‘ 7 H 4 i ‘ : a i" ; i. ? ‘ - ¥ wt > A ; ose 4 oa . to te = SUPPLBUENTARY "Spe MATERIAL CK OF BOOK - “ ey 4 ‘ a & 4 d ay al 3 ABE « “te, ? : . ae eee i ge &r ¥ aq P ' - 7" — 4 ae? e ea e, $- ae 7 , —_— ; ¥ re é , b nae - Pe an > r La . « THESIS oi =290000000-= | ARALYS o Nan wre ee f pres ay #e ye TT eRe + Pw Pri aoe ? eee orm > Al . wu deer e Beene BC dee we" Ot ete ae Bie 8 eee ee eds fas 1 yom “pre th we eee ee mee, yo. e yy [we ée Gol. bdagewhe toe hot Nowe eee ra wes Cr wo. > ese noe * Pe e Fry " aru ete ve Wey, DIV oj +-& sa wine cake ce dece ai +4900] Jouo~+ ‘on r eae HEN ‘ ~A ee Nm I s\e ae bie Ce ‘+ @ oo? ote @ lie. @ 2920 e, This thesis was contributed by Lite dD, Ae Blair. under the date indicated by the department stamp, to replace the original which was de- stroyed in the fire of March 5, 1916. CU: vee my vores ee Yao wu i iATERIAL. IN BACK OF BOOK THESIS es — —— — oo rn a ra FT Roe oa 7 — ser PRR SE Te TT. nema eo - », . RT hee eR wea ee In taking thia as a subjoct for our tacets te Lope to gain moro knowledco of tio theory of arcius and gsoce practe §cal imowlodze of briczo analyoio ocd Goulicne thie bridce wes bullt Lo 1004 at a cost of $60,000.06 by the “rout Iron “ridge Canpany of Canton, Chilo, now amalcamated with the Acerlean Uridio Companye (ince J ous 13-14-05). It was a subject of Intorost to tridco osc incors at that tice bocnuse of its oxtreme width and unusually heavy floor syston. Tue plans were cade by _2e le J. Landor, wwe Ae we Co Le, Gt tent theo connectod vith tie oridsce compe Gnye vewland & rpaser of tansinc, bullt tio substructure, which oonsista of Quutcente and plore of Clile sandstone leld on a footing of Yortlond cc.:cat conereto deposited o: pilinc Grivon into hard, bluo ciny.e The bridge is 115, feet wide acd hao two opons each 1215 feet, contor to conter of ping, built on 61x troeliin od stock arch ribs opaced 13 feot avart and caving a rise of 18 focte She fleor svetua io cade up of bullteup IJ beams, co foot, 3. inches in depth, placed 11 foct apart and sup orteld br cole ume wileh carry tho load to tho aroh rluse tho stringers ere 12 ine I boas, pleccd 6 Peot anort betvecn wiles cre masonry areca to sup ort too paveabe “husoe erelcs ca. sist of one levror of tries upon wileh Ls lakd a stone conercto fULUing varying in dopts fro: 16 bseics to Lo bnehiesa ct tio crown. Upon tauis ca:icroto is isld tic cave cont wiiel, forms the rocdway of tis brlcloe ( Suo Cocorml dralisos of Urkdive) uM ——-- < atta eee ee - ge ee _ - the single track of the icudgno Chited Vraction Company's lino is eltuated ta tic ee ter of tic brld:e over tideh much of tie clty's tromfic pacscs as well es toe ficavy interurban core of ti0 Locsing © Gwosse division. 2g elf of tie live wheol loadsa wisleh ue: cone ugon tills trac: ts carried by cach of tie ttio ricclo Areh (Lbs, and as tls wheel load is probally ti.e heaviost avo load wileh comca wen the bridco, va fave confined our asalysia to oro of tose middle Tits. het belng ablo to obtaln specifications of the 2. Te Te Conpany'*e cars for ti.c live Bheel locds, two cara nero tatson which voro standard a:d aloo compared satisfactorily with tho ears crossis”, the bridco at tuo oroescnt times one with a total loaded weliwit of 45,000 counts on tuo axics 10 foot contcr to center, tio other a total locdscd webr:t of BW_~5S counlo on two axlos 35 foot cater to contor. ( Suc Clae@e Natlway Jourscl 4°f8-11, oaco 705). A atancard unfform Lllvo locd of 100 pounis ner scunre Foot was eonusidored as covorin: tio trid.o oxcu't for a twolve foot otrip occuslod by tic car trno:. She following io an eatizate of the conoortreted deed lond at the sevirnal colucns Bupoorted by the stecl areh rits. ( fle wos triseon fron the plans of tho bridce obtalsa’ld fro. the City onchnoor of Tanugicge Teo bluc orblot of Coccre? placa in poci:cte) Noad load cc to road bec oor lbmoar foot of j(irlers 16 eqefte brick ocve. ent (oo lcyper vourlos aurroes) Ce7D CUSte at 160 9 936 wu" ° 8 fas Tcyoer apelcslOeTMcuelbest L4G GAG w » Conereto (averc ao Gest: 15") 1% eld Cus@rte ot LUL wuld Se 1 thoes 20 Fe. ie at 4", OC 2° = 12° ghannol at £0", : 40 2* © 12° I boas at Co), | G4 1° rail ard fastenings at Co", < Totcl rer line fte of arch, 7G Tread panel lord at cach colucn = 4070 & 11 < 51,476" Latination of wolcht of Floor Coan (L8Enh ait amet", {Sco bluse print in pocete) Tod ile O77 x 7 w 17% LLL" at Wel’ socr acefbe, 425° 2 engles 3a 23 x. x 17% 12," of 09 rer fhe, 17¢ e °* SuSx_xilGte oo" 4.9 °° *%, 164 2ce rilet heads at 24.23' por Luo, vA 2otel, OU,» Otinate of velist of colucn supporting lloor Conazns,t'0.". Lule 14% x». mw S** 22" at 1652 per oe. Ste, Te 2 encles @" 3x 5/10 x G* -115/4" at 7.0 por fte, 11 2 ° ExSxoC/Gx Te 1." bt Wel. cop ftes 102 136 Pivot neada at 242.09 por 100, vo Gyle 7." x" x ote 73/4" ot 10.52 D5 < angles & fllicrs, OU .otel 9 , i) ee aticated webont of colucss supporting sloor Ceass ni". 2ile Tp x | x SB 6 1/G" at 16.02 oor oe Lhe; 4-5 2° 26x | #15 S/O" at 10.51 cor sage fhe, 16 Qenplcs é¢x Zn S/1C9 wm She VL Usl" at 7. cor Phe, 49 2° 4x3 x 6/10 x ct 6." at Jee) oor fhe, 6G 90 rivet Leads at Ceeco. por 100, | Ze 2 aucles ¢ ° féliersa, . 28 4. ~ Obi: ated well t of Ploor Sous © (yen * “(qeoe Co 100%) Tob ile C7" x 7 & 16% OL" ob Ll1 por ae Ite, S15' 2 angles 3x 2x. x 17% 11° ab 405 sir The, 176 2 * Bx3BxKX #17 CL" at 6.9 jor Cte, 129 4.1. 6° x .* x cl," at 1lO0S1l' pir are fhe, c3 4oncles 2x 3x. x 2% 8° ot 609. vom fhe, ad 6 Villor :1e & opie Sle, 30 2 ilates, (brackots), 170 S92 rivet heads at c4ec9 por 1d, vO 2otal, reG., Oth ated wolriit of Claor “oan Tot (peg) as C (pen) e (a iQate) l wob ple 27° x .* % 17°96" at 10.51 por sue Pte, G26" 2 anclos 3x3 x. x 17% 3S at 4.9 oor fhe, 169 2 * 23223 «% , x 17% 3" ot * . Fy 1S 216 rivet teacs at c3ek0) por lou, we TotcL, ole rests sup.orting AY 2 A", Latinated wclioite Sle 24" x i" x O8 120" ot 10651. oor ace Lhe, ne 2ile 7a % woe 7" ot 10051 por oye She, 05 2 ancles @¢% 3x 5/16 x S' 14" of Fel cor Cte, os 2 *" 4x3 x 5/16 = 6% U2" at Me por fte, Vo Luu plvot hoade at £6029 pur 16, ae viletos, anglics e:d rilicrs, “ott, mye eae Yekoht of one ponol of Jreh i2tb Cys € to: ancles 6° x G” at 216.6 , 1L% 7" loon, A6y' © bote "* GxOnt 1906 , 11%" Logs 450 Tod ple 63," x 3/5" x Ll" 7" et LOT cor sce She, TS C anclos 3." x 2" x 3/6" a Ste LPL wt Tee Lar Lhe, 102 © fillers Tu" kT OK Te Lah Sued br ore Lhe, U7 nes Se Az rivet tuady ot 4.06. oor loo, 107° 4 covor pl, 14" x 3/a* x 12% 7" at 27.0° cor or ites ot Dead oad Concentrations. AG he read Pred, 61436! Floor Soars, 819 Colust, 2to Arch fib, Total, At B. 39 tid Concorttrated dcad foad Ned, £1430 load at tie colums varied Floor Seer, 1036 Only Oct, a unifor: dead penel Arel, BLD, load of 64,600 pounds was 2OLal, adopted &n tho calculations At Cy By Ly Fe widoh Lollowe Read fed 51436" Fleer Hear, GLO Arch Rib, Ga otal, “eiiatT At G. Foad Bed, 51436." Fleer ean, Avoh Rib, sotal, AG He fi Ded 61456" floor Pean, G10 Colunn x Arch nib, en cotai, “Baer Ge 20 Odtein the stresses in the arch cirdor due to tue above loading, owo's anslytical thoory of tie two hinrc ereh was used. ( Soe "A Treatise on Arcica” by ie Ae Lowe.) Tuenty radial sections of tio sren fib woro sclected a the value of the arch proportios usod in the formulae for hy (see ploto 1.) at coach soction are tabulated tn table A of Plato Coe 2e In tables 0 ( plato 2.) and ¢ and PD (plate 3.) these propertios ora combincd so as to forz the tcr:s of the formulae for fpe he valuca of i; due to a loud of 1000" at each panel point aro also given is table ©. thcse values are given teth whon thrust le considored and wuon it fs norclestod for tie purpose of conmrisan. Fron the values of i. ( fneluding tiurust) and the eorresponding values of Vy whieh are found as we would fine the seactions for a sicpio bean of span 1, the dioarrnn of Thrust, Radial Shear and fonding |oments ( plate Uo. 4) was drawn, from which tno total thrust, ciioars acd mononts due to a 1000? load concentrated at the different posta, 1. ee, floor beans, wore sc@led., Vheso values were tabulated in table 5, (plate "oes 3)e From those results were plotted tho infliuense lines for Shrust ( plato 2665 8), for “hear ( plato "Oe 6) and for Jomonte ( platc Joe 7) 6 Fi0 colucns on 8 lino shown sa the ebecissa and tie valucs of the Thrusts, “hoarse and coments due to 1000, at any column: are plotted as tic emdinates over tat colum. Cy using a slidor in connoction with tnese infiuence lines, on which ts cared the w!.cel 7. spacing to t0 giecG Bcalo ag ti0 Lorlzoutal scorle os the influence linos, tie positions of loading to clive the ‘age inun Liomente, “orusts and Shears at ony coetion tore faurce Ry oultiplyinc t..c strossa duo to a cc" lod at any soctlon ty the actual load at tiuat section in thousax’s of pounds, the eetual UJaximinm Jomonts, Jhoaro and Turusts torn obvtaln dc and aro tabulated In tulle D ( plato Noe ZT). From tcble D it may onsily bo soon wiint llvo load conblLinod with tho clven doad load givos the casi:uun Thrust, choar or ioment at any section. Tie uniform Livo ponol load as voll as the doad load was conalicerod as a concontreted load at tho CO1 ict. fuus 4% vas found that tho lerco interurban car covo the larcest stross 25 covery cese and discr.cs shoming the positions of the live load on the bridcLo for maxicun stressca in each: section are cuown in tale G, (plate Noe 0). eee Concluslione se Gpon reforring to table C, ( plate Joe 9) &t can be scon that the shear at any section is very soall, tho mexdsiusn Loine 1210" pcr ode ine ct soetion oO, civic: on ultioato factor of safety of alout 60 ,000/21010 2 $2.93 wileh de a gcrost doal on the eafc sido. Ton reforring, to tio stress duc to mocests and thrusts, it is seon that tho elastic 1i::it, about 29 600" Lor SG« ine, is vory noarly attainod. In ust: tio stross in section 8 of 24,160 por age ine, &t civos an eopreoxinatoa ulticato factor of safoty of CO C00 /2455159 = 8.48 whieh fs ontirciy tee small, as it sould bo to corce with coneral Oe practice, about four. By comperin:: ti.c monente dn table Ff, it con to soon that the heavy floor ovatco causes & vory lerco part of this stross, and time indicates that tho lichtost floor system consistent with strength should i. used in desisiing such @ structures Alse fron the resulta above it would secon that the bridroe wo not disicnad for sucht: a hoavr car locdho ce Tath a couble temck on the bridse ag proposed for a not far distant future, the doad load would remain practieally the same, the increase due to ndditionsl rails sand tics belnz vory ermil cocpe.red to the othor dead loscs acd belig pinetically offest by tho road material dlaplacod. Conoldoring tuo Intor= urban core 0. the bridge, for tho case clying the onximin Stress for on6 cam, SO would have, - Ceaé load nonont= 246,025.26 *" 1QGe for 35 ft. cor + 4. Aronct = HOG 9949 0d Unifopm live loed moment « 465 incact = 145.07:1554 Total, 907 ,5280 24 */ § mB 2e0C053 = 12,000" por sqe ine ° x | bead load thrust = 660,056.20" Uniform live losd thrust + 605 LInpact = §3 p5905 00 35° ear Turust + 4G) Impact « whee sotol, 725 4657 0" § = Fe Gorss = 15,150) 5orp og65- Ine Guo to “isuste ® Strose in top flance = 12502 ¢ 13150 © 25,055" poor oqe ine cor:prosalione Stross in botton Plango#331G0e loSUl = GS for ode ins conrrossaion. The above figures show that if tio alnczle track which is now on the bridre tore roplncod by a doublo track, it would be poeatble te load the bridce so as to strain tac structure alizost to its clastic init. It is espcetally isportcnt to noto hore thet the material in the structure is thin, asd dotcrioration gue to rust will comsidorably increase t6 unites found abovo. Also the mocdorn temency fa tovarde hoavior allesatcecl cars and 4% would not secon advisabis to place an extra track on this structure. eset aie ton* ae ta = SEs | see = be Cream oe eo The suppers are. | } ; PP reli sid iy halal Tie) 200 Sa r+. rat) : | cla / i rT YD | [ : j ’ : : + t : | ' | (>. oo SS = : : ee ROR ees as OS It - = t - ~ ma a > ae a a wa ore PRP ae mea ow t ‘ a | os Pa SS ee a aes 4 “ na ‘ _ ' — ——— ~--— = S| : == = ee ete -- - ? _ — ~ + - a = na ae | . P| — =< — -_—oo- . ~ - 7 - — re a aiid os 2 - — ——_——} im ‘ ’ a od - 1-- —— ‘ SO =U ao - = oe - - 2 ep aD Cae = ~ ae ———— - - _ Yo a - 2 S a co — -> , <= ae eww pours = o ; md 4 ri ae OP _ > oe aes ae ate me — - — - . i. 4 «- we > a a — — * — — aa — - _——_-—>e -_—: = ) ; -$-— r : — a — a eed | mse fs mY = —_ — a - i B00 = 1 ; I Pr? ; =~ . Be : a + - r + te ’ ri —— . as ‘s ; 7 Fs _— | ; a + ' » } ; < ; = : -_ | Hew —j—_1__ BASILE D+L+I D+ht+T D=DEAD LOAD —-L=LIVE LOHO-I=IMPACT . . An ‘ Pi x | MAXIMUM | CORRESPG Ry STRESS phigh Jp Bo TOTAL STR'S,| POSITION OF (90000%) CHR AND UNI- © ta Ma Pg MOMENT end hee i PER SQ.IN. |40% LIVE LOAD) PER.SQ.IN.|FORM LIVE LORD (/007PER SQ.FT.). Pm Pa ee ee) ee 098.0 i joer ot Pea er ee ee CRs h SWE MB Soe NP eas BOT. |+ 7910.0 ee + 6668.0 ie gee Ada a ae ee +221709.0 wie FE tT ee ee ‘athe BOT.|+ $763.0 -~/709.0 re hoe ae) Ginkest TOP |+20418.0 +2899.0 +233/7.0 xa Pera 6 6914308 |649396.0 i 4 aa BOT. |+3092.0 -/621/.,9 ae oe A ADT LIN FRU AI) | | | TOP |+21309.0 oa te + 24149.0 TEE a 8B |*+732238.0|67032/.0 he Sel BOT. |+2959.0 - 1022.0 + 1937.0 TA es ae TOP |+20373.0 + 2273.0 +22646.0 faa rf | r ) de Witenes tht FT) APTS YY en Ce fem ee ya Rees SHEAR POSITION OF CAR AND UNIFORM LIVE a SHEAR| PER S0.1N,| LOAD ON BRIDGE TO GIVE MAX, SHEAR, co | - | an ee dee) en 1 an Pema # rE aaAe | Re Pe 2 |+6688/.6 ESE a 2 te ore: TTY, as ea ee mee aaa ee | Fe a 1166 t) re A | ep me EP ie Ak ee iB 77,7 noid adda dad M LSh Pat ee RD Rew Le ! eel AL Md LTT Ye ae e@ |+656é8/.2a 1/893 RINSE TABLES GoH PLATE 79 ie en D+L+I Deht+T D=DEAD LOAD —-L=L/VE LOHO-I=IMPACT ~ — —v AS ) p v ‘ r MAXIMUM | CORRESPG i STRESS plata pte cs TOTAL STR'S| POSITION OF (90000%) CRR AND UNI- ow MOMENT | THRUST \Y PER SQ.IN.|490% LIVE LOAD| PER. SQ.IN.|FORM LIVE LORD (/00*PER SQ.FT,). Tres 5 | ae PUTT EA NE to ia ol didebnabB ND LOL Man Bede WBA Aint | fay BOT. |\+ 7910.0 - [242.0 + 6668.0 ‘ey TOP \+ 21.0 rs oe?) e+ ee ee le ee FAs hs wh Prada $ a4 BOT. |\+ $763.0 ~/709.0 Se oe ee a TOP |+ cee ; c besr930.8 |649396.0 ae ek Be, +2899.0 4#+23317.0 | | BOT. |+3092.0 -/621,0 t 1471.0 eee TOP |+21309.0 +2840.0 J area: eee ee eT TI, y wth y SaaS SE-L 2 ey BB aes BOT.|+2959.0 -/022.0 + 1937.0 GO.54IN, FR UAL. | as ee TOP |+20373.0 + 2273.0 +22646.0 oe Mn BoT.l+ 3547.0 |- 6070 |+* 2940.0 ) wr TOTAL te nad POSITION OF CAR AND UNIFORM LIVE ae SHEAR| PER S0.1N.| LOAD ON BRIDGE TO GIVE MAX, SHEAR, of wae BAe ee a 0 |- 54/33.3 EEBL SEG AER 75 | apelegaletele, EEA oT TD Pee eT eee ae ns : = i oe 7) ed ed ey - r Sf Fy Fe a t6FF394.0 4/66 pies eee |-2 77 22, Ga ZA LL ak soe e |+6568/.8 | //89 TABLES Ge0H pe PLATE 9 i ge le Ti i eR be ~ on ie te Bf> a! z Se > S. tay) iff ROOM USE ONLY ROOM USE ONLY @ ¢ ~. 3 BY - 4 a sl TES. Plitelo RSI! iil he! - eT: hy “1b THES. Platcto ee Yo 4 -. . - - i 3 1293 02920 i