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(All righti re$Mrved.) 
 ADVANCE PROOF— ('S^'ftiec' to revision). 
 This iirnof !■= sent to you for discussion only, and ( i the expresi 
 unJerstuntlinj- thnt it it, not to bo used for nny other puijwsc what- 
 (See Set:. J7 of the Comtittition). 
 
 I'vei 
 
 (^imikri ^ociety of ^iml ^ngin«eP5. 
 INCORPORATED 1887. 
 
 TRANSACTIONS. 
 
 N.I! — 'I'liis Society, us a boJy, does not hold itself res|)on»il)le for the fiicls 
 iind opinions stated in any of its rublieations. 
 
 MASONRY WORK OF THE CHEAT ttlVRR BRIDOK. 
 
 By Cecii, B. Smith, A.M.Can.Soc.C.K. 
 
 T<i be read Thursday, Jan. Ith, 1804 . 
 
 This l.ridj;e. built during 1892-9:5, by the Baltimore & Ohio 
 R.R.f.'o., :it its erossinsiof this river, on ths State Line R.R.. between 
 Uniontowii, Pa,, and Morgi-iitown, W. Va., was, with other wo-k, put in 
 cliiirnc oi' tlie :iuthor of this paper in July, 1892. 
 
 Amongst the tirsi duties were to establish, accurately, the highest 
 known flood level, and idso to make survey.s and soundin.L's of Cheat 
 River for 2A miles above the proposed bridge site, this latter informa 
 tion beiiiii- needed to domonstrate to the Federal (Jovernment that this 
 river was unlit lor navigation and its improvement impracticable, in 
 order tliat the grade of our crossing miuht ho placed, as near as safety 
 might warrant, to the flood level. 
 
 The highest known water was in July, 1888, when the ri\er rose 
 exactly 30 feet, above pool level, at this point. 
 
 ll will be undeistood that the C/'hoat River empties into the Monon- 
 gahela immediately below the bridge, an.i that this hiti,-, river is 
 improved for navigation from Pittsburg, Pa., Ui Mor-antown, \V. Va., 
 Iiy a series of d;ims and looks, which pool the water about every 1() 
 miles, on an averasre. 
 
 Pool No. 9, of Monongahela. backs -J miles up Cheat River, at low 
 water, and has r.used the watrr level at the bridiic site HJ'eet, or from 
 an original d.'plh of 5 livt to a present one of i;{ leet at low water. 
 
 The grade lino was put. ;ir>' fv ahov,> pool, and bridge seats 32' *bove 
 |Miol, or only 2 !'eet above tlie highest known flood level. 
 
 This seems very little margin, but wh.Mi it is considered that oidy 
 e.xee|,iional floods raise over If) or 20 feel, :ind that any higher water 
 thao 30 feet would allow the water t.. How over a lar-e"ar.'a, throu-h 
 the \lil,,ue ..I |'„i|,| Marion, and th.'. ■ to the M.a.ongahcla by am.lher 
 elannel, it will iippear ,,uite sutHcient, especially as the drainage area 
 for l.-,0 .nil.'s and ineliiding nil its branches is in'a motnituinous re-ion 
 where the e.,nditions are not likeiy to be ever ehaiiged, l.y elearini;' the 
 land, tc. any great extent, for eidtivation, 
 
 Tiu' Bridge consists oi 4 Ihiough spans 13.-)' centn.vs, tuid 2 half 
 thniugb plate girders ot ,S5' and C5' over all, or a total K'nirtii ofC.Ot' 
 feet, ami is now being put in l.y the Pencoyd Mridge Wcn'ks. 
 
 It will be m.tieed, by the general plan, that 200 feet of the bridge is 
 oiyi !l>^ i:t ■ curve. This is arrangtul for by lengthening Piers 1 and 1 1 
 (Plate XIII) snffieienlly to space the main trusses of ihe.se spans 
 en.mgh wider than those on langi'iit to allow for curvature. 
 
 This is not as bad a feature as it otherwise wouhl be, owin- to the 
 proximity .d' i depot and lov.n. thereby -ansin- trains to slow down 
 at the bridge. 
 
 The triaugulations were carried out in .lu|ilic.iti: and checked to X- 
 foot ; the average was taken, and found afterward, by aetniil measure" 
 ment, to l)e within i^ fool o!" being correct. 
 
 _ The main base line was laid out exactly p.iraliel to the axes of the 
 piors, ami both base lines were hubbed and levelled every 50 feet. The 
 
lovcllini; was found necessary, even on fairly level (ground, as a 40ft ft, 
 l)ago linesliews J. foot error wlion tape was U'volled by the eye only, over 
 lairly level f^round. 
 
 The angles were repeated 12 times with a young trauNit graduated 
 to iiiiuuteH only, and checked to within J minute on averages. 
 
 'i his error of clos ure was found to bo always on the .-mall side. Oue 
 writer ascribes this fact to the instrument beini:- outof level by repeated 
 turnings, but the author belirves it io be due to a slight dragging of 
 tlie axis in the direction tiirMcd, 
 
 The soundinjrs were taken by a very simple method : The positions 
 on the base line ci^acllfi iit right angles to each sounding needed were 
 fixed on the ground, as also on a similar base line on the other side of 
 the river also pi'.'allel to llio axes of the piers. This gave one range, 
 oj)cratcd entirely by rodmen or axemen. The other r!in^(! was by 
 transit angles from the di.stant end of a base line. 
 
 In fixing the drelge flags, afterwards, the same method was adopted 
 and found to work very well. This, in case one transitman only is 
 available, and for rivers not over 50(1 or COO ft. wide, will bi^ found a 
 ready inrdiod albeit p'^nbably familiar to most of my readers 
 
 The soundings for pur foundations disrjlosed a thin layer of closely 
 cemented gravel, overlying soft clay shale at Piers II, ITT and IV. 
 Ill feet of mud and gravel overlying rock at J'ier V. 
 And apparently .solid rock within 7 feet of water surface at Pier I. 
 This last information was afterwards proven entirely incorrect, and 
 came near causing great trouble. 
 
 The seeming solid rock, obtained in about 15 different readings, 
 which all made the rod ring, was merely a solid mas.s of huge boulders 
 forming the toe of an (turted / slip, from the mountainside adjacent, and 
 which oxt^jnded fiom about 20(t feet above the water to the bottom of 
 the river, and varied from 3 to 20 feet in thickness. 
 
 When the cofferdam, made by ini artificially made filling, above 
 water level, into which sheet piles were hand driven, encountered these 
 boulilers, driving had to be discontinued, and anotiicr row of shei'tins; 
 and ring of timbers put in. This was, with much difficulty carried 
 down c<impletely past the slipped material to a firm clay foundation, 
 nearly level with the river piers foundations. 
 
 The masonry base was well spread out, and the pier lias not settled by 
 the slighest noticeable amount, when testt^d by levels. 
 
 The foundation for the north abutment was commenced before that 
 of Pier I, the material being wlieeled to form the artificial dam 
 mentioned ; and as it was supposed that solid rock was within 7 feet 
 of water level, or 16 feet of ground surfi»ee, or even les.s, no great dif- 
 ficulties were looked for. It was aecordiugly thought ample to lay out 
 foundation pit 4 feet all around larger than the proposed pilaster, which 
 was to be 12' (i" at its greatest width. 
 
 Here would .seem a good opportunity to warn beginners in founda- 
 tion work of any great possible depth : " Be sure to lay them out 
 " amply large for supposed needs, and then add 1 or 2 feet all around 
 " for exigencies." 
 
 After this foundation was carried down 12 feet, the old hlip, before 
 mentioned, cons^.^iing of elay and boulders, was encountered, and it 
 became evident that the pit must be carried down past this layer to a 
 firm clay at least. 
 
 A second row of sheeting was necessary, and the question at once 
 arose : — 
 
 Whether the abutment, as originally designed, was heavy enough to 
 withstand tlie pressure of a mountain side behind, liable to move at 
 any moment, and ^Yitll only a narrow support (See Plate X for cross- 
 section) between the abutment and the river I 
 
 It was resolved to carry down as large a foundation pit as possible 
 and fill it with masonry. Soft rock was obtained 2.'] feet below ground 
 and neat lines, or about 40 feet below grade, and a width of 14 feet 
 there given to the masonry and concrete. This width was carried up to 
 
 2 
 
the neat work, and all .spncoA bctwoeii tlic uiiiso ry nnd gheotirg oarc- 
 f'uliy rammed with conorotu or earth ; thu remainder of tlio ivb'itmcnt 
 was built according to pliin. 
 
 Duviug the oscavntiun of tiiis f'onndntioD the pressure on the timber- 
 ing was enormous. The 12 '' x 1 2 '/ struts were spaced 6 feet apart long- 
 itudinally, and the rings wore about the same distance apart vertically ; 
 but these were found, in places, to be crushing the timber rings to such 
 un extent as to require mau\' extra ones. There is no doubt but 
 that tlu^ buildinu' nf m spur from the main line at this point, along 
 with the embankment for thu main line itself, had put the mountain aida 
 out of bnlnncp, and tli<> whole muss was pressing- on the buck of the 
 excavation timbering. 
 
 This point is made clour hy two facts, which wore discovered during 
 tlu! progress of the work : 1st, a bench mark on a very liirgo sound 
 stump 200 feet up tlie livir from the abutment bad settled 22-100 
 foot belbro being discovered (luckily causing littlo or no errors) ; and 
 2nd, that a deep well about 500 feet down the river from the abutment 
 was 2 or 3 feet out of plumb, altlinugb only dug for 2 or 3 years. 
 
 The whole country, along the banks of this river and the Monon- 
 gahela, is in u slate of unrest, and nccdi* hardly any provocation jo 
 make it move slowly but surely toward the river's edge. 
 
 Un bringing the embankment forward nfler the abutment was 
 completed, a slight crack appeared in the flared back wing, but on 
 ceasing to add nev; material when almost completed, the crack 
 Ceased to enlarge, and the abutment is since standing all right, Hy 
 adding a, few cars (if eolxc cinders the load will not be appreciably 
 increased and the onibaiikment completed. 
 
 'riiis abutment was thoroughly well built of the very best descrip- 
 tion of first class masonry facing, with heavy well bonded coursed 
 rubble bucking, the average size of stones being about 2i' x 5' x 2', 
 
 The work Wiis done umler the closest inspection, very few spalls 
 were used, and an abundance of mortar where needed. 
 
 l>y the cross section on Plato X, it will bo seen that it was designed 
 f(ir 4-10 height plus front batter, to the ground line, and a pilaster 
 below. On the same plate are ero.ss-seclions of a few other abutments 
 built at the s.ime time under supervision of the writer, of good second 
 class masonry throughout (which by B and specitication is almost 
 as good as first class masonry in this region of large sized stones) in 
 which the same rule has been substantially foUovvcd. 
 
 All of these abutments were subjected Ui unusually severe conditions ; 
 all were loaded with wot. heavy material behind, and had weak 
 supports for their pilasters in front, most of thorn wore partly built in 
 the winter .se.ison, and all wore loaded soon nftor completion with a 
 running grade, dump, and entirely uritamped. Yet thoy have stood 
 to their work with slight cracks, which ceased in a few days af>er the 
 severest strains were ovor. 
 
 Theory has wrestled more or less successfully with the design 
 of earthwork retaining walls, and as it has not positively determined 
 any one of the three "conditions necessary to a successful solution of 
 the question, namely, the amount of thrust, its direction, and point of 
 application, it is most interesting to know, not so me.'h, that an 
 abutment has stood the test of time, but that it is, as nearly as possible, 
 the most economical structure for fulfilling a given duty. 
 
 Someone has said that : " Those are poorly designed culverts on a 
 "line of railway in which not even an occasional one at widely separated 
 ■'intervals has failed to carry the rainfall." And in the same way, 
 although not arguing to the point of I'ailuro, those are poorly designed 
 ibutments that are ,so needlessly strong as to lie fur above their 
 requirements at the moment of greatest strain, which motncnt is 
 when tho cement is not fully hardened and the embankment .settling 
 rapidly and full of moisture. 
 
 Never agahi will such a ,si,ruoturo bo called upon for so great a load, 
 as in the first few days or weeks after the embankment has itoen built. 
 
 3 
 
Once it Ims stood this ordeal we may consider it safe from nil ilaimiite 
 except by weiillieriuj; iiiiil iiowt, 
 
 'I'lie MUtlinr Ims :il8n placed on Plate X the iteetioii ol an aliutujuiit 
 liuilr in CiiiJitda, in 188S, uuder \\\h t<u|ierviNion, whieli in ol' niiiuli 
 lieaviei' design, and ii> i( had very j;ijod opportunity to L(et fully set 
 before 'ne euibankuent was made in layers by t ruin, it would .s< uni very 
 lieiivy Hir its duties, iiuless the greater severity of climate of Ontario 
 (iver that of Pennsylvania, wliieh is very sui;ill in amount, be counted 
 again.it it. 
 
 1'he uutli'ir would veiy much desire opininn.s from iiiuuibors of the 
 Society, engaged in .such work, on this much vexed que stiou. 
 
 Plate XI shows sou>e dct'tils iu constructing the river piers. 
 
 The dredgini. lines were marl.ed by 4 flags for each excavation, 2 in 
 the line of each .•-ide of a pit, one' being 20 feet distant from the up 
 stream end of the pit to measure from, the other some 200 leet further 
 up stream to give liue. 
 
 These flags wiirc very l.uge quarry .-tones, with a 'iO^foot scantling 
 donclled on to oue side in :iu upright p<isitiiin, a rope attached to the 
 stone and slipjied over the top of the flag served to raise the stone liir 
 removal or setting. The dredge* were workt d backward down stream, 
 ind did not interteri! with the flags. 
 
 The pit.s were dredged 5 feet all around larger than the tindier 
 cribs, to allow f(>r variation in sinking the latter, this being suflieiunt, 
 as the dredging was oidy about 1 to 2 leet deep, and chiefly consisteil 
 of gravel and soft shale. After dredging a pit to a fairly even 
 surface, the dredge was drawn up alongside and anchored (with spuds). 
 
 The side was then graduated every '.'» feet, and a small coal barge, 
 jilaced at right angles, done in the .-anie way. 
 
 Soundings were Uun taken every i5 feet each way, and alter being 
 recorded on a diagram (Se(^ Plate XI.) the high .spots were limnd by 
 iuspeciion. A diver was then sent down tci these spdts, which he 
 levelled ort' by hand ov with a bar ; by this nicims a good .surface fur 
 the Ibundatiou of the cribs was obtained, but further uniformity was 
 secured by a thin layer of broken .stone eariiiilly shovelled from a 
 barge into llic low places, by. aid of Sdunding poles, with large iron 
 shoes, to. prevent their entrance intn the smallest inter.*tiees. 
 
 The Itimber cribs, with eai.s.suns properly at'.aehed and eanlked, 
 were then, floated iuio |ilaei\ ami alter being roughly located Vicre 
 anchored by guy lines attached (o shore or to sunken boxes of stone, 
 which were u.sed beeau.sc ordinary anclKUs Wire n(Jl on hand, and 
 would probably have dragged on the roek bottom if they had been. 
 
 Masonry was then buiil into them until bottom was nearly reaelnil, 
 when they were carefully located by tran>it and wires I'roui the shiire, 
 and sunk. 
 
 The wiri^ used was No. 15 tierman Piano wire, stretched to nhout 
 'AO lbs. Uusiou, tagged every 5 Hit, where tUM.ded, with piece- of wire, 
 attached by solder. To make the solder lirni il was found necessary to 
 remove the exterior coating of the wire by muriatic acid. 
 
 During the sinking of one of the cribs, the foreman, with it within 
 2 or I! feet of bottom, fnuml oiio corner high, and, before getting care- 
 fully located, thought it belter to get the crib Kvelli'd up, alter which 
 the practice was'to put the crib in exact po.sition, about 1 foot above 
 bottom, and then by piling on large stones at one end ll.'il end was 
 lodgeii and the position hxed. ISui ala.sl for him, in ibis ca.se, lu'ing 
 uiif of position, it had lodged en a high undrcdgcd corner; and al'dr 
 putting 10 or IT) of the largesi st<ines lie couhl find on this obihivate 
 corner, il was still high, and the theory of liydraiiiics put to confusion. 
 On discovering the true state of alFairs, ho, painfully but wrathfnlly. 
 removed the stones in order to move his criii at all, all of which has a 
 mural altaehed. 
 
 Of course a ciib cannot be landed perfeelly exact in position, but 
 all that is ueces.sary is to get it so neatly so that the n(^at work, 
 
 I 
 
when laid out, will huvo a ^ood fdulini; nil arouiul, mi the piUtttor. 
 For this purposn the latter was ilesigned li all mound larger ihim tlio 
 iiuat work. 
 
 The noscH of the pilustpis were brouj;ht into shape gradually iii the 
 top .'1 courses, so its to give good boud with the iioat work. 
 
 Rip rap was placed around the piers after completion, as ahcwn on 
 Plate XI, con "'sting of 1 and 2 man stones, taking a natural slope, and 
 also of smaller stones placed carefully between the caisson and masonry 
 during the sinking of the crib. All this might have been done with- 
 out possibly by a poorer corpoffttion, as there is very little current at 
 low water, but under a 5 or 10 foot raisr, the current is very swift, 
 and the precaution Wiis coisiderod worth the money ($4,662.50). 
 
 The cut waters were plain 45° at one end only, add might possibly 
 have been improved by bning put at the dowiistreani end nlso, to avoid 
 eddy ; but this is not iippreeiable under ordinary water, whieh is slacked 
 and the eddy only occurs durinpr raises in the river. These noses arc left 
 rook-faced, as it was thought, to look more massive, and to answer the 
 purpose fully as well, as their duties are only to split »oft ice and divide 
 up jams of logs. 
 
 The masonry is all first cla.s,s, except the backing of the abutments, 
 which is of very heavy superior rubble, and was built under the fol- 
 lowing general specification of the Baltimore & Ohio R.K. Co. : 
 
 " This cln.s.s of masonry will bo ranged ro.'k work of the host de- 
 " soription ; tho face stones will bo accurately squared, jointed and 
 " bedded, aud laid ia onur,sos not less than 12 inches in thickness, 
 " decreasing from bottom to top of the walls ; joints to bo well broken] 
 " no break less than inches. 
 
 " The stretchers to iivtruqc at least throe aud a half feet in length, 
 " and none to be loss than tliree feet in length, to have at least sixteen 
 " inches bed for all courses of from 12 in. to 10 in. rise, and for all 
 " thicker courses, at leasi as much bed as rise. 
 
 " Tho headers to liave a width of not less than ei^diteen inches, and 
 " to hold the size back inUi the heart of the wall that they shew in its 
 " face. They shall occupy at least one fifth of the whole face of tho wall, 
 " aud 1)0, as nearly as prat^lieable, evenly distributed over it, and so 
 " that the headers in each course shall divide equally, or nearly so, the 
 " spaces between the header-i in the oonr.se directly below. When' the 
 " walls do not exceed .'(L f,.,.( in tiiieki-e.ss, the lioadors .shall run entirely 
 " through, and when they exceed that thickne.ss, there shall be as many 
 " headers of the .same size in the rear as in the front of tho wall. 
 
 " In walls over three ,wd a half foot, and not over six feet in thiok- 
 " ncss, the front and back headers must alternate and interlock, at 
 " least 12 inches with each other ; and in walls over sis feet thick, the 
 •' headers shall b.. at least •M_ Icet long, and alternate front and back, 
 " as above described, their binding effect being carried throusrh the 
 " wall by intermediate stones, not less in length and size than the 
 "headers of the .same cmrse, laid erosswi.so'in the interior of the 
 " work. The stretchers in i!,e rear of the wall an<l the stones in the 
 " heart of the wall shall be ol' lli.^ samo general dimensions and pro- 
 " portions as the face stones, with equally good bed and bond, but 
 " with less attentiim to nice vertical joints, and must be well fitted to 
 "their places, and carry the eonr.s- evenly quite through the wall. 
 " Any miiM intci'stiees that may remain in the heart of the wall will 
 " be carefully filled witli small soniid stones or chips. Tlie face-stones 
 " .shall be loft rough on the face, except a square or bevelled draft of 
 " one and a half inches ;u-ound each .stone may be required— no pro- 
 '•• jeetion of more than three inches from the 'draft bobg, however, 
 '' allowed." 
 
 To this were added the furilier re<(uirenionts that all vertical joints 
 be dressed back true for 12 inches from the (Uce, and that no header 
 should break over a joint, the masonry was all laid in full mortar 
 (except the copings whi.-h wer<- grouted), and has drafts, at all vertical 
 angles, 2 inches wide, the only portions of i|,o face that have addi- 
 
tioDal work me the tops of copings wh'cli iiici fino pointu'l (but not 
 biiHli liiimiii ■ri!il), iiml Un' faoci ul' tin- |iiirap<'t walls wliicli ari- rough 
 pointed to fafilitiitc I'lvotioii of iron woric. 
 
 'I'lic coiiiiins »'!••• (.•Iurii|i(cl. m Mtimvii in |)ian ol' :iliutini>n(s, with 
 flat |_^| I'iauipH ol' IJ" }" Action nunk in ii'Vi'l ami then Hiisjieil 
 over with .1 tliick i;loiitintf. 
 
 The Mundstone u.scil was Iroiii the ooai luciisureH of the aarbonil'ero'i «, 
 und unlorliesthe }» tool CunnolUvllJe e.ikin- vein about 100 leet. It in 
 very fosily (|uarri(d ami rit'ls easy and true lo be.l, and is si» lull ul' 
 ijuiirry sap as to nuike it very ea>y eiittinj;. But, nu exposure, it 
 hardens rapidly, .md in lliut elimale stiiids witttherinj; well. 
 
 The I'cuiuiit used was the Jiouisvilli^ Hluok Diuuiond, a very ^ood 
 Itoseinlale, if used wlu'ii IVeHli, but detiriouitiiii; rapidly with ajiu. It ix 
 ol' u dark slite eolm', very unil'ormly ground, has no tree liuie to notii.'e, 
 and will >taiid 45 to lit) ll)~. in 21 hours, It wan shipped in paper 
 baf.'s, wh'eh >aves about I'd rl\ per lihl., and fo.sis iBMO per bbl. 
 delivered in MoruaiUown, ^V. \'a., on eais, Ol'dinary iiiorl.ir was 
 mixed 1 eenient, 'J>;uiil, and kept ('ontinually and lliuroiif^hly tenipoied 
 on the wall until a box was used up. As this is a ijuick setting eeiiionl, 
 this was very u'cessary, and exi'.irinients lately made in Ohio show 
 Ihit oeuieiit so ti'inpenid d.u's not lose ninidi streii^illi lor om' or two 
 hours, but if lempi'r.'d lor a loiii; tiui;', say eijilil hours, will reduee il.s 
 
 strenirth about 8(1 per cent, al end of week, and Kl per eeiit. at the 
 
 end of seven weeks, 
 
 Thi! eoiiureti' ill abutnieiiis was niised 1 uenient, 2 sand, lil'cd wiili 
 sloiii', broken tor a 2" riri'''. The niorlar beiuj; made as usual, by 
 mi.vin^' eemuiit md sand thoroughly bol'ori! addin;; water, and theu beiiii; 
 thorouu'lily inixel af^aiu 1 1 lore addiiii;- tho -tone, Tlii.s is parlie\d:irly 
 mentioned, b'oause most eoiilrat'tors (bi'uaud' il is ebeapur) and siuue 
 euL'ineers even make concrete by putting down allernate layers ol' sand, 
 cement and stone dry, and ihon add water, and mi.x by repe.ited 
 turninLj,s over. This the writer does not e(nisider will bleu 1 tla' sand 
 and cement .mj tlionui^iily a> in ilie lir.-t metlioil, or Aw. as ■^ood 
 results. The concret ■ was tlien put down in '.)" layers, and rammed 
 with a 2-man rammer, until water stood on the surface. 
 
 In poinliuu the masraiiy, all joini.- were rakeil eui tor on.; iueli in 
 Sl,.n,-i 
 de)ith aud pointed thn> "■^""nionin with mortal' mixed 1 sand, i 
 
 .SKiMc/ 
 
 eemeiit, which seo.iis in practice to ^ive better re.-iilts than neatcement 
 mortar, as the latter cracks badly if jpplijd in hot weather. 
 
 The limiier work wa.s coiiiineiieed Au-iisi 2;)tli ; mas mry work 
 eommiiiced .September 2ltb, 1802 ; sii-pendod .lanuary Hlth to Maivb 
 1m, 189.'!, nwioj; to river bi'in^.,' I'lMZen, md completed .\pril l^tttli. ls!l.;, 
 or a total of 1(17 workinu liays, in which lime was built : — 
 :!(!7 ee.bic yard.- of limbi^', 
 250 " " concrete, 
 
 3,710 '' •• m.isoiiry, 
 
 4,827 •• " Total, 
 
 of which all but the ciiiiereli' was l.iiil liy one uanu. or at an average 
 of 25 eubie yards per diV. inelinlim; all stopjia'je-: from rain and other 
 incidents. 
 
 On oiu' occasion in i'ier I, 2(1(1 cubic yards weri^ laid in IS hciirs, 
 working' relays every 12 hour.-. 
 
 The cost of tie; stnictii'o is a- follow-^ : — 
 
 l.;>2( e. yds. Masonry, limber and eonciele a( SI 1.00 SI?, 507. 00 
 
 2,(185 " Riprap al 2.,"i0 l,()52.5t» 
 
 2.0S5 " Diy Karth I'Ac at .50 l,0J2,5(i 
 
 170 '• l>iy Hock K.xc at 1.00 170.0t) 
 
 1,770 •■ Wet Kxe at 2,00 ;{.552.0O 
 
 Supersliiieiure, estimated \<< vo<t 8:!:5.00O ;-{:',,000.00 
 
 Total ?J!IO,02;{,«0 
 
 1) 
 
The contract prion ;jivcii tor muionry in tlic ubnvi' tiiblo iiioludud 
 ail drcdjjin)?, ooffor dams, piinipini;. iuiiiinjf, limiicriuK, remtnl, sand, 
 and ovcry o ur uxptMiHo conuuctud »itl> tlio cotistrnctlon of tlm woric, 
 except iixcavation (if limndations, ii.s notod in name tabic, wi't oxoava- 
 tion \mn^ conMidi'rad ait all mali'riai ix'iow pool, 
 
 Tlicro were 1,!>3(I iiarrulN ol ('uiniMit iiHod, out of whicli about 300 
 barnii wcru used in ooiinrctc, il'avill^ l.tt3(» bmroiH for manonry work 
 proper, allowing 130 biirroli as waHod or oondnimod, whioli in nbove 
 till' umrl<, liiivus 1,600 barnia for 3,710 cubic ynrds, or 410 barrel 
 per cubic yard. 
 
 A>. lliis work was watohi"! continually by an inspector, so that no 
 lar)?!' spiK,'0!( wore iillDwcd, it may Ihi considered ii very unnerous iiho ni' 
 cement, especially as the writer lla^ n-casion to know thiit in 5,000 
 cubic yards of second-olnss nildilo arcli iind box culvert misnriry, 
 built nil another jiart of his wnrk, wIuto ihc cemsiit was fiirnislicd 
 Uriitis by the couipiiiiy, and iilso inspected, the average was only 
 ;Vbarrel per cubic ynrd. 
 
 As the Ibriuer was a iiinoh lii>;hor grade of umsoiiry, in which, us 
 luilore mentioned, very few s|iai'es or interstiees of any size were 
 alloweil, it reflects ercilidibly on the integrity of (lu^ oontructors, 
 wliowcre The Drake it Stratton (!o. (Ltd.) of I'ittslmrg. 
 
 A (IKNEIIAI. I-r.AN OK I'lEllS. 
 
 I'lans of aliutinents iniil i^eiicral pinii ami profile of the bridije are 
 also presentcil, whieli m ly lii' of smiic interest as (o iletail. 
 
 They were prepared by hivisioii Kiif;ineer. Mr. Aiidivw Oliderdonk, 
 under approval ol'ilie (Jhi.'f Eii^^ineer B.&(». IMl. The construction 
 of the State Line \' i<'., M. & I', R.U.'s was under the ohar-o of tho 
 former gcntlenmii, and the writer Pininot hut make mention her;' of the 
 ,i,'reat amontit of new ideas an) eaivful detail that ho h;is learned while 
 with him on these roads :ind the lloanoke &, Southern Railway, of 
 which he was the Ohicd' Engineer. 
 
 In conclusion, tlie author does not ctlaim lo have done anyihin" that 
 would he of grea interest to older members of the jirofession engaged 
 iu sneh works, but hopcyi that tiie little incidents and details which "O 
 In making up an :icc(miplishcd piece of work may atford reading matter 
 lo those who are just be<;inniiig to turn their minds towards such a clasB 
 of construction.