00a2WSpBB Lt,.:.\\nI.\\nf*. i.\\n3.\\nr*- V\\ni.\\nlf\\nll\\n\u00e2\u0080\u0099vr\\nI#\\nr.- i\\nA.\\n1 i\\n-.kiA\\nor\u00e2\u0080\u009d\\n-vJ,\\nf\\ny\\ni*\\nK?\\nri.;\\nA 1\\n\\\\if\\\\1f iWL.\\n^--^2\\nf**,.. r f^i\\n\u00e2\u0096\u00a0T fi%w-^ m ix\u00e2\u0080\u0094\u00e2\u0096\u00a0\\nw^fi K**\\np u,.\\nb\\n-.1\\n4* ,V V\\nr\\n,v\\nH A I\\nm A\\nT. v *f: -hi-\\nxy\\nt\u00c2\u00bb rv-f\\npj ^y\u00c2\u00bbV\\nt .1\\n-A\\n4\\nrV.\\n\u00e2\u0080\u0099?f\\ni\\n\u00e2\u0080\u0099:a\\nr A\\n\u00e2\u0080\u00980.1\\nf 4 4\\nX\\n4\\n\u00e2\u0096\u00a0i^y\\nh\\nA\\nf -.i-A\\ns^\\nx-J\\nr.\\nn.\\nV.", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0099.jp2"}, "98": {"fulltext": "i\\ni\\nReg: No. 4630 -Photo-Print., Survey Office, Madras.\\nCopies 410 *898", "height": "3672", "width": "2523", "jp2-path": "historyofperiyar00mack_0100.jp2"}, "99": {"fulltext": "1^-\\nl\u00c2\u00bb-\u00c2\u00ab\\nfelr^-i\\n[^i\\nl\u00c2\u00bb\\nr\\nr\\nI\\nJk\\niki\\n\u00c2\u00bbf\\niSy\\n\u00e2\u0080\u00a2T* V\\n\u00e2\u0096\u00a0y^\\n\u00e2\u0080\u00a2:Vv.\\nk i\u00c2\u00bb\\nm \u00c2\u00bb\\\\^2 m\\n/v\\nilR\\n*rv\\n3\\niNr/.\\nLo\\nji\\n.\u00c2\u00abv\\nl^\\n:^-f\\nM\\nV*-\\n.Jl\\nf.\\nVj\\nH\\nPS\\nj\\nk r\\nft^\\n\u00e2\u0080\u00a2*f.\\ni5\u00e2\u0096\u00a0i^\\nA\\n\u00e2\u0080\u00a2\u00c2\u00ab%i\\nIIFF Tyfe\\nSfci\u00e2\u0080\u0099f-\\n\u00e2\u0080\u0099\u00e2\u0080\u0098i*rv*\\n^3 y\\ni V-\\nV tCiTJ^ f\\n\u00c2\u00ab^J-.\\n4\u00e2\u0080\u0098V\\nV\\nl; 5\\n:*vf i. wF5k?^\\n.IjVi\u00e2\u0080\u0099* A\\nM i- ?P\\nw\\nr#\\nus.-f J\\nl\\nfv-\\nfv V\\nw.\\nVW\\n^-S^,\\nI\\nI -r.^^ V w\\n-.,_- *r. J -f. *,ir,A\u00e2\u0080\u0098\\nI Mi\\n.M; :^^K:ir^^f^-\\n*v. r-t Miv \u00e2\u0080\u00942^\\\\ \u00e2\u0080\u00a2f Jv\\nbR .tV r /A. r\\niU iL\\n*Vi. ...*i.--ft Tf\\nA^^4*i Ur ..VH\\n:t^\u00e2\u0080\u0099^-A k\\nlA-i: T\\n\u00c2\u00abJ\\n1", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0101.jp2"}, "100": {"fulltext": "1\\nI\\nCO\\nD\\n05\\na: Di\\no\\niu\\nq; u\\no\\nO-r.\\nin\\no a:\\nQ.\\nO..\\nO UJ\\no..\\nfc\\nUl 1-\\nUJ\\nu.\\nO fW\\n0 UJ\\nS8-\\nUl\\n_i\\nft: z CL\\nO\\nQ_\\n5 W\\n*5 S CO\\n0-,\\nS O\\no-\\n1: a:\\ntn-;\\nw\\nUi\\nri\\noi\\nH\\nO\\nUJ\\nCO", "height": "3692", "width": "2574", "jp2-path": "historyofperiyar00mack_0102.jp2"}, "101": {"fulltext": "II.]\\npeeiyIr project.\\n69\\nno special arrangements for building were required. The operation was,\\nhowever, only partially successful, since a certain amount of water\\n(about cubic foot a second), found its way through the cement bags\\nand the concrete above it. This may be attributed partly to the inherent\\ndefects of the contrivance and partly to the extreme haste which was\\nthe very first consideration. The success would have been probably\\nmore pronounced had the cement and also the concrete been moistened\\nand allowed to set for a few hours before being deposited. Had neat\\ncement in bags been more freely used instead of eoncrete there would also\\nprobably have been less leakage, but the supply of cement was almost\\nat an end and there was no means of getting more.\\nNo very great difldculty was experieneed in the eonstruction of the\\nlower wall where there was plenty of room to work, the cross dam being\\n50 feet from the masonry, but in this wall also the foundations of the\\nflanks had to be put in before the centre, and the leakage, though much\\nless in quantity, had to be dealt with in the same manner, since there\\nwere no pumps available for disposing of it outside. Consequently this\\nwall also leaked at the base along the deepest part when finished.\\nBy the 18th February the masonry of the front wall had been car\u00c2\u00ac\\nried across the bed but not to the full thickness. On the 24th February\\nthe rear wall was just completed and the front wall raised, though not to\\nits full thickness, to a height of about 7 above the datum, except for a\\nlength of 40 feet in the middle which was from 6 to 7 feet lower. On that\\nday there was a fresh, not very high but unusual at the time; it would\\nprobably have done little or no damage had not one of the line of piers\\ngiven way, letting the water into the pool above the upper cross dam. The\\nlatter was of course topped and breached and the water passed over the\\nmasonry. In the upper wall there was space enough for the water to flow\\nover at a very moderate velocity and absolutely no damage was done in\\nthe lower wall the top part, which was quite fresh, was more or less injured,\\nbut the damage was on the whole very much less than was expected. The\\nlower cross dam was of course breached but not badly. The restoration of\\nthe earthen dams and pumping out the enclosure caused only three days\u00e2\u0080\u0099\\ndelay, and work could have been resumed on the 28th, but the weather\\nwas so bad and the river so high that little or nothing could be done till the\\n5th March, after which there were no further interruptions and work\\nwent on smoothly. A certain amount of trouble was experienced in extend\u00c2\u00ac\\ning the front wall across the left bank byewash owing to an unexpected\\ndip in the rock which went down to\u00e2\u0080\u00948, but this caused no serious", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0103.jp2"}, "102": {"fulltext": "70\\nHISTOEY OP THE\\n[chap.\\ndifficulty. A vent was left in this portion of the wall for the passage of water\\ninto the left byewash, to be closed by a wooden shutter as soon as tho\\nmasonry was sufficiently advanced.\\n\u00e2\u0080\u009cIt was determined to leave the work for the season with the top of\\nthe front wall at 20 above datum, with the exception of a length of 60 feet\\non the left flank which was to be left at 16, and by the 15th April this had\\nbeen done, except the vent itself and a short length on each side which was\\nleft to bond in with the masonry used in closing the vent. The shutter\\nwas then put down and the vent built up as quickly as possible. This\\noperation was interrupted by a rather heavy flood on the 19th April,\\nwhich passed over the lower portion of the wall and did some little damage\\nto the newest part of the work the interruption was particularly annoying\\nat a time when fever was beginning to show itself and there was consider\u00c2\u00ac\\nable difficulty in obtaining labour the work was however Anally completed\\nby the 26th April.\\nWhile the front and rear walls were in progress, piers with their\\ncrests at -f- 15 had been built between those of the coffer dam piers on the\\nright bank which came between the two walls, so as to increase the carry\u00c2\u00ac\\ning capacity of the main byewash from 12 to 15. The dam site is thus\\nenclosed by a solid wall which will not be submerged except on compara\u00c2\u00ac\\ntively rare occasions, and the remainder of the foundations can be put in,\\nunder cover of this wall, without serious difficulty. There will be occasional\\ninterruptions, but they will be interruptions only, nnd will not involve\\nthe destruction of any work already done. When work is resumed next\\nseason the front wall will be raised to 25 and the entrance to the\\nmain byewash closed to a sufficient height to cause a sufficient portion of\\nthe river water to pass above the weir (which has been completed) leading\\nto the turbine for driving the machinery. Th e walls described above were\\nnot benched into the rock, as time was of the utmost importance; they were\\nfounded on the natural surface, which was carefully cleaned, with portland\\ncement; this material was used for the lower 2 feet of the walls through\u00c2\u00ac\\nout their thickness, and for the front 2 feet throughout their height; the\\nremainder was built in ordinary mortar; the lime is of admirable quality,\\nmoderately hydraulic, and has been exposed to very severe tests which it has\\nstood satisfactorily. It was found by careful measurements that the total\\nleakage into the enclosure after the latter was pumped dry was about half\\na cubic foot per second, of which quite half and probably more was through\\nand under the shutters of the right byewash. The leakage between the\\nfront and rear walls and the rock is confined to a short length in each wall,\\nand no difficulty is anticipated in stopping it completely when the enclosure\\nis again cleared out.\u00e2\u0080\u009d", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0104.jp2"}, "103": {"fulltext": "", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0105.jp2"}, "104": {"fulltext": "Aeg.: N0..488IS\\nCopIetf4.4I0\\n1S98", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0106.jp2"}, "105": {"fulltext": "II.]\\npeeiyXr project.\\n71\\nThe operations above described from the beginning of December to\\nthe middle of April were described by the Chief Engineer, Colonel\\nPennycuick, in bis report to Government, as the most anxious, diffi\u00c2\u00ac\\ncult and exhausting of any that bad come within bis experience, and\\nthe staff received the thanks of Government for their services on this\\noccasion.\\nWork was re-commenced at the end of June 1890, and as for some\\nyears the principal difficulty encountered was the control of the river\\nduring construction, it is necessary before proceeding further to touch on\\nthis subject. The method adopted for disposing of the normal discharge\\nwas in principle briefly as follows. All the water was turned round the\\nright flank. Taking the foundation enclosure as a start the river was\\nalready raised and diverted, running through vents between piers built\\nin the dry. Similar piers AA were built in the front line of the dam\\nfurther to the right leaving vents with floors at a higher level, and these\\npiers were connected with the line of the rear face of the dam by another\\nhn\u00c2\u00a3 of piers BB with groves into which planks could be inserted. The\\nheight of these piers BB was so calculated that when the original bye-\\nwash was closed and the river was turned through the vents AA the\\nordinary discharge of the river and small freshes should not top the piers\\nBB. When the foundation enclosure reached a level equal to the piers\\nBB the front wall of the dam was raised somewhat higher. The\\noriginal byewash was then closed, the water rose and the river began to\\nrun to the right of the piers BB. The space between BB and the found\u00c2\u00ac\\nation enclosure was then rapidly brought up to the level of the work\\nalready built and was then included and the whole went ou together.\\nNew piers CC and DD were then built in the dry, and as soon as the\\nbody of the dam reached a sufficient height the process was repeated, the\\nriver raised and diverted, and a fresh portion included. In this manner\\nthe dam was built up to the level of 60.\\nThis method had disadvantages. If the discharge of the river\\nexceeded about 2,000 cubic feet a second the portion last included was at\\nonce flooded and if the discharge exceeded what could thus be carried\\noff (which it constantly did) the front wall of the dam was topped and\\nthe whole work submerged till the fresh subsided. There was thus a\\ndanger of damage to new work, and during the early days (when the\\nlake formed above the dam was small and of little absorbing capacity) a\\nconsiderable source of delay. This was, however, only a comparative evil.\\nAn absolute and constant disadvantage was that it caused the dam to be", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0107.jp2"}, "106": {"fulltext": "HISTORY OF THE\\n12\\n[chap.\\nbuilt piecemeal, and resulted in a series of vertical joints. A longitudinal\\nsection would show thus\u00e2\u0080\u0094\\nMore than this it necessitated a great portion of the work being built\\nirnder a head of w ater behind a front waU which had to be kept\\nconsiderably in advance of the rest of the work.\\nThere were besides some constructive drawbacks. The piers in the\\nfront line of the dam were several times washed away and had to be\\nbuilt very strong indeed, thus taking up a good deal of the -waterway,\\nalways small on account of the steepness of the side of the hill. The\\ntransverse piers were also constantly washed away and the difficulty\\nof replacing them in swift running water was beyond description. A\\ncontinuous wall could not be substituted, or there would have been no\\nbond between the body of the work and the portions successively\\nincluded; nor could these piers be made very large, or the bond would\\nhave been insufficient unless wdde intervals -were left, and this again was\\nimpracticable, because of the impossibiHty of handling large shutters\\nunder the conditions that prevailed. Moreover when the earth was\\ncleared from the side of the hiU the rock exposed was not on a uniform\\nslope but lay mostly in alternate dips and scarps, so that the space\\navailable for each fresh diversion channel was very unequal, and to\\nensure a reasonable discharging capacity the piers had sometimes to be\\nbrought very high. Pinally, nearly all the materials, which were on the\\nright bank, had to be carried across the river to the work. The bridges\\nhad to be changed each time the river was diverted and were constantly\\ndamaged by floods.", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0108.jp2"}, "107": {"fulltext": "THE DAM DURING CONSTRUCTION\\nr", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0109.jp2"}, "108": {"fulltext": "I\\n-T\\nI\\nj\\ni\\nt\\nI\\nP;\\nf\\ni\\nk-\\nr\\nI\\ni\\nt..\\ni\\nJ.\\nI\\nyi** V\u00e2\u0080\u0098 1\\n1\\n4\\ns\\ny\\nt.M\\nI\\n,s\\nI\\n1\\n4\\nt\\n*w\u00c2\u00ab\\n4\\n9t\\nf\\nI\\nI\\n4\\n4\\nO\\nD", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0110.jp2"}, "109": {"fulltext": "II.]\\nPERIYAR PROJECT.\\n73\\nIt will be of interest to notice briefly the other methods proposed for\\ndealing with the water during construction. The question, generally\\nimportant in all large dams, was here accentuated by the torrential\\nnature of the river, the volume of water it carried during a great part of\\nthe year, and the frequency of strong freshes from local thunder storms\\neven in the dry months. There was no experience as a guide, since no\\ndam has ever hitherto been built across a river so large as the Periydr and\\ncombining so many refractory characteristics. The south-west monsoon\\ncommencing here at the end of May continues with more or less force but\\nwithout complete intermission till October, when it is replaced by the\\nnorth-east monsoon, and rain continues to fall till the latter half of\\nNovember. There is sometimes a partial break in August, but the\\nweather is then always uncertain and the drainage from previous rain\\nprevents the river from running low. From the rainfall register it may\\nbe seen that the number of rainless days between June Ist and November\\n15th was on the average but 34 for the years 1888 to 1895 inclusive.\\nDuring this period the discharge seldom fell below 1,000 cubic feet a\\nsecond. From the middle of November till the middle of May the\\nweather is usually fine and dry but in these hiUs thunder storms are of\\nfrequent occurrence and a month seldom goes by without one, resulting in\\na fresh of greater or less violence. The highest recorded fresh reached\\nthe figure of no less than 120,000 cubic feet a second, while freshes of\\n10,000 to 20,000 cubic feet a second are not infrequent; and the rocky\\nbottom of the river, its steep fall and confined bed cause great turbulence\\nand a high velocity, a large flood running at the rate of 10 feet to 15\\nfeet a second and bringing down with it big trees as well as a great\\nquantity of other floating and rolling debris, which was a constant\\ndanger and trouble. It was almost impossible, at any rate generally\\nimpracticable, to build piers in the course of the river strong enough to\\npermanently resist the impact of these floating battering-rams and nothing\\nbut a heavy continuous wall with a rock abutment successfully encountered\\nthem for any length of time, and then not without showing severe signs\\nof the fray.\\nIn the proposals submitted by Colonel (then Major) Pennycuick it\\nwas intended to drive two tunnels at a low level through the flanks\\nof the dam, as described in Chapter I. The then Inspector-Q-eneral of\\nIrrigation took great exception to this proposal, criticising it in a note\\nof which the following is an excerpt:\u00e2\u0080\u0094\\nWhen in Madras the proposed arrangements were explained to me,\\nand I then stated that I would never agree to so dangerous an arrangement,", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0111.jp2"}, "110": {"fulltext": "74\\nHISTORY OP THE\\n[chap.\\nand suggested that if no other means could he contrived the water might he\\npassed over the dam hy means of large syphon tubes. Major Pennycuich\\nstoutly maintains that his plan is the hest of all possible alternatives, that\\nno risk is ever to he apprehended from its adoption, and that it combines in\\nthe highest degree the elements of security, efficiency and economy.\\nHaving most carefully considered all Major Pennycuick\u00e2\u0080\u0099s proposals and\\narguments, my objections to the culverts remain absolutely insuperable.\\nI cannot conceive how an Engineer of his intelligence could have brought\\nhimself to devise such a method of disposing of the escape water. A\\nglance will show how soon floating brushwood and grass would clog and\\njam the self-acting sluice. The draw\u00e2\u0080\u009d into the tunnel would of course\\nbe very great, and unless the floods in the Periyar run quite clean and free\\nof floating rubbish I don\u00e2\u0080\u0099t believe the sluice would remain in working order\\none hour after a flood began to come down. Again, supposing it to\\nremain in perfect order, it is quite plain that the powerful eddy generated\\nby the cross currents at the entrance of the tunnel, would block the month\\nso as to reduce the discharge immensely. This would necessitate a larger\\nsection against the adoption of which Major Pennycuick himself protests.\\nBut again, supposing the tunnels to have answered all expectations during\\nconstruction, I cannot well imagine a more fatal source of danger to a\\nlofty dam than two culverts passing underneath its flanks, closed by shutters\\nexposed to the enormous pressure due to an average head of at least 135\\nfeet of water\\nThe Inspector-G-eneral then went on to state briefly his belief that\\nthe water could easily be passed by leaving 200 feet on either flank\\nalternately 2 feet and 4 feet below the rest of the work.\\nThe objections, it will be seen, were directed against the following\\npoints (1) against the gear by which the sluices were to be actuated, (2)\\nagainst the adoption of either a greater section or a greater velocity in\\nthe culverts, (3) against the existence of a culvert of any kind through\\nthe dam when completed.\\nThere can be no possible doubt that, speaking generally, in a case of\\nthis kind culverts are by far the best plan of disposing of the water\\nfrom the point of view of convenience and construction. Nearly every\\nlarge dam is built so, unless there are very special reasons favouring\\nanother method. It has the immense advantage of keeping the water\\nlow throughout the progress of the work, which is, therefore, built with\u00c2\u00ac\\nout joints and without a head of water outside it, and is allowed any\\ntime that may be wished to set before resisting horizontal pressure.\\nBoth syphons and flank depressions entail raising the water as the work\\nadvances and keeping the two at nearly the same level. The cohesive", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0112.jp2"}, "111": {"fulltext": "11\\nPEEIYAR PROJECT.\\n75\\nmaterial in the present case being a good but not extraordinary and\\nonly moderately hydraulic lime, more objectionable conditions can\\nhardly be imagined. Both these methods too bristled with constructive\\ndifficulties which, had the Periydr been an insignificant stream, could\\nhave been surmounted, but in such a river were insuperable. When it\\ncame to the point the syphons were speedily dismissed as impracticable,\\nand the water was actually passed not over but round the flanks in the\\nmanner previously described, thus avoiding at any rate horizontal joints.\\nBut the cost, the damage, the innumerable inconveniences may be said to\\nhave delayed the completion of the work a full year and added to the\\nexpense a sum variously estimated at from 1 to 4 lakhs of rupees.\\nThe drawbacks were indeed so intolerable that when the dam reached\\nthe level of -f 60 this method was finally abandoned and the water\\nw as passed by a tunnel or culvert through the dam. It gave no\\ntrouble, it was easily controlled, and eventually closed and plugged\\nwithout the slightest difficulty.\\nThe Inspector-Generaks first objection was to the sluice arrange\u00c2\u00ac\\nments, which could how ever have been designed differently. Most of\\nthe floating debris could have been arrested by a boom across the river,\\nas was actually done at one stage of the work, and another type of\\nsluice with suitable gratings need have caused no anxiety. The prin\u00c2\u00ac\\nciple laid down was that 20 feet per second should be the limiting\\nvelocity through the culverts, and gearing could easily have been\\ndevised which would work satisfactorily under a head of 30 or 40 feet,\\nthat is to say until the dam reached a level of about -b 50. At this\\nlevel similar culverts might have been made and the original culverts\\nclosed. These could control the river until the dam rose to 100,\\nwhen the depression on the left flank was available as an escape. In\\nseveral large dams culverts have been left which work easily under a\\nhead as great as this, and at Bhdtgarh such culverts after being used\\nto scour out silt are closed and remain closed under a much greater\\nhead. On the whole, therefore, it seems insufficient to have rejected for\\nthis reason what was obviously the best plan on other grounds.\\nThere is apparently a misunderstanding underlying the Inspector-\\nGeneral\u00e2\u0080\u0099s second objection, viz.: that the area of the culverts must be\\nincreased in order to obtain the required discharge or else a greater\\nvelocity must be expected. The approaches to the culverts as proposed,\\nwere to be tunnelled out of the solid rock and in these the section\\nmight have been enlarged or the velocity increased without serious", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0113.jp2"}, "112": {"fulltext": "76\\nfliSTOEt OF THE\\n[chap.\\nobjection. The covered cutting was quite straight and had a clear outfall,\\nand the discharge and the velocity must have been very nearly accord\u00c2\u00ac\\ning to calculation. In any case the floor was purposely intended to be\\nbenched out of the solid rock and a sligh tly increased velocity was of\\nslight importance.\\nThe third objection referred not so much to the culverts themselves\\nduring construction as after the completion of the dam. There was\\nno crying necessity for the culverts to remain, since the Periydr is not a\\nsilt-bearing river, and as the lake could not silt up in any measurable\\nlength of time no scour was needed. By choosing a favourable moment\\nwhen the river was at its lowest there would have been no trouble in\\neventually plugging them, and very simple means would have sufficed\\nto make such plugging sound from a constructive standpoint, that\\nis to make a good and firm junction, well bonded in and practicably\\nfree from leakage. The culvert afterwards used at -f- 60 was plugged\\nin such a manner as to be free from leakage and indistinguishable from\\nthe rest of the dam in appearance. The culvert used during the\\nconstruction of the Yyrnwy Dam was plugged with but 15 feet of brick\u00c2\u00ac\\nwork and is perfectly tight, and the addition of an asphalte expansion\\njoint removes the matter from the possibility of doubt. It may, on the\\nwhole, be laid down as an axiom that almost no obstacles should prevent\\nthe adoption of low level escape culverts in a large dam. Difficulties\\nwith the sluices or delay in the first installation will be many times\\nrepaid in subsequent speed, cheapness, and convenience of construction,\\nand in the quality of the work turned out.\\nThe narrative may now be resumed. On the recommencement of\\nthe work in June 1890 the foundation enclosure was pumped out and\\ncleared of about 80,000 cubic feet of slush and decayed rock, and the\\nsolid rock laid bare. The surface was found to be exceedingly irregular\\nand rough, and no benching was required, the more so as the bed sloped\\nthe reverse way to the fall of the river and sliding was impossible. The\\nleakage through the front and rear walls had then to be suppressed, for\\nwhich purpose walls of rubble masonry were built 3 feet behind each\\nand pulsometers placed between to keep down the water. As soon as\\nthese walls were completed the water was allowed to rise and a 6-feet seal\\nof cement concrete was formed either by depositing from skips or by\\nforcing grout into broken stone previously laid. After the concrete\\nwas set the water was pumped out and the space was entirely filled\\nwith concrete of surki mortar. This made the front and rear perfectly", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0114.jp2"}, "113": {"fulltext": "THE DAM DURING CONSTRUCTION", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0115.jp2"}, "114": {"fulltext": "T\\nt\\nI\\nj\\nt\\nI\\nI\\n\u00e2\u0080\u00a2y* r\\n1\\nf\\n4\\ni\\ni\\nr\\nt\\nr\\ny\\nf\\n4\\nI\\nI\\n|1*\\n4\\nI\\n4\\n4\\n9\\nt\\nI\\n4\\nr\\n1\\nI\\n\u00e2\u0080\u00a2c\\nI\\nI\\nr\\nj\\n1\\n1\\nI .1\\ni\\nI\\n*-l\\nJ\u00c2\u00bb 1^ V rfV- -S w Jk5 i -tsv,\\nVl\\nJl\\ni\\nt\\n4\\n4", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0116.jp2"}, "115": {"fulltext": "II.]\\npeeiyIr project.\\n77\\nwatertight, and the only other leakage was through the shutters on the\\nright, to stop which the spaces between the piers were closed with\\nrubble masonry, thus forming an irregular continuous waU. The found\u00c2\u00ac\\nations were thus perfectly enclosed and work inside could proceed uninter\u00c2\u00ac\\nruptedly except when a flood in the river overflowed everything.\\nThe deep bed of the river, though of undoubtedly solid rock, contained\\na number of small springs, each of which was confined in a well of cut\\nstone in cement 6 inches in diameter, which was brought up with the\\nrest of the work. It was found that these springs ceased to rise after a\\ndepth of 6 or 8 feet had been reached, and they were then aU sealed with\\ncement grout. The river bed was meanwhile divided into partitions by\\n2-feet walls of rubble masonry and the partitions were filled with\\nconcrete. By the end of the season (April 1891) the concrete was raised\\nto an average level of 0, or a depth of 15 to 18 feet in the deepest\\nplace.\\nOn the right of the front waU and in a line with it four new piers\\nwere built leaving four vents with siU level at -f 10. The piers built the\\nprevious year in immediate extension of the front wall at the right,\\nthrough which the river had hitherto been running, were washed away,\\nso the river was diverted by a bank of sand bags and a solid wall built in\\nextension of the front wall left at 16 to serve as a weir. The normal\\ndiseharge then flowed through the vents at -f 10. The original front\\nwall was then raised to 30 and thickened, and the extension to 20,\\nand more piers were built in eontinuation on the right, leaving vents\\nat 17, 4- 20, and others higher. From the vent at 17 piers\\nrunning across the dam were built and continued to the workshed, and\\nthe river being then again diverted and raised to these vents the water\\nwas available for the turbine.\\nA great deal of earth and j boulders was also excavated from the\\nsite of the dam on both flanks. The trial pits dug for the purposes of\\nthe estimate were thought to disclose solid rock at from lO to 85 feet\\nbelow the ground. In some instances rock had unmistakably been\\nexposed, in aU the trial pit was always continued through several feet of\\nwater and the bottom carefully sounded with steel jumpers before it was\\nconcluded that solid rock had been reached. There were thus good\\ngrounds for the belief, but it did not by any means prove always correct.\\nThe regular sequence was dark vegetable mould, red clay hard when\\ndry but slushy when exposed to water, then small boulders, then larger", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0117.jp2"}, "116": {"fulltext": "18\\nWISTORY OP THE\\n[chap.\\n(sometimes enormous) boulders and it was these that the trial pits had\\noccasionally stopped on. In the excavation for the dam it was often\\n50 or 60 feet from the top before real rock was reached, and the surface\\nneeded a good deal of blasting and scaling with pick and chisel before\\nbeing fit to build upon. The danger of a sloping bed, however, seldom\\noccurred, since the lie of the rock was not uniform up the side of the\\nvalley but in alternate flats and scarps. No precautions were, therefore,\\ntaken against the sliding stress down hill.\\nThese operations closed the working season 1890-91. The total\\nquantity put into the dam was not great, but every operation was one\\nof difficulty, and the whole work was so near the normal level of the\\nriver that it was constantly submerged and interrupted by floods.\\nWork was recommenced at the end of June 1891. From this point\\nthings became comparatively easier and more regular, but interruption\\nand damage by floods were not infrequent. The south-west monsoon\\nwas fairly benevolent, but in October the work was entirely submerged\\non five separate occasions and 7,000 cubic feet of rubble masonry and\\n20,000 cubic feet of concrete were washed out; and in November it was\\nsubmerged four times. These floods, though they did not damage\\nappreciably the main dam itself, often washed away piers or other\\nisolated structures, which had to be replaced with infinite trouble in the\\nfull force of the stream. There were very many such incidents of which\\nno detailed record has beeen kept. It was so impossible to procure\\narticles specially fitted for the service under ever-varying conditions, that\\nanything which happened to be on the spot was impressed into use.\\nFor instance the current was stopped on one occasion by a large bamboo\\nraft loaded with sand bags till it sank, on another by an abattis of trunks\\nof trees and thick steel jumpers, in fact anything that would so far\\nbreak the current as to allow a bank to be raised of sand bags or heavy\\nstones. The current was often so strong that stones of 8 or 10 cubic\\nfeet, in weight, perhaps, f of a ton, were rolled easily along the bed.\\nThis kind of work was interesting, but made great calls upon the resource\\nand energy of the staff, and the delays and interruptions were harassing\\nin the extreme. Nevertheless the average monthly progress gradually\\nincreased as was to be expected with improved organization and ex\u00c2\u00ac\\nperience. By the end of March 1892 the front wall was raised to 87\\nand the cross waU bounding the diversion to -f 33, the rear wall to\\n23, and the concrete in the enclosure to an average of 13. Three\\nnew piers making vents at 30 were also built in continuation of the", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0118.jp2"}, "117": {"fulltext": "II.]\\nPEEIYAR PBOJECT.\\n79\\nfront wall on ihe right. The total quantity put into the dam during\\nthis season (1891-92) was\u00e2\u0080\u0094\\nCUBIC FEET.\\nConcrete. 544,750\\nBubble masonry 274,003\\nTotal 818,753\\nthe highest combined outturn in any month being 148,097 cubic feet in\\nFebruary 1892.\\nThe work was submerged in April by a flood which rose 20 feet in\\ntwelve hours and carried away two piers of the turbine weir, and again\\nin July when the rest of the weir was carried away and the bridge\\nacross it overturned. The weir was re-built solid instead of with piers,\\nbut meanwhile the turbine was idle and work greatly delayed and no\\nreal progress was made on the main dam till the middle of August.\\nFrom this time it was rapid and uniform. In January 1893 the dam\\nhad advanced so far that it became necessary to include the channel\\nthrough which the river had been running for the last two seasons, and\\nto make a new bye wash on a higher level. Two of the vents were\\nclosed without difficulty, the third being postponed till March and neces\u00c2\u00ac\\nsitating a lift of 20 feet to the river. This, one of the many arduous\\nincidents that were an every-day occurrence, is described in an extract\\nfrom the Progress Eeport for March 1893.\\nOn the 5th evening under a blue sky with light passing clouds and\\nwith a high barometer, the wrought-iron semi-cylindrical shutter was\\nlifted by a gantry and moved laterally into position in front of the vent\\nto be closed. The sill level of the vent was -f 21, but in order to give access\\nto a new sand bed 5 miles above the dam, plank shutters had been dropped\\ninto the vent in January up to a level of 29, over which 2 20 feet of\\nwater was passing on the fifth. The river level was, therefore, -f- 31*20 at\\nthe time of shifting the W. I. shutter, and judging from the fact that at\\nthe closing of the adjoining vent the river had occupied nearly 13^ days to\\nrise from -f- 20*50 to 4- 31, it was to be inferred from the known contours\\nand capacities of the lake at successive levels that it would occupy nearly\\nfive weeks in rising from -f 31 to its new minimum level of 43, at which\\nit would be passing through the new vents having their sills at 41.\\nThis would have given ample time to build up the vent behind the W.I.\\nshutter and to build a coffer dam wall along the rear toe of the dam across", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0119.jp2"}, "118": {"fulltext": "80\\nHI8TOBY OF THE\\n[chap.\\nthe old turbine channel to prevent the water passing through the new vents\\n(when it should reach them) from backing into the site of the dam\\nimmediately behind the W.I. shutter. At 3-30 p.m. on the 5th the\\nshutter was in position fairly watertight, with a little caulking only to be\\ndone and with a pulsometer in position in the sump behind it to pump out\\nany small unavoidable leakage. Heavy rain must, however, have fallen at\\nthe source of the river during the day and for many days following, for\\nthough the barometer and the aspects of the weather at Periyar continued\\nvery favourable, the river began to rise in the afternoon at a much greater\\npace than was anticipated and before the caulking could be finished or the\\nmasonry fairly begun it had reached the level of the new vents by midnight\\non the 6th. The shutter was artificially increased 4 feet by the addition of\\na plank ring, and the shutter itself radially strutted to resist the increased\\npressure thereby engendered, but the river continued to rise notwithstanding\\nthat the weather continued fine, and by the 9th evening the water was\\nflush with the top of the plank ring. During the 9th night the river rose\\nvery quickly, reading 45-10 at 7 p.m., 49-50 at 3 a.m. (10th March) and\\n50-15 at 8 A.M. It fell again to 47 by the 11th morning, when it was found\\nthat the plank ring had gone, the iron shutter itself remaining uninjured.\\nBy the 13th morning it had fallen to 43, but during the flood so large a\\nquantity of d6bris had come down the river, passing \\\\inder the boat house\\nboom, and over the shutter, that the top ring was battered in, and losing in\\nconsequence, its virtue as an arch was torn away from the second ring and\\nwas subsequently found in fragments below. The position of affairs at this\\npoint was, therefore, that about 6 feet of water was passing over the top of\\nthe iron shutter (now shortened by 4 feet by the loss of the top ring) and\\n2 feet of water through the vents, and the problem of stopping the water\\npassing over the iron shutter remained. The river fell slowly till it reached\\n41 60 and remained stationary. A wooden barge was at 10 a.m. on the\\n20th floated over the shutter and loaded with earth till it rested lightly on\\nthe second (now the top) ring, the top edge of which fortunately remained\\nintact and perfectly horizontal, making a fairly good joint -with the bottom\\nof the boat. The middle of the boat being over the air space enclosed by\\nthe shutter and consequently unsupported except by the buoyancy of the\\nremainder of the boat, care was taken to load only the floating portion of the\\nboat, so as to strain it as little as possible. A number of gunny bags were\\nnext stitched end to end and twisted into a rope, which was lowered round the\\nouter side of the boat and pulled tight along the joint between the shutter\\nand the boat bottom. The boat being then slightly lightened till the\\ndraught of water between the boat and shutter drew the rope well into the\\njoint, the boat was again loaded and an almost perfectly tight joint achieved.\\nA single pulsometer would, at this point, have been sufficient to deal with the", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0120.jp2"}, "119": {"fulltext": "PEBIYAR PROJECT.\\nn.]\\nleakage, but misfortune was not to end here, and the next event was that a\\nfragment, fortunately small, of the masonry ring on which the shutter rested\\nblew in, admitting under the head of 20 feet a flow far beyond the capacity\\nof the pulsometer. Sand bags were thrown in front of this new leak\\nwhich reduced its discharge to about 2 cubic feet a second, and an 8-inch\\ncentrifugal pump with the pulsometer would now have sufficed to keep down\\nall the leakage. But the difficulty of getting an engine on to the front wall\\nand of fitting up a centrifugal pump would have been such that it was\\ndecided in preference to try syphons 3-inch plank shutters were there\u00c2\u00ac\\nfore put in to a height of 12 feet across the face of the vent behind the iron\\nshutter and carefully caulked, so that the water between them and the iron\\nshutter should form a tank 12 feet deep, and with the head thus obtained\\ntwo syphons of 4-inch piping were found sufficient to dispose of all the\\nleakage, except a very trifling amount through the plank shutters between\\nwhich and the face line of the dam there was just room to insert a\\npulsometer. Masonry in portland cement was begun on the 23rd afternoon\\nand it was thought best to work only by day, as it has been repeatedly\\nfound that progress is incomparably better in quality and inappreciably\\nslower with day work only. It was moreover of the greatest importance\\nthat the masonry should be absolutely watertight, as it will, during part of\\nnext season, have a head of more than 20 feet against it with concrete in\\nprogress behind it. The time of Ailing in the vent was one of the greatest\\nanxiety, for though the normal discharge of the river in March should have\\nbeen easily passed by the new vents without topping the boat as it rested\\non the iron shutter, the river continued to rise steadily from the moment\\nthe boat got into position till a depth of 4^ feet was running through the\\nvents indicating a discharge of about 550 cubic feet a second, or about seven\\ntimes as^great as the discharge all through December, January and February.\\nThe boat during this period was kept from being topped by raising the\\nthree outer sides with planking, caulked and strutted, and as its buoyancy\\nwas thus greatly increased, causing it to lift off the shutter, the greatest\\ncare had to be exercised in loading it\u00e2\u0080\u0094as the river rose\u00e2\u0080\u0094so as to keep the\\njoint tight, and in lightening it as the river fell to prevent all chance of\\nthe shutter buckling under its weight. The river did not rise beyond 45-50\\nhowever and the masonry was completed without accident by 4th A.pril.\\nAfter keeping the syphons and pulsometer at work for another week the\\nwater was allowed to rise against the new work and the sweating through\\nit is all but imperceptible. The operation of closing this vent extending\\nover 30 days was one of great labour and anxiety, and the whole avail\u00c2\u00ac\\nable staflt of officers and upper subordinates were engaged in it by night or\\nby day.\u00e2\u0080\u009d\\nL", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0121.jp2"}, "120": {"fulltext": "83\\nHISTOTIY OF THE\\n[chap.\\nThe condition of the dam in April 1893 was then as follows\\nThe front wall 60 throughout except 152 feet at the left flank\\nkept back at 50 to serve as a weir. The concrete at an average level\\nof 38, with the rear wall of such height above the concrete as to\\nensure a sufficient water-cushion in case of the front wall being topped.\\nThe total quantities put in during the year were\\nCUBIC FEET.\\nConcrete 432,622\\nBubble masonry 513,385\\nTotal 946,007\\nthe greatest aggregate in any one month being 158,935 cubic feet in\\nDecember.\\nHis Excellency the G-overnor of Madras visited the works in October\\n1892.\\nDuring the next season (1893-94) the absorbing capacity of the lake\\ngrew so much that the work was never entirely submerged, though water\\nsometimes passed over that portion on the left flank which had been left\\nlow as a weir. Even this short experience proved conclusively what the\\neffect would have been had this method of disposing of the river been\\nadopted en bloc. As soon as the brunt of the south-west monsoon was\\nover, this low portion was brought up to the level of the rest and the river\\nwas then raised from vents at -f- 41 to vents at 48, an operation which\\ngave little difficulty except that the vents to be closed were arched over\\nand trouble was experienced in making a watertight joint with the\\ncrown of the arch. This was done by leaving a ring in the filling and\\nin the soffit and grouting with cement under pressure. It was found\\nthat the concrete flooring extending over the whole width of the dam\\nbehind these vents and over which the discharge had been passing for nine\\nmonths with a velocity of occasionally not less than 20 feet a second and\\nseldom less than 10 feet a second was almost absolutely uninjured. This\\nconcrete had not even been plastered\u00e2\u0080\u0094 a fact which speaks volumes for\\nthe quahty of the mortar; but there had grown on the surface a thin\\nslime of a nature which was not investigated, but which seemed to afford\\na complete protection on a smooth surface. The method which had been\\nfound by constant trial and error to bo the handiest for closing these\\nvents and raising the river in short lifts was briefly as follows", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0122.jp2"}, "121": {"fulltext": "=V%r -V\\n\u00e2\u0080\u00a2\u00e2\u0080\u0099Wd -M\\ny. 15^\\n^4 s o\\ni O\\nA\\nv. i\u00e2\u0080\u0098A^\\n(ifc;\\nt\\no\\n0\\n,V\\nJ^L Z\\n^\u00c2\u00a3ia3L^ ._ A.m 3.^", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0123.jp2"}, "122": {"fulltext": "Reg: No. 458*\\nCopies. 4i0\\nPhoto-Print., Survey Office, Madras.\\n1898", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0124.jp2"}, "123": {"fulltext": "II.]\\nPERIYAR PROJEOT.\\n83\\nIn front of tlie upstream face was built a flooring of masonry to\\n1 foot below tbe sill of the vent, and on this flooring two strong piers\\neaob with ,two grooves, a stout wooden beam being built into tbe piers\\nimmediately behind the second pair of grooves, lletween the sill and the\\nsecond groove a small sump was left. The grooves were rendered smooth\\nwith cement, and also a length of the floor 1 foot wide in line with each\\npair of grooves. All this was done in the dry before the vent was\\nbrought into use, and the river was then turned through the vent. As\\nsoon as it became necessary to close the vent and raise the river to a\\nhigher level, an opportunity was selected when the river was low and\\nthe stream in the vent not more than 4 or 5 feet deep if possible, the\\nvelocity being about 10 feet per second. Three-inch planks a foot wide\\nwere then dropped into the front grooves and hammered down with\\nheavy wooden rammers till they nearly reached the bottom. This broke\\nthe force of the stream, but no attempt was made to make these planks\\nwatertight. Similar planks were hammered down much more carefully\\nin the second pair of grooves, and heavy vertical timbers resting against\\nthe horizontal w ooden beam were at the same time inserted in holes left\\nin the floor, against which the planks were straightened by wedges.\\nOtherwise they gave considerably. The planks were then caulked.\\nThe lowering of the planks was effected by ropes passing through holes\\nin them, afterwards stopped with wooden taper plugs. This enabled\\nmost of the planks to be withdrawn and used again. The leakage\\nthrough the second row of planks was generally small enough to be dis\u00c2\u00ac\\nposed of by a bucket or a small pulsometer, but in the rare eases when it\\nwas more the space between the two rows of planks was filled with sand\\nbags and earth. This, however, entailed extra strutting. The arrange\u00c2\u00ac\\nment always proved satisfactory, the only troublesome part being ham\u00c2\u00ac\\nmering down the bottom shutters. Behind the screen thus formed the\\nmasons were able to build up the vent perfectly dry and the whole\\noperation seldom exceeded three or four days.\\nThe progress on the main dam was steady and uneventful, and by\\nthe end of February the following total quantities had been put in:\u00e2\u0080\u0094\\nCUBIC FEET.\\nConcrete 752,935\\nRubble masonry .215,323\\nTotal 968,258", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0125.jp2"}, "124": {"fulltext": "84\\nHISTORY OF THE\\n[chap.\\nthe greatest aggregate in any one month being 172,350 cubic feet in\\nJanuary 1894. The front wall was at 80 and the concrete at 68^\\na culvert with floor at 60 having been begun. This was arched over\\nduring the recess.\\nThe works were closed for the season early in March on account of\\nan epidemic of cholera which commenced in the middle of February and\\nwhich no exertions could arrest. The coolies speedily dispersed to their\\nhomes and by the first week in March had dwindled to a few hundreds,\\nthe camp was burnt, and preparations made to transfer it to the other\\nside of the river.\\nThe tunnel or culvert through the dam must be the cause of a\\nslight deviation from the continuous narrative, since it is not only of\\nprofessional interest but was the subject of some correspondence. When\\nthe Government of India heard of its construction a despatch was\\naddressed to the Madras Government calling attention to the very strong\\nobjections to a tunnel raised by the Inspector-General of Irrigation\\nbefore the estimates were sanctioned, and inquiring why syphons, as\\nthen proposed, were not employed; and adding that they were unable,\\nfrom the information received, to follow the proposals of the Madras\\nGovernment or to comprehend how the lake was to be regulated and\\nfloods disposed of. In reply the Madras Government forwarded a copy\\nof the specification and a note by Colonel Pennycuick, Chief Engineer, of\\nwhich the following are extracts:\u00e2\u0080\u0094\\n\u00e2\u0080\u009cA tunnel to be left in the body of the main dam 10 feet wide by\\nfeet high to springing of arch, which is to have a radius of 6^ feet and rise\\nof 2J feet.\\nThe centre of the tunnel to be where the level of the rock at the fi\u00e2\u0080\u0099ont\\nface is 60 00 above datum, and the heights to be measured at the centre.\\nThey will be a little more or less at the sides according to the lateral slope\\nof the rock. If the rock falls from front to rear the crown of the tunnel to\\nbe kept level. If it rises the crown to be raised to correspond in steps of\\n10 feet width with a minimum height of 11 feet between floor and crown,\\nthe rock always forming the floor.\\nThe sides and soj6B.t to be plastered with good surki mortar.\\nIn front a masonry chamber to be constructed 10 feet wide (in the\\ndirection of the length of the dam) and 12 feet long, to be surrounded by a\\nWall 10 feet thick on three sides, the fourth side being the dam itself. The\\nwall to have its crest at 74\u00e2\u0080\u009900, except for a space of 14^^ feet square,", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0126.jp2"}, "125": {"fulltext": "THE LAKE FROM BELOW THE DAM", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0127.jp2"}, "126": {"fulltext": "", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0128.jp2"}, "127": {"fulltext": "It.]\\npekiyIk peoject.\\n85\\nas shown in the drawings, which is to he at -1- 73 50. This space to be\\nsurrounded^ on three sides by cutstone 2 feet wide and 1 foot deep set in\\nPortland cement.\\n\u00e2\u0080\u009cTwo and a quarter feet in length of the chamber being the portion\\nnearest the dam to be arched over with an arch similar to that of the tunnel.\\nThe remainder of the chamber to be open at top.\\n\u00e2\u0080\u009cIn the lower side wall of the chamber, the side nearest the river bed,\\nan arched vent to be left, 10 feet wide for the outer half of the wall and 9\\nfeet for the inner half with sill at 60-00 and crown at 67-00, the rise\\nbeing feet.\\n\u00e2\u0080\u009cTwo lengths of 40 lb. rails to be built into the masonry across each\\ncorner of the chamber at top, one to rest at 2^ feet from the corner, the\\nother at If feet, the upper surface of rails to be at 73-60.\\nA seating for a semi-circular iron shutter to be built in front of the\\nvent in the side wall up to 4- 60-00.\u00e2\u0080\u009d\\n\u00e2\u0080\u009cThe regulation of the discharge through the tunnel is effected as\\nfollows (see Plate X).\\nThe top of the chamber at the mouth is closed by a plate of cast iron\\n14 feet square with an opening 10 feet in diameter. This plate fits into a\\nrecess in the top of the masonry 14^ feet square, so as to leave a space of\\n3 inches all round between the side of the recess and the side flanges of the\\nplate, to be packed in with neat cement. When the vent in the side wall\\nof the chamber is closed the only route by wliich the water of the lake\\ncan find access to the tunnel will be through the circular opening in the\\ncovering plate.\\n\u00e2\u0080\u009cAt a distance of 4 feet above the covering plate is fixed a horizontal\\ncircular plate. This plate whose outside diameter is the same as that of\\nthe opening of the lower plate is supported by 24 uprights of 40 lb. rails\\nimbedded in the fioor of the chamber -with sockets at top and bottom, and\\nbed plates under the bottom sockets.\\nThe circumferential space between the top and bottom plates is closed\\nby a W.I. cylinder of sufficient size to move easily over the outer flange\\nof the top plate, to be lifted by a winch on a floating platform and kept in\\nposition horizontally by guides.\\nIt is evident that as the water has free access all round this cylinder it\\nwill be in complete equilibrium and its own weight will be the only resist*\\nance to be overcome in lifting it. The admission of water to the tunnel can\\nthus be properly regulated. The discharge through the tunnel is to be\\nlimited to 12,000 cubic feet per second, and so long as the discharge of the\\nriver does not exceed this amount the surface of the lake can be maintained", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0129.jp2"}, "128": {"fulltext": "86\\nHISTORY OF THE\\n[chap.\\nconstantly at any level that may be desired. When this discharge is\\nexceeded the water level must rise until it reaches the vents in the Left\\nBank Extension.\\nThe vent in the left face of the chamber wall is to serve for the passage\\nof water while the lake is risicg to the lefel at which it can discharge freely\\nthrough the tunnel (about 77 or 78); and at the end of the season it\\nwill be permanently built up from behind an iron semi-circular shutter.\\n\u00e2\u0080\u009cUntil the dam is completed the water of the lake should not be allowed\\nto rise above -4- 120, to which level it can easily be kept by the combined\\navailable methods of discharge. When the dam is completed the water\\nwill be run down to the sluice, which will be closed and caulked with lead.\u00e2\u0080\u009d\\nThen follow some directions as to closing the tunnel, which need not\\nbe set down, as a different method (described on page 87) was afterwards\\npreferred. Colonel Pennycnick then continues:\u00e2\u0080\u0094\\nI have kept silence for upwards of ten years on the subject of the\\nobjections of the Inspector-General for Irrigation, and should prefer to keep\\nsilence for ten years longer. In the present connection it is sufficient to say\\nthat the decision of the Government of India to prohibit a low level tunnel,\\nunfortunate though I consider it, has been accepted and loyally adhered to,\\nbut that I do not consider there is any aualogy between such a tunnel and\\nthe one now under consideration which is half way up the dam, which has\\nnever to be w^orked under a head of more than 46 feet, and which is con-\\ntrolled by apparatus entirely free from the objections which might rightly\\nor wrongly be urged against some of the details of the original designs.\\nWith regard to the proposal for disposing of the water by syphons, it\\nwas sketched out at a few minutes\u00e2\u0080\u0099 notice at the urgent request of Colonel\\nHasted, who pressed me to design an alternative arrangement which\\nwould meet the objections. I never had very much faith in the plan\\nand it is somewhat remarkable that this hasty and iU-considered scheme,\\nwhich when carefully examined bristled with defects, was accepted without\\nobjection, while the immeasurably superior plan first proposed was\\nperemptorily vetoed.\u00e2\u0080\u009d\\nThe floor of the tunnel or culvert, it may be added, was not rock but\\non account of structural drawbacks was built up level with ordinary\\nconcrete, which was also the material of the sides and arch. When the\\nwater was shut off, not a stone was displaced. To prevent sliding\u00e2\u0080\u0099of\\nthe plugging and to give a better outfall, the culvert was given a curve\\nin plan, and key-ways were left in the side walls, closed temporarily\\nwith stone laid in perished lime, and plastered. These were also\\nundisturbed,", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0130.jp2"}, "129": {"fulltext": "DOWN STREAM PACE OF DAM", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0131.jp2"}, "130": {"fulltext": "V* V\\n\u00e2\u0096\u00a0SMaiL\\n1 7 !_\\\\ i f\u00c2\u00bb W^jii\\n\u00e2\u0080\u00a22 _\\ni:\\nw-\\n7 i\\nV\\nV \u00e2\u0080\u00a2:.^!tt\u00e2\u0080\u0098fc\\n1\\nfr*\\nV Jl\\nf:\\nI\\ni,\\nR.\\nc\\nr\\nV\\nf- i V\\ni\\n1\\ni\\n1\\nr*\\n-i.\\nSC:\\nI\\n1%\\n^W f I r\\n1 Jf\\n1\\nI\\nk.\\n.t\\nI\\n/v l\\nr*\\nf.J^\\nc.\\nJjr\\n\u00e2\u0080\u00a2iKA!:\\nV li?\\nIt\\ni\\njfc- A* \u00e2\u0080\u00a24#\\ni\\nIV\\nl\u00c2\u00bb *1 V\\nAi* i W\\nv*\\nf\\nA-.\\nt\\n-l:\u00e2\u0080\u0099; ft\\n1 :^-^v r .=1,\\nri^* 9\\nV\\nt. i Js i:\\nr\\ni.\\nI\u00e2\u0080\u0099\\n.IT\\n4 *C.\\nai\\n^jS, J-\\nV ..Wi^l\\n4\\n\u00e2\u0096\u00a0\u00e2\u0080\u00a2a\\n\u00e2\u0080\u00a2AJ\\nL-\\nI* -4^^*\\nVi\\n1\\nI", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0132.jp2"}, "131": {"fulltext": "II.]\\nPERltAK PROJECT.\\n87\\nTo return to the narrative, any doubts that existed as to the possible\\nunpopularity of the works on account of the epidemic referred to on page\\n84 were at once set at rest during July by the influx of a larger amount\\nof labour than usual, and work at once proceeded briskly. A new\\ncarnp had already been built on the south side of the river and a foot\\nbridge was in course of construction. In August the river was raised\\nfrom the vents at 48 to 54, and an unsuccessful attempt made to\\nraise it further to 60, which was however satisfactorily accomplished\\nin September. The water was then allowed to flow through the culvert\\njust described and was controlled by the specially designed sluice of\\nwhich a plan is given (see X), but the absorbing capacity of the lake\\nhad now become so large that there was seldom a formidable rise in\\nthe water level and the sluice was hardly required. The raising of the\\ndam was continued over the culvert and the concrete throughout the\\nwhole length maintained at a uniform level thenceforward. With the\\nemployment of this culvert all anxieties on account of water ceased and\\nthe progress on the dam was rapid, uniform and uneventful. During\\nthe season (1894-95) the following quantities were put in\\nCUBIC FEET.\\nConcrete 1,028,404\\nEubble masonry 524,252\\nTotal 1,552,650\\nthe highest aggregate in one month being 198,681 cubic feet in Nov\u00c2\u00ac\\nember 1894. During the season the dam was raised 47 feet, viz., from\\n4- 68 to 115. The bed of the cutting leading to the watershed tunnel\\nbeing at 115, and the front wall of the dam at 118, it was now\\npossible to turn water into the plains of Madura after closing the culvert\\nat 60 and allowing the lake to rise. At the end of March it therefore\\nonly remained to block the culvert, which during this month was left\\ncompletely open so as to run the lake as low as possible. On tho 2nd\\nApril morning, the gauge reading 63, the W.I. semi-circular shutter of\\n17 feet diameter, used on several similar occasions, was lowered by\\nshear-legs on to a semi-circular masonry seating previously prepared in\\nfront of the vent. A pulsometer was then dropped into a sump in the\\nmasonry floor within the shutter, and with the help of a little caulking", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0133.jp2"}, "132": {"fulltext": "88\\nHISTOEY OF THE\\n[chap.\\nbetween the edges of the shutter and the sides of the vent the leakage\\nwas reduced in three hours to practically nil. The shutter being capable\\nof being bolted up to 20 feet height at an hour\u00e2\u0080\u0099s notice the culvert was\\nnow safe from inundation provided the pump did not break down or the\\nlake rise more than 17 feet. As an additional precaution against these\\nremote contingencies tJie vent was closed behind the iron shutter by\\n3-inch planks carefully caulked. At 11 a.m. the masons were set to\\nwork to build up the culvert with rubble in mortar, working day and\\nnight by electric light. In the following ten days the lake level had\\nrisen less than 1 foot; the blocking had been completed to a thickness\\nof 25 feet, and though it was afterwards continued slowly the operation\\nwas to all intents and purposes complete, and the coping stone set to an\\nunprecedently successful season\u00e2\u0080\u0099s work. A good deal of interest at the\\nend was lost owing to the abnormally small discharge of the river, due\\nto the unexampled drought of the previous four months.\\nBy July 1895 the water in the lake rose to +110 and was passed\\nfor the time being through vents previously built across the depression\\non the left flank. During the remainder of the year the dam progressed\\nrapidly towards completion and in October the works were formally\\nopened by His Excellency Lord Wenlock, g.c.i.e., g.c.s.i., who laid a\\nstone on the top of the dam in the presence of a distinguished assemblage\\nto commemorate the occasion, the level being 129 feet higher than a\\nsimilar stone laid by him at his last visit exactly three years before.\\nLittle then remained to do but the parapet walls, which were finished in\\nDecember. A culvert had been left on the right flank at 112, which\\nwas closed without difficulty in the following month, and the finishing\\ntouch was put by a pedestal at the north end, on the top of which\\nare stones recording the names of the officers and upper subordinates who\\ntook part in the work. This closes the account of the construction of the\\nPeriydr Dam, a work unique in the history of engineering\u00e2\u0080\u0094built amidst\\nunprecedented difficulties across a turbulent river, whose highest flood\\ndischarge exceeded that of the Thames at Windsor fifteen times and was\\nequal to half the average flow of Niagara impounding a lake covering\\nmore than 8,000 acres and with a maximum possible depth of 170 feet.\\nLarge dams such as these are never, it may be said, free from leakage,\\nand comparatively the Periyar Dam is remarkably watertight. A\\ncertain amount of sweating and a few actual leaks there are, but the exact\\namount of water that passes through them it has not yet been possible", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0134.jp2"}, "133": {"fulltext": "DAM AND RIGHT BANK ESCAPE, FROM UP STREAM,", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0135.jp2"}, "134": {"fulltext": "\u00e2\u0080\u00a2k..\\nr t\\n_ f\\nr.\\nJ\\nr\\n:\u00e2\u0080\u0099l\\n2\\nt\\nA.\\nI\\ny\\n5\\nI\\n4\\ni\\n5\\ni\\nI.\\nI\\nf\\nI\\n/1\\nI\\nI\\nI\\nI\\nr\\nt\\nt\\nt\\nI\\nt\\nf i\\n4\\nt\\nI\\nI\\nI\\nI\\n\u00e2\u0080\u0098\u00e2\u0080\u0098k k K*\\nt I\\n1", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0136.jp2"}, "135": {"fulltext": "II.]\\nPERIYAR PROJECT.\\n89\\nto determine. The excavation for the foundation on both flanks was\\nsometimes as much as 60 feet deep, and the sides have naturally in the\\ncourse of time fallen in on the toe of the dam. The soil is never entirely\\nfree from moisture and the subsoil drainage flows down the rear toe of\\nthe dam, particularly on the left flank, and mingles with the real leak\u00c2\u00ac\\nage. The total thus combined was in March 1896 gauged to be 0T8\\ncubic feet per second with the water level 116 in the lake. In July\\nof the same year with the water-level -f 142 the measurement was 0-75\\ncubic feet per second, and in September 0-49 cubic feet per second with\\nthe same water-level. It clearly cannot be the case that the actual leak\u00c2\u00ac\\nage decreased from 0\u00e2\u0080\u009875 to 0*49 cubic feet per second in two months and\\nthe only possible inference is that the difference was due to the decrease\\nin rainfall, June and July being specially wet months. August and\\nSeptember, though drier, are not free from rain, and a considerable\\nquantity of water remains in the soil from previous rainfall, so that a\\nfurther inference may be made that of the 0*49 cubic feet per second\\nmeasured in September a certain proportion is due to subsoil drainage.\\nMarch, on the other hand, is a very dry month and succeeds other dry\\nmonths, so that the subsoil water is then very httle but though the\\nmeasurement in that month was but 0*18 cubic feet per second the lake\\nlevel was then at its lowest and the leakage would doubtless increase\\nsomewhat with a greater depth of water. On the whole, therefore, it is\\nprobable that the actual leakage through the dam varies between one-\\nseventh and one-third of a cubic foot per second according to the level\\nof the lake water, and a confirmation of this view is furnished by a sub\u00c2\u00ac\\nsequent measurement in February 1897, with W.L. -f 130, which gave\\n0*26 cubic feet per second as the total leakage.\\nThis amount is, of course, quite insignificant over an area of some\\n72,000 square feet, and would be so were it considerably more. The\\ndanger of such leakage is that it may carry out lime with it and gradu\u00c2\u00ac\\nally create a hollow in the interior of the dam. Analyses of the leakage\\nwater, in the hope of gauging the amount of lime in it, are from the\\ncircumstances very misleading. It is impossible to tell at whak,point\\nof the front of the dam any particular leak begins and what course it\\nfollows. If it begins low down it probably carries in lime with it, since\\nat the foot of the front of the dam there is a great accumulation of mortar\\nfallen in the course of construction. The whole of the front and rear.of\\nthe dam are also pointed and hme might easily be abstracted from the\\npointing. The course followed makes a large difference in determining-", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0137.jp2"}, "136": {"fulltext": "HISTOEY OF THE\\n[chap.\\nthe effect on the interior of the dam, since what would be a large\\namount abstracted in a short straight course becomes comparatively\\ninsignificant if the course is circuitous and long. In the actual bottling\\nof samples for analysis also many chances of error occur, which, though\\nsmall in each sample, become large when the amount is multiplied by\\nminutes, hours, days and years. Nothing but a very large number of\\nsamples taken daily for a long period from carefully isolated leaks by\\nan educated and intelligent operator could convey even an approximation\\nto the truth, and even so the lowest sample would be more likely to be\\ncorrect than the average. A truer and more satisfactory consideration\\nis that all large dams leak, very nearly all leak more than the Periy^r\\nDam, and no visible harm happens to them in consequence.\\nLeft Bank Extension.\\nIt will be seen from the cross section of the Periyfir Valley that\\nthere existed on the left flank a depression, the lowest surface level of\\nwhich was 116 feet above datum. This gap it was necessary to close,\\nand on the supposition (supported by trial pits) that solid rock would\\nbe met throughout a little more than 20 feet below ground it was origin\u00c2\u00ac\\nally intended to build a dam across it to a level of 144 and to use it\\nas an escape for surplus water, a smaller wall below providing a water-\\ncushion for the overflow. Compared with the main dam the total\\nheight (about 40 feet) was insignificant and it did not enter into the\\nrange of practical consideration, till the main dam should reach the\\nlevel of 100 or thereabouts. Shortly before this level was reached a\\nbeginning was made on the excavation for foundations in the depression,\\nand the first results were very favourable, since on the right or northern\\nflank and across the centre rock was exposed at a depth of from 12 to 20\\nfeet below the surface of the ground. On the left or southern side\\nhowever the rock began to dip and the excavation was found to consist\\nat 20 feet depth of a slushy water-logged blue clay, mixed with large\\nand small boulders. The sides slipped constantly on exposure to the\\nair during wet weather. It was hoped that a continuance of fine\\nweather would effect an improvement, but the exposed surfaces dried\\nand cracked and fell down in large masses filling the bottom of the\\nformdation trench and leaving behind them the same water-logged clay.\\nThe sides of the excavation were thereupon stepped back to 1| to 1,\\nnecessitating a large extra quantity of earthwork but no doubt was", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0138.jp2"}, "137": {"fulltext": "EPT BANK EXTENSION, FROM UP STREAM.", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0139.jp2"}, "138": {"fulltext": "", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0140.jp2"}, "139": {"fulltext": "II.]\\nPflEIYiu PROJECT.\\n91\\nfelt but that by perseverance rock would eventually be reached. The\\nexcavation proceeded slowly from January 1894 to September 1894, and\\nin the latter month it was reported that it would in the ordinary course\\nbe completed about November, but could without difficulty be pushed to\\ncompletion in a few w eeks, should unexpectedly rapid progress on the\\nmain dam render this advisable. Eock had by this time been found\\nat the bottom of the scarp or dip, and it was thought to be certain to\\nslope upwards as it was follow ed in the southerly direction. In the next\\nmonth October, it was reported that the lie of the bed rock was not so\\nfavourable as it promised to be, but there was no reason to apprehend\\nany serious difficulty. Eock still trending downwards labour was in\u00c2\u00ac\\ncreased and concentrated on the left flank, until the maximum depth\\nof the excavation exceeded 60 feet, and the lie was admitted to be very\\nunpromising and considerable difficulty was apprehended in the last\\nfew feet. The section w as so different from that which had been\\nexposed in every other case that it was regarded as a piece of noncon-\\nformable stuff that must soon come to an end, the more so that there\\nW as no definite evidence to denote a landslip, and the conformation of\\nthe immediately adjoining ridges made it appear most improbable that\\nthere could bo much more downward trend. Work proceeded with\\ngroat trouble from slips till March 1895, wffien it beeamo evident that\\nrock would not at any rate be reached during that month. The main\\ndam was now rapidly approaching the level of 115, and it would bo\\nnecessary in the next monsoon to expect the rise of the lake to a similar\\nlevel. It was, therefore, decided to isolate the left flank by a protective\\ncombination of masonry and earthwork, with vents to pass the water\\nwhen the lake rose but it was still hardly doubted that before July\\nrock would be found and masonry built in.\\nIn April 1895 the Chief Engineer visited the works and took a moro\\nunfavourable view as to the prospects of rock being reached within a\\nreasonable time and reasonable expense. lie, therefore, decided on. a\\nchange in the plan of construction, which is detailed in the follow\u00c2\u00ac\\ning note on the subject, which though it involves a small amount of\\nrepetition is here extracted in full, in order to give a clear account of\\nthe situation:\\nOn each bank of the river the main dam abuts upon a low hill, wdiich\\non the side furthest from the river falls to a short saddle, from wdience small\\ntributary streams run in each direction joining the main river above and", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0141.jp2"}, "140": {"fulltext": "92\\nHISTORY OP THE\\n[chap.\\nbelow tbe dam and tlie ground then rises to a high range of hills several\\nhundreds of feet above the river bed. The formation is precisely the same\\non both banks except that on the right bank the small hill and the saddle\\nbetween it and the main range are higher than on the left. It was intended\\nto use both these saddles as escape weirs, that on the right bank being cut\\ndown and that on the left built up to the required level.\\nOn both banks of the river and on the right bank saddle the anticipa\u00c2\u00ac\\ntions based on the original surveys were fairly well realised, rock being\\nfound at varying, but on the whole moderate depths below the surface soil,\\nand there was every reason to believe, that similar conditions would obtain on\\nthe left bank saddle. This expectation was realised at first, the excavations\\nshowing rock at about the depth expected all along the south slope of the\\nhill on which the left flank of the dam rests down to the saddle itself on\\nwhich rock was found for some distance at a level of 104 feet above datum,\\nexactly the level shown in the sections attached to the original estimates.\\nHere, however, the agreement between expectations and results ends;\\ninstead of rising towards the hill on the south the rock falls somewhat\\nabruptly.\\nThe continuation of the excavation beyond this point has been a matter\\nof some difficulty, as the hill above is so steep that the earth is constantly\\nslipping and we have had to do an amount of excavation out of all propor\u00c2\u00ac\\ntion to the area of rock exposed. The latter has been followed down to a\\nlevel of about -h 95, and it is by no means certain that we have yet got to\\nthe bottom of the* dip, while it is quite certain from the excavations that\\nhave been made higher up the hill that a very heavy amount of earthwork\\nhas yet to be done before there is the least chance of finding rock at the\\nlevel required for a continuous masonry dam across the valley. Ihe\\naccompanying plan and sections (Plate XI) show the features of the\\nground and the position of the rock as far as we have yet discovered it; the\\nlatter is shown by the coloured portion on the section, while the fine dotted\\nline shows the position in which it was expected to lie.\\nIt is by no means certain what is the cause of this peculiar formation\\nit may be due simply to a fault in the rock, and this was the view to which\\nI was for some time inclined. If this is so, the fault is a very deep one,\\nand we do not know that we have yet got to the bottom of it. I am how\u00c2\u00ac\\never now inclined to the belief that there is no fault at all, but that the\\nline on which we have been excavating is not the true (or rather the\\noriginal) dividing line between the tributary streams, the spur on which we\\nhave been working being caused by a landslijp. A little to the west of this\\nspur there is a second one which is certainly due to this cause further\\nwest there is still a third spur along which (about on the line XY on the\\nplan) an excava\u00e2\u0082\u00acon_ has been made which discloses rock at a moderate", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0142.jp2"}, "141": {"fulltext": "KTit-nfi..,.,\\nW .1\\nIT\\n_\\nfeif.f,\\n\u00e2\u0080\u0098TV h. ^VliitfSlSKi I v\\nX\\nT", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0143.jp2"}, "142": {"fulltext": "I\\na\\no.\\n0\\n0\\no\\nO", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0144.jp2"}, "143": {"fulltext": "DAM AND LEFT BANK EXTENSION, FROM UP STREAM.", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0145.jp2"}, "144": {"fulltext": "dr", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0146.jp2"}, "145": {"fulltext": "PEEIYAR PROJECT.\\n63\\nII.]\\ndepth right across the bottom of the valley, its level at the lowest point\\nbeing about 88 the rock has been followed on the southern side of the\\nvalley up to about 120, at which point there is a somewhat extensive\\nfaidt, and it has not been considered advisable to follow the investigation\\nfurther, as it is clear that nothing would be gained by following this line.\\nI am inclined to think that the original dividing ridge between the two\\ntributar}\u00e2\u0080\u0099^ sti eams was somewhere about this line, the contours running\\nsomewhat as shown by the tracing attached to the plan, and that the\\npresent formation is due to an extensive slip from the hill above which has\\nblocked the original eastern valley and diverted a portion of its waters to\\nthe west. This view is confirmed in some measure by the existence of a\\nrather extensive swamp round the point A on the plan. Jf this view is\\ncorrect, the rock on the line of the present main dam must descend to some\u00c2\u00ac\\nwhere below -f 80 and probably runs somewhat as shown by the thick dotted\\nline on the section. In this case the most favourable line for a dam to be\\nfounded on rock throughout would be about XY, but even if the fault\\npreviously mentioned is not an extensive one, the cost of a dam entirely of\\nmasonry on this line would probably not be less than Es. 2,50,000 and\\nmight be a good deal more.\\n\u00e2\u0080\u009cIt is therefore proposed to take advantage of the favourable position of\\nthe rock on the northern portion of the original line to build on this as far\\nas it goes, and at the point where it begins to fall to construct a massive\\nwing wall which will support an earthen bank connecting the masonry\\ndam with the hill beyond. The front portion of the wing wall is now\\nunder construction, and before the water rises sufficiently to pass over the\\nsaddle will be completed to a level of -f 125, which is sufficient to prevent\\nthe flank being turned as long as the masonry portion of the dam remains\\nat its present level. Next season the wing wall and the earthen bank\\nbehind it will be raised in due proportion with the remainder of the work.\\nThe masonry wall has been carried right across the valley to a height of -f\\n116 (2 feet below the main dam) with three vents 10 feet wide near the\\nsouthern end, their sills being at -j- 110; these will pass the ordinary\\ndischarge of the river leaving the main wall for the passage of high floods\\nthe work on the main dam will thus proceed without interruption, the left\\nbank dam being raised from time to time as may be desirable. It may be\\nnoted here that the front wing wmll runs into natural ground at a level of\\n4- 135, so that the embankment is only exposed to water above this level,\\nand the maximum flood level being 155 (or probably a couple of feet\\nless) the greatest depth of water against the bank is only 20 feet.^\\nSupposing that no water leaks through or round the end of the wing wall at a\\nlower level.", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0147.jp2"}, "146": {"fulltext": "94\\nHISTORY OF THE\\n[chap.\\nAs far as I can judge at present the arrangement contemplated will cost\\nlittle if anything more than the original proposals, while it is entirely free\\nfrom any element of risk or of difficulty requiring more than ordinary\\nprecautions. It would have been slightly cheaper to hare closed the valley\\nthroughout with an earthen bank, and had the position of the rock been\\nknown sooner it might have been worth while to adopt this course, but as\\nmatters are now it will be a great convenience to use this saddle as a tem\u00c2\u00ac\\nporary escape during the first part of next season, and it would not be worth\\nwhile to give up tliis convenience except for a much greater saving than is\\nlikely to be effected. This plan would have had the disadvantage of not\\npermitting the saddle in question to be used as a permanent supplemental\\nescape the disadvantage is not a very serious one but has a certain\\namount of weight.\u00e2\u0080\u009d\\n(In this plan the wings wore at once begun and a commencement\\nmade in refilling the excavation. Alinormally heavy Irain early in\\nJune flooded the foundation trench before it could l:)e refilled with dry\\nearth, a difficult process in any case on account of the leakage from the\\nsides. The water was displaced by throwing in earth in the deepest\\npart up to its original ground level, which allowed the rain to run off,\\nbut there were still numerous springs from the water-logged clay which\\ncontinued running even when covered with earth. These were, therefore,\\nled into drains of hand-packed stone and conducted through the\\ncommencement of the rear wing wall into two 10-inch wrouglit-iron\\npipes. When the weather became drier the drains were covered\\nwith sacking and the earthwork proceeded in layers in the usual\\nmanner.\\nThe water in the lake rose to the level of the vents at -f- 110 early\\nin July and stopped work for the time being, but as soon as the force\\nof the monsoon diminished towards the end of August the vents were\\nclosed without difficulty and work was resumed. An examination of\\nthe foundations of the rear wing then disclosed that the fault previously\\ndescribed, which had put a stop to the southerly extension of the\\nmasonry body wall of this dam, curved round in a north-westerly\\ndirection instead of running due west, and therefore intercepted the\\nline of the intended wing. This compelled the abandonment of the idea\\nof using this portion of the work as a permanent escape, for though the\\nW all itself was on perfectly sound rock the fault w^as so close to its foot\\nthat it was not safe to allow water to fall on it from a height of 40 feet\\nor more. It became therefore unnecessary to build the rear wdng wall", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0148.jp2"}, "147": {"fulltext": "right bank escape", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0149.jp2"}, "148": {"fulltext": "", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0150.jp2"}, "149": {"fulltext": "II.]\\nPERIYAR PROJECT.\\n95\\nto the earthern bank at the south end aad the b^ .uk was allowed to\\nassume its natural slope in rear. In front, above the wing, the bank\\nwas heavily revetted, and turfed in rear. The work was completed in\\nFebruary 1896, the earthern bank on the south being taken up to -f- 166\\nwith a top width of 12 feet. The masonry body wall was in section\\nand structure similar to the main dam, but the top of the parapet was\\ntaken up to 160.\\nBight Bank Escape.\\nIn chapter I, reference is made to the two permanent escapes\\nwhich it was proposed to construct, both with a crest level of 144.\\nIt has already been described how it became necessary to completely\\nfill the saddle on the left flank and transform it into a dam, thus\\nabandoning it as an escape. The saddle on the right flank alone\\nremained, which was cut down to the proposed level for a length of\\n420 feet, thus diminishing the available length from 900 feet to 420\\nfeet. It was impracticable to materially extend this length, since on\\nthe south the rock dipped below the -j- 144 level, while on the north\\nthe ground rose rapidly and necessitated an inordinate depth of cutting.\\nAn extension to the south would have involved massive and expensive\\nwings and would moreover have tended to direct the surplus flow\\ntowards the rear toe of the main dam. A northern extension mio-ht\\no\\nhave served as a quarry, but the rock was very deeply overlaid with\\nearth which would have cost large sums to remove, wdiile there w^ero\\nmany more favourable situations for procuring stone.\\nThe length provided however (420 feet} is by calculation just\\nsufficient to prevent the main dam parapets from ever being topped.\\nDuring the construction of the works the highest flood gauged 30,000\\ncubic feet per second, and Table V gives the quantities observed\\nduring the investigation from 1869\u00e2\u0080\u00941873 inclusive. It will be noticed\\nthat one of these floods very far transcended all the others and there is\\nevidence that no flood approaching it in magnitude can have taken place\\nfor fifty years at least. This flood, amounting to 127,000 cubic feet a\\nsecond at its maximum, has been taken as the greatest for which it was\\nnecessary to provide. The duration and rise of this flood were observed\\nwhen it occurred and are detailed in the table below, which shows the\\nproportionate rise of the lake during its continuance", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0151.jp2"}, "150": {"fulltext": "96\\nHISTOEY OF THE\\n[chap\\nLevel of lake\\nsurface.\\nDischarge from\\nlake.\\nDischarge of river.\\nStored in lake.\\nCapacity of lake.\\nTime in filling.\\nTotal duration.\\nTunnel.\\nEscape.\\nTotal.\\nFeet above\\ndatum.\\nMillions of cubic feet per\\nhour.\\nMillions of cubic\\nfeet.\\nHourSi\\nHours.\\n144-145\\n6\\n2\\n8\\n130\\n122\\n280\\n2-27\\n145-146\\n6\\n7\\n13\\n130\\n117\\n285\\n2-44\\n146-147\\n6\\n14\\n20\\n130\\n110\\n289\\n1-79\\n6-50\\n209\\n189\\n\u00e2\u0080\u00a248\\n147-148\\n6\\n22\\n28\\n181\\n294\\n\u00e2\u0080\u00a252\\n1-00\\n243\\n215\\n\u00e2\u0080\u00a293\\n148-149\\n6\\n32\\n38\\n205\\n298\\n\u00e2\u0080\u00a207\\n1-00\\n272\\n234\\n100\\nl-OO\\n294\\n256\\n-19\\n149-150\\n6\\n44\\n50\\n244\\n300\\n\u00e2\u0080\u00a281\\n1-00\\n291\\n241\\n\u00e2\u0080\u00a242\\n150-151\\n6\\n56\\n62\\n229\\n306\\n\u00e2\u0080\u00a258\\n1-00\\n251\\n189\\n\u00e2\u0080\u00a290\\n151-152\\n6\\n70\\n76\\n175\\n310\\n\u00e2\u0080\u00a210\\n1-00\\n200\\n124\\nI OO\\n100\\n153\\n77\\n100\\n1-00\\n118\\n42\\n1-00\\n1-00\\n105\\n29\\n1-00\\n1-00\\n118\\n42\\n\u00e2\u0080\u00a247\\n152-153\\n6\\n84\\n90\\n28\\n315\\n\u00e2\u0080\u00a253\\n1-00\\n315\\n225\\n1-33\\n153-154\\n6\\n100\\n106\\n209\\n320\\n1*53\\n154-155\\n6\\n116\\n122\\n193\\n325\\n\u00e2\u0080\u00a264\\n3 50\\n531\\n409\\n\u00e2\u0080\u00a249\\n155-156\\n6\\n132\\n138\\n393\\n330\\n\u00e2\u0080\u00a251\\n1-00\\n516\\n378\\n\u00e2\u0080\u00a234\\n156-157\\n6\\n150\\n156\\nr*\u00c2\u00bb\\n360\\n335\\n\u00e2\u0080\u00a266\\n100\\n457\\n301\\n\u00e2\u0080\u00a232\\n157-158\\n6\\n169\\n175\\n282\\n340\\n\u00e2\u0080\u00a268\\n100\\n309\\n134\\n1-00\\n1-00\\n150\\n-25\\nPalls.", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0152.jp2"}, "151": {"fulltext": "RIGHT BANK BSCAPE.", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0153.jp2"}, "152": {"fulltext": "I", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0154.jp2"}, "153": {"fulltext": "I..]\\nPERIYAR PROJECT.\\n97\\nAssuming tlie most unfavourable conditions, viz., that the maximum\\nflood began when the lake was already full, it will be seen that the water\\nceases to rise just before the level of the top of the parapets of the main\\ndam is reached, that is at a little below 158 and even if the flood\\nattained 9,000 cubic feet a second more, an almost impossible apprehen\u00c2\u00ac\\nsion, the dam would still not be topped by more than a foot, which\\nwould be most unlikely to cause any appreciable damage, and certainly\\nno danger.\\nThe actual formation of the escape needs little description. A gullet\\nwas first driven through it from east to west in order to allow a passage\\nfor a tramway and for the road from Tekadi to the cooly-lines and\\nbazaar. This gave six faces to work at, but as the stone was all required\\nfor the main dam and there was but little storage room progress was\\nrestrained to the requirements of the dam. The rock turned out to be\\nmore than originally anticipated, as shown on the sections, Plate VIII,\\nbut there were no hindrances except occasional slips on the north face\\nwhere the scarp was very high. The work was finished by the end of\\n1894, the total quantities removed being\u00e2\u0080\u0094\\nCUBIC PEET.\\nEarth and soft rock 9,795,630\\nEock .2,215,508\\nThe principal explosive used was gelignite, and as it was found\\neconomical to blow the stone small enough to be easily handled and to\\nbe fed into the stone-breakers, the average outturn was about 85 cubic\\nfeet per lb. of explosive.\\nCutting and Tunnel through the Watershed.\\nThe passage through the watershed may be treated as including (1)\\nan open cutting or approach 5,342 feet long on the south side, (2) a\\ntunnel 5,704 feet long, and (3) an open cutting or debouchure 500 feet\\nlong on the north side. The longitudinal section is given in Plate V.\\nThe cutting on the south or Travancore side, which was known as\\nthe watershed cutting, consisted of 3,000 feet on the level, with bed at\\n115 feet above datum, and 2,342 feet with a fall of 1 in 320, the bottom\\nwidth being 21 feet throughout, the sides vertical in rock and with\\nslopes of 1|- to 1 in earth. It was a straightforward if tedious piece\\nof work, the principal trouble experienced being with the Mulya Panjdn,\\nwhose course crossed the line at several points and had to be trained and\\ndiverted, but which occasionally broke in and deposited a good deal of\\nN", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0155.jp2"}, "154": {"fulltext": "98\\nHISTOEY OP THE\\n[chap.\\nsilt. As each section of the cutting was finished, working northwards,\\nit was included in the canal, which thus eventually reached the tunnel\\nentrance, which was also the terminal of the over-head wire ropeway up\\nthe ghaut. The excavation consisted of earth and rock. The latter\\nwas done throughout by hand, machine drills worked by manual labour\\nhaving been tried at first without much success.\\nThe total quantities of earth and rook removed were\u00e2\u0080\u0094\\nCUBIC FEET.\\nEarth.2,217,120\\nEock. 633,731\\nIt had been intended to load the stone, as it came out, into boats\\nand convey it direct to the main dam for use in the masonry. This,\\nhowever, presupposed an easy means of transport from the commencement\\nand as elsewhere related the canal was very far from fulfilling this\\ncondition; and the cost of transport was so great that even with\\nuninterrupted water-carriage to the dam\u00e2\u0080\u0094and much more when the\\ncanal did not go the whole distance and was also frequently out of\\norder\u00e2\u0080\u0094it was found extravagant to attempt to utilise this stone. It had,\\ntherefore, to be deposited on the banks, and the lift and lead, want of\\nspace, and extra handling added materially to the estimated cost of the\\ncutting.\\nIt will be seen from the longitudinal section that the depth of\\ncutting, and especially of rock, increased northwards, but just before\\nit met the tunnel there was a dip in the rock, while the ground level\\nbegan to rise rapidly up the hill. This dip caused some trouble, since\\nthe cutting was at that place nearly 50 feet deep and the sides of clay,\\nwhich became slushy on exposure to water and slipped constantly. The\\nsides were sloped to 1 to 1 but still refused to stand, so eventually a\\nstrong toe-wall was constructed. This also was thrust out and had to be\\nreplaced by one stiU more massive.\\nThe rates for excavation on this cutting are given in the appendix.\\nThe other cutting, 500 feet in length, from 0 to 20 feet in depth, was\\nthe outlet to the tunnel on the Madura side, and was also 21 feet in\\nwidth with a fall of 1 in 250. It was completed before the tunnel\\nproper was commenced, and consisted almost entirely of rock, of which\\n158,095 cubic feet were removed. It debouched into the ravine or\\nnatural torrent bed by w hich the Periydr water now finds its way into\\nthe Vairavandr and thence into the Suruliydr and the Vaigai.", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0156.jp2"}, "155": {"fulltext": "Photo.-Block.\\nSurvey of India Offices, Calcutta, 1899.\\nWATERSHED CUTTING", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0157.jp2"}, "156": {"fulltext": "I\\n4\\nI\\nto\\nI\\nI\\nI\\n1\\n1\\nj\\nr\\nI\\nI\\nr\\nt\\nt\\nj\\n4\\nA\\n\u00e2\u0080\u00a24", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0158.jp2"}, "157": {"fulltext": "II.]\\nPEEIYAR PROJECT.\\n99\\nThe tunnel proper has a section 12 feet wide by feet high and a\\ngradient of 1 in 75. On account of the steepness of the gradient it was\\nat first decided to work only from the northern or Madura side, in\\norder to avoid pumping, and a road about a mile in length w as accord\u00c2\u00ac\\ningly made tabing off from the trunk road in the 46th mile from\\nPeriyakulam and leading to the low^er end of the outfall cutting. Here\\nthe air compressors w ero installed and the turbine by which they were\\ndriven. A small reservoir had previously been made by blocking up a\\nswamp which lay almost on the watershed line and received a consider\u00c2\u00ac\\nable drainage during the rains. This reservoir was bounded on one side\\nby hills and on the other by the trunk road which ran across the\\nnatural drainage line on swampy ground and served as a bank. At a\\nlater period, when the water in the reservoir w^as found insuSicient, the\\nroad was raised, but the foundation was so bad as to occasion much care\\nand trouble, causing breaches more than once during heavy rain and\\nsometimes serious damage. It w^as impossible therefore ever to store\\nenough water in the reservoir, and as both the tunnel north end machi\u00c2\u00ac\\nnery and the wire-ropeway up the ghaut w^ere dependent on it, they were\\nalways obliged to stop in January at latest and sometimes earlier, while\\nno water could of course be spared to keep up the canal in the dry\\nweather.\\nFrom the reservoir a channel, nearly two miles long, was led to the\\nturbine, partly in an existing channel, but mostly new, either in open\\ncutting along the sides of the hills, or (wFere the lie of the ground w as\\nvery steep and across the numerous small ravines) in a w ooden flume\\nsupported on piles. This channel also gave considerable trouble. The\\nflume w^as at first made much too slight, and on account of the paucity\\nof labour and the steepness of the hill sides, the cutting w as not every\u00c2\u00ac\\nwhere taken deep enough into the hill. The bridges across the ravines\\nwere also insufficiently strong. It served how ever for the time being to\\ntake water to the turbine, and the machinery, in which several defects\\nwere found, w-as tried and adjusted, and some progress made with the\\ntunnel while the defects in the channel w^ere being remedied. The reser\u00c2\u00ac\\nvoir and turbine channel cost in all over Es. 25,000, excluding ordinary\\nmaintenance.\\nThe penstock and strainer w^ero built immediately over the turbine,\\nW hich received the water through 10-inch wrought iron lap-welded\\npipes, with flanged joints, bolted together with India-rubber w ashers.\\nThe total available fall was 157| feet. The turbine was of the horizontal", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0159.jp2"}, "158": {"fulltext": "100\\nHISTORY OF THE\\n[chap.\\nradial flow type, to developo according to specification 50 H.P., bnt\\nowing to a mistaken system of lubrication and careless setting of the\\nguide blades and buckets the power was never obtained. The compressors\\nconsisted of two 16-inch double acting cylinders fitted with inlet and\\noutlet valves at each end, with pistons of 24-inch stroke, driven off two\\ncranks at an angle of 90\u00c2\u00b0 on the same axle. The pulley was very large\\nand heavy, to act as a fly-wheel, and was driven by spur-gearing by\\nmeans of a counter-shaft, with a belt from the turbine shaft. The\\ncylinders were water-j acketed. The air was discharged into two receivers,\\nthe specified pressure being 45 lb., but it was never maintained con\u00c2\u00ac\\ntinuously at much more than 30 lb. with all the piston-duty, and if all\\nthe drills were working at the face one set of valves was generally\\nthrown out.\\nThe compressed air was led to the face in 4-inch wrought-iron\\nflanged pipes, bolted together with India-rubber washers, and laid in the\\nside drain, in which a little water was always running. The result was\\na distinct drop in pressure at the face, but the atmosphere in the tunnel\\nwas kept cooler. The air was distributed to the drills by flexible pipes\\nfrom the end of the common air pipe. The drilling machines were origi\u00c2\u00ac\\nnally mounted on wheeled carriages, but these were quickly discarded,\\none trolly alone being kept to run the machines in and out. During\\ndrilling the stretcher-bars were wedged against the roof and the floor and\\ndid not need to be moved. The drill-pistons wore, as usual, carried on\\ncradles traversing on the stretcher-bars and the drills used were from 21\\ninches downwards, with taper attachment, and bits varying according\\nto circumstances. The specification was that the plant should be capable\\nof drilling holes sufficient to take out 7 feet length over the whole\\narea of 12 feet by feet in a 9-hours day, but owing to the insufficiency\\nof the turbine this quantity was never reached, a good day averaging 4\\n.to 5 feet.\\nThe tunnel was throughout in granite, grey, blue or red, the latter\\nbeing particularly tough to drill, while all were hard, but blew well.\\nAfter due experiment the best explosive was found to be blasting gelatine\\nand this alone was used. Electrical firing was at first tried and gave good\\nresults, but was uncertain and in case of a misfire the time lost in going\\nover the connections upset the whole arrangement of shifts. Accordingly\\nBeckford\u00e2\u0080\u0099s instantaneous fuse was thenceforward always employed.\\nx\\\\.ll the holes were drilled in one shift, about nine hours being required\\nif the machinery was working smoothly.", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0160.jp2"}, "159": {"fulltext": "n,]\\nPEKIYAR PROJECT.\\n101\\nThey were begun with the 2|-inch drill and finished generally with\\na 2-inch, and the machines were then run back about 1,000 feet. The\\nholes marked\\n1, 2, 3, 4, constituted the centre cut and were from 6 to 7 feet long, con\u00c2\u00ac\\nverging towards the centre of the section. Five pounds of gelatine,\\nrammed in with a wooden rammer, and well-tamped with dry clay, was\\nthe charge for each of these holes and they were fired first and simul\u00c2\u00ac\\ntaneously. Next the holes 5 to 25 in number.\\nat the top and round the centre cut were fired then the side holes and\\nlastly the bottom holes, the two\\nlatter averaging together about 20 in number. The charge for each hole\\nvaried according to the character of the rock and the condition in which\\nprevious blasts had left the face, but generally from 40 to 50 lb. of\\ngelatine was used beside the centre cut. It was most essential that the\\nblast should not be insufficient, since that entailed bringing in the drills\\nagain and upset the rotation of shifts. The side, top and bottom holes,\\nwere drilled diverging slightly outwards, so as to ensure their taking out\\nthe whole section, and the section as completed is actually about 6 inches", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0161.jp2"}, "160": {"fulltext": "102\\nHISTOEY OE* THE\\n[CHAE.\\nlarger in each dimension than designed. The time taken in firing was\\ngenerally about 3 hours, a certain amount of spoil having always to be\\ncleared before the bottom holes could be fired.\\nEemoving the spoil occupied about 12 hours, and as it was advan\u00c2\u00ac\\ntageous to have day light at the tip, the drilling was always done at\\nnight. A single line of feet gauge, with crossings and sidings, was\\nlaid as the tunnel advanced, with iron sleepers on a bed of ballast.\\nFrom 6 to 20 wagons of half a cubic yard capacity, and from 25 to 80\\nmen, were required according to the lead, the wagons running out by\\ngravitation and being drawn up in trains of four by ponies. The stone\\nhad to be blown very small at the face, as the coolies were quite unequal\\nto handling anything heavy. At the face two men were needed for each\\ndrill, and two blacksmiths and a fitter were kept constantly employed.\\nFor all in the tunnel a shift was 8 hours and overtime was paid for at\\nthe daily rate. Outside the tu nn el a shift was 9 hours.\\nYentilation was effected by an exhaust fan with a capacity of 1,000\\ncubic feet per minute situated close to the mouth of the tunnel and\\ndriven by a 6 H.P. turbine on a fall of 120 feet of the same type as\\nthe compressor turbine. The flue was made of 1-inch planking 3 feet\\nsquare plastered with clay at the joints, over which battens were nailed.\\nThere was a delay of about 15 minutes after each blast before the\\natmosphere became bearable. During drilling the exhaust from the\\ndrill-cylinders kept the air at the face fairly pure and the fan was not\\nalways required.\\nThe preliminary work, construction of road, reservoir, turbine channel,\\ninstallation of machinery, occupied till October 1889, by which time the\\nopen cutting at the north end was finished and a few feet of the tunnel\\nproper had been driven by hand. The alignment on the ground had also\\nbeen completed, first roughly by a chain and compass survey taken round\\nby the road, then more accurately from repeated observations from marks\\non the crests of the ridges with an omnimeter. This enabled a back\\nsight of 120 feet in length to be obtained by fixing points over the\\ntunnel exit and in the outfall cutting, the error of which could not be\\nvery largo and was at any rate parallel to the true line. Afterwards,\\nwhen the line from ridge to ridge had been cleared of jungle, it was\\naccurately measured on the groimd and checked, but the error was infini\u00c2\u00ac\\ntesimal. The lining in the tunnel itself was continued by boning rods\\nhung from the roof and checked from time to time with lights and a theo\u00c2\u00ac\\ndolite. To anticipate slightly, the deviation in the horizontal plane\\nwas on completion found to be less than 2 inches and in the vertical", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0162.jp2"}, "161": {"fulltext": "11.]\\nPERIYAR PROJECT.\\n103\\nplane nothing. The exact length was 5,704 feet. In November 1889\\ndrilling by machinery at the north end was begun and a fairly steady\\nprogress of about 4 feet per working day maintained. This rate could\\nnot be increased and by April 1891 the total advance was only 1,008 feet\\nand it had already been determined to employ other means to accelerate\\nit. A shaft, known as No. II shaft, was therefore sunk on the line at\\n4,146| feet from the north end and 1,557^ feet from the south end.\\nThis shaft measured 14 feet by 7 feet, and was 109 feet deep. A second\u00c2\u00ac\\nhand steam plant was purchased and erected near the shaft consisting of\\n3 Boot\u00e2\u0080\u0099s boilers 15 H.P., with a horizontal engine and compressor, and a\\n3|-ineh rock-boring machine. A winding-engine and pump for the\\nboilers were also fitted up and these had shortly to be supplemented by\\na pump in the shaft and a winch and cable for hauling loaded trucks on\\nthe upgrade. In order to take out the fuU section drills considerably\\nlarger than the plant was designed for were used, and a large addition\\nto the boiler-power was therefore required and was supplied by portable\\nengines which were at hand on the works. Yentilation was effected by a\\ndiaphragm down the shaft connected at one end to a flue and at the\\nother to the fire-boxes of the boilers, and by running the compressors\\nwith the drills detached after blasting. This plant began working both\\nsouthwards and northwards in alternate shifts, the number of men for\\nremoval of spoil being between 30 and 50 and this was continued till\\nApril 1893, when on account of the difiiculty of pumping work on the\\nnorth face was stopped. Up to this time the advance was about 2 feet\\na working day on each face from the shaft, and the total advance on all\\nfaces combined was 3,600 feet. From this time work at No. II shaft\\nwas confined to the south face until it was nearly through in November\\n1893, when it was stopped and work on the north face resumed until\\nFebruary 1894, after which the work was completed from the north end\\nalone. A partition* was left at the south face on No. II shaft until\\nwork northwards was stopped, in order to prevent an inflow from the\\nMuliya Panjdn, and this was left until February 1894. The other two\\nfaces met accurately in October 1894.\\nThe rock was in places seamed with small fissures, which admitted a\\nlittle water, but the quantity decreased always after running for a short\\ntime. The total quantity of water was never serious, and for a consider\u00c2\u00ac\\nable proportion of its length the tunnel was quite dry.\\nThe discharge of the tunnel is a difficult thing to calculate, since\\nwith the steep gradient and rough sides there must be a loss by eddies", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0163.jp2"}, "162": {"fulltext": "104\\nHISTOEY OP THE\\n[chap.\\nand skin friction whicli can only be dimly pictured. When the head\\nat the entrance is great an additional effect of turbulence must be\\nproduced. It is probable that the maximum discharge is obtained when\\nthe tunnel is not quite full, since there is then a surface fall independent\\nof friction against the roof. The estimated discharge was 1,600 cubic\\nfeet a second, but it appears that this is somewhat over the mark. A\\nmeasuring weir, with a sluice in it, has been built across the open out\u00c2\u00ac\\nfall cutting, which has the result of submerging the mouth of the tunnel\\nand possibly compresses air inside. Many observations at the weir have\\nbeen made, but it is only a degree more capable of gauging than the\\ntunnel itself by reason of its conduct being visible. The approach to it\\nnot being straight the water is higher at one end than the other, and it\\nis so near the tunnel mouth and the cutting is so narrow that the depth\\non the crest and the velocity of approach are almost impossible to deter\u00c2\u00ac\\nmine exactly. The following table has however been compiled according\\nto the depth of water on the gauge at the weir and it is at present\\naccepted as the discharge from the lake\\nDepth on weir.\\nFEET.\\nDischar\\nC. FT. A i\\n0-00\\n0\\n0-25\\n26\\n0-50\\n73\\n0-75\\n133\\n1-00\\n207\\n1-25\\n288\\n1-50\\n371\\n1-75\\n472\\n2-00\\n576\\n2-25\\n683\\n2-50\\n797\\n2-75\\n915\\n3-00\\n1,041\\n3-25\\n1,167\\n3-50\\n1,301\\n3-75\\n1,437\\n400\\n1,576\\n4-25\\n1,720\\n4-50\\n1,866\\n4-75\\n2,015\\n5-00\\n2,166\\nEetnarks.\\nTo this must be added a quantity varying\\nfrom 531 cubic feet a second to 0, according\\nas the sluice in the weir is full open or\\npartly open or closed.\\nWith no water on crest and vent full open\\nthe discharge is 392 cubic feet a second.\\nIf water is below crest of weir, the discharge\\nvaries between: (1) at 0-25 feet below\\ncrest 55 to 382 cubic feet a second, (2) 4-00\\nfeet below crest 38 to 226 cubic feet a\\nsecond, according as the sluice is full open\\nor partly open or closed.\\nJ", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0164.jp2"}, "163": {"fulltext": "r r\\nnr 4-.\\nV-\u00e2\u0080\u0098\\n1^\u00e2\u0080\u0099:\\n\u00c2\u00bbf^. t\\nV\\n-\u00e2\u0080\u0099n:\\nr\\n^.v\\nXK-\\n4i;?:#^j\\n4.\\nj^\\nj\\n.4r\\nA,^- -1\\nr^.\\nf u 7ffl\\nVi\\nv:3T\\nTC\\nV\\n/o\\n.C ?1\\ni\\nz-j-\\nM\\niJ\\nPJ\\\\-A\\nPt\\n\u00e2\u0080\u00a2\u00e2\u0080\u00a2^z .n.\\nt*\\n(r\\n\u00c2\u00abK\\nifAV^7\\n\u00e2\u0080\u0099H A\\n;?;r 4\\ns *v\\n41^.\\n\u00e2\u0080\u00a2-/I\\nt\\nI r!w\\nj\\n-r-.\\n\u00e2\u0096\u00a0fe\\n1\\n-3\u00c2\u00bb\\n-HT\\n.4^\\nei\\nV SF *v^ 4\\nJ A r\u00c2\u00ab i.\\n:kM*\\nA\\njr^\\nB MBV.l \u00e2\u0080\u00a2W .,4\\n\u00c2\u00bbv\\nI\\n.4?\u00c2\u00bb\u00e2\u0080\u0098\\n4\\nS\\nI V .t^.\\nI*:?-\\nr\\n\\\\v I\\nIfe I\\nMT\\n7\u00c2\u00bb\\nr^r\\n/f\\ni-t\\nRT\\nL4\\nSh\u00e2\u0080\u0099^*\u00e2\u0080\u0099 V, V\\ni.^ j\\n\u00e2\u0080\u0099M\\nfT^\\n1- ^-.V* .j\\n*r k\\n*5\\nI\\nF*\\nM\\n.1\\n\u00e2\u0096\u00a0FiZ 4-.* ..V\\nli^\\nih\\n..\u00e2\u0080\u00a2j\\nST\\nISj\\nVr7\u00c2\u00ab\\n-r v,\\nC\u00e2\u0080\u0099\\nh^i.-\\nr ..r Si- 1 j\\ne k. /I\\nL AS^\u00e2\u0096\u00a0\u00e2\u0096\u00a0 -i\\nV.\\n-vl\\n.r\\n\u00c2\u00a5S\\nlVt-\\nw\\nnz 4\\n*1^5^\\nk*\\n*^r\\ni0.A\\nLVA:", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0165.jp2"}, "164": {"fulltext": "PORTION OF PERIYAR TUNNEL\\n9t\\nh\\nt\\nz\\ntti\\nu.\\nz\\nb.\\no\\nbi\\np\\nO\\nz\\nff\\nED\\ns\\n0\\nX\\nDb\\nt/i\\nO\\nReg: No. 4563\\nCooles. 410 Photo-Print.. Survey Offloe. Madras.\\n1898", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0166.jp2"}, "165": {"fulltext": "", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0167.jp2"}, "166": {"fulltext": "VERTICAL SECTION OF\\nSLUICE WELL\\nSKETCH 2\\nRee: No. 4582\\nCoDie\u00c2\u00ab 410\\nROCK\\nPhot^PrInt\u00c2\u00ab Survey Office, Madras\\n1898", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0168.jp2"}, "167": {"fulltext": "ENTRANCE TO TUNNEL.", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0169.jp2"}, "168": {"fulltext": "1", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0170.jp2"}, "169": {"fulltext": "11.]\\nPEEIYAR PROJECT.\\n105\\nThe sluice-gates at the head of the tunnel, as originally designed,\\nwere to have been similar to those in the main dam escape culvert,\\ndescribed on page 24. The design was, however, entirely altered and\\nthe gates as actually constructed were according to Plate VI. The\\ntunnel at the head, after a few feet of straight, divides into two semi\u00c2\u00ac\\ncircular arms of l5 feet radius, meeting in a chamber from which the\\ntunnel proper continues in a single straight line. At the lower ends of\\neach of the two arms are two vents, one above the other. The upper\\nvents, 10 feet by 6 feet, are for the normal discharge. The lower vents,\\n10 feet by 4 feet, and arched over, were designed to ensure a continuous\\ndischarge of 500 cubic feet a second, in view of the necessity of that\\namount being supplied permanently for power purposes, and in case\\nrepairs or inspection of the gates of the upper vents should be required.\\nThe upper or main shutters are connected and worked simultaneously\\nby one gearing. Each shutter is of |-inch plate, and the two shutters\\nare tied together by 15 flanged W.I. 4-inch pipes of metal, bolted\\nthrough the shutter plate to bearing plates symmetrically placed. The\\nshutters do not fit close to the vent, the intervening space being closed\\nby angle-irons on the shutters at top and bottom and flanged rails, serv\u00c2\u00ac\\ning as guides, fixed in concrete at the sides; and the rails are strutted\\napart by 4-inch pipes. Each gate is suspended by a 1-inch wire rope\\nfrom a pulley on a cross head in the sluice house. The cross-head is\\nhung from the roof of the house and raised or lowered by tackle from\\ntwo winches. The arrangement, it will be seen, gives great flexibility.\\nThe lower vents are controlled by shutters, each worked by a screw\\nof 2j inches diameter passing through a 4-inch pipe passing down a\\nshaft in the rock. They have no guides.\\nThe above arrangements were so unsuccessful that it has not been\\nthought necessary to give further details of them than the accompany\u00c2\u00ac\\ning sketch.\\nIt was found in practice that the actual result of suspending the\\nshutter by a rope over a loose pulley was that if one face of the shutter\\nmet with an obstruction and stuck the shutter at once got askew and\\njammed. The violent surging of the water had a similar effect, either\\nend of the shutter swaying up and down alternately. To make the\\nshutter work at all, it was found necessary to wedge the pulley and fix\\nit, and it was difficult and awkward to work the two independent winches\\ntogether. When the shutter was examined it was found that it had\\nbeen considerably damaged by the vibration. Several of the lower", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0171.jp2"}, "170": {"fulltext": "106\\nHISTOEY OF THE\\n[chap.\\nstruts were broken, and most of the others were loosened. The lower\\nshutters were found to get bedded in the sand brought into the tunnel\\nby the water, so as to be almost immovable and the single screw shaft\\nto each shutter was found to be insufficient to preveut jamming.\\nThere was also at the extreme inside end of the tunnel, before the\\ncommencement of the two semi-circular arms, an emergency shutter con\u00c2\u00ac\\ntaining within it small pivoted valves designed to pass 500 cubic feet a\\nsecond when the shutter was down and also to assist in raising and\\nlowering it. This shutter was not however intended for ordinary use.\\nIt was finally decided to abandon these shutters and to substitute\\nfor them a Stoney\u00e2\u0080\u0099s shutter in the place of the emergency shutter.\\nThe design of the Stoney\u00e2\u0080\u0099s shutter is given in Plate IX. This shut\u00c2\u00ac\\nter has not yet been erected, but the following is an extract from the\\ninstructions of the Chief Engineer for Irrigation, Mr. W. Hughes, in\\nrequesting a design from Messrs. Ransomes and Rapier\\n\u00e2\u0080\u009cThe average section of the tunnel is about 96 square feet and the\\nvelocity about 12 feet per second with an average depth in the reservoir\\nand the shutter full open. The present opening at the head of the\\ntunnel was made of its present dimensions merely to afford room for a\\nlarge sluice gate with valves, but with the arrangement now proposed\\nthere is no object in having the opening much larger than the tunnel, and it\\nwill therefore be reduced to 12 feet by lOJ feet to soffit of arch).\\nIt would be inconvenient to have the supports of the counter\u00c2\u00ac\\nweights at any considerable height above the platform. It is therefore\\nsuggested that the counterweights should be designed to work in a\\ntrough in the masonry.\\nIn a high flood there will probably be heavy rain also on the\\nMadura side of the hills and the tunnel will have to be fully closed.\\nThe maximum pressure on the sluice gate will, therefore, be that due to a\\nhead on sill of 155-00\u00e2\u0080\u0094106-50 or 48-50 feet. The maximum velocity through\\nthe sluice will occur when the lake is high and it is.desired to pass only a\\nlittle water through the tunnel. In this case there will be but slight pres\u00c2\u00ac\\nsure in rear of the- gate and the maximum velocity may be taken as\\nthat due to a head of 45 feet. An iron sill will be necessary on this account\\nand to prevent leakage as far as possible.\\nA great part of the site of the lake was occupied by forest, and, as the\\ntrees and bamboos fall, a great quantity of drift of all kinds is constantly\\nbeing carried towards the tunnel. A grating to prevent any of this above", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0172.jp2"}, "171": {"fulltext": "IT.]\\nPERIYAR PROJECT.\\n107\\na certain size reacliing the sluice is required and the grating and sluice gate\\nmust be designed together. The lift of the shutter will be feet and the\\nheight of the grating at the tunnel end must be at least 12 feet. From\\nexperience gained at the Bhatgarh dam it is found most undesirable to have\\nthe grating close to a sluice opening.\\n\u00e2\u0080\u009cIt has been found in some sluices that the submerged iron work gets\\npitted and the friction consequently increased. For this reason it seems\\nadvisable that such portion of the submerged metal work as is liable to\\nwear, such as the rollers and surfaces of the roller-paths, should be of non-\\ncorrodible metal.\\n\u00e2\u0080\u009cWith regard to the mechanism for actuating the shutter it may be\\nstated that time is of practically no importance, and that it would be quite\\nsatisfactory if the mechanism is arranged so that the sluice can be raised or\\nlowered an inch a minute by one man pulling about 20 lbs. to 30 lbs.\u00e2\u0080\u009d\\nMessrs. Bansomes and Rapier submitted a design with the follow\u00c2\u00ac\\ning description:\u00e2\u0080\u0094\\n\u00e2\u0080\u009cThe mechanism consists of the following parts:\u00e2\u0080\u0094Beginning on the\\nup-stream side, there is built into a groove provided in the masonry, a cast-\\niron frame work or orifice, consisting of a sill girder, a lintel girder, and\\ntwo jamb pieces. These castings are all bolted together at machined faces,\\nBO that true and rigid work is secured; the inside edges are also planed,\\nwhere the bottom and sides and top of the gate come in contact with them,\\nthus securing a close and satisfactory fit.\\nThe side eastings extend sideways into the wall and are securely built\\ninto place to them are united by means of short lengths of steel joists, the\\nroller path castings. The joists are 3 feet 8 inches long and placed about\\nevery 2 feet, so that the whole forms one rigid structme. The roller path\\ncasting has a projecting edge or ridge down its whole length. On this rests\\nthe actual roller path. This is of cast iron, and truly machined on its face\\nand also in the groove, which fits on the ridge.\\n\u00e2\u0080\u009cThe width of the roller face is 14 inches, this being necessary, owing\\nto the great pressure to which the sluice may be subjected.\\nThe roller path is free to \u00e2\u0080\u0098rock\u00e2\u0080\u0099 slightly on the ridge, so as to ensure the\\npressure of the rollers coming equally on the whole width of the roller path.\\n\u00e2\u0080\u009cThe main roller path casting, which is built into the wall, carries a\\nstrong steel shield plate to protect the rollers and path against the rush of\\nwater when the gate is lifted. This shield plate is easily removable for\\npurposes of inspection.\\nThe gate is directly supported against the water pressure by 20 pairs\\nof cast-iron rollers. The skin of the gate is of exceptional strength, being\\nf-inch thick steel plate.", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0173.jp2"}, "172": {"fulltext": "108\\nHISTOKY OF THE\\n[chap.\\n\u00e2\u0080\u009cThe clear opening of the gate is 12 feet 9 inches high by 9 feet 6\\ninches -wide, equal to 118J square feet; against 96 square feet, the average\\nsectional area of the tunnel.\\nThe form of the gate is narrower and higher than that of the tunnel,\\nhut this proportion of height to width is much more economical for heavy\\npressure sluices, as the greater height gives more length of roller path, and\\nthe width of the rollers, c., can then he proportionately reduced.\\n\u00e2\u0080\u009cThe skin of the gate is supported by 14 steel joists, 14 inches by 6\\ninches, which transmit the load to end castings which rest on the rollers.\\nThe gate is operated by a screw-lifting gear, and is also balanced to\\nthe extent of its total weight.\\n\u00e2\u0080\u009cThe balance weight consists of a steel tank filled with stone, and\\ncarried by two steel wire ropes, with a factor of safety of 10.\\nThe lifting screw is of steel and inches outside diameter, with a\\ndouble thread, the whole 14 feet being turned in one length.\\nOn the head of the screw is keyed a massive bevel wheel which is\\nworked by the winch, the ratio of gearing being 27 turns of the handle to\\none turn of the screw. This will give great ease of working and security\\nagainst possible break-down.\\n\u00e2\u0080\u009cThe screw is carried throughout in brass bearings; and works in a\\nbrass nut of ample length and provided with an oil chamber.\\nThe nut is bolted to the head of the cast-iron ram, which transmits the\\nmotion to the gate. The gearing is, therefore, capable of either lifting or\\npushing.\\nThe ram is turned true and\u00e2\u0080\u0098passes through a brass bearing at the\\nlower end of the shield tube, so that the screw is protected from weather\\nand dust.\\n\u00e2\u0080\u009cThe sluice chamber is formed by the existing masonry at the back,\\nand on the other three sides by new masonry. The internal dimensions of\\nthe chamber are 10 feet 6 inches deep by 15 feet 6 inches wide. On the\\nup-stream side a groove is provided for a temporary door the sides of the\\nculvert converge at an angle of 1 in 4, so as to get the best efficiency from\\na given side of sluice and to so direct the stream that it does not strike the\\nrollers, c., but first touches the shield plate.\\n\u00e2\u0080\u009cThe thickness of the front wall is about the minimum, unless it be\\nbuilt as a regular arch, to take horizontal pressure. The coping stones round\\nthe top of the sluice chamber will be rebated about li inches by i inch, so\\nas to form a landing for steel foot-plates.\\nThe screen is formed of l|-inch diameter bars, rivetted into frames of\\nconvenient width for handling. These are carried on cross joists, set in\\nrecesses of the side masonry.\u00e2\u0080\u009d", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0174.jp2"}, "173": {"fulltext": "THE WATER AFTER LEAVING THE TUNNEL.", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0175.jp2"}, "174": {"fulltext": "if\\nA\\nKm V i J f\\nP^, -vWr^U\u00e2\u0080\u0098 \u00e2\u0080\u00a2C Z VI :S^ Vi2.\u00c2\u00b0l\\n5 4--\u00e2\u0096\u00a0=5 --L^ii _i: fH\\n\u00c2\u00bb.V -T\\n\u00c2\u00bbW O\\ny r J-\\nJ-\\nft i\\n^M]r9\u00c2\u00a5\\nf T^\\no\\n,.p.\\nI\\nrV\\nW\\nI\\nI* I.*\\n\u00e2\u0080\u00a2i 4\\n\u00c2\u00bb.v\\nt\\n-MUr iT\u00e2\u0080\u0099\\ni*^\\n-T..-\\nfw\\nL\\nf I\\nr-\\nXT\\ni*:\\n.t\\ng,i\\nfc\\nji ,1\\nF 31 J\\nll r H\\n*1*\\n\u00e2\u0080\u0094jBtr\\nA im:\\n^l-:%\\nVi(.\\nr*\\n*4 ti**\\n(A\\n1-4\\n\u00e2\u0096\u00a0I\\nk ii:t*\\n\u00c2\u00bbk\\n.Vv", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0176.jp2"}, "175": {"fulltext": "II.]\\nPERIYAE PROJECT.\\n109\\nAs regards the use of non-corrodible metal, Messrs. Eansomes and\\nEapier were of opinion, from aotual experience in bad water, that iron\\nwas quite safe and much cheaper, and that the introduction of brass set\\nup a galvaoic action which rapidly ate away the iron frame work. The\\nsluice was therefore designed by them in steel and iron alone.\\nCost of Head Works.\\nAt an early stage of the works it became evident that the estimate\\nfor the Head works would be considerably exceeded, on account of the\\ndifficulties of the initial operations; but it was hoped that, these once\\novercome and labour organised, an approximation to the original rates\\nmight ultimately be arrived at. As time wore on this hope disappeared,\\nbut it was not until 1892 that the obstacles, for which there was neither\\nprecedent nor possible forecast, were safely passed, uniform progress\\nattained, and an accurate measure of the ultimate cost rendered possible.\\nIn 1893, revised estimates were submitted, of which the following is a\\nMain dam and escape\\nculvert with\\nOriginal.\\nRS.\\nEevised.\\nRS.\\nturbine supply culvert\\n9,59,000\\n24,60,000\\nTemporary dams\\n15,000\\n29,115\\nEight bank escape\\n1,55,000\\n2,70,000\\nLeft bank extension\\n46,000\\n79,885\\nWater-shed cutting\\n1,37,000\\n2,47,000\\nWater-shed tunnel\\n2,95,000\\n4,94,000\\nBuildings\\n1,57,000\\n3,50,000\\nMaintenance\\n50,000\\n97,000\\nTools and plant\\n60,000\\n7,57,000\\nUnforeseen works\\n60,000\\nMiscellaneous\\n56,000\\n1,80,000\\nThese excesses caused a corresponding increase in the item of estab\u00c2\u00ac\\nlishment, calculated at 23 4 per cent, upon the actual cost of works,\\nthough the real charge was very far below this figure. In the early\\nstages of the work there was a painful deficiency of officers and subordi\u00c2\u00ac\\nnates, a mistake the avoidance of which would have saved enormous\\nsums of money.", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0177.jp2"}, "176": {"fulltext": "110\\nHISTOEY OF THE\\n[chap.\\nTo escape recapitulation the subject of the cost of each work is taken\\nin one piece, since the same items appear in greater or less proportion\\nin many of the heads of estimate. Thus the item of petty supervision\\nwas largely exceeded throughout, owing to the protracted duration of\\nthe works, eight years instead of five, and there was also a large loss,\\ndistributed over all the works, upon rice imported by Government and\\nsold below cost price when the price in the plains was high. The fol\u00c2\u00ac\\nlowing extract from the Chief Engineer\u00e2\u0080\u0099s note in submitting the revised\\nestimates treats, in sufficient detail, such other causes as were common to\\naU the component parts:\u00e2\u0080\u0094\\n\u00e2\u0080\u009cAmong these causes, the principal is the in sufficiency of the rates\\nallowed in the original estimates. It must be frankly admitted that these\\nrates were much too low it was expected that the whole work would be\\ndone by daily labour with gangs of men carefully drilled and watched, and\\nthat machinery would be used to a much larger extent than has been\\nfound practicable. These expectations were not realised; it was found\\nimpossible with the staff available (and it is doubtful whether it would have\\nbeen possible with any reasonable amount of establishment) to train and\\ndrill the labour in the way proposed, and it became necessary to fall back\\nupon the ordinary methods of piece-work.\u00e2\u0080\u0099 Time being all-important the\\npiece-workers have been practically masters of the situation and we have\\nhad to pay rates enormously in excess of what would have been necessary,\\nif the work could have been done in a more leisurely fashion and if the\\nsupply of labour had been unlimited.\\nThe rates actually paid appear, and are, high, but it must be borne in\\nmind that only a very insignificant fraction of the labour came from a dis\u00c2\u00ac\\ntance of less than 60 miles and most of it from distances greatly exceeding\\nthis amount, that each man worked on an average for certainly not more\\nthan eight months in the year, and that the enforced idleness caused by the\\nstoppage of work during each hot weather and the loss of time involved\\nin the journeys to and from the labourers\u00e2\u0080\u0099 homes had in some form or other\\nto be paid for.\\n\u00e2\u0080\u009cAnother cause which has certainly tended towards a general increase\\nof prices is the political condition under which the works have been carried\\nout. This is a subject on which I wish to say as httle as possible, because\\nmy views are not in accordance with those of the Government of Madras,\\nbut it is impossible to avoid all allusion to it. When the estimates were\\nprepared it was assumed, as a matter of course, that the site of the works\\nand the ground in their neighbourhood would be declared British Territory\\neither permanently or for so long as the works were in course of construe^\\ntion. This was not done, and without going into details of this portion of", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0178.jp2"}, "177": {"fulltext": "11.]\\nPERIYAR PEOJECT.\\nIll\\nthe history of the works, it may be said in general terms that, for the first\\nfour years of their progress, there was absolutely no machinery for main\u00c2\u00ac\\ntaining order or for the protection of life and projperty in the camps, except\\nsuch irregular and extra-legal machinery as was created by the officers in\\ncharge at a later period a limited criminal urisdiction was ceded by the\\nGovernment of Travancore, but the concession was so narrowed and limited\\nthat it was almost worthless, and even at the present time the conditions of\\nlife in the project camps are by no means such as should prevail among a\\ncommunity of some six thousand British subjects. What the financial effect\\nof this state of things has been, it is of course, impossible to say with any\\napproach to accuracy but it is certain that any cause which renders a work\\nattractive tends to reduce prices and any cause which renders it unattractive\\ntends to increase them.\\n\u00e2\u0080\u009cA third somewhat important cause of excess has been the enormous\\ncost of transport of materials, especially of lime, of which some 80,000 tons\\nhave been or will be required. This cause has affected all the works more\\nor less, though its principal effect has been on the main dam. The wire\\nropeway for conveying limestone from the foot of the ghaut to Tekadi camp\\nhas been most sucsessful and economical when at work, but the difficulties\\nin erection were very much greater than was expected; it was not until 1891\\nthat it was got to work at all, and since then its working has been by no\\nmeans uniform or constant, partly owing to the frequent repairs that have\\nbeen found necessary and partly owing to the uncertainty of the water\\nsupply of the stream which provides the power for driving it. By the time\\nthe work is completed it will probably be found that at least half of the\\ntotal quantity of lime used has been brought up by ordinary carts at a cost\\nof about ten times that of carriage by ropeway.\\nThe cost of carriage from Tekadi to the site of the dam has also been\\ngreatly in excess of what was expected; I have never ceased to regret that\\nI did not adhere to my first idea of a light railway, worked by locomotives,\\nfor this portion of the journey. It would have saved its cost over and over\\nagain and have been both cheaper and more trustworthy than the combined\\nroad and water carriage which has actually been adopted.\\nThe deficiency of water power above alluded to had a special dele\u00c2\u00ac\\nterious effect on the tunnel, since the turbine and compressors at the north\\nend, which were by far the cheapest mode of tunnelling, had to stop for\\nwant of water for several months in each working season. Progress was\\nconsequently slow and a shaft was sunk, a steam-plant purchased and\\ntunnelling proceeded with at two more faces which made a great difference\\nin cost.", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0179.jp2"}, "178": {"fulltext": "112\\nHISTORY OF THE\\n[chap.\\nIn the original rates the price of machinery was included for each\\nsubhead, and a small sum of Es. 60,000 only was allowed for tools and\\nplant; hut iu the course of execution it was found that the machinery was\\nso inextricably applied to several subheads of different works that it was\\nimpossible to debit it equitably to each. A separate subhead, tools and\\nplant, was therefore opened to which the sum of Es. 7,57,000 was debited.\u00e2\u0080\u009d\\nIt will readily be seen that the incidence of the above causes of\\nexcess cannot be divided proportionately between the various component\\nparts of the work, and it is therefore useless to enter into too minute a\\ndisquisition in comparison of the rates as estimated and as executed,\\nthe more so as the mode of operation was in several cases altered in\\ntoto. The following table will however give some idea of the principal\\ndifferences, bearing in mind that the cost of machinery is excluded\\nfrom the actual rates\\nTable of Eates.\\nPeriydr No. 1 Division.\\nEstimate.\\nActual.\\nRS. A. Rs. A.\\nRS. A. RS. A.\\nMaistry, per month\\n50 0\\n25 0 to 100 0\\nStone-cntter, per day\\n1 0 to 18\\nMason, per day\\n0 12 to 14\\nCarpenter\\n1 0 to 18\\nSawyer, per day\\n0 12\\nFitter\\n1 4 to 2 4\\nDriver, per month\\n30 0 to 175 0\\nSmith, per day\\n1 4\\n0 12 to 18\\nHead coolie, per day\\n0 10\\n0 8 to 0 12\\nCoolie, man\\n0 8\\n0 6 to 08\\nDo. woman\\n0 4\\n0 4\\nDo. boy\\n0 3\\n0 3\\nBullocks (pair)\\n1 8\\nRubble, quarried and stacked, solid\\nmeasurement, per 1,000 cubic feet.\\n75 0 to 80 0\\n85 0 to 121 0", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0180.jp2"}, "179": {"fulltext": "n.]\\nPEKIYAE PEOJECT,\\nU3\\nTable of Bates\u00e2\u0080\u0094\\nPeriydr No. 1 Division \u00e2\u0080\u0094cont.\\nEstimate.\\nActual.\\nStone, broken, for concrete, by hand\\nper 100 cubic feet\\nRS. A. RS. A.\\nR3.\\nA. RS.\\n9 0\\nA.\\nStone, broken, for concrete, by\\nmachine\\n1 8\\n2\\n8 to 5\\n0\\nLimestone, unburnt, per 100 cubic\\nfeet\\n4 0\\n15 0\\nLimestone, burnt, and delivered at\\nsite\\n17 0\\n35 0\\nSand, on bank, per 100 cubic feet.\\n4 0\\n2\\n0 to 4\\n0\\nCement, per ton\\n75 0\\nno 0\\nFirewood, on bank, per 100 cubic\\nfeet\\n3 8\\n2\\n8 to 4\\n0\\nCharcoal, per parah of 40 lb.\\n0 4\\nConcrete, mixed, laid and rammed,\\nper 100 cubic feet\\n15 0\\n33 0\\nUnooursed rubble masonry, per 100\\ncubic feet\\n34 0\\nTimber, per cubic foot\\n3 0\\n2\\n0 to 3\\n0\\nEarthwork, 1,000 cubic feet\\n5 0\\n5\\n0 to 12\\n0\\nExcavation in gravel and decom\u00c2\u00ac\\nposed rock, per 1,000 cubic feet\\n15\\n0 to 40\\n0\\nTunnelling, per 100 cubic feet\\n25 0 to 65 0\\n60\\n0 to 85\\n0\\nDrilling by hand, per 10 running\\nfeet\\n3 0\\n1\\n0 to 2\\n0\\nExplosive, per lb.\\n1 12\\n1\\n8 to 2\\n0\\nAs regards the individual works the most important and that on\\nwhich there was the largest excess was the main dam. Besides the\\ngeneral causes above alluded to there were others which affected either\\nthe quantities or the rates or both. In the original estimate the quan\u00c2\u00ac\\ntity and cost of concrete allowed for were 3,600,000 cubic feet at Es. 15\\nper 100 cubic feet=R3. 5,10,000. It will be remembered from the\\ndescription of the construction that a large proportion of uncoursed\\nrubble masonry was used instead of concrete and the two combined\\np", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0181.jp2"}, "180": {"fulltext": "114\\nHISTORY or THE\\n[chap.\\nmust be taken in comparing the estimated and actual quantities and\\nrates. This would of itself be sufficient to account for a slight excess,\\nsince rubble masonry is somewhat dearer than concrete. At the\\nPeriydr, with water-power available, it might be expected to be much\\ndearer, but various causes combine to render the difference less than\\nmight be anticipated\u00e2\u0080\u0094in fact the average rate for concrete was about\\nUs. 33, and for rubble masonry under Rs. 34 per 100 cubic feet. The\\ncombined quantities and rates come out as follows:\u00e2\u0080\u0094\\nHS. A. P, BS.\\n3,330,571 cubic feet concrete at 33 3 2 per 100 11,05,688\\n2,406,183 rubble masonry at 33 14 5 8,15,787\\n5,736,754 at about 33 8 0 19,21,475\\nThese quantities include some that was not actually in the dam,\\nbut was required for subsidiary works, and also a certain amount de\u00c2\u00ac\\nstroyed by floods. Both these factors had a specially unfavourable\\neffect on the rates, since the subsidiary works were mostly done in water\\nunder great difficulties, and reconstruction after damage by floods in\u00c2\u00ac\\nvolved the expenditure of a great deal of money, if only on the score of\\nurgency and in the employment of Portland Cement. The three prin\u00c2\u00ac\\ncipal causes, however, which injuriously affected the quantities and rates\\nwere (1) the chasm in the river bed, which has been referred to suffi\u00c2\u00ac\\nciently in the description of foundations, and which increased both\\nquantity and rate in a manner not susceptible of accurate definition\\n(2) the increased depth of excavation found necessary on both flanks,\\nwhich augmented the quantity of masonry required and the rate for\\nexcavation; (3) the decision of the G-ovemment of India to prohibit\\nthe use of tunnels through the flanks for the control of the river; and\\n(4) the fact that the stone from the water-shed cutting was not, on\\naccount of the expense of transport, available for use in the dam. After\\nall the produce of the right bank escape was exhausted quarries had to\\nbe opened, and the rate for rubble masonry and concrete was thence\u00c2\u00ac\\nforward debited with Rs. 6 per 100 cubic feet on this account. Since\\nthe total quantity of stone supplied from the right bank escape was but\\nlittle over two millions of cubic feet, it will be seen that a charge of\\nmore than two lakhs of rupees was thus incurred.\\nIt may be asked why, instead of opening quarries, opportunity\\nwas not taken to lengthen the escape but the north face of it, on\\nwhich alone it was possible to extend, was overlaid by an unusual", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0182.jp2"}, "181": {"fulltext": "n.]\\nPERIYAR PROJECT.\\n115\\nthickness of earth and decayed rock, the removal of which would have\\nadded greatly to the cost of quarrying.\\nIn the original rate of Its. 15 per 100 cubic feet for concrete no\\naccount was taken of labour in mixing and ramming since it was\\nintended that this should be done by machinery. These processes\\nW ere abandoned as unsatisfactory in comparison with hand labour, and\\nthe actual cost of carriage from the tips, mixing, and ramming, was from\\nEs. 6 to Es. per 100 cubic feet. There were also many minor\\ncharges, tho exact incidence of each of wliich cannot be w orked out,\\nbut it may be said generally that there was a considerable under-estima\u00c2\u00ac\\ntion of the difficulties in commencing operations, in guarding against\\nfloods, in procuring sand, in transporting limestone, pending the com\u00c2\u00ac\\npletion of the wire ropeway and canal, in the amount of work that must\\nbe done a second and a third time, in the quantity of Portland Cement\\nrequired, in timber and carpenters\u00e2\u0080\u0099 work for bridges, gangways, ladders,\\nrammers, and shoes for workmen. Labour-saving machinery, in several\\ncases of a type unusual in India, was largely employed and it is not to\\nbe wondered at that the amount and quality of the labour used in con\u00c2\u00ac\\njunction, the cost of erection and maintenance, the amount of outturn\\nand the life of the machines, were largely under-estimated. Machinery\\nwas nevertheless, on the whole, much cheaper than hand labour would\\nhave been, even had it been possible to collect a sufficient force of the\\nlatter, which would in itself have been a very difficult operation.\\nThe excesses in the other estimates are mostly due to the general\\ncauses already touched on, or to unavoidable under-estimation of quan\u00c2\u00ac\\ntities. Thus the machinery at the north end of tho tunnel took out 5\\nrunning feet per day instead of 7, and stopped often for want of water,\\nso that an auxiliary steam plant had to be installed. The quantity of\\nrock in the right bank escape was greater than was expected. In the\\nleft bank extension special difficulties, described previously, accounted\\nfor a great part of the excess and the length of the time occupied\\naccounts for a large share in the excess under the heads maintenance\\nand miscellaneous while the cost of buildings w as enormously in\u00c2\u00ac\\ncreased by the extra amount of hand labour found necessary, by tho\\nconstant fires which often burnt whole lines of huts in a few minutes,\\nand by the necessity of destruction and rebuilding by reason of epi\u00c2\u00ac\\ndemics. It is improbable that a similar work will ever be undertaken,\\nbut should it be so the following general criticisms may be worthy of\\nattention, viz., that all the preliminary works should bo in such a state", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0183.jp2"}, "182": {"fulltext": "116\\nHISTOEY OF THE\\n[ohae.\\nof forwardness tliat there shall he no doubt as to their capability, be\u00c2\u00ac\\nfore the main works are begun and that machines should be purchased\\nof double, or treble, or even quadruple the makers\u00e2\u0080\u0099 estimate of capa\u00c2\u00ac\\ncity. It is, however, beyond human possibility that in so extraordinary\\nan undertaking any estimate should, except by chance, approximate to\\nthe actual results.\\nGeneral Remarks.\\nBefore finally quitting the Head works some allusion must be made\\nto various matters which could not be previously treated without hinder\u00c2\u00ac\\ning the progress of the narrative, but which are yet of historical interest\\nand had a perceptible bearing on the construction of the works. Not\\nthe least of these is the subject of health and sanitation, a serious\\nquestion in all large enterprises, and one which has a considerable\\ninfiuence on the economy of engineering operations, since loss of health\\nand unfavourable environment are drawbacks which can almost be\\nestimated in currency, and the difference between the rates of wages in\\nNos. I and II divisions is a very fair measure of the disabilities involved\\nin the works which have been described.\\nThe Periydr, as has been generally stated elsewhere, is one of those\\nbeautiful spots so common in the tropics where fever lurks behind a\\nsmiling countenance. The moderate height above the sea, the vast\\ntracts of virgin forest, the strong sun and heavy rainfall, all constitute\\nfavourable conditions for an active and stubborn malaria which was one\\nof the greatest hindrances to the work. From July to February the\\nclimate, though never healthy, is much better than in the hot weather\\nmonths, when fever was so virulent as to compel an annual stoppage of\\noperations. As the water rose in the lake, circumstances were not, at\\nany rate for the time being, improved, since the large area of vegetation\\nsubmerged and rotted added to the disease. The coolies, ill-fed, ill-\\nclothed and reckless as all coolies are, were rendered more liable to sickness\\nby a cold and dampness to which they were unaccustomed, and consti\u00c2\u00ac\\ntutions enfeebled by malaria offered little resistance to the assaults of\\nrheumatism, dysentery and pulmonary complaints. From 1887 to 1891\\nthe hospitals were less perfectly organised than afterwards, the changes\\nin the medical staff were frequent and the calibre unequal, and the\\nlabourers were slow to convince of the benefits of Western methods of\\ntreatment. The hospital returns for this period are, therefore, valueless\\nas a presentment of the health of the various camps. From 1891\\nonwards they may be taken, as more reliable and are given below", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0184.jp2"}, "183": {"fulltext": "PERIYAE project.\\n117\\nm\\nu\\na\\no\\nPh\\n\u00e2\u0080\u00a2il^^uora\\n\u00e2\u0080\u00a2iscl OOOT 8 ii!J B9q;\\n-l I OQ\\nO O o fl\\nS 8 g\\nla\\nW (D\\nO\\ncL 2\\nO J?CC\\n.fl O rt\\ng\\n-S-o\\nPI\\n5a\\n-tJ\\ncC c3\\nPh\\nm -w _\\nPi CS O\\nPh PI\\noo cd\\no\\nO m\\nP.\\ni\\nfl\\no\\nPt\\n0\\nrH\\nO)\\n^1\\nO\\nO\\nC5\\n-ltd\\nO\\n4d\\nU\\nO\\nP\\no\\nCiO\\nCO iM CO\\n\u00e2\u0096\u00a0sq^^ep\\np\\n3\\n0\\no\\ncd\\nNO\\nH\\n\u00e2\u0080\u00a2q^juOTO Jed\\n000*1 \u00e2\u0080\u00a2iQd s:juet^ Bj\\n\u00e2\u0080\u00a2s:iueic^ ed I e^oj^\\n\u00e2\u0080\u0098uoi(iii[ndod aSBjeAy\\np\\n3\\ncS\\no\\nu\\nNce\\n3\\nQ\\nP\\n\u00e2\u0080\u00a2qqnoin\\nJ^d 000*1 sq^iBGQ\\n\u00e2\u0080\u0098i[(luoTir jed\\n!oOO*T\\n*s:^U0x^; Bd leaox\\n\u00e2\u0080\u00a2uoTC^Bjndod oS-ejaAy\\n1-0\\nCO\\nCO (M\\nCO\\n00\\nrH\\n05\\nl\\nlO\\n(M\\nJ\\nTf\\no\\no\\nrH\\nCO\\nCO\\nCO\\nCO\\nIP\\nCO\\nCO\\nCO\\n00\\na\\nCQ\\no:.\\nC5\\n05\\nCO\\nCO\\ni\\nro\\nN\\n00\\n(N\\nCO\\nCO\\nCO\\nTfH\\no\\no\\no\\no\\no\\nrH\\nr\\no\\no\\nIP\\nIP\\no\\non\\nCO\\nOl\\nTP\\nCO\\ni\\nI\\no\\no\\no\\n00\\nCO\\nrH\\nrH\\nrH\\nrH\\nCO\\nCO\\no\\nCO\\nCO\\noa\\nIP\\nj 1\\nrH\\nIP\\nIP\\no\\n1\\nt\\nos\\ni\\nrH\\nrH\\n04\\nIP\\nCO\\nTP\\nTP\\n04\\no:\\nCO\\nrH\\nTt\\nCO\\n04\\nCO\\nrH\\nrH\\n05\\n\u00e2\u0080\u00a2M\\nCO\\n(M\\n04\\nrH\\nrH\\nrH\\n04\\n04\\nrH\\nO\\nCO\\nCO\\nCO\\nTP\\nIP\\nCO\\nCO\\nCO\\n04\\n-5f\\n04\\nTp\\nCO\\nCO\\nCO\\nCO\\n\u00e2\u0080\u00a2cP\\n04\\nCO\\nP4\\nO\\np\\n05\\no\\no\\nCO\\nTP\\nP\\nCO\\nrH\\nTP^\\nCO^\\nC5\\nC5\\nJ\\n04\\nrH\\n1 1\\nrH\\n04\\nof\\nCO\\nC l\\nOi\\nGO\\nD\\nce\\nd\\n0\\n.PI\\nMay\\nJune\\nM\\na\\no\\no\\nrO\\n0\\n0\\n0\\nH-3\\nd\\nApri\\nJuly\\n60\\nP\\np\\no\\nw\\no\\no\\nO\\nH\\n(U\\nrO\\n3\\no\\nO\\nu\\nx\\na\\nD\\nCJ\\np", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0185.jp2"}, "184": {"fulltext": "118\\nHISTOET OF THE\\n[chap.\\nS:g\\nn ft .a :3 s\\nJh c3 C g\\nho 0 ft\\nL- P o 13\\nP\\ncd\\na\\n3rded,\\ni in p\\nthat\\nand g\\npriE\\nand\\nft\\not rec(\\nmarks\\nrepori\\nbad\\nworse\\nfever\\ntery.\\n(2;\\nCO\\nTjl\\nCO\\nrH\\nrH\\nrH\\nCO\\nJ9d OOO l -IS*! sll:^ B0(J\\no\\nCO\\nrH\\nrH\\nrH\\nCO\\n\u00e2\u0080\u00a2sq^)B9p\\nrH\\no\\no\\no\\no\\nrH\\no\\n00\\n(M\\nCO\\na\\nOi\\nrH\\no\\n1\\n\u00e2\u0080\u00a2qcjuoui J8d\\nC I\\n\u00e2\u0080\u00a2tH\\nCO\\nCO\\no\\na\\ncd\\nOOO I -lad e;uei!tBd[\\n1\\no\\n(M\\no\\n(M\\n(M\\nCD\\n00\\no\\n1 O\\nOi\\no\\nCi\\nCO\\nCO\\n\u00c2\u00bb\u00e2\u0080\u0094i\\nH\\n\u00e2\u0080\u00a2S jaaj^Bd\\nCO\\nlO\\nCO\\nCO\\nlO\\no\\no\\nCO\\nCO\\nlO\\n(M\\nCO\\n(M\\no\\no\\nlO\\no\\no\\nrH\\no\\nCO\\nt-H\\no\\na\\no\\n(M\\nCi\\nOi\\n\u00e2\u0080\u00a2uoi:}Bjndod eSBjaAy\\nrH\\nrH\\nrH\\nrH\\nrJ\\n\u00e2\u0080\u00a2q^juora\\ni\\nc;\\nCD\\nCO\\nCO\\noq\\ncq\\nJ9d ooo t\\n00\\n(N\\nlO\\noq\\n05\\n00\\n\u00e2\u0080\u00a2eqc^B^p ib;ox\\nM\\nrH\\nrH\\nrH\\nrH\\n1\\nC5\\nCO\\n00\\nOQ\\nrH\\n00\\nCO\\nGO\\nlO\\nCO\\nCO\\nlO\\nft\\n\u00e2\u0080\u00a2q^Tioin jad\\nCO\\nCO\\nCO\\n40\\na\\ncS\\nOOO l -iQd s^aap-Bj\\no\\na\\n00\\nrH\\nCQ\\nlO\\nrH\\nCO\\nCO\\n00\\nCD\\nCO\\nC5\\no\\nrH\\nT?\\ni*\\ni\\nft\\n\u00e2\u0080\u00a2s^naii^ Bd ib;oj.\\nrH\\nrH\\nrH\\nrH\\nrH\\nCO\\n(M\\n00\\nlO\\nO\\n0^\\nC5\\nGO\\nrH\\no\\nrH\\n\u00e2\u0080\u00a2Tioi:; B[iidod aSBaaAy\\no\\nrt\\nO\\nCO\\nCO\\nCi\\nrH\\n00\\nT\u00e2\u0080\u0094I\\ncf\\nocT\\nCO\\nco\\nCO\\nft\\n\u00e2\u0080\u00a24^\\na\\nO\\n1893,\\nJanuary\\nFebruary\\nMarch\\nApril\\nMay\\nJune\\nJuly\\nAugust\\nSeptember\\nOctober\\nNovember\\nDecember", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0186.jp2"}, "185": {"fulltext": "PERIYAE PROJECT,\\n119\\nii*]\\na\\na?\\n*q?^uora aad\\n000\u00e2\u0080\u0098T 8T{ BaQ\\nc3\\nu\\niS\\no\\no\\no\\nc5\\nO)\\nf-i\\n0\\no\\nd\\nIs\\no\\nci \u00e2\u0080\u009cS\\n.2\\nCJ \u00e2\u0080\u009cw\\na\\na\\nx\\nr0\\nP 5\\nC3 g\\nQQ d\\n43 9\\nd P\\n.Sh\\nd\\na\\no\\no\\nd\\npp\\n-p\\nfl\\no\\na\\nce\\nl.gf\\nm S\\nS \u00e2\u0080\u009cS -s a\\nH eg ,2\\nc3 cd Jh -13\\nPh\\na?\\nrP\\n43\\nP.\\na\\ncd\\nti\\nm\\n3\\nia o\\nH d\\na\\ncd\\no\\n\u00e2\u0080\u00a2pH\\nJ.1\\nVD\\nH\\n\u00e2\u0080\u00a2q^jnota aad\\n000 I -lad B;uai!^Bj\\n(M\\nf\u00e2\u0080\u0094t\\n\u00e2\u0080\u00a2S juai^j sd\\n\u00c2\u00bbo\\no\\nM5\\n\u00e2\u0080\u00a2uoi^j Bindod aS-BJaAV\\n00\\n(N\\nCO iH CO N\\nI CO\\niH lO CO \u00e2\u0096\u00a0n\u00e2\u0080\u0099\\nCO\\nrH 1\u00e2\u0080\u0094^ rH\\nOi\\n05\\nO 05 O O ifs\\no\\nCO\\niO r-^ 05 CO\\nrP CO if CO C5\\nCO\\nO CO rH\\n05 00 05 (M\\n1\\n1\\nJ\\nw\\nTf CO lO ic (M\\nrH\\nrH rH rH rH\\no\\n05 CO X\\no\\nGO O 05\\nr\\n1\\nw\\nCO CO 00 05 1\\nctf\\nN\\nCO Co CO co co\\nt\\n1\\nt-\\nCi\\n00\\nrH\\neS pi\\nd d\\nAugust\\nSeptembe\\nOctober\\n1 November\\n1 December\\np 9\\nc3\\no\\ncS\\ng\\nP.\\nt\\nca\\nwii\\n\u00e2\u0080\u00a2q^uotn aad\\nOOO l -latl sq^j Baa\\na\\ncS\\nw\\nu\\nE\\n0)\\nPi\\n\u00e2\u0080\u00a2q: uotii aad\\nOOO I Ayd S!;uei!j^j\\n\u00e2\u0080\u00a2B ^aay^j ed l^yox\\n\u00e2\u0080\u00a2noi y Byudod aS^aaAy\\na\\no", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0187.jp2"}, "186": {"fulltext": "120\\nHISTORY OP THE\\n[chap\\nRemarks.\\nd,\\na\\neS\\nW\\nM\\neS\\nM\\n\u00e2\u0080\u00a2q^uora jod\\n000\u00e2\u0080\u0098I Jad sqq Bad\\n\u00e2\u0080\u00a2sq^j^ap j,\\n\u00e2\u0080\u00a2q ^nora jad\\n000\u00e2\u0080\u0098T ad s^aapnj\\n\u00e2\u0080\u00a2B^fuap^d inijoj,\\n\u00e2\u0080\u00a2aoTi^ B^ndod eSeaaAy\\nPeriyar camp.\\n\u00e2\u0080\u00a2q ^noin jad\\nOOO l -lad sq^fnaQ\\neOWCOtO-^t-OOXONMCO\\n\u00e2\u0080\u00a2sq^j Bap\\n12\\n18\\n14\\n9\\n4\\n5\\n19\\n17\\n7\\n10\\n8\\n\u00e2\u0080\u00a2\u00e2\u0080\u00a2q jTiora Jad\\nOOO l -tad B^naT-jnj\\n320\\n232\\n271\\n422\\n686\\n1,465\\n648\\n415\\n379\\n445\\n724\\n\u00e2\u0080\u00a2s!}uat(jBd\\n1,111\\n870\\n1,089\\n611\\n635\\n1,094\\n1,568\\n1\\n1,357\\n1,363\\n1,427\\n1,848\\n\u00e2\u0080\u00a2uoi^^Bindod aSBiaAy\\n3,471\\n3,748\\n4,008\\n1,449\\n925\\n747\\n2,418\\n3,266\\n3,596\\n3,206\\n2,551\\nMonth.\\n1895.\\nJanuary\\nFebruary\\nMarch\\nApril\\nMay\\nJune\\nJuly\\nAugust\\nSeptember\\nOctober\\nN ovember\\nDecember", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0188.jp2"}, "187": {"fulltext": "periyXr project.\\n121\\nn.]\\nBut it must be borne in mind that tbe fatalism wbicb cbaracterises\\nthe lower classes in India and their reluctance to undergo treatment\\nprevent even these returns from being an accurate measure of the\\nhygienic conditions. As an illustration, a return of the deaths in the\\nPeriy^r camp for January 1896 is given below, taken at random but\\nmore nearly typical than might be believed\\nDate.\\nName,\\nOwn or\\nfather\u00e2\u0080\u0099s\\noccupation.\\nAge.\\nCause of\\ndeath.\\nRemarks.\\n1896.\\n2nd January\\nSodalimadi\\nCooly\\nYES.\\n40\\nFever\\n1\\n3rd\\nMuniappan\\n3\\nI\\nNot treated\\n6tli\\nAngammah\\n1\\nFever and\\nague.\\nJ\\n1 in hospital.\\n7th\\nRamalingam.\\nM\\n6\\nAnmmia.\\nt\\nTreated in\\nhospital.\\nloth\\nMalayandi\\n40\\nFever\\nNot treated in\\nhospital.\\n12th\\nSubramaniam.\\n38\\nPneumo-\\nTreated in\\n16 th\\n18th\\nSodalimathu.\\nInfant\\nHead cooly.\\n10\\nHist.\\nAnaemia.\\nFever\\nhospital.\\n20th\\n22nd fj\\nDo.\\nPattivan\\nCooly\\nM\\n5\\n34\\nGeneral\\ndebility.\\nAgue\\n^Not treated\\nin hospital.\\n25th\\nMuniyandi\\nMason\\n38\\nCirrhosis\\nof liver.\\nTreated in\\nhospital.\\n28th\\nSiranandi\\nTevan.\\nCooly\\n38\\nLeprosy,\\nNot treated in\\nhospital.\\nOf these poor creatures, twelve in number, whose names are here\\ngiven such immortality as can be conferred by an official publication, no\\nless than eight never attended the hospital, AU deaths in the camp\\nwere ascertained and recorded, but many of the very sick were removed\\nto the plains by their relations to die or recover, and never appear in the\\nreturns, and many were sick in their lines and recovered, and the medical\\nofficer knew nothing of it. Paying due regard to these facts, a glance\\nat the monthly returns will give an idea of the extent to which disease,\\nmostly fever or consequent complaints, played havoc with the labourers.\\nThe number actually treated per thousand per month was at Periydr\\nnearly always more than 300 during the latter part of the work. It was\\noften more than 400 per thousand, sometimes 500, 600 and 700, and\\nduring one month (June 1895) was no less than 1,465 per thousand.\\nAt Tdkadi the health was consistently worse than at Periydr, and it\\nmay be seen how at both places the returns of sick steadily increased\\nyear by year. Though this increase was partly due to superior hospital\\nQ", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0189.jp2"}, "188": {"fulltext": "182\\nHISTORY OP THE\\n[chap.\\norganisation and was a tribute to the merits of an exceptionally able\\nAssistant Surgeon, yet a great part was undoubtedly the result of the\\nenvironment, but whether the cause was the lake or the works, or was\\nan index of unusual seasons throughout the neighbourhood, cannot be\\ndecided. The officers and subordinates naturally suffered less than the\\nwork-people, being better clothed, housed and fed, but there was not\\none who did not suffer more or less from fever, and many had to be\\ntransferred at different times on that account. This was particularly\\nthe case with those who lived at T^kadi and on the Mulia Panjdn.\\nFever is believed to arise largely from the quality of the drinking\\nwater used, and in this particular the Periydr was ill-situated and did\\nnot admit of measurable improvement. The officers depended chiefly on\\na small spring which usually ran dry in January, and after that on\\nwells. The subordinates, clerks and maistries drew their water from\\nwells, as also did the hospital. The coolies, both at Periydr and Tdkadi,\\nhad wells, but mostly resorted to the Periydr or Mulia Panjdn for drink\u00c2\u00ac\\ning water. From this water fever could not be eliminated, but precau\u00c2\u00ac\\ntions wore taken as far as possible to prevent them drinking such as\\nhad been used for washing clothes or persons, though their utter reck\u00c2\u00ac\\nlessness prevented these precautions from being more than partially\\nsuccessful. The water from various sources was analysed and the\\nanalysis is given below, but it, of course, conveys no idea of the fever\u00c2\u00ac\\nbearing qualities which were of primary import:\u00e2\u0080\u0094\\nSub-Magis-\\ntrate\u00e2\u0080\u0099s well.\\nHospital\\nwell.\\nLake.\\n1 River.\\nNo. 2 camp\\nwell.\\nClerks\u00e2\u0080\u0099 well.\\nTotal solids, germs per litre.\\n0-080\\n0-050\\n0-060\\n0-070\\n0-080\\n0-090\\nVolatile solids, germs per\\n0-040\\n0-030\\n0-030\\n0-040\\n0-040\\n0-040\\nlitre.\\nChlorine, germs per litre\\n0-007\\n0-008\\n0-005\\n0-005\\n0-007\\n0-008\\nTotal hardness, Clark\u00e2\u0080\u0099s scale.\\nI OSO\\no^yoo\\n0\u00c2\u00b0525\\n0\u00c2\u00b0350\\n0\u00c2\u00b0350\\n1 \u00e2\u0080\u0099750\\nPermanent hardness, Clark\u00e2\u0080\u0099s\\n1\u00c2\u00b0050\\n0\u00c2\u00b0350\\n0\u00c2\u00b0525\\n0\u00c2\u00b0350\\n0\u00c2\u00b0350\\n1\u00c2\u00b0400\\nscale.\\nFree ammonia, mlgrms. per\\n0-208\\n0-104\\nTrace.\\nTrace.\\n0-232\\nTrace.\\nlitre.\\nAlbuminoid ammonia,\\n0-320\\n0-416\\n0-120\\n0-128\\n0-288\\n0-152\\nmlgrms. per litre.\\nNitric acid, mlgrms. per litre.\\n0-900\\nTrace.\\nTrace.\\nTrace.\\nTrace.\\nTrace.\\n2\\n0)\\nApparent quality inferred.\\n4-)\\n3\\n2\\n3\\n0\\na\\nC3\\n0\\nca\\nc\\no\\nO\\nQ\\np 1\\n0\\nP", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0190.jp2"}, "189": {"fulltext": "II.]\\nperiyAb project.\\n123\\nNo smell was observed by the analyst in the specimens submitted to\\nhim, though both the lake and the river generally smelt abominably,\\nand the analysis actually shows the lake and river water to be chemi\u00c2\u00ac\\ncally the best. In point of fact fever could not be materially reduced\\nwithout a complete installation of distilled water, which the coolies\\nwould have refused to drink and which was otherwise financially\\nimpossible.\\nThere were however, possible palliatives in warmth and good food.\\nThe latter rested with the coolies themselves and although their wages\\nwere unusually good, they lived as they always live, most of their extra\\npay going in cheap jewellery, tinsel and Manchester goods, of which\\nconsiderable quantities were imported and quickly disposed of. They\\nwere enabled to obtain a little more meat than usual, and this was\\ndoubtless of value, but the total effect cannot have been very significant.\\nThey were undoubtedly eager for meat and the death of an occasional\\nbison or sambur furnished them with an opportunity to festoon the\\ncamp with strings of flesh which were left to dry in the sun and were\\nprobably most unwholesome. Rice was bought by the Government and\\nretailed at cost price or less, in order to bridle the exorbitance of local\\nvendors, and beyond this nothing could be done. Warmth depended\\nmostly on hutting and firewood. Firewood was easy of access and to\\nbe had for the picking, and in this particular the coolies were better off\\nthan on the plains in spite of the damper and colder climate. The hut\u00c2\u00ac\\nting was throughout a vexed question, and it was only as a choice of\\nevils that the camps were constructed almost entirely of thatch, which\\nwas plentiful and convenient. The lines constantly caught fire and\\nprobably no huts in the camp had a life of more than three years, the\\nexpense of reconstruction therefore being a formidable item; and if\\nmud lines had been built from the beginning the cost would hardly\\nhave been greater in the end, and the coolies would no doubt have been\\nbetter housed. There were however other considerations. A settlement\\nof some 4,000 or 6,000 persons consisting almost entirely of coolies,\\nin a narrow spaee, connotes an amount of filth beyond the capaeity of\\nany reasonable sanitary staff to deal with. Sweepers were difficult to\\nprocure and demanded high wages, and a very great deal of money\\nwas expended on latrines and general cleanliness, nor were any pains\\nspared to attain a decent hygienic standard. The following was found\\nto be the least establishment capable of maintaining even a superficial\\ncleanliness in a camp of from 3,000 to 4,500 souls:\u00e2\u0080\u0094", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0191.jp2"}, "190": {"fulltext": "124\\nHISTORY OF THE\\n[chap.\\nES.\\nA sub-overseer paid from establishment\\n600\\nA sanitary inspector on\\nEs. 30\\n360\\n^A compounder\\n30\\n360\\nA compounder\\n25\\n300\\nA midwife\\n30\\n360\\nm\\no\\nA surgery coolie\\n9\\n108\\nA ward coolie\\n9\\n108\\nA cook\\n10\\n120\\nTwo sweepers\\n9\\n216\\nwaterman\\n9\\n108\\nFive lascars\\n9\\n540\\nTwenty-six sweepers\\n9\\n2,808\\nRepairs, various\\n350\\nSundries\\n290\\nTotal per annnni 6,628\\nThe sanitary supervision remained in the hands of the Superintend\u00c2\u00ac\\nent of Works and was most closely conducted. Nevertheless the soil\\nin and around the lines speedily became clogged and sodden with im\u00c2\u00ac\\npurities. Bad as the fever was there was a worse enemy, namely,\\ncholera, of which there were many sporadic cases and two serious epi\u00c2\u00ac\\ndemics, which not only killed a considerable number of people, but drove\\nthe coolies to their villages and caused a dislocation of the work and a\\nstrain of anxiety to the staff which it was imperative should not be of\\nfrequent occurrence. The following extract from a letter from the\\nSuperintendent of Works to the Chief Engineer, dated llth March\\n1894, conveys a commentary on one of these epidemics:\u00e2\u0080\u0094\\nI have the honour to report that labour has now fallen in consequence\\nof the cholera to such a point that it is impossible to carry on work any\\nlonger,\\nIn an average population of 2,417(5,000 at the commencement and a few\\nscores at the end) there occurred in 20 days 81 cases, of which 45 had\\nended fatally, not taking into account the deaths which have still to occur\\namongst the patients still under treatment. This is equivalent to 787 cases\\nand 437 deaths per day in Madras town, with a population of 450,000.\\nEven these figures are far from representing the real severity of the out\u00c2\u00ac\\nbreak, for it is known that many of the coolies were attacked after leaving\\nthe camp. Bive dead bodies have been reported to me as being found qH", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0192.jp2"}, "191": {"fulltext": "II.]\\nPERIYAR PROJECT.\\n125\\nthe roads, one died at Kumili, and there must have been many more cases\\nand probably several deaths.\\n\u00e2\u0080\u009cFor the first nine days of the epidemic the infected houses were burnt\\ndown and their sites disinfected, every hut in the camp was fumigated,\\nmedicines were distributed, orders were given to boil all drinking-water,\\ndrains and latrines were disinfected with quicklime and strenuous exer\u00c2\u00ac\\ntions were made by cleanliness and any other measures that suggested\\nthemselves to stamp out the disease. As these all proved ineffective, it\\nwas determined to transport the whole population into a temporary rest\\ncamp on the south bank of the river. This was done and immediately\\nresulted in a short lull in the number of cases. The disease soon re\u00c2\u00ac\\nasserted itself however, and after a week it was decided to allow the coolies\\nto return to their former camp which had meanwhile been thoroughly sprink\u00c2\u00ac\\nled with solution of corrosive sublimate and afterwards with quicklime.\\nAnother lull followed which again proved delusive. There remained\\nnothing to be done except to patrol the lines, with a view to taking each\\ncase in good time, and to isolate and disinfect, by burning, in each case as\\nit occurred. The population continued to dwindle and one line after\\nanother to disappear by firing, till there now remain about 200 coolies, the\\nexodus not yet ended, and the camp is merely a patch of blackened ground.\u00e2\u0080\u009d\\nThe Sanitary Commissioner added as a corollary to this report that\\nthe camp had been, too long occupied, irrespective of cholera, and should\\nbe moved, on account of the general contamination of the soil with\\norganic matter.\\nThe constant fires in the lines were therefore not an -unmixed catas\u00c2\u00ac\\ntrophe, since they were more efficient purifiers than any number of\\nsweepers. They would not have occurred, or not so thoroughly or so\\nfrequently, in mud lines, and such lines could not have been abandoned\\nand rebuilt elsewhere and the sites broken up and left to purify, as was\\noften done with the grass lines. After the cholera epidemic of February\\n1894 the whole camp was burnt and transferred to the other bank of\\nthe river, with manifest benefit when cholera again occurred in the\\nensuing season, and, failing to find a nidus or channels of transmission,\\nwas easily segregated and stamped out.\\nA brief reference must be made to the subject of accidents, from\\nwhich no great work can be altogether free. The majority were con\u00c2\u00ac\\nnected with nitro-glyoerine or detonators and were nearly all due to the\\nincredible carelessness of the labourers. A prolific cause of accident was\\nmisfires in the blasting. A misfire was always marked with a red flag\\nftnd pointed out to the drillers, who, however, frequently removed the", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0193.jp2"}, "192": {"fulltext": "l26\\nHISTORY OP THE\\n[chap.\\nflag and used a jumper in the drill-hole, in order to give it the appear\u00c2\u00ac\\nance of a new hole and receive payment for it. The result was\\ngenerally not long in doubt, hut it was remarkable how often injury\\nalone, and not death, occurred in consequence, and how many recovered\\nfrom wounds seemingly fatal. One man, fishing with stolen dynamite,\\nblew off both his arms and one eye, blew a hole from below his chin into\\nhis mouth, received severe flesh wounds on his chest and face, and lay\\nbleeding for 6 or 7 hours and yet made a good recovery. There were\\nalso naturally a certain number of accidents from machinery, but won\u00c2\u00ac\\nderfully few resulted in death. One such accident will however always\\nretain a mournful prominence, an accident by which on 12th October 1891\\nMr. H. S. Taylor, then Superintendent of Works, lost his life in the\\nprime of his strength and in the midst of a career that promised great\\ndistinction. Mr. Taylor was in executive charge of the works from their\\ncommencement in 1887, and, in the words of His Excellency the\\nG-ovemor in Council in recording his sorrow at the event and his sense\\nof the loss which the public service sustained thereby, \u00e2\u0080\u009cthe success with\\nwhich the difiiculties attending this important undertaking have been\\ngrappled with is in no small degree due to his energy and professional\\nskiU.\u00e2\u0080\u009d", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0194.jp2"}, "193": {"fulltext": "pbriyXb project.\\n127\\nin.]\\nCHAPTER III.\\nAmount of water available\u00e2\u0080\u0094Description of distribution works.\\nIn designing the distribution works the first requisite was an estimate,\\nas reliable as was possible, of the quantity of water available for irri\u00c2\u00ac\\ngation. With this view rainfall observations were taken at a point\\nnot far from the subsequent site of the main dam during the years\\n1869-1873, and the discharges of the river were gauged during the same\\nyears. The tables VI and VII in the appendix give in tabular form the\\nresults then arrived at. Similar observations at two stations were after\u00c2\u00ac\\nwards made during the years 1889-96. The average rainfall during\\nthese years, at the observing stations, was somewhat less than the\\naverage of table VI, while the average discharges were somewhat more.\\nThe river discharges according to depths on the gauge below the main\\ndam were calculated from sections and from velocities partly observed\\nand partly computed, and were as follows\\nDepth\\non gauge.\\nDischarge.\\nDepth\\non gauge.\\nDisoharga.\\nFEET.\\nC. FT. A SEC.\\nFEET.\\nC. FT. A SEC.\\n1\\n0\\n13\\n17,075\\n2\\n490\\n14\\n19,809\\n3\\n636\\n15\\n22,733\\n4\\n1,433\\n16\\n25,682\\n5\\n2,180\\n17\\n29,003\\n6\\n3,907\\n18\\n32,556\\n7\\n5,575\\n19\\n35,638\\n8\\n7,352\\n20\\n39,432\\n9\\n8,796\\n21\\n42,373\\n10\\n10,728\\n22\\n46,251\\n11\\n12,755\\n23\\n50,509\\n12\\n14,975\\n24\\n53,811\\nThe monthly average depths on the gauge from 1889 were as\\nfollows:\u00e2\u0080\u0094", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0195.jp2"}, "194": {"fulltext": "128\\nHISTORY OP THE\\n[chap\\nw\\ne3\\nS\\n0\\nP4\\njequieoed\\n\u00e2\u0080\u00a2jequieAO^\\n\u00e2\u0080\u00a2jeqo^oO\\n\u00e2\u0080\u00a2jeqme^deg\\n\u00e2\u0080\u00a2{fsnSny\\n\u00e2\u0080\u00a2Air\\n\u00e2\u0080\u00a20unp\\n\u00e2\u0096\u00a0jCupi\\nqijdy\\n\u00e2\u0080\u00a2qojupi\\n\u00e2\u0080\u00a2ifj Bnjqed\\nii Bnuur\\nTear.\\n0)\\nbe\\nOD c6\\nc3 fe\\nO\\nS S\\nc3 ^3\\na-2\\nfH\\n2 i.fc\\n05\\nrH\\no\\n00\\n05\\no\\nr-4\\noo\\n05\\nCO\\nkO\\nkO\\n05\\nCO\\nCO\\nCO\\nCO\\n\u00e2\u0096\u00a0ip\\nCO\\nrH\\nOi\\ni\\n00\\no\\nO\\n00\\no\\n05\\n00\\nrH\\ncq\\nr\\nJt\\nCO\\nio\\nCO\\nkb\\nkb\\n\u00e2\u0096\u00a0ip\\ncq\\nO\\nrH\\nkO\\nOl\\nCO\\no\\nl\\n-tp\\nCO\\nn\\n00\\nCO\\n00\\nO)\\nkb\\n\u00e2\u0096\u00a0jp\\n\u00e2\u0096\u00a0^p\\n\u00e2\u0096\u00a0ip\\n\u00e2\u0096\u00a0ip\\no\\n05\\n(M\\no\\no\\ni\\nrH\\nrH\\nrH\\nCO\\no\\nCO\\n\u00e2\u0080\u00a2^p\\n\u00e2\u0096\u00a0ip\\nt\\n\u00e2\u0096\u00a0ip\\nx\\nrH\\no\\no\\n\\\\o\\n00\\nCO\\nCO\\no\\n05\\n05\\no\\nrH\\nCO\\nCO\\np\\nCO\\nOO\\nkb\\n\u00e2\u0080\u00a2Jp\\n\u00e2\u0096\u00a0ip\\nip\\nt\\nCO\\nrH\\nlO\\no\\nCO\\no\\nrH\\n00\\no\\n05\\n00\\n00\\nkh\\nCO\\nkb\\nkb\\nX\\n\u00e2\u0096\u00a0ip\\nz\\no\\ncq\\n00\\n00\\nM\\no\\nCO\\no\\nCO\\n00\\nW5\\n00\\nCO\\nCO\\ncq\\nX\\n1\\nCO\\n(^q\\nCO\\n00\\no\\nlO\\no\\no\\n00\\nrH\\no\\n05\\nN\\nO)\\ntH\\n05\\ncq\\n(N\\nCO\\nM\\nrH\\n00\\n00\\n(k\\nrH\\nCO\\n00\\n05\\ncq\\no\\nkO\\no\\no\\nCO\\n05\\nkO\\n00\\n1\\nrH\\nkO\\nh\\n(N\\nN\\nCO\\nCO\\nCO\\nCO\\n1\\nCO\\n00\\nrH\\noq\\nCO\\nQ\\nGO\\no\\n1\\n(M\\nCO\\nrH\\nCO\\nN\\noq\\nCO\\nN\\nCO\\n00\\n\u00e2\u0096\u00a0jp\\nCO\\nCO\\nCO\\n00\\no\\nCO\\nCO\\n05\\n05\\ncq\\no\\n1\\n(M\\no\\n\\\\o\\nkO\\nrH\\nrH\\nrH\\no\\nN\\nCO\\nCO\\nCO\\nCO\\nCO\\nCO\\nrH\\nVO\\nCO\\nCO\\nCO\\nCO\\no\\n05\\no\\no\\nkO\\nCO\\nCO\\n\u00e2\u0096\u00a0p\\n00\\nCO\\n\u00e2\u0096\u00a0Jp\\nCO\\nCO\\nCO\\n05\\n6\\nCD\\nd\\n1\\n1\\nCH\\nd\\ntr\\nM\\nd\\nCH\\n(C\\nno\\n50\\n50\\na\\n05\\no\\nrH\\n(M\\nCO\\nkO\\nu\\n00\\n05\\n05\\n05\\n05\\n05\\n05\\n00\\n00\\n00\\n00\\n00\\n00\\nQO\\nrH\\nrH\\nrH\\nrH\\nrH\\nrH\\nA\\nTotal average discharge 41,942 millions of cubic feet per year.", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0196.jp2"}, "195": {"fulltext": "II..]\\nPEUIYAR PROJECT.\\n129\\nFor reasons stated in deseribing the tunnel it is not easy to check\\nthe above figures by the actual discharge during the season 1896-97 (the\\nonly season for which there are records at present) but it can be roughly\\ndone. Taking the full discharge of the tunnel at 1,100 cubic feet\\na second, the amount delivered during 1896-97 was about 24,000\\nmillions of cubic feet, and there was about 16,000 millions of cubic feet\\nof surplus discharged over the escape. Adding 2,000 millions of cubic\\nfeet for evaporation on the Periydr lake and 1,000 millions for addition\\nto the contents, the total amounts to 43,000 millions of cubic feet, from\\nwhich it would appear that the discharges in the above table agree\\nfairly with the estimate. The season 1896-97 chanced to be one of\\nrather heavy rainfall, but in any case in designing the distribution\\nworks the estimated delivery into the lake was taken at 32,900 millions\\nof cubic feet, from which was deducted 1,740 millions for evaporation\\non the lake, 990 millions for evaporation in the Surulidr and the Yaigai,\\nand 500 millions for preliminary absorption in the beds of these rivers,\\nleaving 29,670 millions available for irrigation and this quantity was\\nconsidered to be easily capable of irrigating 90,000 acres of first crop\\nand 60,000 acres of second crop.\\nThe Periydr water, after leaving the tunnel, enters the bed of the\\nVairavandr, and then the Suruliyar, the latter a tributary of the Vaigai,\\nby which it flows to Peranai (an existing anient on the Yaigai about\\n20 miles west of Madura), at which point the distributary channels take\\noff. From the tunnel[to the junction of the Suruliydr and the Yaigai is\\nabout 46 miles and from thence to Peranai about 40 miles.\\nThere are two anicuts on the Yairavandr and thirteen on the Suru\u00c2\u00ac\\nliyar, from which 12,000 acres have hitherto been irrigated, the supply\\nbeing ample, except in very dry seasons, for the requirements of these\\ncrops; and the conformation of the country precludes the idea of any\\nimportant extension of irrigation in this quarter. It is probable that\\nabout 80 cubic feet a second of Periydr water is the utmost that can be\\nabstracted for any possible increase. It was at first proposed to pass the\\nPeriydr water round the flanks of these anicuts in such a manner that it\\ncould be shut off from the channels taking off from them, so that if\\ndemands were made for more water, the amount could be measured and\\nthe usual charge made. The insignificance of the quantity that could\\npossibly be required rendered the expense of such works disproportionate\\nto the profit, and it was eventually decided merely to repair the anicuts\\nB", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0197.jp2"}, "196": {"fulltext": "130\\nHISTORY OF THE\\n[chap.\\nand to provide head slniees to the existing channels. This has accord-\\ninglj been done, 1 cubic foot a second being allowed for 30 acres direct\\nirrigation and 8 acres tank irrigation, and the ryots are to be allowed to\\ntake what water they wish for the existing wet cultivation, but no\\nextension of the latter is to be permitted. This arrangement will have\\nan almost inappreciable effect upon the Periydr supply, and as the latter\\nwill be almost perennial storage in tanks will be unnecessary and the\\nexpense of maintaining the existing tanks will be saved and should be\\ncredited to the Periydr project.\\nThe waterway of the Vairavandr and Suruliydr from the foot of\\nthe ghaut to the second anieut is too small to carry the whole of the\\nPeriydr water and will have to be enlarged and trained. This has not\\nyet been done, nor was it included in the estimates. Below the second\\nanieut the section and bedfall are sufficient. If the Surulidr is dry the\\nPeriydr water passes over the anicuts with a dej)th of from 10 inches\\nto feet, but when the river itself is in flood the extra depth due\\nto the Periydr water will not amount to more than a few inches. One\\nmasonry bridge has been built across the Vairavandr and two across\\nthe Suruliydr, and two more will have to be constructed, but although\\nthe Periydr water has emphasised the necessity of these bridges they\\nwere previously a crying want and the cost of their construction has\\nnot been debited to the project. Their absence was a great source of\\nexpense and delay to the head works. The lowest contract rate for\\ncarriage from the railway to Tekadi, a distance of 76 miles, was one\\nrupee a hundredweight for smaU articles, but in the case of large pack\u00c2\u00ac\\nages special arrangements had to be made for trollies, elephants, lifting\\nand breakdown tackle, and large gangs of coolies, and instances occurred\\nin which machinery was as long as six months on the road, and one\\nexpensive coil of steel wire rope was quite spoilt by long immersion in\\nthe bed of a river.\\nThe distribution works, as originally proposed and as revised, are\\nbest given in tabular form\\nOriginals.\\nRevised.\\nES.\\nES,\\nMain Canals.\\nPreliminary expenses\\n18,000\\n24,708\\nLand compensation\\n1,14,535\\n74,184", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0198.jp2"}, "197": {"fulltext": "m.]\\nPERIYAR PROJECT.\\nOriginals.\\nRevised,\\nBS.\\nRS,\\n1.\u00e2\u0080\u0094Reach.\\nEepairs to Peranai anicut\\n5,oao\\nHead sluice\\n71,700\\n27,353\\nPegulatoi s\\n20,800\\nScouring sluice\\n16,108\\nHead sluice to Vadagarai channel\\n5,281\\nFall and bridge\\n6,200\\n6,625\\n2 bridges\\n15,700\\n4 bridges\\n26,138\\n5 cross drainage culverts\\n32,500\\n28,260\\n2 aqueducts\\n7,800\\n10,299\\nSurplus sluice to Ramarajapuram\\n3J,000\\n34,543\\nDo. to Nachikulam\\n16,100\\nIron trough\\n1,000\\n7 irrigation sluices\\n3,936\\nEarthwork\\n11. Reach.\\n1,40,655\\n1,50,758\\nRegulator\\n11,000\\n3 inlets and outlets\\n34,790\\n2 aqueducts\\nf\\n37,359\\nCulvert\\n6,500\\n5,070\\nCross drainages\\n3,440\\nTrunk road diversion\\n6,620\\nBridge\\n5,700\\n5,903\\nSluice\\nl,19l\\nEarthwork\\nIII. Reach.\\n34,680\\n53,541\\n7 inlets and outlets\\nt\\n97,780\\n6 superpassages\\n85,660\\n1 aqueduct\\n24,852\\n222\\nDrop\\n2,075\\n3 bridges\\n10,500\\n10,632\\n5,310\\n4 sluices\\n5,496\\nEarthwork\\nIV. Reach.\\n71,665\\n1,03,228\\nInlet and outlet\\nt\\n12,380\\nCulvert t\\nf\\nf\\n6,767\\nm", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0199.jp2"}, "198": {"fulltext": "HISTORY OP THE\\n[chap.\\nOriginals. Revised.\\nRS, RS.\\nIV.\\nReach \u00e2\u0080\u0094cent.\\n2 weirs\\n750\\nSluice\\n1,770\\n1,388\\n2 iron troughs\\n1,983\\nBridge\\n3,100\\nEarthwork\\n8,395\\n24,992\\nr.\u00e2\u0080\u0094\\n\u00e2\u0096\u00a0Reach.\\n3 aqueducts\\n93,340\\n2 superpassages\\n43,826\\n2 culverts\\n9,837\\n2 iron troughs\\n1,710\\n2 bridges\\nt\\n7,650\\n7,361\\nEarthwork\\n29,035\\n30,300\\nVI.-\\n-Reach.\\n2 inverted syphons\\n12,300\\n1 inlet and 2 outlets\\n20,660\\n1 weir\\n3,929\\n2 syphon culverts\\n9,265\\n1 superpassage\\n8,890\\n1 culvert\\n2,889\\n2 iron troughs\\n1,793\\n1 bridge\\n3,460\\n3 bridges\\n8,094\\nEarthwork\\n35,375\\n49,300\\nvn.~\\n-Reach.\\n3 inlets and outlets\\nt\\n37,140\\n3 culverts\\n10,540\\n1 superpassage\\n10,192\\n1 bridge\\n1,040\\n2 bridges\\n6,994\\nDiversion of road\\n1,100\\nEarthwork\\n22,405\\n22,405\\nVIII.-\\nReach.\\nInlet and outlet\\n12,380\\n2 outlet weirs\\n2,440\\nDiversion of nullah\\n1,000\\nBridge\\n3,670\\nBridge and regulator\\n8,150\\nEarthwork\\n9,475\\n14,500", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0200.jp2"}, "199": {"fulltext": "Ill-] PERIYAE PROJECT, l33\\nOriginals, Eevised.\\nES. ES.\\nIX.~ Reach.\\n2 inlets and outlets 24,760\\n2 culverts 12,630\\nSluice. 1,770 650\\nEarthwork. 5,660 10,099\\nX. Reach.\\n2 inlets and outlets 24,760\\n2 culverts 9,176\\nSluice 1,770 650\\nBridge 2,000\\nEarthwork 3,660 4,200\\nXI. Reach.\\n5 drops 15,990\\n1 drop 1,150\\n4 inlets and 9 outlets 91,320\\n5 outlet weirs 6,810\\n4 culverts 11,090\\n2 superpassages 7,850\\nSluice 1,770 650\\n3 iron troughs 3,000\\nBridge 2,380\\n5 bridges _ 11,060\\nEarthwork 30,650 39,512\\nXIL\u00e2\u0080\u0094Reach.\\n2 inlets and outlets 24,760\\n1 outlet weir 1,000\\n1 drop 1,000\\nBridge 2,380\\nEarthwork 4,260 6,000\\nBuildings 10,000 27,352\\nMaintenance during construction 53,000 53,034\\nButrihutaries,\\nPreliminary expenses 10,000 9,496\\nLand compensation 69,285 69,285", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0201.jp2"}, "200": {"fulltext": "[chap,\\nlU\\nHISTORY OF THE\\n2 head sluices\\nI. Branch.\\nOriginals.\\nRS.\\n3,540\\nRevised.\\nBS,\\n2,050\\n8 drops\\n5,820\\n7 drops and sluices combined\\n6,166\\n2 culverts\\n5,480\\nSuperpassage\\n1,220\\nCulvert\\n1,000\\nAqueduct\\n1,400\\nItoad tunnel\\n400\\n11 sluices\\n3,150\\nEarthwork\\n13,530\\n6,038\\nHead sluice\\nJI. Branch.\\n1,770\\n2,260\\n3 drops\\n1,950\\n2 drops and sluices combined\\n2,005\\n1 drop\\n640\\nCulvert\\n2,740\\n3 culverts\\n952\\nKoad tunnel\\n960\\n2 road tunnels\\nf\\n645\\n4 sluices\\n1,270\\nEarthwork\\n5,500\\n4,435\\n2 head sluices\\nIII. Branch.\\n2,250\\n1 head sluice\\n1,624\\n12 drops\\n8,700\\n7 drops\\n5,910\\n4 drops and sluices combined\\n3,899\\nCul ^ert\\n2,740\\nSuperpassage\\n1,003\\nEoad tunnel\\n615\\n14 sluices\\n4,150\\n12 sluices\\n3,490\\nEarthwork\\n9,240\\n8,336\\n2 head sluices\\nIV. Branch.\\n4,270\\n3,295\\n5 regulators\\n2,400\\n2 regulators\\n691\\n21 drops\\n18,730\\n11 drops\\n8,432", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0202.jp2"}, "201": {"fulltext": "m.]\\nPERIYAR PROJECT.\\n135\\nOriginals. Revised.\\nRS.\\nRS.\\nIV. Branch \u00e2\u0080\u0094cont.\\n11 drops and sluices combined\\n8,509\\n2 drops and road tunnels combined..\\n3,875\\n2 drops and weirs combined\\n2,026\\n3 road tunnels\\n2,370\\n4 road tunnels\\n1,635\\n1 slab drain\\n281\\n26 sluices\\n8,380\\n36 sluices\\n11,050\\nEarthwork\\n37,750\\n37,750\\nV. Branch.\\nHead sluice\\n1,770\\n1,071\\nEegulator\\n480\\n480\\n16 drops\\n10,470\\n14 drops\\n8,292\\n2 drops and sluices combined\\n1,149\\n2 iron aqueducts\\n1,500\\n8 sluices\\n2,590\\n10 sluices\\n3,250\\nBridge\\n790\\n330\\nEarthwork\\n10,665\\n10,665\\nVI. Branch.\\nHead sluice\\n1,770\\n1,100\\n9 drops\\n5,740\\n8 drops\\n4.070\\nDrop and sluice combined\\n580\\nSlab drain\\n280\\n6 sluices\\n1,930\\n1,930\\nEarthwork\\n6,745\\n6,745\\nVII. Branch.\\nHead sluice\\n1,770\\n1,100\\n8 drops\\n4,590\\n4,590\\n4 sluices\\n1,280\\n1,280\\nEarthwork\\n1,460\\n1,460\\nVIII, Branch.\\nHead sluice\\n1,770\\n1,100\\n2 regulators\\n960\\n960", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0203.jp2"}, "202": {"fulltext": "136\\nHISTORT OP THE\\n[chap.\\nOriginals,\\nRevised.\\nRS.\\nES.\\nFI/I. Branch cont\\n12 drops\\n7,750\\n7,750\\n5 sluices\\n1,930\\n1,930\\nEarthwork\\nIX\u00e2\u0080\u0094 -Branch.\\n7,090\\n7,090\\n2 head sluices\\n4,270\\n1 head sluice\\n2,440\\n5 regulators\\n2,400\\n1,920\\n44 drops\\n38,930\\n2 drops and regulators combined\\n1,130\\n40 drops\\n33,340\\nDrop and superpassage combined\\n1,750\\n4 drops and sluices combined\\n2,460\\n6 culverts\\n16,440\\n4 culverts\\n3,230\\n2 superpassages\\n2,900\\n3 road tunnels\\n3,500\\n2,010\\n44 sluices\\n14,870\\n40 sluices\\n13,440\\nEarthwork\\n56,640\\n56,640\\nX\u00e2\u0080\u0094 Branch.\\n3 head sluices\\n5,110\\n4,420\\n3 regulators\\n1,440\\n1,440\\n29 drops\\n36,260\\n22 drops\\n22,400\\n5 drops and sluices combined\\n5,190\\n19 culverts\\n52,060\\n52,060\\nEoad tunnel\\n1,270\\n1,270\\n33 sluices\\nt\\n11,560\\n11,560\\nEarthwork\\nXI. Branch.\\n66,225\\n66,225\\nHead sluice\\n1,770\\n1,050\\nRegulator\\n480\\n480\\n6 drops\\n4,680\\n10 drops\\n7,68C\\nRoad tunnel\\n960\\n960\\n12 sluices\\n3,810\\n3,810\\nEarthwork\\n13,150\\n13,150", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0204.jp2"}, "203": {"fulltext": "III.]\\nPERIYAI} PROJECT,\\n137\\nOriginals.\\nRevised,\\nXIL Branch.\\nRs.\\nRs.\\nHead sluice\\n2,500\\n2,500\\n3 regulators\\n1,440\\n1,440\\nDrop\\n2,040\\n5 drops\\n5,240\\n3 road tunnels\\n3,020\\n3,020\\n30 sluices\\n54,220\\n54,220\\nEarthwork\\n9,930\\n9,930\\nBuildings\\n5,000\\n5,000\\nMaintenance during construction\\n40,000\\n40,000\\nUnforeseen works\\n4,844\\nTotal main canal (12 reaches)\\n13,67,000\\n12,64,000\\nTotal distributaries (12 branches)\\n7,53,000\\n7,15,000\\nGrand total\\n21,20,000\\n19,79,000\\nSubsequent to the submission of the revised estimates it was deter\u00c2\u00ac\\nmined also to excavate minor distributaries except such as irrigated\\nless than 50 acres, and these will amount to a further sum of about\\nRs. 2,00,000.\\nFrom the above statement it will be at once seen that the distribu\u00c2\u00ac\\ntion works were both numerous and important, and such as to demand\\ngreat skill and judgment in design. In the course of the work the\\nwhole of the canals were re-aligned and every masonry work designed\\nafresh, so that it is unnecessary to deal \u00e2\u0096\u00a0with the works except as thus\\nmodified.\\nAs above stated, the point selected for off-take from the river Vaigai\\nwas at Peranai, an old anient of native con-\\nanicut and head g^ruction, for the benefit of the Vadagarai\\nchannel, which already irrigated 4,200 acres\\nthrough an open head. This anicut is 1,300 feet long and runs in a\\ntortuous line skew to the river (see Plate XIII). The crest is not\\nuniform, there being in places a difference of a foot in level, and the\\nsection also is very irregular. Through repeated repairs, however, it\\nhas become fairly massive and though the maximum flood velocity is\\ncomputed to be 28 feet per second the greater part of the coping is of\\ngranite, and it was therefore decided not to make extensive alterations.\\nFor 900 feet on the right the foundation is of rock and the coping is\\ns", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0205.jp2"}, "204": {"fulltext": "138\\nHISTORY OF THE\\n[chap.\\nlaid on a body wall of brickwork of varying depth. The left portion is\\nbuilt on soft soil, and a massive but irregular apron has accumulated in\\nrear. These portions were left practically untouched, but on the extreme\\nleft a scouring sluice was built consisting of 5 vents of 5^ feet by 6 feet\\n(see Plate XV). The shutters are worked by screw gearing from a\\nplatform 10| feet above the crest of the anicut and 3f feet above the\\nhighest recorded flood, the sill of the sluices being 7^ feet below the\\ncrest. On the right and left massive wings form a junction with the\\nanicut and head sluice, respectively, and the left bank of the river in\\nrear is heavily revetted.\\nThe head sluice is an important structure of 8 vents of 10 feet span,\\nwith sluice gates 10| feet by 9 feet worked by double screws connected\\nby a chain on toothed pinions. The sills are 6 feet below the anicut\\ncrest, the platform being at the same level as that of the scouring sluice.\\nThe area of-the vents when free from silt is 480 square feet and they are\\ndesigned to pass 2,016 cubic feet a second with a velocity of 4-20 feet.\\nThe dimensions and particulars will be best seen by a reference to the\\nplan (Plate XIV).\\nThe main canal is nearly 38 miles in length and is divided into\\neleven reaches, the particulars of which are as\\nMain canal.\\nfollows:\u00e2\u0080\u0094\\nNumber of\\nreach.\\nLength.\\nBottom\\nwidth.\\nSide\\nslopes.\\nJlepth.\\nBedfall\\nper mile.\\nVelocity\\nper second.\\nDischarge\\nper second.]\\nM.\\nF.\\nFT.\\nFT.\\nFT.\\nFT.\\nCOB. FT. 1\\n1\\n7\\n2\\n0\\n100\\n1\\nr\\n1-16\\n2-81\\n1,838 j\\n2\\n3\\n2\\n0\\n71\\n1-19\\n2-74\\n1,315 j\\n3\\n6\\n3\\n190\\n68-8\\n1-20\\n2-74\\n1,279 j\\n4\\n1\\n2\\n140\\n62-0\\n1-21\\n2-70\\n1,150\\n6\\n2\\n2\\n90\\n51-2\\n1-24\\n2-64\\n954\\n6\\n3\\n6\\n400\\n48-5\\n1\\ns\\nCO j\\n1-25\\n2-65\\n914\\n7\\n1\\n6\\n560\\n46-8\\n1-25\\n2-66\\n890\\n8\\n1\\n2\\n200\\n46-2\\ni\\ni\\n1-25\\n2-66\\n881\\n9\\n1\\n1\\n460\\n43-7\\n1-27\\n2-62\\n828\\n10\\n0\\n6\\n640\\n27-3\\n1-37\\n2-63\\n573\\n11\\n5\\n4\\n0*\\n15\\nJ\\n1\\n1-59\\n2-70 1\\n389\\ni", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0206.jp2"}, "205": {"fulltext": "III.]\\nPERIYAR PROJECT.\\n139\\nFrom the main canal diverge twelve branches composed as follows\\nNumber of\\nbranch.\\nLength.\\nBottom\\nwidth.\\nSide\\nslopes.\\nDepth.\\nBedfall\\nper mile.\\nVelocity\\nper second.\\nDischarge\\nper second.\\n1\\nM.\\nK.\\nFT.\\n1\\nFT.\\n12\\nr\\n1\\nFT.\\n6\\nFT.\\n6 1\\nFT.\\n2-17\\nCUB. FT.\\n65\\n2\\n1\\n3\\n540\\n4 1\\n6\\n6\\n17G\\n26\\n3\\n4\\n0\\n450\\n7-75\\n6 i\\n1 94\\n42\\n4\\n4\\n7\\n160\\n19 5\\n6\\n6\\n2-30\\n104\\n5\\n5\\n0\\n500\\n5 1\\n6\\n6\\n1-84\\n30\\n6\\n3\\n3\\n100\\n3\\n6\\nG\\nI 1-65\\n20\\n7\\niff\\n075 I\\n6\\nG\\n1-33\\n10\\n8\\n3\\n0\\n360\\n4\\n6\\ni\\n171\\n24\\n9\\n10\\n0\\n568\\n30 1\\n3\\n3\\n1\\n2-57\\n265\\n10\\n7\\n2\\n520\\n27-5\\n1\\n3\\n3\\n2-58\\n248\\n11\\n5\\n2\\n380\\nI\\n3\\n1 3\\n2-33\\n94\\n12\\n13\\n1\\n550\\n22 j.\\nj i\\n4\\n3\\n1\\n2-97\\n333\\nNofc yet dug.\\nThe country in the vicinity of the Vaigai is undulating and irregular,\\nand by no means ideal for irrigation, necessitating much deep cutting\\nand rock excavation, many sharp curves, and numerous drops and\\nregulators. There is also a great deal of cross drainage and existing\\nirrigation which it was inconvenient to command from the Periydr\\nchannels, and a large number of masonry works was requisite on these\\naccounts. A further large item is the bridges of various sizes, amounting\\nto no less than 45 on the main canal and main branches, which have\\nhad to be provided wherever a cart-track, however exiguous, previously\\nexisted, and which have debited the project with a considerable capital\\ncharge, while extra expense has also been incurred by adapting many of\\nthe drops, regulators and superpassages to the same purpose. An econo\u00c2\u00ac\\nmical alignment was rendered difficult by a period of scarce rainfall\\nwhich occurred just before the course of the main canal was laid out.\\nWork had to be found at once for a large number of coolies at various\\npoints, and these points thus became fixed for the future, and the rest\\nQf the line had to be worked in to meet them, Apart from this", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0207.jp2"}, "206": {"fulltext": "140\\nHISTORY OF THE\\n[chap.\\nconvenience of command was the first consideration, followed by facility\\nin cntting cross drainages, and after allowing for these factors, the rest\\nof the line was then laid out in the most economical manner possible.\\nIt was, on the whole, found best to cut through ridges instead of following\\ncontours, a reduction of nearly two miles in length being thus effected\\nwith a corresponding saving in head and in maintenance, modified by a\\nslight increase in distributaries. The total length of the main canal is\\nnearly 38 miles, the depth being throughout 6 feet, and the carrying\\ncapacity 2,016 cubic feet a second at the head, and 288 cubic feet a\\nsecond at the tail, where it runs into the 12th branch. The side slopes\\nare 1| to 1 in earth, vertical in rock, there is a berm of 10 feet on each\\nside, and the designed height of the banks is 12 feet above the bed with\\nslopes of 2 to 1 and a top width of 6 feet. The bottom width is 100 feet\\nat head and 12 feet at tail, the surface fall varying from 1T6 to 2\u00e2\u0080\u009853 feet\\nper mile, giving a velocity of from 3 to 4 feet per second. The total\\nfall is 71T9 feet, which includes four droj)s aggregating 19-25 feet, the\\nafl9.ux at superpassages and the level lengths in the beds of fourteen\\ntanks passed through. The bank is double throughout to exclude cross\\ndrainage, except for three flush inlets where the canal is commanded by\\nMattaparai tank, and near large cross drainage works the upper bank is\\nmade 1 foot or 1| feet higher than normal. Where the cutting was\\ngreater than the economic routine section, all extra spoil ^was thrown on\\nthe right bank to assist in widening the inspection road, except where\\nthe left bank needed strengthening against floods, but where roads for\\ntraffic had to be made or diverted parallel to the canal they were made\\nat the outer toe of the banks. Trees are being by degrees planted along\\nthe toe to afford shade and mark the boundary. In places where the\\nsoil was loose, grass was dibbled on the banks, in some places they were\\nturfed, and in a few it was necessary to plant sea-pink. All approaches\\nto cross-drainage works were revetted, as well as three of the tanks\\npassed through, namely, Edmaraj.ipuram, Ndchikulam and Vedakulam.\\nIn eases where extra earthwork for the banks was needed, borrow pits\\nwere at first made in the bed of the canal, leaving a 10-feet berm, but\\nexcavation in the deep soil was costly, and it was therefore found advis\u00c2\u00ac\\nable to take earth from outside the banks, leaving 15 to 18 feet of\\nmargin. The work thus done was in some cases directly advantageous,\\nsince it lowered the level of fields which would not otherwise have been\\ncommanded. The banks were found to stand best which were formed\\nof soil the result of disintegrated surface rook, as they became quickly", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0208.jp2"}, "207": {"fulltext": "FALL ON THE MAIN CANAL.", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0209.jp2"}, "208": {"fulltext": "", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0210.jp2"}, "209": {"fulltext": "III.] PERIYAR PROJECT. 141\\ncovered witli natural grass. Tlie most troublesome banks were those\\nformed of yellow soil mixed with kuukur, or of black cotton soil. High\\nbanks of the latter material have spread at the base and have had to be\\nhelped in places with revetment. In delicate places the berms were\\nsloped inwards and the top of banks outwards and small turf banks\\nconstructed to direct the drainage. The 1st, 3rd, 6th, 11th, 18th, 21st\\nand 26th miles were in deep cutting in rock or hard red soil with bands\\nof kunkur. Elsewhere the soil was easy to excavate.\\nThe slope of the country is naturally steep, being as much as 1 in 150\\nover wide areas, and there are numerous bare hills,\\nwhile the whole drainage basin is singularly devoid\\nof trees and small vegetation, with rock often exposed or but a short\\ndistance below the surface. Falls of rain of 1 inch in 15 minutes and\\n6| inches in 12 hours have been observed, and on these grounds a high\\npercentage of run off was allowed for, the actual figures being as\\nfollows\\nArea, Run off per hour.\\nSQ. MILES. INCHES.\\n0-5 1-20\\n1- 0 0-93\\n2- 0 0-74\\n3- 0 0-65\\n5-0 0-54\\n10*0 0-43\\n18-0 0\u00e2\u0080\u009935\\n20-0 0-34\\n25-0 0-31\\n76-0 0-22\\nThe areas were taken from village maps of 8 inches to the mile and\\nthe discharges of the various nullahs were not calculated from sections\\nor bedfalls, which were extremely variable. All cross drainage with but\\none important exception was designed to be passed either under or over,\\nnot through the canal, and there are no flush inlets or outlets of any\\nsignificance. The result has been a great saving in initial cost of\\nmasonry works, and it has been unnecessary to consider the effect of\\nheavy rainfall and full supply in the canal at the same time. There\\nwere in all 12 superpassages, 3 aqueducts, 25 culverts, and smaller cross", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0211.jp2"}, "210": {"fulltext": "142\\nHISTORY OF THE\\n[chap.\\ndrainage works, amounting in all to 65 including weirs of tanks^ in the\\nlength of the main canal. The crossings of the nullahs were, as pre\u00c2\u00ac\\nviously stated, fixed so as to ensure good foundations and sufficient\\nheadway, though small nullahs were occasionally diverted in order to\\nmake one masonry work serve for two. The most important of these\\nworks were Edmarajdpuram surplus sluice in the 4th mile, Andipatti\\naqueduct in the 11th mile, and Shattiydr and Marangaliydr super\u00c2\u00ac\\npassages in the 19th mile.\\nEdmardjapuram surplus sluice is situated at 3 miles 7 furlongs, close\\nto the tank of the same name, and is designed for a catchment of 75\\nsquare miles with a discharge of 10,688 cubic feet a second. It consists\\nof 12 vents of 10-feet span and has a waterway of 1,200 square feet.\\nThe platform is 6f feet wide carried on 2 arches, 1| feet deep and 2j\\nfeet rise, each 3 feet wide with 9 inches between them for a passage\\nfor the lifting gear, which is fixed at 20 feet above the sill. The\\nshutters can thus be raised 10 feet and if they are not open a flush escape\\nof 120 feet remains. The sills of the vents are 4 feet below the bed of\\nthe canal, and the shutters are 10 feet deep, so as to hold up a full\\nsupply of 6 feet in the canal. The bed of the canal is here pitched,\\nand in rear of the surplus sluice are two cushion floors of cyclopean\\nrubble in mortar. The total length of this work between abutments is\\n164 feet.\\nAndipatti aqueduct is at 10 miles 7 furlongs and is designed for a\\ncatchment of 14^ square miles, and a discharge of 4,300 cubic feet a\\nsecond through the subterpassage. The length between faces of para\u00c2\u00ac\\npets is 84 feet and between the ends of cushion walls 109. feet. The\\nclear width is 72 feet, comprised in 3 arches of 24 feet span, 4 feet rise,\\nand 2 feet thick at the crown. The intrados is plastered, but the\\nextrados which forms the bed of the canal is unplastered. There is no\\ndrop wall, the cistern being cut in rock.\\nThe Marangaliydr superpassage is situated at 18 miles 7 furlongs on\\nthe main channel and is designed to pass a jungle stream rising in the\\nSirumalai hills which rise to 4,000 feet and are sparsely covered with\\njungle. The catchment area of the stream is 62 square miles. The\\noriginal design has been found faulty, insufl cient waterway ha ving\\nbeen allowed for the stream, and on the 23rd August 1894 a flood came\\ndown spilling over the side walls and also causing a breach 70 feet\\nwide in the left bank of the main channel. The rainfall that caused", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0212.jp2"}, "211": {"fulltext": "111.]\\nPEKIYAR PROJECT.\\n143\\nthe breach was, as far as can be ascertained, generally speaking,\\nmoderate (unless something approaching a cloud burst occurred in some\\npart of the catchment area), and had been preceded by dry weather.\\nThe flood was mainly caused by a tank breaching and carrying several\\nothers below it in its course.\\nThe superpassage was originally designed to carry a flood discharge\\nof 6,300 cubic feet a second, calculated as [follows :\u00e2\u0080\u0094D C\\nC 430 M the area of the catchment basin in square miles 56.\\nIt is not known what was the actual flood discharge on 23rd August,\\nbut the discharge now allowed for is calculated on an area of 62 square\\nmiles by the above formula with the co-efflcient 0 700 therefore D\\n10,962 cubic feet a second. It was originally reported that the\\nShattiar river crossing the main channel by a work similar to this at 18\\nmiles 3 furlongs spilled over its banks into the Marangaliydr which is\\nat a lower level; but this has been denied by all the ryots owning lands\\nbetween the two streams. The originally calculated M.W.L. is 588-56.\\nThe observed flood level is 59T72 and the calculated M.W.L. 593\u00e2\u0080\u009956.\\nThe side walls and wings have accordingly been raised 3 feet.\\nThe superpassage now consists of a single segmental concrete arch 24\\nfeet span with a rise of 4 feet, the thickness at crown being 2^ feet.\\nThe side walls of the tunnel are 5 feet high and the floor (R L. 570 56)\\nis sunk to 4 feet below channel bed. The maximum upward pressure\\non the arch is that due to a head of 10 feet and no spouting has been\\nobserved. Over the concrete is a layer of slab stones 6 inches thick.\\nThe drop walls in front and rear are semi-circular on plan, 14 feet high,\\n2 feet wide at top and 5 feet wide at base, battered on the inside. The\\ninternal radius at base is 18 feet. The work is built throughout of\\ncoursed rubble coped with dressed stone, the side walls of the tunnel\\nonly having a base of concrete. The stone is a hard close-grained\\ngneiss obtained by burning sheets of rock common in the district. The\\nlime is got from nodular limestone The heading up of the channel\\nhas been inappreciable, as has also been the case in the other super\u00c2\u00ac\\npassages several culverts have, on the other hand, silted badly and\\ngiven trouble. Where either can be used superpassages are eminently\\nsuperior to undertunnels.\\nThe Marangaliydr stream is perennial, and this was the only\\ninstance in which steam pumping was required in the foundations.", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0213.jp2"}, "212": {"fulltext": "144\\nHISTORY OP THE\\n[chap.\\nFrom reaches 5 to 12, both inclusive, the following dimensions were\\nadopted for all superpassages, which were of the same general design\\nReach.\\nSpan.\\nHeight to\\nspringing.\\nRise.\\nArea.\\nNO.\\nFEET.\\nFEET.\\nFEET.\\nSQ. FEET.\\n5\\n24\\n5\\n4\\n84\\n6\\n24\\n5\\n4\\n184\\n7\\n24\\nH\\n4\\n172\\n8\\n24\\nH\\n4\\n172\\n9\\n20\\n4\\n163\\n10\\n16\\n5\\n3\\n112\\n11\\n12\\n4i\\n3\\n70\\n12\\n8\\n5\\n2\\n51\\nThere are three regulators in the main canal at 7 miles 5 furlongs,\\nat 27 miles 4 furlongs, and at 32 miles 4 furlongs.\\nRegulators. which is much the most important, is\\nat Ndchikulam tank and consists of 5 vents of 15 feet span, the arches\\nspringing from piers 7 feet above the floor and rising 2| feet. The\\nshutters are 5 feet high and the maximum supply level is 8^ feet above\\nthe bed, and the discharge therefore with shutters down amounts to\\n1,458 cubic feet a second, which is the maximum discharge in this\\nreach. In case of necessity the waterway above the shutters can be\\nclosed with planks. The shutters do not run in grooves but on plane\\nsurfaces, as water-tightness is not essential, the only object being to hold\\nwater up and by forcing excess water over the weir of Ndchikulam tank\\nto prevent floods from running down the canal. The shutters are 15\\nfeet by 5 feet with double 2-inch screws fixed 3 feet from the end of\\neach shutter. The sliding surfaces are iron joists 7 inches wide and 3-^\\ninches deep, weighing 20 lb. to the foot run, built into the floor and\\ninto the arch and the shutters work on iron rollers of 9 inches diameter\\non 1^-inch axles, placed at 1 foot and 3 feet from the bottom of the\\nshutter.\\nThe second regulator is built at 27 miles 4 furlongs at the end of\\nthe Pappank61am tank and is combined with a bridge giving 15 feet of\\nroadway. The vents are three of 16 feet span, 7 feet deep to springing,\\nwith a shutter platform 5 feet wide. The shutters are 16 feet by 5 feet\\nand are worked on the same principle as those of the Ndchikulam\\nregulator.", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0214.jp2"}, "213": {"fulltext": "in.]\\nPERIYAR PROJECT.\\n145\\nThe third regulator is a small affair of 3 vents of 6-feet span, the\\npiers being 7| feet to springing. It is built at 32 miles 4 furlongs below\\nDevimangalam tank and is worked with removable planks.\\nThere are four drops or falls in the main canal aggregating 21^\\nfeet. The width of the canal was reduced from 82, 68-8, 15 amd 12\\nfeet, to 32, 30, 10 and 7 feet, respectively, at the drops, in order to\\nmaintain the depth in front at full supply level. All are sheer overfalls\\nand the design is simple, needing no further description than a reference\\nto the plan (Plate XYI). Where the drop is combined with a sluice\\non the upstream side there is inequality in the foundations, both in\\nthe main canal, and in the branches in which numerous drops occur,\\nand in the result there have been instances of unequal settlement and\\nparting at the junctions.\\nThe sluices on the main canal are not in any way unusual, the\\nprincipal being the Vadagarai channel head sluice which consists of\\n2 vents of 10-feet span, the pier and abutments 5 feet high to spring\u00c2\u00ac\\ning and the arches 2 feet rise, with ordinary screw-gearing shutters.\\nBelow the sluice ten iron standards are set up in the main canal, in\\nwhich planks can be fixed to turn all water down the Yadagarai channel\\nwhen there is no Periydr water in the Yaigai. The general type of the\\nsluices on the main canal is an arched vent or vents of small span\\nwith screw-gearing shutters, and a platform 4| feet to 6 feet above\\nF.S.L. The barrels of the vents have 18-inch collars at 10 feet inter\u00c2\u00ac\\nvals to prevent creeps. From 6 to 9 feet of roadway is allowed between\\nthe parapets.\\nA few general remarks will suffice to close the subject of the con\u00c2\u00ac\\nstruction of these works. The highest floods in the Yaigai will occur\\nin May or November, and full supply will be let into the main canal in\\nJune, July, August and September, so it is unlikely that both will occur\\nat the same time. Cross drainage is, however, as previously observed,\\nkept out of the canal, and as a measure of precaution no account of\\nthe downward pressure from water in the canal is taken in calculating\\nthe efficiency of the arches of the aqueducts in resisting upward pressure.\\nThe Yaigai itself between May and September generally carries but\\nfrom 10 to 150 cubic feet a second, the maximum observed during any\\nyear being 33,824 cubic feet a second on 8th November 1884, equiva\u00c2\u00ac\\nlent to a run off of 0-905 inches in 24 hours, from a catchment of 520\\nsquare miles of hills and 870 square miles of plains. The platform of\\nT", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0215.jp2"}, "214": {"fulltext": "HISTOEY OF THE\\n146\\n[chap.\\nthe head sluice has been built 3| feet above the maximum level of this\\nflood.\\nThe foundations of the principal masonry works were nearly always\\non rock, very occasionally on hard clay or kunkur. The spans were\\nusually 24 or 25 feet to economise centerings, but in small or low\\narches earth centerings were often used. The arches were generally\\nconcrete, but for spans of less than 7| feet slabstones were employed.\\nThe bricks in the neighbourhood were bad, therefore the masonry\\nthroughout was of coursed rubble or burnt stone in mortar, the rock\\nthroughout the country being a species of syenite or gneiss. The faces\\nof the stones were chisel-drafted but rough at the back to bond with\\nconcrete in the case of voussoirs for arches. The lime, burnt from\\nkunkur found in the vicinity, was of good quality, and the masonry is\\nvery solid and of useful appearance. The mortar was composed of 1\\npart lime, sand, surki, by measurement, and the concrete of 2^\\nparts of stone to 1 of mortar in archwork, otherwise of 3 of stone to 1\\nof mortar. In archwork the concrete was laid circumferentially in 6-\\nineh layers and the top of each course was grouted. In the case of\\nsuperpassages the floors were covered over the concrete with large 6-\\ninch stone slabs laid diagonally. The centering was generally removed\\nafter a month, but sometimes after a half or even a third of that time\\nwithout ill effects. Concrete was, on the whole, economical as compared\\nwith rubble masonry, since the masons of Madura, though of consider\u00c2\u00ac\\nable local reputation and undoubtedly clever stone-dressers, devour very\\nnearly half the year in holidays. For this and other reasons large con\u00c2\u00ac\\ntracts were found inadvisable and nearly all the work was done by\\npiece-work. The principal rates will be found in table II.", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0216.jp2"}, "215": {"fulltext": "IV.j\\nPEEIYAR PROJECT.\\n147\\nCHAPTER IV.\\nI rrigation\u00e2\u0080\u0094Total expenditure\u00e2\u0080\u0094Returns.\\nIn all large undertakings, such as the Peri jar project, the question\\nof construction is but ephemeral. Vv hen the dust has cleared away, two\\nmuch more lasting and important considerations arise\u00e2\u0080\u0094first, whether the\\nwork done will be of real utility to the country, apart from any direct\\nreturns; and second, whether the revenue arising from the work will\\nrepresent a reasonable interest on the capital expended. The first question\\nmay readily be answered in the affirmative. In the opening chapter of\\nthis book, mention was made of the frequent, even constant, scarcity of\\nwater in the neighbourhood of Madura, and of the sufferings and expense\\nthat resulted therefrom. It is beyond cavil that the mere fact of pouring\\nsuch a vast quantity of water as is represented by the Periydr river down\\nthe bed of the Yaigai and through the distribution canals must in itself\\nbe of inestimable benefit. The wells, the cattle, the crops, the pasture,\\nthe fish, must all feel the effects, which though not measurable in rupees\\nare obvious and incontrovertible. From the standpoint of a just and\\nhumane Government, this is after all the most important aspect, and an\\naspect of particular importance in the Madura district. A large number\\nof useful human beings are practically secure from want. The point is\\nmost noteworthy, though apt in criticism to be neglected. It need not\\nhere be further enlarged on.\\nIn the other question\u00e2\u0080\u0094that of returns\u00e2\u0080\u0094it is twenty years too soon to\\nform an authoritative opinion. All that can be done is to tabulate the\\nforecasts, to narrate the present progress, to describe briefly the obstacles\\nand the encouragements that have so far made themselves manifest.\\nIn the year 1875, after considerable correspondence and previous\\ninvestigation, the Government of Madras deputed the late Mr. H. F,\\nClogstoun to submit a complete report on the probable result from a\\nfinancial point of view of the contemplated works. This report was\\nsubmitted in a very thorough and exhaustive form in July 1876. Pass\u00c2\u00ac\\ning over the indirect, but manifest advantages resulting merely from the", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0217.jp2"}, "216": {"fulltext": "148\\nHISTOKY OP THE\\n[chap.\\ndifference between irrigated and unirrigated land, Mr. Clogstoun divided\\nhis enquiry into three branches\u00e2\u0080\u0094\\n(1) The classification and grain valuation of all Grovemment\\nlands irrigable by the project, and a determination of the probable cost\\nof cultivation of the same lands with rice, in .view to arriving at the\\nsurplus produce or profit^ available for division between the Government\\nand the cultivator.\\n(2) The determination of a commutation rate and an assessment\\nwhich, while rendering the cultivation of rice so advantageous to the\\nryots as to ensure that irrigation shall be in great demand, shall yet\\ngive to Government a fund sufficient to guarantee a fair profit on any\\nreasonable expenditure in providing this irrigation.\\n(3) The selection from the whole area commanded of that land\\nto which water may be most advantageously supplied, as also the area\\non which it may be advisable to permit the growth of second crop in\\npreference to extending the area of single crop cultivation.\\nThe conclusion of the report treated of the probable length of time\\nrequired to bring under wet cultivation the large area, 150,000 acres,\\nwhich the channels are capable of irrigating, with a few remarks on the\\ngeneral state of the district and upon any circumstances connected with\\nthe customs or habits of the ryots or with the nature and quality of the\\nlands of the district which might tend, prejudicially or otherwise, to\\naffect the success of the project.\\nMr. Clogstoun\u00e2\u0080\u0099s report was the deciding factor in determining the\\nGovernment of Madras to press for the prosecution of the work. The\\nclassification of soils was, in totals\u00e2\u0080\u0094\\nAOEBS.\\n]31ack clay 65\\nDo. loam 46,482\\nDo. sand 1,305\\nBed loam 20,172\\nDo. sand 26,896\\nTotal\\n93,920\\nof which 44,374 acres was wet and 49,646 acres was dry. Of the land\\nalready wet 4,357 acres was inam, and of the dry land 3,400 acres.", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0218.jp2"}, "217": {"fulltext": "IV.] PERIYAR PROJECT. 149\\nThe grain valuation, the result of numerous experiments and a wide\\nexperience, was taken as follows, after a deduction of 20 per cent, for\\nvicissitudes of season and allowance for waste\\nMEASURES.\\nBlack clay, Ist sort 800\\nDo. 2nd 720\\nDo. 3rd 640\\nDo. 4th 496\\nDo. 5th 496\\nBlack loam, 1st 800\\nDo. 2nd 720\\nDo. 3rd 640\\nDo. 4th 496\\nDo. 5th 496\\nBlack sand, 1st 720\\nDo. 2nd 640\\nDo. 3rd 560\\nDo. 4th 496\\nDo. 5th 496\\nEed loam, 1st 800\\nDo. 2nd 720\\nDo. 3rd 640\\nDo. 4th 496\\nDo. 5th 496\\nEed sand, 1st 720\\nDo. 2nd 640\\nDo. 3rd 560\\nDo. 4th 496\\nDo. 5th 496\\nthe average of which per acre in an average year amounts to 672 Madras\\nmeasures, an estimate considerably below the result of actual experi\u00c2\u00ac\\nments in the same tract of country and much less than that of other\\ndistricts under similar conditions.\\nMr. Clogstoun then proceeded to examine the rate at which the\\ngrain valuation should be commuted into a\\nThe commutation rate.\\nmoney valuation. He found that the average\\nselling price of paddy in the Madura district from 1844 to 1864 was\\nEs. 128-8-0 per garce, and from 1854 to 1874 Es. 181-10-0 per garce,", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0219.jp2"}, "218": {"fulltext": "150\\nHISTORY OF THE\\n[chap.\\nwhile the average price in the Madura district and the neighbouring\\nTinnevelly, Trichinopoly and Tanjore districts combined, from 1844\\nto 1864 was Es. 123-9-0 per garee, and from 1854 to 1874 was Es.\\n169-9-6 per garee. From these prices he deducted 15 per cent, as\\nrepresenting merchants\u00e2\u0080\u0099 prices, c., and the sale price of the ryots\\nbecame\u00e2\u0080\u0094\\nRS.\\nMadura, 1844 to 1864 107\\nThe four districts 105\\nMadura, 1854 to 1874 154\\nThe four districts 144\\nand he therefore adopted a commutation rate of Es. 120 per garee, which\\nhe considered well within the mark. It may be noticed that the com\u00c2\u00ac\\nmutation rate early in the century was fixed at Es. 60 per garee,\\nshowing a very great and growing increase.\\nFrom the above rate a further deduction for cultivation expenses was\\nnecessary in order to fix a reasonable water-rate. This deduction Mr.\\nClogstoun fixed at Es. 10-8-6 per acre on the average, composed as\\nfollows:\u00e2\u0080\u0094\\nES. A. P.\\nCost of implements ..100\\nDo. of seed ..100\\nDo. of manure ,.180\\nDo. of labour ..706\\nTotal ..10 8 6\\nThe average grain valuation being 672 measures per acre or\\nEs. 25-3-2, the value of the net outturn per acre, allowing for vicissi\u00c2\u00ac\\ntudes of season, becomes very nearly Es. 14, of which it is usual to take\\nhalf as the Grovemment assessment.\\nMr. Clogstoun then entered into an exhaustive consideration of the\\nextra revenue to be expected, dividing the land for this purpose into\\nthree groups, according as it was at present irrigated by anicut channels,\\nby korambu channels, or by rain-fed tanks, and deducting, of coimse, the\\nexisting assessment. The conclusions he arrived at were\u00e2\u0080\u0094", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0220.jp2"}, "219": {"fulltext": "IV.]\\nPERIYAU PROJECT.\\n151\\nExtent.\\nTotal net\\nvalue of extra\\nassessment.\\nACRES.\\nR8.\\nFirst group\\n1,000\\n15,328\\nSecond group\\n4,000\\n25,000\\nThird group\\n75,878\\n4,27,136\\nTotal\\n80,878\\n4,67,464\\nto which he added 15,210 acres of dry land in inam and zamindari\\nvillages, the water-rate on which would amount to Es. 91,260, the\\ntotals thus becoming\u00e2\u0080\u0094\\nExpenditure of water equal to the irrigation\\nof single crop .Acs. 96,088\\nExtra assessment Es. 5,58,634\\nFinally, Mr. Ologstoun then considered the question of second\\ncrop, his conclusions on which point are stated below. The general\\nsummary of the report was that a return might be looked for of\\nEs. 4,67,374 from a total area of 93,000 acres, equivalent in its\\ndemand for water to an area of 80,878 acres, in Grovernment villages\\nof Es. 91,260 from 15,210 acres of inam and zamindari land; and of\\nEs. 2,15,648 for a second crop from 53,912 acres; making a total\\nreturn of Es, 7,74,274 from an area of 150,000 acres of irrigation.\\nColonel Pennycuick considered that these estimates were moderate\\nexcept in the one point of second crop, always an uncertain subject upon\\nwhich to prophesy, and the Director of Eevenue Settlement in sub\u00c2\u00ac\\nmitting Mr. Clogstoun\u00e2\u0080\u0099s report proposed to reduce the estimated return\\non this account from Es. 2,15,648 to Es. 1,00,000. This, however.\\nColonel Pennycuick considered an error in the opposite direction, in\\nview of the known anxiety of the ryot to get as much as possible out\\nof his land and the certainty of water being available. He, therefore,\\nestimated the return on this account at Es. 1,41,374, making a\\ntotal expected return of Es. 7,00,000, In this total no account was\\ntaken of the sums to be realised by the sale of occupancy rights either\\nof fresh land or of the beds of tanks to be abandoned, or of indirect\\nrevenue on account of fresh land taken up in place of existing dry\\nconverted into wet, although the project was debited with the assess\u00c2\u00ac\\nment of existing cultivation,", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0221.jp2"}, "220": {"fulltext": "162\\nHISTOKY OF THE\\n[chap.\\nThe estimates of returns were accepted with some slight modifica\u00c2\u00ac\\ntions and were submitted to the Government of India in the following\\nshape:\u00e2\u0080\u0094\\nDescription of land.\\nTar am.\\nEstimated\\nyield per\\nacre.\\nIrrigable\\narea.\\nEate per\\nacre.\\nRevenue.\\nNO.\\nMAD. MEAS.\\nACS.\\nES.\\nRS.\\nGovernment\\n1\\n1,000\\n16,431\\n8|\\nl,.^9,663i\\nDo.\\n2\\n900\\n29,522\\n2,21,415\\nDo. ..i\\n3\\n800\\n21,905\\nl,42,382i\\nDo.\\n4\\n700\\n5,849\\n5i\\n32,169i\\nDo.\\n5\\n620\\n2,643\\n5\\n13,215\\nTotal\\n1\\n76,350\\n5,48,845i\\nTank-beds\\n9,196\\n8\\n73,568\\nUsual wet inam\\n4,356\\nFree.\\nDry inam\\n3,400\\n6\\n20,400\\n91,260\\nZamindari\\n15,216\\n6\\nTotal\\n108,538\\n7,34,073i\\nDeduct revenue due to\\nold irrigation, average\\nof ten years\u00e2\u0080\u0099 collections.\\n1,52,598\\nNet total\\n5,81,4751\\nDeduct area and revenue\\nof land not advisable to\\nirrigate nnder the pro\u00c2\u00ac\\nject\\n7,538\\n22,849J\\nNet total\\n101,000\\n5,58,626\\nSecond crop\\n1,41,374\\nTotal\\n101,000\\n7,00,000\\nThe extent of unoccupied lands to be brought under irrigation was\\nestimated at 35,998 acres, viz.\\nACa.\\nDrylands 20,616\\nWet 6,186\\nTank beds 9,196\\nTotal 35,998\\nwhich should produce Rs. 46,122 as enhanced land revenue at Es. 1-4-6\\nper acre, the average rate of dry assessment.\\nThese forecasts were accepted by the Government of India with some\\nmodifications, and the figures of gross revenue were submitted to the\\nSecretary of State for India as follows", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0222.jp2"}, "221": {"fulltext": "IV.]\\nPEEIYAR PROJECT.\\n153\\nRS.\\nFrom 85,790 acres, Government land. 4,67,374\\nFrom 15,210 acres, inam and zamindari lands 60,840\\nFrom second crop irrigation 1,00,000\\nTotal gross revenue 6,28,214\\nMaintenance charges at Es. Ij per acre 1,25,400\\nNet revenue 5,02,814\\nThe forecast of growth of irrigation and revenue receipts and charges\\nwas as follows\\nRevenue Receipts and Charges.\\nYear.\\nIrrigated area.\\nGross revenue due to works.\\nDirect and in\u00c2\u00ac\\ndirect charges\\non revenue ac\u00c2\u00ac\\ncount. 1\\nNet revenue due\\nto works.\\nDirect re\u00c2\u00ac\\nceipts.\\nEnhanced\\nland rev\u00c2\u00ac\\nenue.\\nTotal.\\nIncluding\\nenhanced\\nland rev\u00c2\u00ac\\nenue.\\nExcluding\\nenhanced\\nland rev\u00c2\u00ac\\nenue.\\nACS.\\nRS.\\nRS.\\nBS.\\nRS.\\nRS.\\nRS.\\nSeventh.\\n11,000\\n57,580\\n4,600\\n62,180\\n20,040\\n42,140\\n37,540\\nEighth\\n21,000\\n1,15,874\\n9,200\\n1,25,074\\n40,080\\n84,994\\n75,794\\nNinth\\n31,000\\n1,74,164\\n13,800\\n1,87,964\\n60,120\\n1,27,844\\n1,14,044\\nTenth\\n41,000\\n2,32,454\\n18,400\\n2,50,854\\n80,160\\n1,70,694\\n1,54,294\\nEleventh\\n51,000\\n2,90,745\\n23,000\\n3,13,745\\n1,00,200\\n2,13,545\\n1,90,545\\nTwelfth\\n61,000\\n3,49,038\\n27,600\\n3,76,638\\n1,05,440\\n2,71,398\\n2,43,798\\nThirteenth.\\n71,000\\n4,07,330\\n32,200\\n4,39,530\\n1.10,280\\n3,29,250\\n2,97,050\\nFourteenth.\\n81,000\\n4,65,621\\n36,800\\n5,02,421\\ni;i5,320\\n3,87,101\\n3,50,301\\nFifteenth...\\n91,000\\n5,23,913\\n41,400\\n5,65,313\\n1,20,360\\n4,44,953\\n4,03,553\\nSixteenth...\\n101,000\\n5,82,214\\n46,000\\n6,28,214\\n1,25,400\\n5,02,814\\n4,56,814\\nSeventeenth\\n101,000\\n5,82,214\\n46.000\\n6,28,214\\n1,25,400\\n5,02,814\\n4,56,814\\nEighteenth.\\n101,000\\n5,82,214\\n46,000\\n6,28,214\\n1,25,400\\n5,02,814\\n4,56,814\\nThe above figures were compared with the forecasts of expenditure\\non works, together with the loss by exchange and the price proposed to\\nbe paid to the Travancore Government, and an estimate of annual profit\\nwas thereby formed. The three items named, however,\u00e2\u0080\u0099subsequently\\nimderwent great alterations, and it would be useless]^ here to set down\\nthe calculations as submitted to the Secretary of State for India with\\nthe plans and estimates in 1884, and sanctioned in the same [year.\\nThe works, in course of construction, were visited by Sir Charles\\nElliot, then Public Works Minister, in 1890, when a certain amount\\nof actual experience had been gained, and at his instance further infor\u00c2\u00ac\\nmation was compiled and some of the figures reconsidered. It was\\ndecided to deal with the different classes of lands to be benefited by the\\nproject as shown in the subjoined abstract.\\nu", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0223.jp2"}, "222": {"fulltext": "154\\nHISTORY OF THE\\n[chap.\\nI. Evotwar occupied lands\u00e2\u0080\u0094\\n(1) Dry. \u00e2\u0080\u0094For first crop a water-rate of Es. 5 per acre and\\nfor second crop Es. 3. At the next revision of assess\u00c2\u00ac\\nment the whole to be placed in first group wet and\\ntreated as double crop lands.\\n(2) Wet. \u00e2\u0080\u0094To he charged first group wet assessment. For\\nsecond crop 50 per cent, of the first crop assessment\\nto be charged pending revision.\\nII. Ejotwar unoccupied lands including tank-beds\u00e2\u0080\u0094\\nThese lands to be converted into first group wet and charged\\na consolidated assessment for two crops, with the exception\\nof one-eighth of the area believed [to be incapable of\\nsupply for second crop.\\nIII. Minor inams\u00e2\u0080\u0094\\n(1) Dry. \u00e2\u0080\u0094To be charged water-rate at Rs. 5 per acre for\\nfirst crop and Es. 3 for second crop, and no charge\\nmade in revision.\\n(2) \u00e2\u0080\u0094No additional charge for first crop, but for second\\ncrop half the assessment at first group rates.\\nIV. Whole inams and zamindaries.\u00e2\u0080\u0094No water available for dry\\nlands or first crop on wet lands, but during second crop\\nseason Rs. 3 charged on about 8,000 acres.\\nThe financial results, according to these principles, would be as\\nfollows:\u00e2\u0080\u0094\\nNature of land.\\nFirst crop.\\nIncrease.\\nSecond\\ncrop.\\nIncrease.\\nTotal.\\nI. Ryotwar occupied\u00e2\u0080\u0094\\n(1) Dry\\n(2) Wet\\nACS.\\n27,440\\n43,446\\nRS.\\n1,37,201\\n93,919\\nACS.\\n13,720\\n21,723\\nRS.\\n41,160\\n52,428\\nRS.\\n1,78,361\\n1,46,347\\nII. Ryotwar un-ocoupied\\nincluding tank-beds.\\n33,744\\n2,15,048\\n29,526\\n94,355\\n3,09,403\\nIII. Minor inams\u00e2\u0080\u0094\\n(1) Dry\\n(2) Wet\\n4,847\\n5,041\\n24,236\\n2,424\\n2,520\\n7,271\\n5,437\\n31,507\\n5,437\\nIV. Whole inam and\\nzamindari.\\n8,000\\n24,000\\n24,000\\nTotal\\n114,518\\n4.70,404\\n77,913\\n2,24,651\\n6,95,055", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0224.jp2"}, "223": {"fulltext": "ly.]\\nPBKIYAE PEOJECT.\\n155\\nFrom this it will be seen that the forecast of land under second crop\\nwas considerably augmented. It was, at the same time, decided not to\\nsell waste lands by auction, the preferential right of the ryots of a\\nvillage to the occupation of the waste land within it being admitted;\\nbut tank-beds were placed on a different footing and were to be sold by\\nauction, the amount to be realised from this item being estimated at\\nKs. 6,41,133.\\nIn all the forecasts two elements of doubt necessarily existed, namely,\\nthe cost of the works and the acreage that would be irrigated. By 1894\\nthe former had been practically removed and the figures were finally\\nrevised as follows\\nSummary of Capital Expenditure.\\nLand corapeneation\\nW orks\u00e2\u0080\u0094\\nOther works\\nES.\\n1,43,469\\n61,82,531\\nTotal 63,26,000\\nEstablishment\\nTools and plant\\nLess receipts on capital account\\n14,01,000\\n7,57,000\\n13,000\\nNet total 84,71,000\\nSummary of Indirect Charges on Capital Account,\\nES.\\nCapitalized abatement of land revenue. 82,500\\nLeave and pension allowances 1,96,500\\nTotal 2,79,000", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0225.jp2"}, "224": {"fulltext": "ary of growth of Irrigation and Revenue Receipts and Charge\\n156\\nHISTORY OF THE\\n[chap.\\nCO\\nm\\n(D\\npc:\\no\\nCO\\nOh\\nM\\n0\\nO\\n0\\n0\\n0\\n0\\n0\\n0\\nU\\no\\n0\\nCO\\n43\\n0\\n0\\np3 00\\nM\\no\\n0\\n3\\n0\\nt\\n0\\nU\\no\\n43\\nP. 173\\nrt 0 5 O\\n\u00e2\u0080\u00a2rt 2\\nrij^ 9 43\\nfH O O\\no Ph 0 2\\nt S -5\\nCO\\nCO\\nO\\nO\\n0\\nt\\n0\\nCO\\nMS\\n^pH)^^cr (j0^(X OCOOCOCOCOCO\\nXQ tH CO (M 1 1 X 1 i 1 1\\nf-c lO O lO 05 00 CO\\noS coiS^^cor^cSoocoaS oocooooDoo^ccoo\\nI-H o rH CO rH\\n00 CO fJ5 O\\nCO\\nCO\\n00 40 c j 05 X 0 xoxo xoxoxf^40xoxq^xr^x6\\nof of r? xc? 40** xrT xrf irT xo* xo xrf xo xff\\nCO\\nPh\\n00\\nC5\\n,,CMCs|CqC\u00c2\u00abJ M(MCq(MOq(M(M(M\\n1 C00505050505C50505C5C505\\n7?j o: c ixoooiH4f\u00c2\u00ab \u00c2\u00ab5^rj\u00c2\u00ab\\nO O O iH\\n0^ 05 40\\nCC| N CO CO i \u00c2\u00bb-4 GO rH i\u00e2\u0080\u0094l T\u00e2\u0080\u0094I i r-i .-i i\u00e2\u0080\u0094i r r\\nCOOOO(MTt *^40XOXOCOCOCOCOCO^CO^C^C\u00c2\u00a3^C\u00c2\u00a3^Cq^CO^\\ni^rHi-4r-HiHpHT^rHr4rHrHfHrHrHrHrHrHrH\\nC5l xOcOOXC04jic lOOOOOOOOOOO\\nX C0C5X0rHC0(M00 ^OOOOOOOOOOO\\nCO 40 xo CO\\n2 ?f CO* 00* o cf T^r o on* o o cT o o o* o* o* S S cT\\n\u00e2\u0080\u009dl 3H^rH^GOCOCO OJ P(M (M\\nr-Tofcfco XO xOCifj J l i l ri i X J l i r\\n5\\ncw\\no\\ng\\ng\\n0\\n0 t x\\n43\\n0\\nbo O\\n\u00e2\u0080\u00a2jr* CS\\n\u00c2\u00bbPH\\nc8\\n0\\np.\\no\\n0\\nTi\\np\\no\\n0\\n0\\nCO\\np\\no\\nu\\no\\nCQ\\np\\n0\\nTj!x0C0J G0G5Op- CqC0C0C0C0C0C0C0C0C0C0C0\\n5 Q C 35 00 CO 40 CO fH rH rH rH rH rH \u00c2\u00bb\u00e2\u0080\u0094I rH nH\\nQ 1 C 0 r-iO 5 l XOC 0 r-lC 5 C 5 C 5 C 5 C 5 O 5 C 5 O; 05 C 5 C 5\\nil Xff ofr-^ o6 cOr^^ofo ^^i X i l l l\\nr-l (MCOCO^XOCOi J l t ^l l l i J l X\\ncoooooxooooxoooooooooooooooooooooooooo\\nCO CO rH CO rH CO P CO tH rH rH \u00e2\u0080\u0099H rH tH r-^ iH rr tH\\na}\u00e2\u0080\u009d^C^C^0q^(Ml rH^Cq^OXCXO xo XOXOXOXO XOXO^XC^IO\\ntH O^ CO XO CO OO 05 0 rH rH rH rH rH rH P rH rH P rH\\npHrHrHrHrHrHrHrHrHrHrHrH\\nO\\nO\\n1\\n00\\n05\\n05\\n(M\\n1\\nO\\nrH\\n(M\\nCO\\n05\\n1\\n05\\n1\\n05\\n1\\nrH\\n1\\nrH\\n1\\nCO\\nXO\\nk\\nCD\\n1\\nt\\n00\\n1\\n05\\n1\\nrH\\n1\\nrH\\n1\\nrH\\n1\\nrH\\n1\\nP\\n1\\nCO\\n1\\ni\\n1\\n00\\n05\\nO\\nrH\\noq\\n1\\nCO\\n1\\n1\\n40\\n1\\nCO\\nI\\n1\\n00\\n1\\n05\\nO\\n1\\nP\\n1\\nCvJ\\nI\\nCO\\n05\\n05\\n05\\n03\\nO\\nO\\no\\no\\no\\no\\no\\no\\no\\no\\nrH\\nrH\\nrH\\nrH\\n00\\n00\\n00\\n00\\n05\\n05\\n05\\n05\\n05\\n05\\n05\\n05\\n05\\n05\\n05\\n05\\n05\\n05\\nrH\\nrH\\nrH\\niH\\nrH\\nrH\\niH\\nrH\\nrH\\nrH\\nrH\\nrH\\nrH\\nrH\\nrH\\nrH\\nrH\\nrH\\nXO O\\nrH rH\\n4 XO\\nrH rH\\n05 05", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0226.jp2"}, "225": {"fulltext": "IV.]\\ntERIYAR PROJECT.\\n157\\nThe figures in column 7 include the payment of Es. 40,000 annually\\nto Travancore, and the collection charges at 5 per cent, on revenue. The\\nworking expenses are estimated at 12 annas per acre on ultimate first\\ncrop area. The total amounts to 6 38 per cent, on the total amount of\\nestimate, instead of 8 92 per cent, as previously anticipated.\\nThe revised estimate of net financial results was prepared in 1893\\nbefore the works were finished, but the difference between the revised\\nestimate and the actuals of expenditure was too slight to materially\\naffect the figures\\nEstimate of Net Financial Results.\\nYear.\\nDirect\\ncapital\\noutlay.\\nInterest\\nat 4\\nper cent.\\nNet\\nrevenue.\\nSimple\\ninterest\\nless rev\u00c2\u00ac\\nenue.\\nNet rev\u00c2\u00ac\\nenue less\\nsimple\\ninterest.\\nTo end of\u00e2\u0080\u0094\\nES.\\nRS.\\nRS.\\nRS.\\nRS.\\n1892-93\\n50,82,141\\n4,68,665\\n4,68,665\\n1893-94\\n64,25,658\\n2,30,156\\n2,30,156\\n1894-95\\n74,70,658\\n2,77,926\\n2,77,926\\n1895-96\\n82,00,658\\n3,1.3,426\\n3,13,426\\n1896-97\\n84,71,000\\n3,33,433\\n10,681\\n3,22,752\\n1897-98\\n84,71,000\\n3,38,840\\n62,136\\n2,76,704\\n1898-99\\n84,71,000\\n3,38,840\\n1,13,591\\n2,25,249\\n1899-1900\\n84,71,000\\n3,38,840\\n1,65,046\\n1,73,794\\n1901-2\\n84,71,000\\n3,38,840\\n2,16,501\\n1,22,339\\n1902-3\\n84,71,000\\n3,38,840\\n2,84,956\\n53,884\\n1903-4\\n84,71,000\\n3,38,840\\n3,53,411\\n14,571\\n1904-5\\n84,71,000\\n3,38,840\\n4,21,866\\n83,026\\n1905-6\\n84,71,000\\n3,38,840\\n4,90,321\\n1,51,481*\\n1906-7\\n84,71,000\\n3,38,840\\n5,58,776\\n2,19,936\\n1907-8\\n84,71,000\\n3,38,840\\n5,58,776\\n2,19,936\\n1908-9\\n84,71,000\\n3,38,840\\n5,58,776\\n2,19,936\\n1909-10\\n84,71,000\\n3,38,840\\n5,58,776\\n2,19,936\\n1910-11\\n84,71,000\\n3,38,840\\n5,58,776\\n2,19,936\\n1911-12\\n84,71,000\\n3,38,840\\n5,58,776\\n2,19,939\\n1912-13\\n84,71,000\\n3,38,840\\n5,58,776\\n2,19,939\\n1913-14\\n84,71,000\\n3,38,840\\n5,58,776\\n2,19,936\\n1914-15\\n84,71,000\\n3,38,840\\n5,58,776\\n2,19,936\\n1915-16\\n84,71,000\\n3,38,840\\n5,58,776\\n2,19,936\\nTotal\\n80,61,566\\n82,65,045\\n24,64,895\\n26,68,374\\nDeduct\\n24,64,895\\nNet surplus revenue\\n2,03,479\\nIt now only remains to narrate briefly the advance of irrigation so\\nfar as it has at present proceeded. The area commanded consists of\\nexisting first-class irrigation, and of second, third, and fourth,\u00e2\u0080\u0094of waste\\n\u00e2\u0096\u00a0\u00e2\u0080\u0094of dry cultivation\u00e2\u0080\u0094and of the beds of abandoned tanks; and one of\\nthe first difficulties that arose lay in the fact that Government land was", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0227.jp2"}, "226": {"fulltext": "158\\nHISTOEY OF THE\\n[chap.\\nin many cases divided or even cnt off by inam and zamindari land, the\\nproprietors of which showed great reluctance either to use the water\\nthemselves or to allow channels to pass through their property. By the\\nterms of their tenure they reaped no direct benefit from the spread of\\nirrigation, though the ryots who held under them of course would do so,\\nand though they also suffered no harm they were unwilling to lend\\ncountenance to an improvement in which they saw no personal profit.\\nThe point of view was comprehensible but from it arose the necessity of\\nmuch tact and persuasiveness to arrive at an amicable settlement, and a\\nconsequent delay in the expansion of irrigation. Some of the inamdars\\nheld out for a guarantee of permanent supply which of course could not\\nbe given, and others seemed to think that if the channels passed through\\ntheir lands they would be able to take water without detection and\\nwithout payment, or that if they held out the water would be given at\\na lower rate. The situation is by no means unique and is but one of the\\nmany reasons for the passing of an Irrigation Act. It is at present\\nbeing arranged to bank the channels running through lands and tank-\\nbeds belonging to inamdars who refuse to take the water, and there\\nseems no doubt that they will finally agree to allow their tenants to\\nmake use of it.\\nThe custom of the Madura ryots has hitherto been to \u00c2\u00a7ow their first\\ncrop in October for the north-east monsoon and reap it in January, a very\\nmuch smaller and more hazardous second crop being afterwards sown in\\nFebruary to be reaped in April. The Periydr water is however avail\u00c2\u00ac\\nable in June and if used from then onwards is likely to run dry in\\nMarch, necessitating a complete reconstruction of the habits of the\\npeople. In so conservative a race this is sure to take a considerable\\ntime, but it has already been done in a few isolated cases. There is\\nnecessarily a danger nevertheless that they will utilise the Periydr\\nwater, but under the old system, and if the rain comes late, at the end of\\nNovember or beginning of December, their crops (which will then be\\nnearly ripe) run the risk of being damaged. This is a difficulty which\\nwill set itself right in time. A more serious obstacle is the poverty of\\nthe country, which prevents the extension of irrigation on land hitherto\\ndry and diminishes the second crop on customary wet lands. It is not\\na grazing country and is very devoid of trees, so that both leaf and\\nanimal manure is scarce, nor have the ryots capital or enterprise enough\\nto remedy the defect by importing manure. This seems a case for\\nthe application of agricultural loans, and it would also probably be", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0228.jp2"}, "227": {"fulltext": "PERIYAR PROJECT.\\n159\\nlY.]\\neventually profitable for the Grovernment itself to become an importer of\\nmanure on a small scale in order to make its utility clearly manifest.\\nLoans might also be usefully employed in enabling ryots to entertain\\nthe initial cost of converting dry land into wet. These views have\\nalready been accepted by the G-overnment and it has further been\\nsuggested to allow a 50 per cent, reduction in water-rate for the first\\nthroe years and 25 per cent, for the second three in all cases of conver\u00c2\u00ac\\nsion of dry to wet, and a remark has previously been made of the inten\u00c2\u00ac\\ntion of the Government to dig free of cost all distributary channels\\nirrigating more than 50 acres. Owing to the nature of the country\\nthese channels are far more difficult to lay out and costly to excavate\\nthan in delta districts. Long stretches of unoccupied and of inferior\\nrocky or gravelly land have to be passed through by these channels, and\\nuntil the water is brought close to the ryots and the supply shown to be\\nreliable, it is too much to expect them to be forward in demanding it.\\nThis policy is therefore being actively pursued by the Government at\\npresent, and the result so far is distinctly encouraging and considerably\\nin advance of the forecast. During the year 1896-97, the first year of\\nsettled supply, 50,106 acres of occupied wet were irrigated and 7,2U3\\nacres of second crop and of inam and zamindari lands, witli 1,217 acres\\nof new first crop and 5,225 acres of new second crop, the revenue\\namounting to Es. 2,66,480, of which Es. 2,31,348 must be deducted for\\nexisting assessment; and there seems no reason whatever to believe that\\nthe expansion will not be normal and uniform. The only contretemps\\nhas been the jamming of the sluices at the head of the tunnel, which\\nhas rendered it impossible to preserve any excess water (of which there\\nwas a large quantity) for the dry months of March, April and May.\\nThe loss is naturally under present circumstances of no moment, and\\narrangements have been made to substitute a Stoney\u00e2\u0080\u0099s patent shutter at\\nan early opportunity.\\nThere are over 1,000 tanks in the Madura and Meliir taluks affected\\nby the Periydr channels, and pending further knowledge of the\\nPeriydr in a bad monsoon it would be rash to at once abandon such as\\nare economically maintained, the more so that with complete utilisation\\nof the water it is doubtful if a full supply would be available for more\\nthan two months after December even in a good monsoon and in that\\ncase water stored previously in tanks would be very useful in March and\\nApril. Many tanks catching ordinary rainfall have therefore been\\nretained, small and shallow tanks being generally abandoned, though", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0229.jp2"}, "228": {"fulltext": "160\\nHISTOEY OF THE\\n[chap.\\nexceptions have here and there been made in favour of some that were\\nfavourably situated for flood regulators or distributing reservoirs. Out\\nof 320 tanks in the Madura taluk 80 have been for the present retained.\\nThe rest only irrigate 5,858 acres in all and have an area of 3,189 acres,\\nof which over 2,000 can be cultivated. The loss of storage will be 16\\nper cent., which will be partly recouped by drainage running direct to\\nother tanks. In Melur taluk nearly aU the tanks are small and shallow\\nand only 47 have been retained which will be reduced by amalgamation\\nto 41. The sale of occupancy rights in the beds of abandoned tanks\\nshould produce a considerable sum. To fit them for cultivation the\\nsurplus works have been breached and the surplus channels deepened\\nwhere necessary.\\nThe branch channels and minor distributaries amount in aggregate\\nlength to miles and miles, respectively. A sluice or distri\u00c2\u00ac\\nbutary has generally been placed between every two large nullahs, the\\ncourse being usually on the crests of ridges; but deep and difficult\\nexcavation has been found unavoidable in some cases, and in others\\ndepressions have had to be crossed in which the channels have had to be\\nheavily banked and the bed puddled. The average duty of water was\\ntaken at from 22 to 66 acres per cubic foot per second, according to the\\nsize of the channel, and in estimating the discharge a loss amounting to\\nfrom 1 to 1 cubic foot a second was allowed for evaporation. The\\nfall of the country being severe many drops were found requisite, and a\\nbedfall of 6 feet per mile had generally to be adopted, 2 feet depth of\\nwater only being allowed so as to reduce the velocity. The character\u00c2\u00ac\\nistics which militated against easy distribution however enable the\\ndrainage of the country to be performed without any difficulty. The\\nland commanded is bounded on the north by the main canal and on\\nthe south by theVaigai river, between which all irrigation is conducted,\\nso that a ready natural outflow for the drainage is provided. The total\\nculturable area, according to a recent careful estimate, is\u00e2\u0080\u0094\\nGovernment land commanded by main canal and acs.\\nbranches 80,816\\nWhole inam and zamin wet land 17,471\\nLands under Ohittanai 1,474\\nTotal 99,761\\nNot yet complete.", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0230.jp2"}, "229": {"fulltext": "IV.]\\npeeiyIr project.\\n161\\nThe retention of a number of tanks accounts for the deficit of 722\\nfrom the original estimate made by the Public Works Department, and\\nthe subsequent estimate made by the Revenue Department was far from\\ncorrect. Should the water in the Periydr be found capable of irrigating\\nmore, the tunnel can be widened and irrigation readily extended on the\\nsouth bank of the Vaigai, but in that case a new head sluice and\\ndistribution system will have to be constructed. It is, however, at\\npresent too early to enter into any examination of such a prospect.\\nX", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0231.jp2"}, "230": {"fulltext": "APPENDIX.\\nA SLIGHT reference is necessary to the possibility of utilising the Periydr\\nwater for the development of power. After leaving the tunnel the water\\nflows in the bed of a torrent down the side of the hills before it reaches the\\ncomparatively flat country of the Cumbum valley, and there is an available\\nfall of some 900 feet in a length (measured along the bed of the stream)\\nof about 6,800 feet. The question of the utilisation of this fall was referred\\nin 1893 to a committee consisting of Colonel J. Pennycuick, Professor\\nGeorge Porbes, Professor W. C. Unwin, and Professor W. C. Roberts-\\nAusten. This committee submitted an encouraging report, together with a\\nlist of the objects on which the power could be employed. These objects\\nwere\u00e2\u0080\u0094\\nManufacture of carbide of calcium.\\nManufacture of aluminium.\\nElectric traction on railways.\\nCotton mills.\\nElectric lighting.\\nIn 1897 a pamphlet was issued by the Government of Madras, giving\\nthe report of the committee in detail, together with a note by the Chief\\nEngineer for Irrigation, and calling for tenders for the purchase of the\\nright of developing and utilising the power. Up to the present moment\\nno tenders have however been received, and it seems improbable that\\nthere will be any immediate demand for the concession.", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0232.jp2"}, "231": {"fulltext": "Table showing Monthly Quantities put into the Main Dam above zero leveL\\nAPPENDIX\\n163\\n1\\n6\\nCD\\nCO\\nCO\\n05\\ncq\\ni\\nH\\n00\\no\\n00\\noi\\nCO\\nCO\\nTp\\no\\nI\\no\\nu\\no\\nO\\n1\\nrH\\nCO\\nrH\\n00\\n05\\nXD\\n0K\\n05\\nCO\\nd\\nC l\\nrH\\nCO\\ni\\ncq\\no\\nrH\\nrH\\nrH\\n1895,\\nO\\nd\\n05\\n00\\nrH\\nID\\n(N\\nCO\\no\\no ci\\nH\\nrH\\nTf\\nrH\\n00\\n00\\nrH\\n05\\nCO\\nrH\\nQD\\nXD\\nHO O\\no d\\n6\\ni r\\no\\ncq\\nCO\\nrH\\nCO\\n(N\\nTf\\n00\\n00\\n05\\n(M\\nXD\\nXD\\niM\\nCO\\nCO\\nCO\\n05\\nCD\\nCD\\nCO\\no\\no\\nCO\\nTf\\n00\\nD\\nCO\\nCO\\no\\nXD\\ncq\\nCO\\ncd\\nI\\ni\\nXO\\nI\\n05*\\n05\\nXD\\nof\\ncj\\nN\\ncq\\nCO\\nrH\\n05\\nO\\nCO\\ncq\\no\\nrH\\nrH\\nrH\\nrH\\nrH\\nrH\\no\\nOi\\n00\\nrH\\nd\\n00\\nrH\\nCO\\nXC\\nO\\ni\\nCO\\nXD\\ncq\\nrH\\n00\\n00\\nTf\\nrH\\ncq\\n(M\\nX\\n05\\nCO\\no\\nca\\nbi\\n00\\n05\\nID\\nTf\\n00\\nXD\\n\u00e2\u0096\u00a0Tf*\\nXD\\nrH\\nID\\nof\\nco\\nlO\\n05\\n05\\nc r\\nCO\\nXD\\nrC O\\nQ\\nrH\\nCO\\nCO\\nTh\\nXD\\nCD\\nXD\\nd a\\nrH\\nrH\\nrH\\no\\n00\\n05\\n00\\nXD\\nrH\\noq\\nT?\\nXO\\nrH\\n00\\no\\nCO\\nTfl\\no\\nCO\\no\\nrH\\n00\\n05\\ncq\\ncq\\no\\n05\\n05\\n#ih\\n05\\n00\\nfH\\nCO\\nrt\\nO\\n00\\nlO\\nN\\nM\\nrH\\nrH\\nrH\\ncq\\no\\npH\\nrH\\npH\\nrH\\nc6\\nO\\n05\\n00\\nrH\\n\u00e2\u0080\u00a2S\\n00\\nCO\\nt\\n05\\nXO\\no\\ni\\nCD\\ncq\\nCO\\nTiH\\nrH\\n05\\n00\\nrH\\no\\nCD\\no\\n00\\nca\\n05\\n00\\nCO\\n05\\nrH\\no\\nO\\nCO\\nHO X\\nr-T\\nof\\ncd\\nl\\nt}\\nCO\\nHO o\\nt\\nCO\\nCO\\nCO\\nrH\\nCO\\na\\no\\no\\n00\\nM\\nCO\\nO\\n\u00e2\u0080\u00a24J\\no\\n(M\\no\\ni\\n05\\nCO\\ncq\\nCO\\nf-H\\no\\nCO\\nO\\nXD\\ncq\\n00\\no\\ni\\nof\\nrH\\nt\\nt\\nrH\\ncf\\n(N\\nHjt\\nd\\n00\\n05\\n00\\ncq\\ni\\n00\\no\\nc4\\nO\\n05\\n00\\nrH\\nd\\no\\no\\nO\\nCO\\nCO\\nCO\\nrH\\nCD\\nO\\nXD\\no\\nr-*\\nO\\nCO\\nCO\\nXQ\\nXD\\nCD\\ncq\\no\\nC3\\nH\\no\\nCO\\no\\nCO\\n00\\n?-H\\nrH\\nHO U\\nxf\\nCO\\n1\\n05^\\nI\\ncd\\nCO\\nCO*\\n2\\na\\nd\\ncq\\n\\\\o\\nCO\\nrH\\nrH\\nrH\\nCO\\nXD\\nr\\nPd\\no\\no\\nO\\n8\\n00\\no\\no\\nO\\n00\\nXD\\nH\\no\\no\\nO\\nO\\nXD\\n00\\ng\\n\u00c2\u00abs\\no\\nCO\\nCD\\n05\\na\\nd\\n6\\nXD\\nXD\\nCO\\nCO\\ncq\\n05\\no\\nrH\\nO\\n05\\nUO\\nrH\\n.a\\nO\\np\\no\\n05\\ncq\\nf-i\\no\\no\\n3\\nH\\no\\nO\\no\\no\\n~X\\npt)\\nCD\\nHO O\\nrH\\nrH\\nCO\\ncq\\na\\no\\nk\\nd\\nO\\nu\\nJanuary\\nFebruary\\nMarch\\nApril\\nMay\\nJune\\nJuly\\n-P\\nCQ\\ng)\\nd\\n1\\nrO\\na\\n-p\\nPh\\n02\\nOctober\\nrO\\na\\ntl\\nDecembe", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0233.jp2"}, "232": {"fulltext": "Head works.\\n164\\nAPPENDIX.\\nTABLE II.\u00e2\u0080\u0094 Bates.\\nRates for Mortar, Main Dam.\\nKS. A. P.\\nparak surki powder 0 5 0\\n2 paraks slaked lime 160\\n3 river sand 0 3 0\\nMixing 4 paraks mortar obtained from fore\u00c2\u00ac\\ngoing 080\\nSupervision and sundries 0 2 0\\nFor 4 paraks 2 8 0\\nFor 1 parak 0 10 0\\nRates for Concrete, Main Dam.\\nES. A. P.\\n100 cubic feet stone quarrying and stacking 6 8 0\\nCarriage to stone-breakers 18 0\\nBreaking to 2^ gauge 5 0 0\\nCarriage to dam 040\\n18 paraks mortar as above 11 4 0\\nMixing and ramming 6 4 0\\nCarpenters, c. 100\\nSupervision and sundries 0 4 0\\nFor 100 cubic feet 32 0 0\\nRates for Uncoursed Rubhle Masonry, Main Dam.\\nRS. A. p.\\n100 cubic feet stone quarrying and stacking 6 8 0\\nCarriage to dam 180\\n18 paraks mortar as above 11 8 0\\nBuilding (piece-work) 9 8 0\\nSupervision and sundries 18 0\\nFor 100 cubic feet 30 4 0\\nFor cement add 47 0 0\\nNote. \u00e2\u0080\u0094These rates are normal, but do not agree with the average for the main\\nlince much of the latter was very costly owing to difficult situations,", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0234.jp2"}, "233": {"fulltext": "APPENDIX.\\n165\\nTABLE II.\u00e2\u0080\u0094 Rates\u00e2\u0080\u0094\\nRates for Excavation.\\no3\\nf Blasting\\nDrilling\\nCarpenters\\nCarriage of materials\\nRemoving spoil\\nSmiths\\nTurbine\\nExtra for lead\\nContingencies\\n14 36 lb. gelatine\\n2 11 coils fuse\\n11 2 detonators\\nStores\\nTimber\\nSteel\\nRates for Explosives.\\nFor 90 cubic feet 1 foot run\\nKB.\\n0-56\\n4- 53\\n0-29\\n0-16\\n5- 59\\n1 60\\n0-31\\n1-40\\n0-24\\n21-28\\n1- 27\\n0-52\\n10-00\\n2- 31\\n0-25\\n14-58\\n23-07\\n12-56\\n50-21\\nNote.\u00e2\u0080\u0094T his does not include prime cost of machinery or turbine channel, or\\nreservoir.\\nRates for Exccwation.\\n6\\nCD\\nPi\\nCD\\nQQ\\nBlasting\\nDrilling\\nRemoving spoil\\nSmiths\\nMaintenance of machinery\\nCarriage of materials\\nCarpenters\\nExtra for lead\\nContingencies\\nES. RS.\\n0-54\\n11-54\\n10-00\\n2-04\\n0-49\\n0-12\\n1-08\\n2-50\\n1-18\\n29-68", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0235.jp2"}, "234": {"fulltext": "166\\nAPPENDIX.\\nTABLE II. \u00e2\u0080\u0094Bates\u00e2\u0080\u0094\\nRatet for Explosives.\\n^13-80 lb. gelatine\\n2 33 coils fuse\\n10-41 detonators\\nrd\\nFuel\\nTimber\\nd\\nd\\ns\\nH\\nStores\\no\\nSteel\\nFor 90 cubic feet 1 foot run\\nBS.\\n20-09\\n1- 38\\n0-49\\n17-80\\n2- 31\\n10-00\\n0-26\\nBi.\\n21-96\\n30-36\\n82-00\\nNote.\u00e2\u0080\u0094 This does not include prime cost of machinery or commnnications. Hand\\npower about the same as above.\\nRates.\\nBlasting\\nBaling\\nCarpenters\\nCooKes\\nDrivers and stokers\\nSmiths\\nFuel\\nTimber\\nSteel\\nEemoval of rock (piece--vrork)\\nL\\nTotal\\nES.\\n2-15\\n8-00\\n4-00\\n3-00\\n4-35\\n4-26\\n4-00\\n2-00\\n2-26\\n80 to 90\\n114 to 124 per 1,000\\ncubic feet.\\nRates for Transport of Limestone,\\nES. A. p.\\nEopeway up ghat per 100 cubic feet 3 4 0\\nCanal, 6 miles 4 4 0\\nQuarrying and carting, 8j- miles to canal. 16 8 0\\nDo. Do. 14 miles to kilns.. 27 8 0\\nHote. \u00e2\u0080\u0094The baling refers to hand baling only. The engines were applied to both\\npumping and raising spoil.", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0236.jp2"}, "235": {"fulltext": "APPENDIX.\\nler\\nTABLE II. \u00e2\u0080\u0094Disteibdtion Works,\\nRaUi of Labour or Material.\\nRS.\\nA.\\np.\\n1\\n15\\n0\\nMaistry\\nto\\n1\\nper mensem.\\n1\\n25\\n0\\noj\\n1\\nr\\n8\\n1\\nStone-cutter\\nto\\n1\\nper day,\\n1\\nL 0\\n12\\noJ\\nCooly man\\n0\\n4\\n0 per day.\\nCooly woman\\n0\\n2\\n0\\ndo.\\nCooly boy\\n0\\n1\\n6\\ndo.\\nPicottab man\\n0\\n4\\n0\\ndo.\\nBullocks (pair)\\n0\\n12\\n0\\ndo.\\nBurnt stone, quarried and stacked\\n8\\n0\\n0 per 100 cub. ft.\\n1\\nr 30\\n0\\n01\\n1\\nStone slabs, roughly split..\\nto\\n1\\ndo.\\n1\\nL 50\\n0\\noJ\\n1\\nri25\\n0\\n0\\n1\\nPalmyra rafters\\n1\\nto\\nper 100.\\ntl75\\n0\\n0.\\n1\\nYengai wood\\n2\\n8\\n0 per cub. ft.\\nClearing light jungle\\n0\\n2\\n6\\n100 sq. ft.\\nClearing prickly-pear\\n0\\n2\\n6\\ndo\\nBlasting rock\\n5\\n0\\n0\\n100 cub. ft.\\n(solid).\\nEarthwork\\n0\\nto\\n0^\\n1 per 1,000 cub.\\n1 ft\\nL 6\\n0\\n0.\\nr\\n0\\nO\\n1\\nEarthwork in stony ground -j\\n1\\nto\\ndo.\\n1 14\\n0\\noJ\\n1\\nPuddle wall\\n2\\n2\\n0\\nper 100 cub. ft.\\nTurfing, including watering\\n0\\n8\\n0\\n100 sq, ft.\\n1\\n14\\n8\\n01\\nConcrete i\\nto\\n1\\nper 100 cub. ft.\\n1\\n16\\n0\\noJ\\nBrickwork, in clay\\n10\\n0\\n0\\ndo.\\nBrickwork, in mortar\\n21\\n0\\n0\\ndo.", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0237.jp2"}, "236": {"fulltext": "168\\nAPPENDIX.\\nTABLE II.\u00e2\u0080\u0094 Disteibution Works cont.\\nRates of Labour or Material \u00e2\u0080\u0094cont.\\nAshlar, in mortar\\nCoursed rubble, in mortar\\nCoursed rubble, in mortar, archwork\\nHubble revetment\\nPlastering\\nPointing\\nWhitewashing\\nTiled roofing\\nTeakwood, wrought and put up, small\\nE8.\\nA.\\np.\\n1\\n0\\n0\\nper\\n1 cub. ft.\\n20\\n0\\n0\\nM\\n100 cub. ft.\\n23\\n0\\n0\\ndo.\\n10\\n8\\n0\\nJ\\ndo.\\n2\\n8\\n0\\nJ?\\n100 sq. ft.\\n1\\n8\\n0\\ndo.\\n0\\n4\\n0\\ndo.\\n14\\n8\\n0\\ndo.\\n3\\n8\\n0\\nJ)\\n1 cub. ft\\nTABLE III.\\nList of Floating Plant.\\n1 steam-tug, 60-H.P.\\n1 35.H.P.\\n1 15-H.P.\\n1 oil launch, 8-B.H.P.\\n1 floating, 400-ton, Priestman\u00e2\u0080\u0099s steam dredger\\n1 100-ton, locally-made\\n2 50-ton wooden barges.\\n4 20-ton steel barges.\\n13 35-ton wooden barges.\\n11 30-ton\\n8 20-ton\\n4 15-ton\\n\u00e2\u0080\u00a24", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0238.jp2"}, "237": {"fulltext": "APPENDIX\\n169\\nTABLE IV. \u00e2\u0080\u0094Bain Begisteb.\\n1888.\\nDay of\\nmonth.\\nJanuary.\\nFebruary.\\nMarch.\\nApril.\\nMay.\\nJune.\\nJuly.\\nAugust.\\nSeptember.\\nOctober.\\nNovember.\\nDecember.\\n1\\n\u00e2\u0080\u00a260\\n1-10\\n\u00e2\u0080\u00a275\\n\u00e2\u0080\u00a237\\n\u00e2\u0080\u00a233\\n\u00e2\u0080\u00a230\\n\u00e2\u0080\u00a235\\n2\\n\u00e2\u0080\u00a290\\n\u00e2\u0080\u00a285\\n\u00e2\u0080\u00a275\\n\u00e2\u0080\u00a201\\n\u00e2\u0080\u00a202\\n\u00e2\u0080\u00a262\\n\u00e2\u0080\u00a235\\n3\\n\u00e2\u0080\u00a275\\n2-20\\n1-05\\n\u00e2\u0080\u00a208\\n\u00e2\u0080\u00a224\\n\u00e2\u0080\u00a290\\n4\\n\u00e2\u0080\u00a280\\n\u00e2\u0080\u00a290\\n\u00e2\u0080\u00a245\\n\u00e2\u0080\u00a210\\n\u00e2\u0080\u00a210\\n\u00e2\u0080\u00a224\\n5\\n1-40\\n1-75\\n\u00e2\u0080\u00a225\\n\u00e2\u0080\u00a250\\n\u00e2\u0080\u00a250\\n6\\nno\\n1-20\\n1-00\\n\u00e2\u0080\u00a207\\n7\\n\u00e2\u0080\u00a270\\n1-80\\n1-40\\n\u00e2\u0080\u00a220\\n\u00e2\u0080\u00a202\\n8\\n\u00e2\u0080\u00a212\\n\u00e2\u0080\u00a240\\n2-10\\n3-50\\n\u00e2\u0080\u00a235\\n1-00\\n9\\n\u00e2\u0080\u00a205\\n*95\\n1-70\\n1-85\\n\u00e2\u0080\u00a205\\n\u00e2\u0080\u00a275\\n\u00e2\u0080\u00a213\\n10\\n1-85\\n\u00e2\u0080\u00a275\\n\u00e2\u0080\u00a280\\n1-25\\n\u00e2\u0080\u00a224\\n\u00e2\u0080\u00a270\\n11\\n\u00e2\u0080\u00a257\\n\u00e2\u0080\u00a275\\n1-20\\n1-05\\n*55\\n\u00e2\u0080\u00a238\\n\u00e2\u0080\u00a297\\n\u00e2\u0080\u00a273\\n12\\n\u00e2\u0080\u00a285\\n\u00e2\u0080\u00a240\\n0-75\\n\u00e2\u0080\u00a230\\n\u00e2\u0080\u00a203\\n13\\n\u00e2\u0080\u00a260\\n\u00e2\u0080\u00a260\\n2-10\\n\u00e2\u0080\u00a205\\n1-47\\n14\\n1-05\\n1-30\\n\u00e2\u0080\u00a280\\n\u00e2\u0080\u00a212\\n\u00e2\u0080\u00a213\\n1-07\\n15\\n\u00e2\u0080\u00a260\\n\u00e2\u0080\u00a215\\n\u00e2\u0080\u00a290\\n\u00e2\u0080\u00a226\\n\u00e2\u0080\u00a237\\n16\\n\u00e2\u0080\u00a275\\n2-5\\n\u00e2\u0080\u00a270\\n\u00e2\u0080\u00a225\\n\u00e2\u0080\u00a204\\n\u00e2\u0080\u00a243\\n\u00e2\u0080\u00a209\\n2-05\\n17\\n\u00e2\u0080\u00a275\\nno\\n\u00e2\u0080\u00a215\\n\u00e2\u0080\u00a202\\n\u00e2\u0080\u00a218\\n18\\n\u00e2\u0080\u00a295\\n\u00e2\u0080\u00a270\\n\u00e2\u0080\u00a225\\n1-90\\n\u00e2\u0080\u00a207\\n19\\n\u00e2\u0080\u00a260\\n\u00e2\u0080\u00a202\\n\u00e2\u0080\u00a235\\n\u00e2\u0080\u00a210\\n20\\n\u00e2\u0080\u00a225\\n\u00e2\u0080\u00a275\\n\u00e2\u0080\u00a220\\n\u00e2\u0080\u00a220\\n\u00e2\u0080\u00a223\\n21\\n\u00e2\u0080\u00a280\\n\u00e2\u0080\u00a205\\n\u00e2\u0080\u00a205\\n\u00e2\u0080\u00a275\\n\u00e2\u0080\u00a226\\n22\\n\u00e2\u0080\u00a270\\n\u00e2\u0080\u00a205\\n\u00e2\u0080\u00a285\\n1-35\\n23\\n\u00e2\u0080\u00a240\\n\u00e2\u0080\u00a290\\n*05\\n\u00e2\u0080\u00a227\\n\u00e2\u0080\u00a210\\n\u00e2\u0080\u00a276\\n24\\n\u00e2\u0080\u00a255\\n\u00e2\u0080\u00a245\\n\u00e2\u0080\u00a202\\n\u00e2\u0080\u00a215\\n25\\n\u00e2\u0080\u00a285\\n\u00e2\u0080\u00a218\\n\u00e2\u0080\u00a224\\n\u00e2\u0080\u00a205\\n\u00e2\u0080\u00a256\\n\u00e2\u0080\u00a213\\n26\\n\u00e2\u0080\u00a235\\n\u00e2\u0080\u00a240\\n*15\\n\u00e2\u0080\u00a212\\n\u00e2\u0080\u00a208\\n\u00e2\u0080\u00a223\\n\u00e2\u0080\u00a284\\n27\\n\u00e2\u0080\u00a265\\n1-90\\n\u00e2\u0080\u00a218\\n\u00e2\u0080\u00a214\\n\u00e2\u0080\u00a204\\n1-33\\n28\\n\u00e2\u0080\u00a235\\n\u00e2\u0080\u00a268\\n\u00e2\u0080\u00a215\\n\u00e2\u0080\u00a216\\n\u00e2\u0080\u00a225\\n\u00e2\u0080\u00a220\\n\u00e2\u0080\u00a215\\n29\\n35\\n\u00e2\u0080\u00a215\\n\u00e2\u0080\u00a264\\n\u00e2\u0080\u00a255\\n\u00e2\u0080\u00a207\\n\u00e2\u0080\u00a238\\n53\\n30\\n\u00e2\u0080\u00a245\\n\u00e2\u0080\u00a220\\n\u00e2\u0080\u00a213\\n\u00e2\u0080\u00a245\\n\u00e2\u0080\u00a250\\n\u00e2\u0080\u00a220\\n\u00e2\u0080\u00a223\\n31\\n\u00e2\u0080\u00a230\\n\u00e2\u0080\u00a215\\n\u00e2\u0080\u00a205\\n\u00e2\u0080\u00a225\\nTotal f or\\nmonth\\nV_\\n9-75\\n.17-25\\n2 *q3\\n14-28\\nV-\\n7-55\\n9-59\\n5-68\\n5-45\\n3-65\\n_\\nTotal for 1888 100-73\\nT", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0239.jp2"}, "238": {"fulltext": "170\\nAPPENDIX\\nTABLE IV. \u00e2\u0080\u0094Rain Register\u00e2\u0080\u0094 eont.\\n1889.\\nDay of\\nluontR.\\nJanuary.\\nFebruary.\\nMarch,\\nApril.\\nMay.\\nJune.\\nJuly.\\nAugust.\\nSeptember.\\nOctober.\\nNovember.\\nDecember.\\n1\\n\u00e2\u0080\u00a235\\n\u00e2\u0080\u00a280\\n\u00e2\u0080\u00a215\\n\u00e2\u0080\u00a220\\n9\\n\u00e2\u0080\u00a204\\n2\\n\u00e2\u0080\u00a228\\n\u00e2\u0080\u00a220\\n\u00e2\u0080\u00a225\\n\u00e2\u0080\u00a250\\n\u00e2\u0080\u00a217\\n3\\n\u00e2\u0080\u00a220\\n\u00e2\u0080\u00a280\\n\u00e2\u0080\u00a205\\n\u00e2\u0080\u00a280\\n\u00e2\u0080\u00a208\\n1-30\\n4\\n\u00e2\u0080\u00a260\\n\u00e2\u0080\u00a250\\n\u00e2\u0080\u00a260\\n\u00e2\u0080\u00a210\\n\u00e2\u0080\u00a220\\n\u00e2\u0080\u00a207\\n\u00e2\u0080\u00a236\\n\u00e2\u0080\u00a257\\n5\\n\u00e2\u0080\u00a285\\n\u00e2\u0080\u00a215\\n\u00e2\u0080\u00a220\\n\u00e2\u0080\u00a230\\n\u00e2\u0080\u00a218\\n\u00e2\u0080\u00a211\\n6\\n\u00e2\u0080\u00a225\\n\u00e2\u0080\u00a245\\n\u00e2\u0080\u00a205\\n\u00e2\u0080\u00a233\\n\u00e2\u0080\u00a211\\n7\\n\u00e2\u0080\u00a285\\n\u00e2\u0080\u00a235\\n2-55\\n\u00e2\u0080\u00a203\\n\u00e2\u0080\u00a228\\n8\\n\u00e2\u0080\u00a280\\n\u00e2\u0080\u00a265\\n\u00e2\u0080\u00a230\\n\u00e2\u0080\u00a215\\n1-15\\n\u00e2\u0080\u00a203\\n9\\n\u00e2\u0080\u00a235\\n\u00e2\u0080\u00a220\\n\u00e2\u0080\u00a245\\n\u00e2\u0080\u00a250\\n\u00e2\u0080\u00a240\\n10\\n\u00e2\u0080\u00a260\\n\u00e2\u0080\u00a260\\n\u00e2\u0080\u00a225\\n\u00e2\u0080\u00a245\\n\u00e2\u0080\u00a206\\n11\\n\u00e2\u0080\u00a255\\n\u00e2\u0080\u00a225\\n\u00e2\u0080\u00a230\\n\u00e2\u0080\u00a215\\n1-50\\n\u00e2\u0080\u00a212\\n12\\n\u00e2\u0080\u00a225\\n1-60\\n\u00e2\u0080\u00a210\\n\u00e2\u0080\u00a208\\n\u00e2\u0080\u00a225\\n13\\n\u00e2\u0080\u00a205\\n\u00e2\u0080\u00a205\\n\u00e2\u0080\u00a215\\n\u00e2\u0080\u00a252\\n\u00e2\u0080\u00a294\\n14\\n\u00e2\u0080\u00a255\\n\u00e2\u0080\u00a205\\n\u00e2\u0080\u00a215\\n\u00e2\u0080\u00a214\\n\u00e2\u0080\u00a284\\n\u00e2\u0080\u00a259\\n15\\n*50\\n\u00e2\u0080\u00a290\\n\u00e2\u0080\u00a220\\n\u00e2\u0080\u00a224\\n1-52\\n\u00e2\u0080\u00a253\\n16\\n\u00e2\u0080\u00a245\\n1-70\\n\u00e2\u0080\u00a225\\n1-28\\n1-40\\n17\\n\u00e2\u0080\u00a230\\n1-50\\n\u00e2\u0080\u00a270\\n1-15\\n1-84\\n\u00e2\u0080\u00a231\\n18\\n\u00e2\u0080\u00a255\\n1-30\\n1-70\\n\u00e2\u0080\u00a285\\n2-20\\n1-69\\n\u00e2\u0080\u00a214\\n\u00e2\u0080\u00a207\\n19\\n1-25\\n2-05\\n\u00e2\u0080\u00a265\\n1-51\\n\u00e2\u0080\u00a220\\n\u00e2\u0080\u00a234\\n3-15\\n20\\n\u00e2\u0080\u00a255\\n\u00e2\u0080\u00a250\\n\u00e2\u0080\u00a240\\n\u00e2\u0080\u00a239\\n\u00e2\u0080\u00a210\\n\u00e2\u0080\u00a201\\n\u00e2\u0080\u00a220\\n21\\n\u00e2\u0080\u00a227\\n\u00e2\u0080\u00a230\\n*65\\nCO\\n\u00e2\u0080\u00a211\\n22\\n2-19\\n\u00e2\u0080\u00a250\\n\u00e2\u0080\u00a225\\n\u00e2\u0080\u00a205\\n\u00e2\u0080\u00a280\\n\u00e2\u0080\u00a205\\n-09\\n23 (rf-)\\n\u00e2\u0080\u00a243\\n\u00e2\u0080\u00a255\\n\u00e2\u0080\u00a220\\n\u00e2\u0080\u00a205\\n24\\n2-55\\n\u00e2\u0080\u00a215\\n*05\\n\u00e2\u0080\u00a225\\n25\\n2-30\\n\u00e2\u0080\u00a210\\n\u00e2\u0080\u00a202\\n\u00e2\u0080\u00a242\\n26\\n300\\n\u00e2\u0080\u00a235\\n\u00e2\u0080\u00a270\\n\u00e2\u0080\u00a290\\n\u00e2\u0080\u00a202\\n\u00e2\u0080\u00a225\\n27\\n210\\n\u00e2\u0080\u00a225\\n\u00e2\u0080\u00a225\\n\u00e2\u0080\u00a265\\n\u00e2\u0080\u00a210\\n\u00e2\u0080\u00a204\\n28\\n\u00e2\u0080\u00a220\\n\u00e2\u0080\u00a280\\n\u00e2\u0080\u00a263\\n\u00e2\u0080\u00a265\\n\u00e2\u0080\u00a215\\n\u00e2\u0080\u00a215\\n\u00e2\u0080\u00a220\\n29\\n\u00e2\u0080\u00a202\\n\u00e2\u0080\u00a215\\n\u00e2\u0080\u00a225\\n\u00e2\u0080\u00a225\\n\u00e2\u0080\u00a220\\n\u00e2\u0080\u00a202\\n30\\n\u00e2\u0080\u00a204\\n\u00e2\u0080\u00a250\\n\u00e2\u0080\u00a205\\n\u00e2\u0080\u00a205\\n\u00e2\u0080\u00a210\\n\u00e2\u0080\u00a201\\n31\\n\u00e2\u0080\u00a204\\n\u00e2\u0080\u00a205\\n\u00e2\u0080\u00a210\\nTotal for\\ninonth.j\\n1-25\\n2-77\\n14-20\\n5-23\\n11-80\\n14-15\\n14-15\\n11-35\\n10-65\\n4-89\\n3*53\\n1\\n1\\nTotal for 1889\\n93-97", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0240.jp2"}, "239": {"fulltext": "APPENDIX\\n171\\nTABLE IV. \u00e2\u0080\u0094Rain Register cont\\nDay of\\nmonth.\\n1890.\\nJanuary.\\nFebruary.\\n1\\nMarch. i\\nApril.\\nMay.\\nJune.\\nJuly.\\nAugust.\\nSeptember.\\nOctober.\\nc,\\n0)\\nrQ\\na\\n(D\\nO\\nDecember.\\n1\\n\u00e2\u0080\u00a216\\n\u00e2\u0080\u00a220\\n\u00e2\u0080\u00a222\\n\u00e2\u0080\u00a201\\n\u00e2\u0080\u00a236\\n2\\n\u00e2\u0096\u00a018\\n\u00e2\u0080\u00a216\\n\u00e2\u0080\u00a204\\n3\\n\u00e2\u0080\u00a213\\n\u00e2\u0080\u00a232\\n\u00e2\u0080\u00a208\\n\u00e2\u0080\u00a201\\n\u00e2\u0080\u00a208\\n\u00e2\u0080\u00a215\\n\u00e2\u0080\u00a205\\n4\\n\u00e2\u0080\u00a244\\n\u00e2\u0080\u00a285\\n\u00e2\u0080\u00a206\\n\u00e2\u0080\u00a218\\n\u00e2\u0080\u00a220\\n\u00e2\u0080\u00a202\\n5\\n\u00e2\u0080\u00a211\\n\u00e2\u0080\u00a215\\n\u00e2\u0080\u00a241\\n\u00e2\u0080\u00a236\\n\u00e2\u0080\u00a202\\n\u00e2\u0080\u00a201\\n\u00e2\u0080\u00a224\\n6\\n\u00e2\u0080\u00a219\\n\u00e2\u0080\u00a205\\n\u00e2\u0096\u00a034\\n\u00e2\u0080\u00a220\\n\u00e2\u0080\u00a207\\n7\\n*15\\n\u00e2\u0080\u00a210\\n\u00e2\u0080\u00a235\\n\u00e2\u0080\u00a207\\n\u00e2\u0080\u00a205\\n8\\n\u00e2\u0080\u00a205\\n\u00e2\u0080\u00a213\\n\u00e2\u0096\u00a030\\n1-50\\n\u00e2\u0080\u00a202\\n\u00e2\u0080\u00a201\\n9\\n*50\\n\u00e2\u0080\u00a204\\n\u00e2\u0080\u00a224\\n\u00e2\u0080\u00a220\\n\u00e2\u0080\u00a225\\n\u00e2\u0080\u00a238\\n\u00e2\u0080\u00a204\\n\u00e2\u0080\u00a209\\n\u00e2\u0080\u00a272\\n10\\n\u00e2\u0080\u00a209\\n\u00e2\u0080\u00a214\\n\u00e2\u0080\u00a208\\n\u00e2\u0080\u00a220\\n\u00e2\u0080\u00a269\\n\u00e2\u0080\u00a295\\n\u00e2\u0080\u00a204\\n11\\n\u00e2\u0080\u00a225\\n\u00e2\u0080\u00a225\\n\u00e2\u0096\u00a019\\n05\\n\u00e2\u0080\u00a251\\n\u00e2\u0080\u00a202\\n\u00e2\u0080\u00a201\\n12\\n\u00e2\u0080\u00a221\\n\u00e2\u0080\u00a218\\n\u00e2\u0080\u00a217\\n\u00e2\u0080\u00a240\\n\u00e2\u0080\u00a208\\n\u00e2\u0080\u00a207\\n\u00e2\u0080\u00a201\\n13\\n\u00e2\u0080\u00a241\\n\u00e2\u0080\u00a224\\n\u00e2\u0080\u00a213\\n\u00e2\u0096\u00a028\\n\u00e2\u0080\u00a208\\n\u00e2\u0080\u00a202\\n14\\n1-15\\n\u00e2\u0080\u00a205\\n\u00e2\u0080\u00a299\\n\u00e2\u0080\u00a252\\n\u00e2\u0080\u00a202\\n\u00e2\u0080\u00a220\\n\u00e2\u0080\u00a236\\n15\\n1-15\\n\u00e2\u0080\u00a205\\n1-12\\n*54\\n\u00e2\u0080\u00a214\\n\u00e2\u0080\u00a247\\n\u00e2\u0080\u00a204\\n16\\n1-10\\n\u00e2\u0080\u00a237\\n\u00e2\u0080\u00a247\\n\u00e2\u0080\u00a202\\n\u00e2\u0080\u00a219\\n\u00e2\u0080\u00a241\\n\u00e2\u0080\u00a201\\n17\\n1 55\\n\u00e2\u0080\u00a209\\n\u00e2\u0080\u00a204\\n\u00e2\u0080\u00a215\\n18\\n\u00e2\u0080\u00a204\\n\u00e2\u0080\u00a204\\n\u00e2\u0080\u00a270\\n\u00e2\u0080\u00a222\\n\u00e2\u0080\u00a201\\n\u00e2\u0080\u00a204\\n19\\n\u00e2\u0096\u00a035\\n\u00e2\u0080\u00a253\\n\u00e2\u0080\u00a252\\n\u00e2\u0080\u00a216\\n\u00e2\u0080\u00a210\\n\u00e2\u0080\u00a232\\n20\\n\u00e2\u0080\u00a225\\n1-34\\n21\\n\u00e2\u0080\u00a272\\n1-83\\n\u00e2\u0080\u00a202\\n\u00e2\u0080\u00a230\\n\u00e2\u0080\u00a202\\n22\\n\u00e2\u0080\u00a215\\n\u00e2\u0080\u00a207\\n1-06\\n1-11\\n\u00e2\u0080\u00a205\\n\u00e2\u0080\u00a265\\n23\\n1-39\\n\u00e2\u0080\u00a231\\n1-00\\n\u00e2\u0080\u00a209\\n\u00e2\u0080\u00a206\\n\u00e2\u0080\u00a212\\n\u00e2\u0080\u00a201\\n24\\n\u00e2\u0080\u00a239\\n\u00e2\u0080\u00a204\\n\u00e2\u0080\u00a270\\n\u00e2\u0080\u00a221\\n\u00e2\u0080\u00a209\\n\u00e2\u0080\u00a224\\n25\\n\u00e2\u0080\u00a222\\n\u00e2\u0080\u00a212\\n\u00e2\u0080\u00a202\\n\u00e2\u0080\u00a209\\n\u00e2\u0080\u00a213\\n\u00e2\u0080\u00a201\\n\u00e2\u0080\u00a235\\n26\\n\u00e2\u0080\u00a220\\n\u00e2\u0080\u00a215\\n\u00e2\u0080\u00a256\\n\u00e2\u0080\u00a204\\n\u00e2\u0080\u00a278\\n27\\n\u00e2\u0080\u00a224\\n\u00e2\u0080\u00a248\\n\u00e2\u0080\u00a205\\n\u00e2\u0080\u00a205\\n1-53\\n28\\n\u00e2\u0080\u00a218\\n1-50\\n\u00e2\u0080\u00a237\\n\u00e2\u0080\u00a233\\n\u00e2\u0080\u00a202\\n\u00e2\u0096\u00a002\\n\u00e2\u0080\u00a217\\n2-43\\n29\\n\u00e2\u0080\u00a261\\n\u00e2\u0080\u00a210\\n\u00e2\u0080\u00a226\\n\u00e2\u0080\u00a201\\n\u00e2\u0080\u00a214\\n\u00e2\u0080\u00a213\\n30\\n\u00e2\u0080\u00a207\\n1-01\\n\u00e2\u0080\u00a211\\n\u00e2\u0080\u00a220\\n\u00e2\u0080\u00a240\\n31\\n\u00e2\u0080\u00a221\\n\u00e2\u0080\u00a224\\nTotal for\\n\u00e2\u0080\u00a250\\n\u00e2\u0080\u00a281\\n2-70\\n8-16\\n1-53\\n9-90\\n11-60\\n5-58\\n3-31\\n10-58\\n2-33\\n\u00e2\u0080\u00a235\\nmonth.\\n-y-\\nTotal for 1890\\n57-55", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0241.jp2"}, "240": {"fulltext": "172\\nAPPENDIX,\\nTABLE IV.\u00e2\u0080\u0094 Eain Eegibteb\u00e2\u0080\u0094 cont\\n1891.\\nDay of\\nmonth.\\nJanuary.\\nFebruary.\\nMarch.\\nApril.\\nw\\ncd\\nJune.\\nJuly.\\nAugust.\\nSeptember.\\nOctober.\\nNovember.\\nDecember.\\n1\\n*45\\n00\\n\u00e2\u0080\u00a215\\n\u00e2\u0080\u00a204\\n\u00e2\u0080\u00a257\\n2\\n\u00e2\u0080\u00a203\\n\u00e2\u0080\u00a214\\n\u00e2\u0080\u00a284\\n\u00e2\u0080\u00a215\\n\u00e2\u0080\u00a209\\n\u00e2\u0080\u00a264\\n1-01\\n3\\n\u00e2\u0080\u00a203\\n\u00e2\u0080\u00a202\\n\u00e2\u0080\u00a260\\n\u00e2\u0080\u00a275\\n\u00e2\u0080\u00a250\\n\u00e2\u0080\u00a235\\n\u00e2\u0080\u00a236\\n1-51\\n4\\n\u00e2\u0080\u00a202\\n\u00e2\u0096\u00a006\\n\u00e2\u0080\u00a293\\n\u00e2\u0080\u00a280\\n\u00e2\u0080\u00a246\\n\u00e2\u0080\u00a230\\n\u00e2\u0080\u00a253\\n\u00e2\u0080\u00a275\\n5\\n\u00e2\u0080\u00a202\\n\u00e2\u0080\u00a241\\n\u00e2\u0080\u00a245\\n\u00e2\u0080\u00a209\\n\u00e2\u0080\u00a214\\n\u00e2\u0080\u00a213\\n\u00e2\u0080\u00a256\\n6\\n\u00e2\u0080\u00a204\\n\u00e2\u0080\u00a240\\n\u00e2\u0080\u00a211\\n\u00e2\u0080\u00a245\\n\u00e2\u0080\u00a267\\n\u00e2\u0080\u00a203\\n\u00e2\u0080\u00a249\\n\u00e2\u0080\u00a209\\n\u00e2\u0080\u00a212\\n7\\n\u00e2\u0080\u00a201\\n\u00e2\u0080\u00a217\\n\u00e2\u0080\u00a219\\n\u00e2\u0080\u00a216\\n\u00e2\u0080\u00a209\\n\u00e2\u0080\u00a203\\n\u00e2\u0080\u00a231\\n8\\n\u00e2\u0080\u00a204\\n\u00e2\u0080\u00a230\\n\u00e2\u0080\u00a205\\n\u00e2\u0080\u00a265\\n\u00e2\u0096\u00a006\\n\u00e2\u0080\u00a204\\n\u00e2\u0080\u00a206\\n9\\n\u00e2\u0080\u00a201\\n\u00e2\u0080\u00a270\\n\u00e2\u0080\u00a206\\n2-55\\n\u00e2\u0080\u00a209\\n\u00e2\u0080\u00a201\\n10\\n\u00e2\u0080\u00a220\\n\u00e2\u0080\u00a206\\n\u00e2\u0080\u00a277\\n\u00e2\u0096\u00a010\\n\u00e2\u0080\u00a201\\n\u00e2\u0080\u00a203\\n\u00e2\u0080\u00a284\\n11\\n\u00e2\u0080\u00a210\\n\u00e2\u0080\u00a201\\n1-22\\n\u00e2\u0080\u00a214\\n\u00e2\u0080\u00a210\\n\u00e2\u0080\u00a260\\n\u00e2\u0080\u00a240\\n12\\n\u00e2\u0080\u00a244\\n\u00e2\u0080\u00a229\\n\u00e2\u0080\u00a220\\n\u00e2\u0080\u00a212\\n\u00e2\u0080\u00a292\\n\u00e2\u0080\u00a215\\n\u00e2\u0080\u00a213\\n\u00e2\u0080\u00a273\\n\u00e2\u0080\u00a204\\n13\\n\u00e2\u0080\u00a202\\n\u00e2\u0080\u00a211\\n1-82\\n\u00e2\u0080\u00a210\\n\u00e2\u0080\u00a223\\n\u00e2\u0080\u00a220\\n\u00e2\u0080\u00a240\\n\u00e2\u0080\u00a218\\n14\\n\u00e2\u0080\u00a228\\n\u00e2\u0080\u00a214\\n\u00e2\u0080\u00a205\\n\u00e2\u0080\u00a206\\n\u00e2\u0080\u00a205\\n\u00e2\u0080\u00a249\\n\u00e2\u0080\u00a212\\n\u00e2\u0080\u00a208\\n15\\n\u00e2\u0080\u00a219\\n\u00e2\u0080\u00a212\\n\u00e2\u0080\u00a209\\n\u00e2\u0080\u00a244\\n\u00e2\u0080\u00a201\\n\u00e2\u0080\u00a211\\n\u00e2\u0080\u00a260\\n16\\n\u00e2\u0080\u00a209\\nri5\\n\u00e2\u0080\u00a210\\n\u00e2\u0080\u00a258\\n\u00e2\u0080\u00a259\\n\u00e2\u0080\u00a240\\n17\\n\u00e2\u0080\u00a203\\n\u00e2\u0080\u00a229\\n1-45\\n\u00e2\u0080\u00a215\\n\u00e2\u0080\u00a216\\n\u00e2\u0080\u00a210\\n\u00e2\u0080\u00a221\\n18\\n\u00e2\u0080\u00a201\\n\u00e2\u0096\u00a010\\n\u00e2\u0080\u00a202\\n\u00e2\u0080\u00a207\\n\u00e2\u0080\u00a242\\n19\\n\u00e2\u0080\u00a254\\n\u00e2\u0080\u00a211\\n\u00e2\u0080\u00a267\\n\u00e2\u0080\u00a209\\n\u00e2\u0080\u00a228\\n20\\n\u00e2\u0080\u00a205\\n\u00e2\u0080\u00a205\\n\u00e2\u0080\u00a241\\n\u00e2\u0080\u00a214\\n1-94\\n\u00e2\u0080\u00a217\\n\u00e2\u0080\u00a290\\n\u00e2\u0080\u00a203\\n21\\n\u00e2\u0080\u00a210\\n\u00e2\u0080\u00a213\\n\u00e2\u0080\u00a207\\n\u00e2\u0080\u00a240\\n\u00e2\u0080\u00a205\\n1-28\\n\u00e2\u0080\u00a213\\n\u00e2\u0080\u00a282\\n\u00e2\u0080\u00a207\\n22\\n\u00e2\u0080\u00a204\\n\u00e2\u0080\u00a225\\n\u00e2\u0080\u00a226\\n\u00e2\u0080\u00a210\\n1-96\\n\u00e2\u0080\u00a227\\n\u00e2\u0080\u00a277\\n23\\n\u00e2\u0080\u00a212\\n\u00e2\u0080\u00a219\\n\u00e2\u0080\u00a254\\n1-40\\n\u00e2\u0080\u00a284\\n\u00e2\u0080\u00a240\\n24\\n\u00e2\u0080\u00a205\\n\u00e2\u0080\u00a202\\n\u00e2\u0080\u00a204\\n\u00e2\u0080\u00a229\\n\u00e2\u0080\u00a253\\n\u00e2\u0080\u00a219\\n25\\n\u00e2\u0080\u00a211\\n\u00e2\u0080\u00a211\\n\u00e2\u0080\u00a216\\n\u00e2\u0080\u00a250\\n\u00e2\u0080\u00a253\\n\u00e2\u0080\u00a223\\n26\\n\u00e2\u0080\u00a210\\n\u00e2\u0080\u00a210\\n\u00e2\u0096\u00a024\\n\u00e2\u0080\u00a222\\n\u00e2\u0080\u00a220\\n\u00e2\u0080\u00a233\\n27\\n\u00e2\u0080\u00a208\\n\u00e2\u0080\u00a205\\n\u00e2\u0080\u00a203\\n1-00\\n\u00e2\u0080\u00a203\\n\u00e2\u0080\u00a201\\n\u00e2\u0080\u00a246\\n28\\n1-01\\n\u00e2\u0080\u00a215\\n\u00e2\u0080\u00a277\\n\u00e2\u0080\u00a210\\n1-01\\n\u00e2\u0080\u00a204\\n29\\n\u00e2\u0080\u00a206\\n\u00e2\u0080\u00a204\\n\u00e2\u0080\u00a253\\n\u00e2\u0080\u00a236\\n\u00e2\u0080\u00a207\\n\u00e2\u0080\u00a267\\n\u00e2\u0080\u00a201\\n30\\n\u00e2\u0080\u00a211\\n\u00e2\u0080\u00a216\\n\u00e2\u0080\u00a250\\n\u00e2\u0080\u00a222\\n\u00e2\u0080\u00a263\\n\u00e2\u0080\u00a206\\n31\\n\u00e2\u0080\u00a215\\n\u00e2\u0080\u00a208\\n\u00e2\u0080\u00a273\\nTotal for\\nmonth.\\n\u00e2\u0080\u00a216\\nV_\\n11-69\\n2-31\\n5-51\\n2-94\\n13-92\\n17-12\\n5-09\\n1-85\\n12-60\\n7-13\\n0*36\\nj\\nTotal for 1891\\n70-68", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0242.jp2"}, "241": {"fulltext": "APPENDIX\\n173\\nTABLE IV. \u00e2\u0080\u0094Rain Register\u00e2\u0080\u0094 cont\\nDay of\\nmonth.\\n1892.\\n1\\nJanuary.\\nFebruary.\\nMarch.\\n*U\\n1\\nMay.\\nc\\np\\nJuly.\\nAugust.\\nSeptember.\\nOctober.\\nNovember.\\nDecember.\\n1\\n\u00e2\u0080\u00a235\\n1\\n\u00e2\u0080\u00a226\\n\u00e2\u0080\u00a202\\n\u00e2\u0080\u00a221\\n2\\n\u00e2\u0080\u00a238\\n\u00e2\u0080\u00a238\\n\u00e2\u0080\u00a211\\n\u00e2\u0080\u00a209\\n\u00e2\u0080\u00a202\\n3\\n\u00e2\u0080\u00a201\\n\u00e2\u0080\u00a202\\n\u00e2\u0080\u00a265\\n\u00e2\u0080\u00a220\\n\u00e2\u0080\u00a210\\n\u00e2\u0080\u00a201\\n\u00e2\u0080\u00a214\\n4\\n\u00e2\u0080\u00a245\\n\u00e2\u0080\u00a244\\n\u00e2\u0080\u00a201\\n\u00e2\u0080\u00a209\\n\u00e2\u0080\u00a215\\n5\\n\u00e2\u0080\u00a207\\n\u00e2\u0080\u00a233\\n\u00e2\u0080\u00a201\\n\u00e2\u0080\u00a250\\n\u00e2\u0080\u00a201\\n6\\n\u00e2\u0080\u00a213\\n\u00e2\u0080\u00a235\\n\u00e2\u0080\u00a232\\nhr\\nt\\n\u00e2\u0080\u00a270\\n\u00e2\u0080\u00a273\\n\u00e2\u0080\u00a206\\n\u00e2\u0080\u00a295\\n8\\n1-55\\n\u00e2\u0080\u00a227\\n\u00e2\u0080\u00a201\\n\u00e2\u0080\u00a202\\n\u00e2\u0080\u00a212\\n9\\n\u00e2\u0080\u00a282\\n\u00e2\u0080\u00a238\\n1-86\\n10\\n\u00e2\u0080\u00a244\\n1-09\\n\u00e2\u0080\u00a221\\n\u00e2\u0080\u00a211\\n\u00e2\u0080\u00a203\\n11\\n\u00e2\u0080\u00a213\\n\u00e2\u0080\u00a202\\n\u00e2\u0080\u00a207\\n12\\n\u00e2\u0080\u00a201\\n\u00e2\u0080\u00a201\\n\u00e2\u0080\u00a290\\n\u00e2\u0096\u00a005\\n\u00e2\u0080\u00a208\\n\u00e2\u0080\u00a230\\n13\\n\u00e2\u0080\u00a205\\n\u00e2\u0080\u00a205\\n\u00e2\u0080\u00a207\\n\u00e2\u0080\u00a204\\n\u00e2\u0080\u00a215\\n\u00e2\u0080\u00a244\\n14\\n\u00e2\u0080\u00a201\\n\u00e2\u0080\u00a201\\n\u00e2\u0080\u00a254\\n\u00e2\u0080\u00a206\\n*05\\n\u00e2\u0080\u00a209\\n\u00e2\u0080\u00a208\\n15\\n\u00e2\u0080\u00a201\\n\u00e2\u0080\u00a201\\n\u00e2\u0080\u00a206\\n\u00e2\u0080\u00a211\\n\u00e2\u0080\u00a207\\n\u00e2\u0080\u00a202\\n16\\n5^l6\\n*15\\n\u00e2\u0080\u00a203\\n\u00e2\u0080\u00a202\\n17\\n\u00e2\u0080\u00a211\\n1^05\\n\u00e2\u0080\u00a284\\n\u00e2\u0080\u00a247\\n18\\n\u00e2\u0080\u00a203\\n\u00e2\u0080\u00a205\\n\u00e2\u0080\u00a211\\n\u00e2\u0080\u00a203\\n\u00e2\u0080\u00a233\\n19\\n\u00e2\u0080\u00a224\\n\u00e2\u0080\u00a201\\n\u00e2\u0080\u00a209\\n\u00e2\u0080\u00a213\\n\u00e2\u0080\u00a201\\n20\\n1-45\\n\u00e2\u0080\u00a225\\n\u00e2\u0080\u00a204\\n\u00e2\u0080\u00a219\\n21\\n1-67\\n\u00e2\u0080\u00a238\\n\u00e2\u0080\u00a205\\n\u00e2\u0080\u00a253\\n\u00e2\u0080\u00a201\\n22\\n61\\n1-93\\n\u00e2\u0080\u00a257\\n\u00e2\u0096\u00a001\\n\u00e2\u0080\u00a290\\n23\\n1-92\\n\u00e2\u0080\u00a204\\n1-21\\n\u00e2\u0080\u00a213\\n\u00e2\u0080\u00a207\\n\u00e2\u0080\u00a211\\n24\\n\u00e2\u0080\u00a227\\n\u00e2\u0080\u00a237\\n7^26\\n\u00e2\u0080\u00a264\\n\u00e2\u0080\u00a202\\n\u00e2\u0080\u00a218\\n25\\n\u00e2\u0080\u00a213\\n\u00e2\u0080\u00a220\\n\u00e2\u0080\u00a290\\n\u00e2\u0080\u00a281\\n\u00e2\u0080\u00a235\\n\u00e2\u0080\u00a206\\n\u00e2\u0080\u00a208\\n26\\n\u00e2\u0080\u00a258\\n\u00e2\u0080\u00a288\\n1-09\\n\u00e2\u0080\u00a220\\n\u00e2\u0080\u00a207\\n\u00e2\u0080\u00a234\\n27\\n\u00e2\u0080\u00a202\\n\u00e2\u0080\u00a202\\n\u00e2\u0080\u00a251\\n\u00e2\u0080\u00a208\\n\u00e2\u0080\u00a248\\n\u00e2\u0080\u00a202\\n28\\n\u00e2\u0080\u00a230\\n\u00e2\u0080\u00a23C\\n\u00e2\u0080\u00a225\\n\u00e2\u0080\u00a248\\n\u00e2\u0080\u00a230\\n\u00e2\u0080\u00a240\\n29\\n\u00e2\u0080\u00a203\\n\u00e2\u0080\u00a203\\n\u00e2\u0080\u00a217\\n\u00e2\u0080\u00a208\\n\u00e2\u0080\u00a218\\n\u00e2\u0080\u00a213\\n30\\n\u00e2\u0080\u00a242\\n\u00e2\u0080\u00a210\\n\u00e2\u0080\u00a216\\n\u00e2\u0080\u00a244\\n\u00e2\u0080\u00a206\\n31\\n\u00e2\u0080\u00a246\\n\u00e2\u0080\u00a237\\n\u00e2\u0080\u00a201\\nTotal for\\n\u00e2\u0080\u00a201\\n\u00e2\u0080\u00a243\\n\u00e2\u0080\u00a243\\n5-69\\n2-57\\n8-91\\n23-41\\n7-60\\n2-39\\n6-27\\n1-37\\n\u00e2\u0080\u00a250\\nmonth\\nTotal for 1892\\n59-58", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0243.jp2"}, "242": {"fulltext": "174\\nAPPENDIX.\\nTABLE IV.\u00e2\u0080\u0094 Bain Eeqister\u00e2\u0080\u0094 cont\\n1893.\\nDay of\\nmonth.\\nJanuary.\\nFebruary.\\nMarch.\\nApril.\\n1\\nJune.\\nI\\nJuly.\\nAugust.\\nSeptember.\\nOctober.\\nN ovember.\\nDecember.\\n1\\n\u00e2\u0080\u00a207\\n\u00e2\u0080\u00a206\\n\u00e2\u0080\u00a260\\n3-05\\n\u00e2\u0080\u00a218\\n\u00e2\u0080\u00a227\\n\u00e2\u0080\u00a213\\n2\\n\u00e2\u0080\u00a210\\n\u00e2\u0080\u00a240\\n1-20\\n\u00e2\u0080\u00a201\\n\u00e2\u0080\u00a238\\n3\\n\u00e2\u0080\u00a227\\n\u00e2\u0080\u00a215\\n\u00e2\u0080\u00a280\\n\u00e2\u0080\u00a201\\n\u00e2\u0080\u00a215\\n4\\n\u00e2\u0080\u00a217\\n\u00e2\u0080\u00a208\\n\u00e2\u0080\u00a285\\n\u00e2\u0080\u00a235\\n\u00e2\u0080\u00a265\\n5\\n\u00e2\u0080\u00a215\\n*55\\n\u00e2\u0080\u00a231\\n\u00e2\u0080\u00a225\\n\u00e2\u0080\u00a255\\n\u00e2\u0080\u00a247\\n\u00e2\u0080\u00a221\\n\u00e2\u0080\u00a215\\n6\\n\u00e2\u0080\u00a228\\n\u00e2\u0080\u00a208\\nro9\\n\u00e2\u0080\u00a243\\n\u00e2\u0080\u00a209\\n\u00e2\u0080\u00a212\\n\u00e2\u0080\u00a244\\n\u00e2\u0080\u00a212\\n7\\n\u00e2\u0080\u00a202\\n\u00e2\u0080\u00a202\\n\u00e2\u0080\u00a215\\n\u00e2\u0080\u00a202\\n\u00e2\u0080\u00a225\\n\u00e2\u0080\u00a245\\n\u00e2\u0080\u00a209\\n\u00e2\u0080\u00a213\\n\u00e2\u0080\u00a241\\n8\\n\u00e2\u0080\u00a227\\n1-15\\n\u00e2\u0080\u00a241\\n\u00e2\u0080\u00a262\\n\u00e2\u0080\u00a222\\n\u00e2\u0080\u00a227\\n\u00e2\u0080\u00a243\\n*66\\n9\\n\u00e2\u0080\u00a210\\n\u00e2\u0080\u00a220\\n1-24\\n\u00e2\u0080\u00a217\\n\u00e2\u0080\u00a209\\n\u00e2\u0080\u00a216\\n\u00e2\u0080\u00a260\\n10\\n\u00e2\u0080\u00a207\\n2-41\\n\u00e2\u0080\u00a210\\n\u00e2\u0080\u00a222\\n\u00e2\u0080\u00a212\\n\u00e2\u0080\u00a241\\n11\\n\u00e2\u0080\u00a206\\n1-31\\n\u00e2\u0080\u00a223\\n\u00e2\u0080\u00a243\\n\u00e2\u0080\u00a227\\n\u00e2\u0080\u00a210\\n12\\n\u00e2\u0080\u00a248\\n\u00e2\u0080\u00a225\\n\u00e2\u0080\u00a202\\n\u00e2\u0080\u00a253\\n\u00e2\u0080\u00a216\\n\u00e2\u0080\u00a206\\n13\\n\u00e2\u0080\u00a238\\n\u00e2\u0080\u00a215\\n\u00e2\u0080\u00a230\\n1-75\\n\u00e2\u0080\u00a233\\n14\\n\u00e2\u0080\u00a285\\n1-02\\n\u00e2\u0080\u00a232\\n1-09\\n\u00e2\u0080\u00a245\\n15\\n\u00e2\u0080\u00a210\\n1-82\\n\u00e2\u0080\u00a225\\n\u00e2\u0080\u00a212\\n\u00e2\u0080\u00a261\\n\u00e2\u0080\u00a238\\n16\\n3^80\\n\u00e2\u0080\u00a250\\n\u00e2\u0080\u00a204\\n\u00e2\u0080\u00a236\\n\u00e2\u0080\u00a215\\n17\\n\u00e2\u0080\u00a265\\n\u00e2\u0080\u00a235\\n1^65\\n\u00e2\u0080\u00a287\\n\u00e2\u0080\u00a215\\n18\\n\u00e2\u0080\u00a206\\n\u00e2\u0080\u00a201\\n\u00e2\u0080\u00a232\\n\u00e2\u0080\u00a205\\n\u00e2\u0080\u00a213\\n\u00e2\u0080\u00a201\\n\u00e2\u0096\u00a003\\n19\\n\u00e2\u0080\u00a207\\n\u00e2\u0080\u00a201\\n\u00e2\u0080\u00a228\\n\u00e2\u0080\u00a215\\n\u00e2\u0080\u00a205\\n\u00e2\u0080\u00a201\\n20\\n\u00e2\u0080\u00a203\\n\u00e2\u0080\u00a202\\n\u00e2\u0080\u00a245\\n\u00e2\u0080\u00a219\\n\u00e2\u0080\u00a217\\n\u00e2\u0080\u00a203\\n21\\n\u00e2\u0080\u00a281\\n\u00e2\u0080\u00a225\\n\u00e2\u0080\u00a207\\n\u00e2\u0080\u00a295\\n\u00e2\u0080\u00a210\\n\u00e2\u0080\u00a204\\n\u00e2\u0080\u00a240\\n22\\n\u00e2\u0080\u00a255\\n\u00e2\u0080\u00a205\\n\u00e2\u0080\u00a209\\n\u00e2\u0080\u00a250\\n\u00e2\u0080\u00a204\\n\u00e2\u0080\u00a215\\n\u00e2\u0080\u00a217\\n\u00e2\u0080\u00a212\\n23\\n\u00e2\u0080\u00a205\\n\u00e2\u0080\u00a207\\n\u00e2\u0080\u00a223\\n\u00e2\u0080\u00a203\\n24\\n\u00e2\u0080\u00a202\\n\u00e2\u0080\u00a208\\n\u00e2\u0080\u00a235\\n\u00e2\u0080\u00a229\\n\u00e2\u0080\u00a208\\ni\\n25\\n\u00e2\u0080\u00a204\\n\u00e2\u0080\u00a266\\n\u00e2\u0080\u00a270\\n\u00e2\u0080\u00a282\\n\u00e2\u0080\u00a240\\n\u00e2\u0080\u00a286\\n\u00e2\u0080\u00a235\\n26\\n\u00e2\u0080\u00a231\\n\u00e2\u0080\u00a211\\n\u00e2\u0080\u00a245\\n\u00e2\u0080\u00a248\\n\u00e2\u0080\u00a216\\n\u00e2\u0080\u00a209\\n\u00e2\u0080\u00a213\\n\u00e2\u0080\u00a208\\n27\\n\u00e2\u0080\u00a212\\n\u00e2\u0080\u00a234\\n\u00e2\u0080\u00a210\\n\u00e2\u0080\u00a274\\n\u00e2\u0080\u00a209\\n\u00e2\u0080\u00a289\\n\u00e2\u0080\u00a244\\n28\\n\u00e2\u0080\u00a240\\n1-12\\n\u00e2\u0080\u00a216\\n\u00e2\u0080\u00a205\\n29\\n\u00e2\u0096\u00a024\\n1-00\\n\u00e2\u0080\u00a213\\n\u00e2\u0080\u00a216\\n30\\n\u00e2\u0096\u00a012\\n1-03\\n\u00e2\u0080\u00a235\\n\u00e2\u0080\u00a219\\n15\\n31\\n\u00e2\u0080\u00a280\\n\u00e2\u0080\u00a208\\nTotal for\\nmonth\\n\u00e2\u0080\u00a288\\nV _\\n1-78\\n\u00e2\u0096\u00a091\\n\u00e2\u0080\u00a271\\n7-39\\n12-66\\n8-88\\n9-67\\n3-87\\n10-25\\n5-33\\nJ\\nTotal for 1893\\n62-33", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0244.jp2"}, "243": {"fulltext": "APPENPIX,\\n175\\nTABLE IV. \u00e2\u0080\u0094Eain Eegistbe\u00e2\u0080\u0094 cont.", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0245.jp2"}, "244": {"fulltext": "176\\nAPPENDIX\\nTABLE IV. \u00e2\u0080\u0094Eain Ebgister\u00e2\u0080\u0094\\n1895.\\nDay of\\nmonth.\\nJannary.\\nFebruary.\\nMarch.\\nApril.\\nMay.\\nJune.\\n3\\nAugust.\\nSeptember.\\nOctober.\\nNovember.\\nDecember.\\n1\\n3-50\\n\u00e2\u0080\u00a233\\n\u00e2\u0080\u00a208\\n\u00e2\u0080\u00a227\\n1-45\\n2\\n\u00e2\u0080\u00a225\\n\u00e2\u0080\u00a224\\n\u00e2\u0080\u00a235\\n\u00e2\u0080\u00a204\\n\u00e2\u0080\u00a284\\n3\\n\u00e2\u0080\u00a205\\n\u00e2\u0080\u00a205\\n1-42\\n\u00e2\u0080\u00a238\\n4\\n\u00e2\u0080\u00a235\\n1-CO\\n\u00e2\u0080\u00a205\\n\u00e2\u0080\u00a204\\n\u00e2\u0080\u00a262\\n5\\n45\\n\u00e2\u0080\u00a210\\n\u00e2\u0080\u00a210\\n\u00e2\u0080\u00a232\\n\u00e2\u0080\u00a294\\nC\\n\u00e2\u0080\u00a220\\n\u00e2\u0080\u00a205\\n\u00e2\u0080\u00a225\\n\u00e2\u0080\u00a208\\n\u00e2\u0080\u00a202\\n\u00e2\u0080\u00a208\\n1-05\\n1\\n1-00\\n\u00e2\u0080\u00a205\\n\u00e2\u0080\u00a203\\n\u00e2\u0080\u00a202\\n\u00e2\u0080\u00a204\\n\u00e2\u0080\u00a208\\n8\\n\u00e2\u0080\u00a245\\n\u00e2\u0080\u00a250\\n1-49\\n\u00e2\u0080\u00a235\\n9\\n\u00e2\u0080\u00a202\\n\u00e2\u0080\u00a230\\n\u00e2\u0080\u00a264\\n\u00e2\u0080\u00a205\\n1-18\\n10\\n\u00e2\u0080\u00a222\\n1-00\\n\u00e2\u0080\u00a210\\n\u00e2\u0096\u00a005\\n\u00e2\u0080\u00a201\\n11\\n\u00e2\u0080\u00a280\\n1-45\\n\u00e2\u0080\u00a280\\n\u00e2\u0080\u00a202\\n12\\n1-15\\n\u00e2\u0080\u00a270\\n\u00e2\u0080\u00a210\\n\u00e2\u0080\u00a227\\n13\\n2-10\\n1-25\\n\u00e2\u0080\u00a260\\n\u00e2\u0080\u00a260\\n\u00e2\u0080\u00a285\\n\u00e2\u0080\u00a210\\n14\\n\u00e2\u0080\u00a205\\n\u00e2\u0080\u00a265\\nro5\\n\u00e2\u0080\u00a280\\n\u00e2\u0080\u00a216\\n\u00e2\u0080\u00a205\\n\u00e2\u0080\u00a223\\n15\\n\u00e2\u0080\u00a205\\n\u00e2\u0080\u00a208\\n\u00e2\u0080\u00a214\\n\u00e2\u0080\u00a220\\n\u00e2\u0080\u00a212\\n16\\n\u00e2\u0080\u00a250\\n\u00e2\u0080\u00a225\\n\u00e2\u0080\u00a202\\n\u00e2\u0080\u00a231\\n\u00e2\u0080\u00a212\\n17\\n\u00e2\u0080\u00a290\\n\u00e2\u0080\u00a212\\n\u00e2\u0080\u00a211\\n\u00e2\u0080\u00a219\\n18\\n3-05\\n\u00e2\u0080\u00a222\\n1-06\\nI Ol\\n19\\n1-60\\n4-50\\n\u00e2\u0080\u00a205\\n\u00e2\u0080\u00a208\\n\u00e2\u0080\u00a204\\n\u00e2\u0080\u00a205\\n20\\n\u00e2\u0080\u00a205\\n4-55\\n\u00e2\u0080\u00a294\\n\u00e2\u0080\u00a210\\n\u00e2\u0080\u00a214\\n\u00e2\u0080\u00a239\\n\u00e2\u0080\u00a202\\n21\\n\u00e2\u0080\u00a215\\n\u00e2\u0080\u00a203\\n2-40\\n\u00e2\u0080\u00a264\\n\u00e2\u0080\u00a256\\n\u00e2\u0080\u00a225\\n3-62\\n22\\n\u00e2\u0080\u00a212\\n\u00e2\u0080\u00a210\\nri5\\n\u00e2\u0080\u00a207\\n\u00e2\u0080\u00a263\\n\u00e2\u0080\u00a213\\n\u00e2\u0080\u00a230\\n23\\n\u00e2\u0080\u00a205\\n\u00e2\u0080\u00a263\\n\u00e2\u0080\u00a208\\n\u00e2\u0080\u00a217\\n\u00e2\u0080\u00a201\\n1-00\\n\u00e2\u0080\u00a201\\n24\\n\u00e2\u0080\u00a207\\n\u00e2\u0080\u00a234\\n\u00e2\u0080\u00a235\\n\u00e2\u0080\u00a260\\n25\\n\u00e2\u0080\u00a243\\n\u00e2\u0080\u00a227\\n\u00e2\u0080\u00a245\\n\u00e2\u0080\u00a214\\n26\\n\u00e2\u0080\u00a235\\n\u00e2\u0080\u00a235\\n\u00e2\u0080\u00a254\\n\u00e2\u0080\u00a206\\n\u00e2\u0080\u00a209\\n\u00e2\u0080\u00a201\\n27\\n\u00e2\u0080\u00a212\\n\u00e2\u0080\u00a220\\n\u00e2\u0080\u00a225\\n\u00e2\u0080\u00a227\\n\u00e2\u0080\u00a205\\n28\\n\u00e2\u0080\u00a290\\n\u00e2\u0080\u00a260\\n\u00e2\u0080\u00a274\\n\u00e2\u0080\u00a207\\n\u00e2\u0096\u00a043\\n\u00e2\u0080\u00a204\\n\u00e2\u0080\u00a230\\n29\\n\u00e2\u0080\u00a255\\n\u00e2\u0080\u00a250\\n\u00e2\u0080\u00a267\\n1-36\\n\u00e2\u0080\u00a290\\n30\\n\u00e2\u0080\u00a273\\n\u00e2\u0080\u00a210\\n\u00e2\u0080\u00a212\\n\u00e2\u0080\u00a261\\n\u00e2\u0080\u00a221\\n1-08\\n31\\n\u00e2\u0080\u00a225\\n\u00e2\u0080\u00a225\\n\u00e2\u0080\u00a231\\n\u00e2\u0080\u00a209\\nTotal for\\nmonth.\\n8-56\\n3 93\\n25-08\\n14-59\\n8 68\\n4-32\\n10 72\\n6-44\\n2-71\\nj\\nTotal for 1895\\n85-03", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0246.jp2"}, "245": {"fulltext": "APPENDIX.\\n177\\nTABLE V.\\nAverage, Maximum and Minimum Discharges during each month\\nfrom July to February.\\nMonth.\\nCubic feet per second.\\nAverage.\\nIn four seasons.\\n1869-70.\\n1870-71.\\n1871-72.\\n1872-73.\\nMean.\\nMaximum.\\nMinimum.\\nJu^\\n1,085\\n2,980\\n2,032\\n13,110\\n522\\nAugust\\n1,235\\n864\\n1,195\\n1,098\\n7,272\\n425\\nSeptember\\n842\\n812\\n1,266\\n973\\n5,845\\n425\\nOctober\\n857\\n1,341\\n941\\n582\\n931\\n7,644\\n347\\nNovember\\n6,205\\n1,525\\n1,531\\n3,088\\n127,129\\n404\\nDecember\\n1,212\\n554\\n689\\n818\\n12,874\\n311\\nJanuary\\n680\\n1,207\\n335\\n741\\n12,994\\n270\\nFebruary\\n342\\n372\\n311\\n342\\n731\\n200\\nTABLE YI.\\nEstimate of Rainfall in the Periydr Valley.\\nMonth.\\nAverage recorded rainfall at\\nAverage depth run off\\nfrom Periyar catch\u00c2\u00ac\\nment, 1868\u00e2\u0080\u009472.\\nEstimated rainfall at\\n1-8 depth run off.\\nDepth\\nrun off.\\nRainfall,\\nCochin.\\nTrivandrum.\\n1\\nAngustermally,\\nAverage.\\nj\\nTo give the dis\u00c2\u00ac\\ncharges entered\\nin column 4 of\\nTable VII.\\nINCHES.\\nINCHES\\nINCHES.\\nINCHES.\\nINCHES.\\nINCHES.\\nINCHES.\\nINCHES.\\nJanuary\\n0-34\\n0-56\\n6-23\\n2-38\\n2-92\\n5-26\\n2-86\\n5-15\\nFebruary\\n0-65\\n0-39\\n2-28\\n1-11\\n1-54\\n2-77\\n1-15\\n2-07\\nMarch\\n1 93\\n1-91\\n3-18\\n2-34\\n1-24\\n2-23\\nApril\\n5-30\\n5-48\\n7-41\\n6-06\\n2-15\\n3-87\\nMay\\n13-34\\n8-87\\n30-66\\n17-62\\n5-74\\n10-33\\nJune\\n28-05\\n11-84\\n28-64\\n22-84\\n7-17\\n12-91\\nJuly\\n22-47\\n8-28\\n30-96\\n20-57\\n7-81\\n14-06\\n7-17\\n12-91\\nAugust\\n12-77\\n6-11\\n21-86\\n13-58\\n4-22\\n7-60\\n4-16\\n7-49\\nSeptember.\\n8-48\\n4-44\\n16-46\\n9-79\\n3-63\\n6-53\\n3-59\\n6-46\\nOctober\\n12-63\\n10-05\\n26-04\\n16-24\\n3-29\\n5-92\\n3-16\\n5-69\\nNovember.\\n4-32\\n5-56\\n15-58\\n8-49\\n11-34\\n20-41\\n7-17\\n12-91\\nDecember\\n0-88\\n1-52\\n9-72\\n4-01\\n3-18\\n5-72\\n3-01\\n5-20\\nTotal\\n111-16\\n65-01\\n199-02\\n125-03\\n48-57\\n87-44", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0247.jp2"}, "246": {"fulltext": "178\\nAPPENDIX.\\nTABLE YII.\\nl^sthnafe of Water availahle for Irrigation.\\nMouth.\\nAverage discharge as\\ngauged, 1868-72.\\nDischarge from 300\\nsquare miles, f of\\nthe depths in col. 5\\nof Table VI.\\nEstimated discharge.\\n1\\nLoss by evaporation\\nBalance available for\\nirrigation.\\nOn Periyar\\nlake.\\nIn beds of\\nSiirfili and\\nVaigai.\\nMillions of cubic feet.\\nJanuary\\n2,020\\n921\\n2,000\\n150\\n100\\n1,750\\nFebruary\\n836\\n430\\n800\\n180\\n90\\n530\\nMarch\\n905\\n900\\n220\\n90\\n590\\nApril\\n2,346\\n1,500\\n220\\n1,280\\nMay\\n6,822\\n4,000\\n180\\nt 690\\n3,230\\nJ une\\n8,844\\n4,000\\n110\\n80\\n3,810\\nJuly\\n5,440\\n7,965\\n4,000\\n80\\n100\\n3,820\\nAugust\\n2,941\\n5,259\\n2,900\\n110\\n100\\n2,690\\nSeptember\\n2,525\\n3,791\\n2,500\\n150\\n90\\n2,260\\nOctober\\n2,294\\n6,288\\n2,200\\n110\\n80\\n2,010\\nNovember\\n8,002\\n3,287\\n6,000\\n110\\n80\\n5,810\\nDecember\\n2,193\\n1,553\\n2,100\\n120\\n90\\n1,890\\nTotal\\n48,411\\n32,900\\n1,740\\n1,490\\n1\\n29,670\\nThe discharge during these months will exceed 4,000 millions of cubic feet, but\\na portion may be lost by discharge over the escape.\\nt 500 millions are allowed for filling the beds of the SuruH and Vaigai rivers.", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0248.jp2"}, "247": {"fulltext": "179\\nINDEX.\\nA\\nAccidents, 127.\\nAlignment, of main canal, 140.\\nAlignment, of tunnel, 102.\\nAndipatti aqueduct, 143.\\nAnicuts, 130, 138.\\nB\\nBlasting, 101.\\nc\\nCaldwell, Sir James, 9.\\nCanal, 50.\\nCarpenters, 36.\\nCement, 69.\\nChinna Muliyar, 10.\\nCholera, 84, 125.\\nCompensation, 33, 131, 134.\\nCompressors, air, 100, 103, 112.\\nConcrete, 43, 47, 115, 147.\\nConstruction, of canal, 53.\\nConstruction, of head works, 34.\\nConstruction, of main dam, 60.\\nControl, of water, 16, 17, 22, 71, 73.\\nCoolies, 35, 65.\\nCost, of distribution works, 131.\\nCost, of headworks, 110.\\nCrops, 150.\\nCultiration, expense of, 151.\\nCulvert, escape, 15, 17, 22, 73, 84, 86, 87.\\nD\\nDam, earthen, 11, 13.\\nDam, in canal, 53.\\nDam, main, 60.\\nDam, masonry, 14, 19.\\nDam, temporary, 16, 26, 61.\\nDischarge, of main canal, 139.\\nDischarge, of river, 23, 26, 129.\\nDischarge, of tunnel, 104, 130.\\nDistribution works, 131.\\nDrains, left bank extension, 94.\\nDrains, of distribution works, 141, 161.\\nDrills, 37, 101, 103.\\nDrillers, 37.\\nDrivers, 38.\\nDynamite, 127.\\nE\\nEarthen dam, 11.\\nElectrical firing, 100.\\nError in tunnel, 102.\\nEscape, 17, 21.\\nEscape, right bank, 95.\\nEvaporation, 130, 161.\\nExcavation, 77, 97.\\nExplosives, 97, 101, 126.\\nExtension, left bank, 90.\\nP\\nFamine, 7, 15.\\nFan, 48, 102.\\nFernando, Mr. P., 36.\\nFever, 10, 117.\\nFitters, 38.\\nFloating plant, 169.\\nFloods, in canal, 55.\\nFloods, in Periy4r, 61, 66, 69, 73, 78, 79,\\n80, 95.\\nFloods, in Vaigai, 146.\\nFoundations, of distribution works, 147,\\nFoundations, of locks, 53,\\nFoundations, of main dam, 60.\\nFuel, 46.\\nFuse, 100.\\nQ\\nGelatine, blasting, 100.\\ndelignite, 97.\\nGrain, valuation of, 150(", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0249.jp2"}, "248": {"fulltext": "180\\nINDEX\\nH\\nHealth, 117.\\nI\\nIn m land, 152.\\nInvestigations, Periy6,r, 8.\\nIrrigation, 6, 130, 148.\\nJ\\nJorisdiction, 33, 111.\\nL\\nLabour, 35, 111.\\nLeaks, 44, 76, 89.\\nLease, 33.\\nLime, 19, 39, 47, 112, 144.\\nLoans, agricultural, 159.\\nLocks, 53.\\nLogan, Mr. B. E., 38.\\nM\\nMachinery, 20, 27, 29, 39, 47, 58, 66, 99,\\n103, 105,113, 117.\\nMadakdlani, 5.\\nMadura, district, description of, 5.\\nMain Canal, 139.\\nMaistries, 35.\\nMarangaliyar, superpassage, 143.\\nMasons, 36.\\nMasonry, 42, 115, 147.\\nMaterials, 29, 39.\\nMattaparai tank, 141.\\nMeasuring weir, 104.\\nM61ur, 5, 161.\\nMortar, 42, 47, 147.\\nMuliapanjan, 17, 28.\\nW\\nNellayoor channel, 5.\\nNachikdlam tank, 141, 145.\\nP\\nPioneers, let and 4tb Madras, 36.\\nPower, development of, 163.\\nPreliminary investigations, 10.\\nPressure, on dam, 19, 25.\\nProgress, of main dam, 164.\\nB\\nRailway, 31, 51, 112.\\nRainfall, Cumbum valley, 6.\\nRainfall, Madura, 6, 142.\\nRainfall, Periyakulam, 6.\\nRainfall, Periyar, 8, 73, 128, 170.\\nEamarajapdram tank, 141, 143.\\nRate, commutation, 150.\\nRates, 113, 131, 165.\\nRegulators, 145.\\nReservoir, turbine, 99.\\nRevenue, 152.\\nRice, 111, 124, 149.\\nEight bank escape, 95.\\nRoad, to dam, 31, 51.\\nRoad, to tunnel, 99.\\nRyves, Major E.E., his description of the\\nMadura district, 5.\\nRyves, Major R.E., proposals, 10.-\\ns\\nSand, 41, 48.\\nSand bags, 55, 63, 64, 78, 80.\\nSanitation, 117.\\nSection, of dam, 32.\\nShafts, 103.\\nShattiyar superpassage, 143.\\nSilting process, 13.\\nSites for dam, 13, 18.\\nSmith, Mr. R., proposals, 13.\\nSoils, classification of, 149.\\nSprings, 77, 94.\\nStone, 39, 47.\\nStone-breakers, 47.\\nSuperpassages, 143.\\nSurki, 41, 48.\\nSui\u00e2\u0080\u0099tiliyar, 130.\\nPappankulam tank, 145.\\nPennycuick, Colonel R.E., proposals, 16.\\nPeranai, 6, 130.\\nPeriy r, river, 8*\\nT\\nTank beds, sale of, 152, 156, 160,\\nTenkarai channel, 5,", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0250.jp2"}, "249": {"fulltext": "INDEX\\n181\\nTimber, 46.\\nTraction engines, 29, 61.\\nTramway, 102.\\nTransport, 29, 50, 57, 112.\\nTrestles, 64.\\nTrial pits, 77.\\nTunnel, 13, 17, 27, 97, 130.\\nTunnel sluices, 105\\nTurbines, 47, 57, 99, 102, 112.\\nTurbine channel, 99.\\nV\\nVadagarai channel, 6, 146.\\nVaigai river, 5, 98, 130, 138.\\nVairavan r, 98, 130.\\nVentilation, of tunnel, 102, 103.\\nW\\nWater, drinking, 123.\\nWater, quantity in river, 128,\\nWater-rate, 149.\\nWatershed cut ting, 17, 27, 97.\\nWeir, measuring, 104.\\nWire ropeway, 30, 47, 61, 57, 112.\\nWorkshed, 47.\\nZ\\nZemindari land, 152.", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0251.jp2"}, "250": {"fulltext": "", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0252.jp2"}, "251": {"fulltext": "", "height": "600", "width": "600", "jp2-path": "historyofperiyar00mack_0253.jp2"}, "252": {"fulltext": "^pVILAM PATTI\\nIRCTTAN\\nTADAQAVUN DAN PATTI\\nALAGAPURI I\\n4th. Reach\\nPUDUPPATTJ\\nKALLANAI T\\nI\\nka^malapatti.^ H\\n\u00e2\u0080\u00a2AKUU\\nJRUMBAi\\nTAmCHlYAI\\nvittangulamP\\nAIRAVANATTAmP,\\nSIRUVALAI\\nsholavanoan\\nsittalaIgudi\\npi;_laiyarna\\n3 KUMARUi\\nDKILANEDUNGULAmVcs\\n\u00e2\u0080\u00a2UDAKUDin\\nTIRUYEDAG,\\nTODANERl\\nKALLIKUDH\\nvi\\n\u00e2\u0080\u00a2AMAYA NALLUR v t\\nTENUR n\\nO PODUMBU\\nP mulakaran,\\nkoyilpappakud/,\\n\u00e2\u0096\u00a0O paravai\\nPANAlfui\\nXt^GUDI\\n\u00e2\u0096\u00a0A;n\u00e2\u0080\u0098ANERj\\nPILLAIYARNATTAJwID\\nflj\\ne\\nr. Ramarajapuram\\nn c\\nV i/ I \u00e2\u0096\u00a0\u00e2\u0099\u00a6i t\\n/N\\ny NAOtt^J.KULAM\\nAYANKURUV.-n^.RW\\nKOVIL KURUV lTTURAlP v\\nS\\nAnPANN^\\nREFERENCE\\nRiver Channel\\nTank\\n)v_SILI YANERI\\nGovernment Wet\\nInam Lands\\nGovernment Dry\\nDrainage Lines\\nRoad\\nKeg: No. 4628\\nCopies 410", "height": "3692", "width": "2974", "jp2-path": "historyofperiyar00mack_0254.jp2"}, "253": {"fulltext": "PLATE NO. HI\\nPERIYAR PROJECT\\nMADURA DISTRICT\\nSIXTH CIRCLE\\nMap Shewing the Periyar main branch\\nChannels with important Villages, Roads.\\nZemins Inam lands\\na TUMBAPP/yfri\\nPULIPPATTIQ\\n-1 O\\nMALAMPA\\nILAVALAVU\\nKlDARIPPATTl\\nn VALLALAPPATTtn\\nklLAVALAVI\\nLAM PATTI\\nl^lNIPPATTIs\\nIRYAKKARAIPATTI 6\\nARITTAPPATTlQ\\n9th7^^fe\\n3 Reach-,* r\\nKALLANOIRI\\nKALLAMPATTI\\nTAWrYA,\\n^GALAM\\nSATTAMANQALAM\\nMANGULAM\\niyapattI\\nAKUNDAM\\nBOMMINAIKKANPATTl\\nVANMAMp)eAIPA^TTI\\ntuyya?^\\norangampattidV\\nPADINETTANGUDI\\nVELLALAPPATTI\\nqalattur\\nAYALANGUDI,-^\\nTAMARA!PATTl \u00e2\u0080\u0099n.\\nQ-PUDUPPATTL\\nKURIcMlPATTf\\nD-KOTTAKUOI\\nMARUI^R\\nPULAfyiPATTl;\\nWnG;\\niRANPATTT\\n(AKKUDl\\nKO^AKULAM /^piraKKUR\\nTIRUKKAN-I\\nDnaliwcula M\\nRAJAKEMinRAM I\\nTlRURflUGuVc\\nTIRUVADUR\\n.IpANAlKUL^fl\\nTANGU\\n/ELANDAIKULAM\\nIOAIYAPATTI\\nTINDIYUR\\nITALLAKULAM:\\nRAJAKKURD\\nAPP^KUDIq\\nvarichiyurI\\npunjut;\\niGULAM\\nn SENQOTTAI h\\nANANJIYUR\\nSCALE OF MILES\\n2\\nMiles\\nFurlongs 8\\nu\\ns: N\\nMELAVALAVU\\nI N\\n_ I\\nARPATT\\n1 W\\n-PULANGULAmV/^\\nL\\nvandiyur\\nI\\nKOLIKKUDia\\nKUNNATURn\\nn SAKKiMANGALAM^ ADTU ^APi\\nKIRANUR I\\no\\nD ANGADIMANG ALAM\\nI\\nWioto-Print, Survey Office Madras\\n1898\\ny", "height": "3692", "width": "3097", "jp2-path": "historyofperiyar00mack_0255.jp2"}, "254": {"fulltext": "\u00e2\u0080\u00a2iSS OOfA A\\n155*00\\n0*00\\nReg! No. 5089\\nCopies. 410", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0256.jp2"}, "255": {"fulltext": "PLATE.IV\\nI\\nPhoto- print .Survey Office, Madras.\\n1899", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0257.jp2"}, "256": {"fulltext": "\u00e2\u0080\u0098|20\u00e2\u0080\u009c 280 12\\nA B\\nReg: No. 4631\\nCopies 410\\nDatum tine Bed ofPerivar at site of dam", "height": "3692", "width": "2482", "jp2-path": "historyofperiyar00mack_0258.jp2"}, "257": {"fulltext": "PLAN AND SECTION of WATERSHED TUNN EL\\nSCALE FOR SURVEY\\nAND HORIZONTAL SCALE FOR SECTION\\n100 0 10O 200 300 400 600 eOO 700 800 BOO 1000 1100 12001300 14001600 1600 17001800 1000\\n10 0 10 20 30 40 60 60 70 80 60 100 110 120 180 140 160 160 170 160 1B0\\nVERTICAL SCALE\\nCONTOURS AT ISiFEET VERTICAL INTERVALS\\nNOTE. FIGURES SHEW LEVELS ABOVE THEBEDOF THE PERIYAR AT SIT OF DAM\\nWHICH IS 2837.36 FEET ABOVE MEAN SEA LEVEL\\n3O\\n60 ^ao\\nfeet above mean Sea Level\\nPhoto-PrinU Survey Office Madrasi\\n1898", "height": "3692", "width": "2585", "jp2-path": "historyofperiyar00mack_0259.jp2"}, "258": {"fulltext": "", "height": "3692", "width": "2554", "jp2-path": "historyofperiyar00mack_0260.jp2"}, "259": {"fulltext": "plate no. VI\\nLifting gear as originally proposed\\nI cale-of Feet\\nI 2Q 30 40 50 Feet\\nSECTION ON C. D\\nSECTION ON E;F.\\nPhoto-Print Survey Office^ Madras.\\n1898.", "height": "3692", "width": "2574", "jp2-path": "historyofperiyar00mack_0261.jp2"}, "260": {"fulltext": "RIGHT BANK\\n0-\\nREG NO. 4633 A\\nCOPIES 410\\n1\u00c2\u00bb*00", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0262.jp2"}, "261": {"fulltext": "PLATE NO. VII\\n15ECTION ALONG CREST OF DAM AND ESCAPE", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0263.jp2"}, "262": {"fulltext": "SECTION NO. 1\\nc- 190\\nNO. 5\\nREa* H\\ncopies\\nino 55\\nOO) CO", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0264.jp2"}, "263": {"fulltext": "PLATE NO. VIII\\nPHOTO-PRINT SURVEY OFFICE, MADRAS.\\n1899\\nI", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0265.jp2"}, "264": {"fulltext": "Reg: No. 4634\\nCopies 410", "height": "3692", "width": "2472", "jp2-path": "historyofperiyar00mack_0266.jp2"}, "265": {"fulltext": "", "height": "3692", "width": "2636", "jp2-path": "historyofperiyar00mack_0267.jp2"}, "266": {"fulltext": "jnVrVv", "height": "3692", "width": "2503", "jp2-path": "historyofperiyar00mack_0268.jp2"}, "267": {"fulltext": "PLATE NO.IX\\nSHEET II\\nPERIYAR\\nSCREEN FOR SLUICE.\\nSPACING OF RODSi DETERMINED\\nInches\\n3\\nFeet\\nENLARGED VIEW OF SCREEN\\nScale\\nI f\\nPhoto-Print Survey Office, Madras.\\n1899", "height": "3692", "width": "2503", "jp2-path": "historyofperiyar00mack_0269.jp2"}, "268": {"fulltext": "HALF PLAN AT TOR\\nOLD WORK\\n^OCK AT BOTTOM d\\n-m\\ni:\\n111 M\\niJmanI\\n~HPUE\\nL T\\n\u00e2\u0096\u00a0jnn\\n,-9-6\\nm\\nI I\\n-3-6;*\\no) a\\nt\\n6-ft\\nCQ\\n0\\n;l6-.0 EEzzi EHz:\\nOLD WORK\\nNBW WORK HERETO BE BONOEi;\\nINTO EXISTING MASONRY AND ROCKj\\n22NQRwiA\\nJ\\n00 iCD\\n1 i I\\nm\\nHALF PLAN AT BOTTOM\\nSECTION ON A. A\\nIN SURKI MORTAR\\nTHE DIMENSIONS OF THIS RECESS HERE\\nGIVEN ARE APPROXIMATE THE MASONRY\\nmust be MADE TO SUIT THE IRON WORK\\n|RA1UNG TO BE\\n9 FROM EDGE\\n156 25\\nPLAN\\nOF i\\nPERIYAR HEAlilL\\nScale of F\\n.1. SILL LEVEl^ 106-76\\nReg: No, 4634\\nCopies 410", "height": "3692", "width": "2544", "jp2-path": "historyofperiyar00mack_0270.jp2"}, "269": {"fulltext": "PLATE NO.IX\\nSHEET 111\\nft I\\n6-9-\\n16-0\\nHALF SECTION ON D. D.\\nWORK HERE TO BE BONDED\\nIN TO EXISTING MASONRY AND AT\\nI\\nSECTIONAL ELEVATION ON B. B. B-B.\\nI\\n156-25\\nLUICE\\n20 FEET\\nft\u00e2\u0080\u0099 PLAN\\nE SILL\\n39*02\\n3STINQ\\n127 00\\nBELOW THIS PORTLAND\\nCEMENT MASONRY\\n122*00\\n106-75\\n11^0\\nI\\nI\\nI\\nROCK TO BE BENCHED AS HERE\\nSHOWN WHERE EVER MASONRY\\nRESTS ON. IT\\nREFEREN CE\\nRubble in Portland Cement\\nDressed face stone in Do,\\nArchwork cut stone in Do.\\nRubble in surki Mortar\\nOld work\\nWood work\\nSECTION ON C.C.\\nPhroto-Print SurVBy Office, Madras.\\n1898", "height": "3692", "width": "2503", "jp2-path": "historyofperiyar00mack_0271.jp2"}, "270": {"fulltext": "Q\\nCC\\nCC\\nu\\nCL\\nli\\nuJ\\no\\nz\\ng\\nh-\\nO\\nLU\\nCO\\nID\\nf\u00e2\u0080\u0094\\ncn\\nZ)\\n-J\\n\u00c2\u00a3L\\nq:\\n3\\n0\\n(0\\na\\nu\\nc\\nO N\\nc\\nH\\nUJ\\nUJ\\n11.\\nm\\nt\\nQ\\n2\\nq:\\nQ\\nq:\\nu\\nO\\nCL\\nz\\nZ\\no\\nz\\ng\\nLU\\nh*\\n2\\nO\\n2\\n3\\nUJ\\nCO\\n1-\\nCO\\n3\\nCL\\nCt\\n3\\nCO", "height": "3692", "width": "2472", "jp2-path": "historyofperiyar00mack_0272.jp2"}, "271": {"fulltext": "O\\na\\njd .5\\n(0\\nu\\n\u00e2\u0080\u00a2a\\nrt\\nS\\nO\\nCD\\n5 CO\\nc\\n\u00e2\u0080\u0098u\\n0.\\nI\\no\\n4-*\\no\\nr\\nin\\nCO o\\n(0", "height": "3692", "width": "2390", "jp2-path": "historyofperiyar00mack_0273.jp2"}, "272": {"fulltext": "iPLAN A. B.\\niPLAN C.D.\\nRING omitted)\\nSECTION E.F.G.\\nReg: No 4635\\nCopies 410", "height": "3692", "width": "2503", "jp2-path": "historyofperiyar00mack_0274.jp2"}, "273": {"fulltext": "IRPLUS TUNNEL SLUICE\\nPLATE X\\nSHEET 2\\nSOCKET \u00e2\u0080\u0098FOR PILLARS\\nSET SCREWS\\nHe -5^-h|\\niSol44 to thi\u00c2\u00ae iNo. 96ito thi\u00c2\u00bb*\\n/Vf\\nBOLTS\\nNo 160 to this No 72 to this\\ns\\nNo 192to,this\\nLIFTING SHACKLE\\nI NT NO. 4\\nPhoto-Print Survey Office, Madras\\n1898\\nz \u00c2\u00b0N ,.I^-J)g-I ^g|d peg T -M I", "height": "3692", "width": "2472", "jp2-path": "historyofperiyar00mack_0275.jp2"}, "274": {"fulltext": "PLAN OF\\nV.\\nReg: No. 4636,\\nCopies 410.", "height": "3692", "width": "2503", "jp2-path": "historyofperiyar00mack_0276.jp2"}, "275": {"fulltext": "PLATE NO.Xl\\nT BANK EXTENSION.\\n-I\\n_i\\no\\nz\\nu.\\nO\\nz\\ng\\nf\u00e2\u0080\u0094\\no\\nUi\\nw\\n_l\\nz\\nQ\\n3\\nH\\nO\\nz\\no\\n_1\\nNote-The Drain at, A, w.5S Gauged on 19-11-95,and the\\ndischarge found to be 32 Cubic inches per second.\\nThis quantity is almost entirely accounted for by a\\nspring which is situated about the point marked R\\non plan.\\nPhoto-Print., Survey Office, Madras,\\n1898", "height": "3692", "width": "2595", "jp2-path": "historyofperiyar00mack_0277.jp2"}, "276": {"fulltext": "LONGITUDINAL SECTION OF PERI\\n3\\nW\\n3\\n\u00e2\u0080\u00a2a\\nX\\n3\\nO\\nu\\n\u00e2\u0096\u00a0o\\nc\\nc\\nX\\no\\n:a\\na\\ntt\\n\u00e2\u0080\u00a2o\\nCQ\\n8\\nni\\n(A\\nO\\n3\\nX\\nO\\nu\\nu\\nc\\n3\\nN\\nCQ\\nE\\no\\no,\\nS\\nL.\\n3\\n3\\n(0\\n0\\na\\nc\\na\\na\\nvs\\n\u00e2\u0096\u00a0a\\nQ\\n3\\n(A\\nE\\n(Q\\nK\\n\u00e2\u0096\u00a0o\\nX\\nrst Reach\\nTop of existing banlc+629 62A,+\\nPull suddIv Level 4 ,623*62\u00c2\u00bb\\n4\\n.^,ir6l4-85 4\\n4-\\nExisting bed level +-6I7-62\u00c2\u00ab^\\n*\u00e2\u0096\u00a0615-801\\n+605-11 0\\n605-11\\nV N\\n\u00e2\u0080\u00a2603-16 to\\n^-eoa-i.^\\n0\\n6\\n6\\n0\\n0\\nRariiarajar O\\n604*1 S%\\n0\\nNachikuiamo\\nz\\nZ\\nz\\nZ\\n\u00e2\u0080\u00a2puram\\nZ\\nTank\\nCO\\no\\n(0\\nCO\\nCO*\\nTank w\\nCO\\nCO\\n6\\n6\\n0\\nd\\nti\\n0\\ncj\\nPatum 600\\nCanal Mileage\\nm iis 2 Miles 3 Miles u)^Miles ^TmUss jj6 Miles\\\\ 7 Miles g 8 Miles 9\\no 2 cj ffl\\nTop of existingibank 59l 82-(^\\nFull supply Level +58S\u00e2\u0080\u009982-*-\u00e2\u0080\u0098\\nExisting.bed level 579 82*^\\nDatum 500\\nCanal Mileage\\na\\nMiles 22 Miles 23 Miles\u00e2\u0080\u0099 24 Miles S 25 Miles 26 MilesS 2 ^Mile^7 28 Miles 29 Miles\\n\u00c2\u00abTalaik(u1iam Pappankulam\\ngS Tanks g\\nTYPICAL SECTIONS OF PERIYAR i\\nc. s.\\nC. S; No. I. At O Mile\\n6 6 /T\u00c2\u00b0P Bank\\nIgi F. S, L 623 6Q\\nSlope of Cutting).^ 60\\ntOO\\n620-4PG. L.\\nC. S. No. 2 At 0 Mile 3 Fur.280 Ft.\\nIp F. S. L. IP\\nc.\\nO\\n-70-d-\\n617 08\\nC. S. No. 3 At 1 Mile 4F.380 Ft.. 532 72\\niO o n.\\\\\\naj^p-% P_ 3_ L., 0-\\nG. L.624\u00c2\u00bb72\\n615-80\\n82-d-\\nC. S. No.4 At 2 Miles 3 Fur. 160 Ft.\\nC. L.B20\u00e2\u0080\u009854\\nC. S. No. 5 At 3 Miles 7 F.40 Ft.\\nOJ.. 608-19\\nC. S. No. 6 At 4 Miles 7 Fur. 360 Ft.,\\n..sv ir\\\\ y\\nF. S. L.\\nG.L..613-06\\n62-6-\\n\u00e2\u0080\u0099^605-11\\nC. S. No. 19 At 29 Miles 4 Fur.540 Ft.\\nScale\\nReg: No. 4637\\nCopies 4io\\n4 80 2|) y\\n40\\n-t-\\nlikl Feex", "height": "3692", "width": "2472", "jp2-path": "historyofperiyar00mack_0278.jp2"}, "277": {"fulltext": "n urn\\nMAIN CHANNEL\\nO\\nc\\nCS\\nu\\nCQ\\n1\\n(tt\\nC\\n2\\n13\\n(0\\nCO\\no\\nu\\nu\\nPLATE NO.XIl\\nQQ\\no\\n*5\\nw\\nV\\nflS\\n3\\nbe\\nc\\n3\\ni.\\n3rd Reach\\n4 th Reach\\nX--K-\\n6 th Reach\\n^Mitet 31 Miles\\nfj CHANNEL\\nr At 6 Miles I Fur, 160 Ft,\\n\u00e2\u0080\u0099596*25-^-\\nXT)\\nd\\nY\\n^686-86\\n=*\u00e2\u0080\u0098537*47\\nr 1\\n^685*93\\n*\u00e2\u0080\u0098580*97\\nz\\nCO 2,\\nCO\\n(O\\nCO\\n\u00e2\u0080\u009cz\\nOz\\n0\\nd 0\\n0\\nz\\nto Miles^ II Miles 12 Mile* 13 Miles 14 Miles\\nnth. Reach\\n15 Miles 16 MiieS\\n.\u00e2\u0080\u009c\u00c2\u00a3c\\n3 (fl\\nli c\\nI-rt\\n17\\n579*22\\nMiles 18 Miles\\n19 Miles 2C Miles\\n34\\nCO\\n554*26\\n10*\\nVertical Scale\\n)0 2(\\n^0 8^ Feet\\n1 1111 111.1.11\\n1 1\\n1 1\\n1 1\\nHorizontal Scale\\n32 Miles 33 Miles 34 Miles 35 Miles\\ncp 3 5*7.160 iFt.\\n9\\n(6\\nQi\\n09\\n\u00e2\u0096\u00a0L. 1,. I i\\nC. s. No. 13 At 20 Miies 5 Fur\\n603-19\\n62*6\\no. 8 At 7 Miles 3 Fur.\\n619\u00e2\u0080\u009868\\nF. S. L.\\n7|.o\\n611*68\\n603*15\\n9 At 10 Miles 6 Fur.\\ng 607*86\\nF. S. L.\\nC. S. No. IS At24M!Ie8 3 Fur.\\n10 F. S. U 579*80 JO^\\n590*39\\n682*39\\nG. L. 596*21\\n^-6^8-\\nNo. 10 At 17 Miles ^.47\\n46-8\\n0. S. No. 16 At 26 Miles 2 F. 100 Ft 585\u00e2\u0080\u009888\\nF. S. L.\\n10 V:\\n593*06\\n587*47\\n_62-0-\\n3 II At 18 Miles 3 Fur.\\n10\\n04*28\\nF. S, L.\\n5S300\\n\\\\X^ 584.28\\n-61-2-\\n12 At 19 Miles 7 Fur.\\nF. S. L.\\n^+592*99\\n586*17\\n677*88\\nC. S. No. 17 At 27 Miles 4 Fur. 300 Ft. 532*04\\n\\\\A/r\\nF. S. L. 10 _^5*91\\nC S. No. 18 At 28 Miles 6 Fur (00 Ft.\\n\u00e2\u0080\u00a2/.(--36^2^^- S80*99\\nC. S. No. 20 At 35 Miles 5 Fur.,ISO Ft\\n^-27-3\\n;F^+568*50\\n6 566*26\\n657*10\\n554*26\\ntPOO Ft.IXBr. Chi\\n^4 F, S, L. 570^2\\nPhoto-Print., Survey Office Madras.\\n1899", "height": "3692", "width": "2564", "jp2-path": "historyofperiyar00mack_0279.jp2"}, "278": {"fulltext": "Reg: No. 4638\\nCopies 4)0", "height": "3692", "width": "2492", "jp2-path": "historyofperiyar00mack_0280.jp2"}, "279": {"fulltext": "PLATE NO.Xdl\\nSURVEY OF ANICUT\\nPERANAI\\nScale\\n1(^0 290 3(j)o Feet\\nI\\nS\\nPhoto-Print Survey Officei Madras.\\n!89S", "height": "3692", "width": "2492", "jp2-path": "historyofperiyar00mack_0281.jp2"}, "280": {"fulltext": "F\\nReg-t^p. 4639\\nCopies 410", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0282.jp2"}, "281": {"fulltext": "PLATE NQ. Xiy\\n.UlCE\\n;et\\nP\\n^PSS GROOVES OF SHUTTERS\\n(C\\nD\\nO\\nREFERENCE\\n1 I Coursed Rubble\\n6^ Cut StftnA\\n[HD ilough Stone\\nn-. \u00e2\u0080\u0098.vj Concrete\\n\u00e2\u0080\u00a2\u00c2\u00bbN ON A. a c. D.", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0283.jp2"}, "282": {"fulltext": "a *0 NO N(\\nSCOURING\\nSLUICE\\nAT\\nPERANAY\\nSCALE OF\\nFEET\\n10 5 O\\n1 1\\n10\\n1-\\n20\\n\u00e2\u0080\u00941-\\n-1-1.\\nyjyyy/y/\\n51*919\\n319C9-*-;\\nCROSS SECTION ON R-S\\n+636-12\\nREFERENCE\\nBurnt Stone in Mortar\\nDo. for Arch Work\\nDo. Dressed in Mortar\\nCut Stone Work\\nRoughly Dressed Ashlar\\nCyclooean Rubble in Mortar\\nConcrete Work\\n5 0 10 0\\nZ ini\\nA PORTION OF THE HEAD SLUICE\\n-0-05-\\ni\\nCO\\n20-0\\nReg: NO 4640\\nCopies 410\\n4-6", "height": "3692", "width": "2400", "jp2-path": "historyofperiyar00mack_0284.jp2"}, "283": {"fulltext": "PLATE NO.XV\\nPhoto-Print Survey Office, M\u00c2\u00abd\u00c2\u00ab$\\n1898", "height": "3692", "width": "2400", "jp2-path": "historyofperiyar00mack_0285.jp2"}, "284": {"fulltext": "PLAN\\nFALL and BiDG\\nCOMBINE\\nAT 2i MILES FIRST REACkfIN\\nin\\nm\\no\\nH\\nO\\nZ\\no\\nz\\nSECTION\\nCO\\nCO\\nREFERENCE\\nOil _Gravel\\nSub Soil_ Kunkur Shale\\nAmount of Estimate Rs_ 6850\\nMM Arch Stones\\nmm Cut Stone Work\\nCourse Rubble Work\\nLLLl Rough Stone in Mortar\\nLlUl Do. Packing Apron\\nEI3 Concrete Broken Stone in Mortar\\nREAR ELEDN\\nC,D\\nReg No. 4641\\nCopies 4K)", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0286.jp2"}, "285": {"fulltext": "DGE\\nPLATE NO. XVI\\n\u00e2\u0096\u00a0UN CHANNEL\\n30\\n40FEET\\nC.D\\n)N\\n79-3 3\\nPhQto-Pn nt Survey Office- Maaras\\n1899", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0287.jp2"}, "286": {"fulltext": "PLAN OF A SURPLUS SLUICE OF 12 VENj\\nat 3 MILES 7 FUR AND 2-72 Cj\\nW.w seCTIONS ON\\nMAIN CAf;\\nSCALE OF Fl\\n+596-731-\\nI\\n59^-73\\nBee-: No. 4642\\nCopies 410", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0288.jp2"}, "287": {"fulltext": "PLATE mm/n\\n=0R RAMARAJAPURAM TANK\\nK RRST REACH\\n30 40 FEET\\nt 1\\nSlab Stone\\ng^Ashlar\\nPhoto-Print Survey Office, Madras.\\n1899", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0289.jp2"}, "288": {"fulltext": "./I\\n\u00c2\u00bb-L.\\n8\\nsw\\nt\\n5\\ns\\nmm\\nRe\u00c2\u00ab: No 4C43\\nCopio* 410\\nCO\\nm\\nO\\no\\no\\nz\\np\\np\\nA\\nPLAN OF AN aqueduct of TWO\\nNORTH W\\\\\\nSCALi\\n10 S\\n1+612-41\\n30S-41\\n+604.41\\nBEOOPMAIN;\\n\u00e2\u0080\u00a2^A\\n\u00e2\u0099\u00a6600.41\\n\u00e2\u0099\u00a6598.J6\\ndUUAH.", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0290.jp2"}, "289": {"fulltext": "PLATE NO. XVIII\\nREFERENCE\\nRubble In MorUr\\nDo. Do. Do. For Arch Work\\nDry Stone Work\\nConcrete Work\\nDressed Ashlar Work\\n1* Area of Sub Passage 330 Sqr Ft.\\nDjsch; Thro Do. 2430 Cub: Ft. PerT\\nNature of Surface Soil -Gravel\\nDo.\u00e2\u0080\u0094of Sub Soil-KunKar\\nEstimate Rs. 19.800\\nT.T\\n\u00e2\u0096\u00a0\u00c2\u00bb604.4t\\n--JROUNO LEVEL 602- 22\\n1689-01\\n_iW7.4I Photo-Print Survey Offlc\\n1898", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0291.jp2"}, "290": {"fulltext": "average depth of foundations Ig\\nAT 13 M) i\\n3lll\\n01\\nSi\\n6\\n2\\no.\\n-7-0^1\\nMl\\n12-0\\nReg No. 4644\\nCopies Aro\\n595-00 BED OF nullah\\n592-00 L\\n690-00", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0292.jp2"}, "291": {"fulltext": "3. SUPERPASSAGE\\n3 2 FURLONGS. 4-09 CHAINS\\nREACH MAIN CHANNEL\\nSCALE OF FEET\\n0\\n30\\nFt.,\\nPLATE NO. XIX\\nPLAN\\nREFERENCE\\nCoursed Rubble in Mortar\\nDo, .for Arch Work\\nConcrete Work\\nSlab Stones\\nDressed Ashlar\\n11JI Dry stone Work\\nRoughly dressed Ashlar\\nSurface soil w Hard gravel\\nSub Soil Rock\\nAmount of Estimate Rs. i3i5 00\\nDrainage Area 5 Square Miles\\nSub passage Area 504 Square feet\\nDischzThro: Do. 1608 Cub: Ft. Per l\\n3-3\\n6C0-00\\nON A.B.\\nr4-595-00\\n\u00e2\u0080\u009869^-43 I t liiiiiii\\nHALF ELEVATION\\n600-00\\nground LEVEL -f 698 43\\n595-00\\n.iL-i-f-592-00\\n-.J+-590-00\\n-l- 584-25\\nROCKY\\naverage\\nDEPTH OF foundations if FEET NEARLY\\nPhoto-Print Survey Office, Madras.\\n1898", "height": "3692", "width": "2400", "jp2-path": "historyofperiyar00mack_0293.jp2"}, "292": {"fulltext": "", "height": "3692", "width": "2421", "jp2-path": "historyofperiyar00mack_0294.jp2"}, "293": {"fulltext": "PLATE XX\\nERPASSAGE FOR MARANGALIAR CROSSING", "height": "3692", "width": "2431", "jp2-path": "historyofperiyar00mack_0295.jp2"}, "294": {"fulltext": "OS-\\nNO. l. FALL ANP SLUICES COMBO: AT O. M. I FURv 440 FEET.\\n9TH. BRANCH CHANNEL.\\nscale\\nL\\n16 Feat\\nRegr-. No. 4^4e\\nCopies 410", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0296.jp2"}, "295": {"fulltext": "PLATE NO.XXI\\nPhotpi-PrlntjSurvey Office. Madras.\\n1899", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0297.jp2"}, "296": {"fulltext": "", "height": "3692", "width": "2544", "jp2-path": "historyofperiyar00mack_0298.jp2"}, "297": {"fulltext": "DROP NO. 1\\nINTHE12W BRANCH CHANNEL\\nScalfi\\n4\\nIB Feet\\nreference.\\nDISCHARGE AT F. S.L 2l7 CR.a\\nDO-M. W L. 281 C P.S\\nsoil_GRAVEL\\nSUB SOIL AT S -9-SOFT ROCK\\nCOURSED RUBBLE\\nCUT STONE\\nROUGHLY DRESSED ASHLAR\\nFra rough stone dry\\nESS CONCRETE\\nPLATE NO.\\nii9__-C. S.ON C.C.\\n1-6\\n9\\no\\nELEVATION\\n552-4.5\\n-1+034.46\\nPhoto-Print,Survey Office Madras.\\n1899.", "height": "3692", "width": "2544", "jp2-path": "historyofperiyar00mack_0299.jp2"}, "298": {"fulltext": "XITHBRANCH channel\\nFALL OF 10 FEET\\nScale\\nI I i P\\nRes f No. 4848\\nCopies 410", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0300.jp2"}, "299": {"fulltext": "PLATE XXIII\\nREFERENCE\\nSoil_ _ Earth\\nSub Soil_ _ Gravel\\nDischarge M. W. L._61. C. F S.\\nDo. F. S. L _ 28 00\\nlO,\\nG. 1_\\n489-I9\\nr-\\nCs.\\nB. L. Upper\\n-48fl5\\nj\\nB. L. Lower\\n477-15\\nq5\\nm\\no\\nRENCE\\nCoursed Rubble\\nJut Stone Work\\ntough Stone Dry\\ntoughly Dressed Ashlar\\nConcrete\\nPhoto-Print Survey Office, Madras\\n1899", "height": "3692", "width": "2369", "jp2-path": "historyofperiyar00mack_0301.jp2"}, "300": {"fulltext": "CO\\nm\\no\\nH\\nO\\np\\nREFERENCE\\nIRRIGATIO\\nFIRSm\\nIN THE\\n3\\nr~~l Burnt Stone in Mortar\\nCut Stone work\\nSlab Stone work\\ncm Dry Rubble\\nA,\\n:(p\\nConcrete\\nDeoth of water in front 6\\nDo. At Rear 2\\nArea to be irrigated 200 Acres-\\nEstimate Rs. 700\\n+604-251BED OF MAIN CHANN\\nB03 26 4-\\nF.S.L.+ 610-25\\nGROUND LEVEL+ 608-25\\n-7-6-\\n-|-601*25 L.-^-\\nl 5-O\\n4-ffl\\nReg: No. 4649\\nCopies 410", "height": "3692", "width": "2369", "jp2-path": "historyofperiyar00mack_0302.jp2"}, "301": {"fulltext": "PLATE NO. XXIV", "height": "3692", "width": "2482", "jp2-path": "historyofperiyar00mack_0303.jp2"}, "302": {"fulltext": "4-0\\nl-6 l-6i6-a\\n3\\no\\nz\\no\\nz\\no\\no\\no\\n51-6\\no\\nREFERENCE\\nBurnt Stone fn Mortat\\nRoughly Dressed Ashlar\\nSlab Stpne Work\\nConcrete work\\nI I tlron work\\nSoil gravel\\nSub Soil hard Gravel\\ndesigned by\\nBottom Width of Chi. 51\u00e2\u0080\u009820\\nCutting li to 1\\nDepth of water 6 Feet\\nAmount of the Est Rs. 950", "height": "3692", "width": "2451", "jp2-path": "historyofperiyar00mack_0304.jp2"}, "303": {"fulltext": "PLATE NO. XXV\\nIN TROUGH\\nScale\\n20\\n3iO Feet\\nK PINAL SECTION\\nHAI F ELEVATION\\nTOP OF BANK\\n-^ROiUND LCT EI\\n_ BOTTOM WIDTH OF\\n1 _:\\nCHANNEL 5120 FEET-\\nPhoto-Print Survey Office, Madras\\n1899\\nBED LEVEL OF CHANNEL", "height": "3692", "width": "2595", "jp2-path": "historyofperiyar00mack_0305.jp2"}, "304": {"fulltext": "5\\nTYPE DESIGN\\nOF\\n6 FEET FALL\\nScale\\n10\\nREAR ELEVATION\\nFRONT EL\\\\K\\nG-L\\nReg: No. 4651\\nCopies 410", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0306.jp2"}, "305": {"fulltext": "PLATE NO. XXVI\\nI 4-6\\nij-\\n,-5\\ni-6\\nREFERENCE\\nI^SSN Coursed Rubble\\n^^3 Cut Stone Work\\nRoughly Dressed Ashlar\\ncm Rough Stone Dry\\n^2) Concrete\\nPhoto-Print Survey Office, Madras\\n1899", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0307.jp2"}, "306": {"fulltext": "", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0308.jp2"}, "307": {"fulltext": "plate no. xxvii\\n10 Feet ELEVATION\\nREAR FRONT\\nPhoto-Print,Survey Office Madras.\\n1899", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0309.jp2"}, "308": {"fulltext": "I\\nIN THE XII E\\nHALF ELEVATION.\\nCopies 410", "height": "3692", "width": "2523", "jp2-path": "historyofperiyar00mack_0310.jp2"}, "309": {"fulltext": "PLATE NO. XXVIn\\nn\\noo\\nCO CO\\ntn\\n626 63\\nj 624\u00e2\u0080\u009963\\nreference\\nSoil.Earth\\nSub Soli ...At Gravel\\nEstimate Rs.I020\\n1\\nCoursed Rubble\\nRoughly Dressed Ashlar\\nRough Stone Dry\\nConcrete\\nRoad Metal\\nPhoto-Print Survey Office. Madras\\n1899", "height": "3692", "width": "2564", "jp2-path": "historyofperiyar00mack_0311.jp2"}, "310": {"fulltext": "VK-\\nT-\u00e2\u0080\u0098\\ni\\nc\\n*ry\\n\u00e2\u0096\u00a0;v\\nA)\\ns V\\n.fS\\n.4\\nt\u00e2\u0080\u0098\\n5 5\\nV*\\n;V,\\nI\\nI I\\n.ft\\nI\\n1", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0312.jp2"}, "311": {"fulltext": "", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0313.jp2"}, "312": {"fulltext": "", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0314.jp2"}, "313": {"fulltext": "", "height": "3713", "width": "2277", "jp2-path": "historyofperiyar00mack_0315.jp2"}, "314": {"fulltext": "", "height": "3692", "width": "2492", "jp2-path": "historyofperiyar00mack_0316.jp2"}}