ANALYSIS OF‘THE supaasr’aucwa: OF , HIGHWAY. BRIDGE Thesis for. the: Desi-cc of. B. ' 3. ' MICHIGAN STATE ’ COLLEGE Roy L Colby Jr; ‘ ; ‘ 1941‘- . . SUPPLEMF QWW WW‘i‘W MATLE‘ nihi— IN BACK OF BOOK \ ‘k“‘\~~W‘*\‘w\\ x~x—~««\~ Analysis of the Sunerstluctnre of Hifluvmraridce A Thesis Submitted to The Faculty of MICITGAN STAJS COLLEGE of AGRICVLIWRE RED APPLIED SCICICE Rov Lvnn Colby Jr. W Ccnlidate for the Dehree of Bachelor of Science Horch, 1941 THESIS Ch. OWW , . -_'\'\r;.1"'(-1 IA'H , . .n J. I: ~ “4‘ —. - ‘10 l” is Cl uh: dune? Qoguctnrc Q; a Erii~c loco??? in thc Kn ~ \)_“ mess sectio“ t?1e J .L i n OT bixii- f’) O u !--l ‘ ('N rWl l . .W’Tlx- r‘ W W In; 3 , i»; uric-3 no: two coins at b tcfi on ”5‘ ‘ S‘lU'TWOK‘ arv oicr at PT. If is on n Skew of 75 nefrvas. “core 9?0 5 o‘ctc f“it",cr cu WlL.J ft. cantor to contcr 9’3 quilt “o h "is at OJ 79‘3903 vfiflfli tFP "*cficr a? 0 Slow V: C‘ W1 W 1 .L 1,) Q ' Pi .3 J a *3 H I 3 "DW" (7 Al x‘ n. o. H. {3 C W +3- l4 .1, D reinforced coccrefo flock. curb to cwrb i“ , 1 '-I o 81 (1 '“hcrc .crnilic concrete Llab sunnorteV by O ‘1 CRWtilecr beam on QBCE side of the rooflwcy. PFG hriicc has just recently boon redeckcd and oosvible other chances took nlpcc at , 6?. f“: U mi -.J W cm, L b\ d a , L: , 1183‘?) I“. b l 011;. ('1 - 7 "1A, .. ‘ . - ,5 ,I! wlTQQTS---- ——————— —---;JeclJ s ”‘JTtBt “qr-~ W W+WV no pdflb---'-” ~-___“H_ «nodulflugwd 'l'LY“? ~m'nc‘-___~._..____.._7T"~r-.«7 -r owfi'w’hv‘nWw F‘LI.“ - \_'1.\.‘ _ L‘.“‘_§r L.) L" \4. ‘.‘\J "I ~‘-. . if g- '_ b ’1 - ' 1‘. .V, bfluflrltg Jln --—«««--—Lo: illons number? in +fie ‘03? c? SoccifiC'fi‘nc “sea for Decicn o? fic'v'v Brii"cc 51on1c‘ b7 flwe “ick— H V. (“A Q ,_J A {I 1 d ’ s W i I! H- } I . 4 V 13 D J 3 d \‘i‘ Im‘ g w W ;J. 34 J 74 U ‘1 4 a C) 'J M VWM fiber sireeq in €39 ccecificntion _ . - o - 1". ‘ 7' ~_‘ . - N. m but in cnec-in' ole urld es the Iicciflnfi State “i"hwvv er'r went use QfiOOO n riiyific srfe lccdinc. *st/ @4 0- ‘ . 9‘4 0/ A 12.5“ 4 6 x45 ’ : 66.0' $ 4-6" 4 / g /.u N 35 W W ~0 > / k 9 I— , , 7 ofihhhh9~QW~NNNN5§9NN.N turn, it“ Wahthssb‘u§afikkk kg; :2 k \ ' . O / it has :3 E: Ja‘iiza’dze «a -- - N 4" W I v E El :3 m H k / /W W‘ ‘Q W / $0 "t V G\ 9‘ 0 M £3 E3 t: H ‘ ao'bngp Ono‘s-[do $1» Ina: @an. ficr'Je Jean. Ou/al'a/o &n‘ (aflf'WI'V’V .‘x 0/ P‘ W W/ WWIW h \ 9 :h o 3» 9 W \ p// / 6‘ I ¥ Dares Concrete Sleb---- ———————————————— l to 15 StrindQTS -------------------------- 15 to 2 Dan '7 g «ms —————————————————————————————— “A to 4; Cantilever Beam-------—- ----------- 44 to ES Girders-———-—————a———, _____________ 54 to B S E 3 J Tl. flu iflc* 1k Concrete Slwb CODF“Ot9 Slab betwern 6 in. W 71.72 * I evened 9t ? ft. 4% in. hjl'n‘fil‘rd V (1. Fox 'j 1n. ‘i ‘ ' -‘ L". 'h -‘ d . . L - a.~- ls 19:3 twsn 2.“; therein e an n Jen~nt is 2. Q It. Total lbs. oer ft. 100 SW .0 J1 I H g?) 3) d1 \ r—b :1- O Tota1 Bending Moment > ,0 an}¥f_m 12 _162.b 2.38“ :: 92.3 t. lbs. ’—-_ ‘m 0. “To }._J Petal Shear ”OXV_ I"; l __ 1533.5 2051 193.5 # II O. 73 in. snoolie al d d at center of snan d:5*l” =37 1n. 6 t FWohorts % in. mli . a d: 1 in. on ?5 decree ample n Steel~5/8 in. ? snaced at 6 ee t n needed ‘0: 0.0111 9+ AS: .3135 : 0.635 en. in. si. 75 0t swnoorts n: .535 .0553 SUnnlied 1.5 13 pee.0d. 0111 at center of swan n: 625 .0151 Stnoliefl .___‘I ‘I 1‘--- fiidewelk Concrete Blah Concrete Slab betwe n 6 in. C 14.74 g I eneced 9t 2 ft. 4i-jn. I v, v 19:3...) .. 12.9.6. fié/So. in. allowable 5 | \‘J “t 3.: U I I 1’“, ’3 [—1 O 01 Roni vi,“ 113.15.... — 36.2 ;;4/sa. in. 778 o d ‘ r2 5% 4.07 1.5 gum-name 125 .\ "r h COuCRQT SLAB 0? ROAD;: 90000 } Concrete PS= 39009 f/sw. in. fc -.- 1000 f/sr‘. in. n -1? I 3177 3 10.871 n 30.Olll\ ratio of steel to Concrete 0 59 cr as section , 12 V 1% o 0 %%— 1 h “' h .1 4”}.— . ‘$ \ Dis. d murflied ecuals 6-ClJi:4.5 in. Stee1---—5/8 in. w 839094 9t 6 in. on ancln of 75 72p a. Boflom d9f’l1ees ("is ._ O.Fl'56 : 006-35 Sr]. in. sin 75 3 5c 0.??5 Q 0117” 3‘ ‘Titi ' b ' 4.57“ ”—4"? 0.011 Dead Load of Slab 7 . ' .5- L) 6 1n. Concrete 150 #/1t. 6/12 150 = '7.“ ;,t/ft. . 2 Wearlnc Surface .3 f/ft. :75 1 2 :75 a/rt. Cmmrete Slvb between the Second Girder and the first 1 lo in. e 25 f 15M center to center dis. wd. of fleece of cirder 1.19 ft. 1.25-+ .5 Z 1.75 ft. (41} Effective Width 0-9 v 011. vd \7 i) + '0 ‘J 7‘ ”A: max Live Load Benfline moment wheel 109d :15900 f Load on 9 ft. of sleb“ Continuitv -' (Sf/)Inpack .: 1.420 6 L+20 H.111 I317.) . Mex. Deed Load Bending moment DUEL-I... w 1‘3 , mo 1.75 " 10 " mo Totel BM :30.7+1195 .1515? ft. to center 16000 .. 0.9 ._ 4770 5) :: evev '3 l? 1.75 +90 fi'S l.75f«30 ;. 879.8 171.43 A .0 in. '25 E Strinner -flence wd. of 4.65 in. 2f . - o 172 in. or 2.04 ft. therefore Sean Leneth is 1.75 ft. ‘ g”fl— 5/ec/ slaacco/ 0/ 6 ” _ g 7-0; D 5071/0». 0/5/01 \\ . 71' on 75 decree envle of wnooorts on 75 decree Dnrrle {‘4- 2.1 = 3.477 ft. on 75 decree ample 75 z 3.359 on 90 deeree anele 323 Loedine 20 in. we. 2 4770 J r r‘ "I 1‘ «Ln? uot 1'. .' ft. lbf‘n. 71.4 3 :Ll495 ft. lbs. vrrlOO j/ft. 30.7 ft. lbs. l’fid ‘I‘lr ‘ .4~ ) (.5. 4‘ merete Slab between the Second Girder er” the first 1“ in. C 95 W Strineer Check d 1. o 3&5 Sheer v Bond u d 167337 17, _—_ ".07 in. S‘moliszi’; 4. Live Leyd Lie:r 3 J7 .\ x) 0‘ \ 2 :\ Q \1 D H O Q ()1 C) U .. 2'- - ‘ rs: 0 H l./\) L.) l/l LDV+Jflj.:?cU Deed Load Sheer DLV- w 1 _ log 1.75 _, 87.5 f r) 1.; Total She- r 1: __ 92.5 77/530. :n. i ' elloveble 75 272.5 fi/sn. in. ellowoble 250 .. V . 77% o d ’ 7 e 4.07 {.5 Live Loed Shear HBO Lordinr wheel Load 1* 1.23000 Eff. wd. :’ 3.55? ft. 15 in. ”d. I -— 4 Load on ft; of slab 171m — 3570 .. 3" ‘90 V‘ : rtn.—_’_1,. - / 15.02.):7‘ . ‘ /. 7:“ ’ -. 1.75 a LLV+ Imo; 25309 171.43 311694-23 ,7 Total Shea-r :: 31914.53-f 87.5 :4099.5 _-,~" (7; c _'_ - db.& 7 so. 13. Shear v:' V _ 4329.5 _ 7/8 b d 778 12 4.5 allowable 75 v 40ft? . 5 = 5.35:? 7/37 . in. Bond 11: , 7/8 0 d 773 407 4,5 ollowrhle 250 Concrete 31:7: l,lf)'.;"’.’3T: 1?: in. ( 27:33 I .771. some? .‘Tf't.-9.‘r-in. 122’ ‘13" -=’ I ,v-i.—_~71n:r"- of‘ 6.5 in. center to center dis. 8.35 ft. Clear Dis. 53.9 6% - $3.25 ft. (55) 23.25+.5.:2.75 ft. 2.75 is ring then 2.x“; therefore Seen Lear-tn i: 9375 ‘77.. 'o l ‘9 a \ A # 6 ll \\ I C/ C7 : 1 §’9’—5/e¢/ 52‘7"“ :§ \ £0,710”, a £01 \\\. § TOP a \\ \\ (41) EffeCtive Width eff. wd. = 0.7 3+2 s 3 center to center of subverts on 733 “er-res angle 5 - 2.9 = 2.9 ft. sin 75 eff. wd. :: .7 79 +21 : 4.05 ft. on 75 depree allele eff. *t'd. : 4.0?) sin 75 : $6.9 ft. on 90 degree ankle 1.137.. LL31: I{20 Loarlincr wheel 1001: 16000 =74 20 in. Wide Lon-s on 8 ft. slab = 1.6900 = 41:10 4/04»! 5.9 I Continuity : 0.9 LLBM _-_ .e( 2050 1.375_ 4100 5. ): 1572.8 ft. lbs. 12 10 (:57) Imnact = L+20 _ 2.94-20 _. 61.2 0;, 6 L+2 " 6 2.9+2o LLBM-l-Imn. .: 15 23.8 161.2"1 :2540 ft. lbs. I Max. DLBM w :100 #/ft. 9 DLBM _, ml“ .. 2 - -~—-— : 100 4.75 3 75.7 ft. lbs. 10 10 Total B11 7. 2540475.? : 2615.7 ft. lbs. Concrete 8159 u treen l” in. ( 25 I um. srece 9ft.-9.in. Check d d -V/ Ir: 1 9t19.7 12 .. 3.“9 in. snnqllee 4.5 in. K b 175 19 120 Live Load Sheer 750 Londine LLV - 4100 (9.75_ 90 ) - 2951 y — "- —...-— W; ‘.- - 2.75 .4¢ocr¢ J20 ”[ £37bf’ LLV+ 1:219. :2959 161.23:4600 ,% Dead Load Shear DLV: wl - 109 '.75 =. 137.5 9 r - .. 4 LJ Total 7': 4500h0157.5 2 4737.5 1 Shear v = V __ 2777.5 _ 100 g/sn. in. 7 W b d _' 4 allowable 75 none u - V 4737.5 _. 395 fi/sn. in. 1.5 allowable 250 in. Live Lon Sheer “15 Londinw Wheel Loei : 19000 f 15 in. r Eff.. VIC-l. : 3. ft. L of rlab end on 3 ft. 17000 3.9 1L7: mm7(trt.75_. 5 ) _ 2775 9 19' ‘ LLv+lmn ‘Vot l V -3?40 +—137.3 : 977.5 1 Sheer v; V __ U7'? .3 _ 9/ 7 a db ‘ 7 e 1.5 19 Bond n - V 07¢ r a. . - IL I .1) ‘ ‘1} 8 7/(3 0 d r7/?—)~ g)? 4.5 - “' . Q 0 / it 0' 040 It I: 3 5090 H zaeer’. 2590 # f/sc. in. . l slloweble 75 9/sn. in. allowable 350 Cmmrete Slab between First Girder to First Strineer 10 in. Q 25 # I Flange wd. of 4.53 in. center to denter dis. 5 ft. 2 1/2 in. wd. of flange of girder 1.19 ft. Clear dis. 3.7.1 _ (1.1é-7.Lg.56[19) , 9.42 ft. égyfid':;%E¢// ‘Sixmsct/ug7l 614v 7;;0 9 507770»! a/ 51/7; /-’//////// .* (41) Effective widt: eff. wd. $0.7 s 1" .‘3 on 75 degree nnele s::certer to center of snnoorts on 75 degree anole s- 5.91 -5531 .3 .32 ft. ’ 51H 75 .955 eff. 71d. =7 5.52th on 75 decree finale 2 4.394 ft. eff. wd. :: 4.524 sin 75 :-4.18 ft. on 90 degree angle max. Live Load Bending Moment 320 Loading wheel load 2716000 5 20 in. Wd. slab , 15999 _. 5959 f? 3.330 Lead on a ft. — 1 p 20 ” gon-tirmity -: 0.9 2’. 92 ' LL95 : .8 (1915 1.4' -5755 5 ) .: 169.0 ft. lbs. 7— 1?. (37) Imnecrg L-+2o __ 2.9” 20 .. 61 5 511-90 " 62.92 20 1.1.91.1..155. : 1.303 151 : 2-1575 5‘ Max. Deed Load Bending fioment w 2100 f/ft- O DLBM . w 12 _ 100 9.927.. 55.3 ft. lbs. ’ 10 " 10 " Total BM 2575?‘95.3 :.2650.3 ft. lbs. IL. l U betveen First Cirder to First Strinser ConcreE ~J Check d d- _ 2550.5 12 5.92 in. - 173 2 sunnliofi 4.” 3830 ’t 62 Live Loni Sheer fDO Lenfiinv 20".///” 1 7' I": ‘\ , ’ t) ‘ . ",1 IJN._ ”‘30 (2.. .w1 ) _ 2740;y 2193/ " -; 0-1- .3 1 0 ‘— 1‘, . v :9 {J 4“}; Deed LOid Shcrr Dlv,;gl_ 100.3193 IAC f 2 "‘ ”2 “ Tbtel Sheer l46-+4410 114556 ;? bhE‘ r V _, V ___. 45.7513 _ 77% b 5 "' 77s 12 4.5 Bond 11; V __ 4556 7/2 a 0 7/8 4.57 4.5 H15 Live LOad Sherr Wheel Load :lEOOO # Eff. wd. 4.18 8 Lori on 2 ft. 2 LLV'_ ’— 2070 ( b (‘ t) L): . 5‘“) 0 Tot Shear 5625 “l Shear v : V 7/8 d b Bond u_: V 775N—5 d Of Slfib 7771 " /8 425 l? 5771 =; 778 4.07 4.5 HffirLoedinq 9+ A J. . 95.5 f/s". in. rlloweble 75 __ 224.2 m/sq. in. allovvble ?50 4.12 A,» ~92... 15 ) __ 277250;? 2.94’ 1 2 12 750 161'} ._._— 55535 g "9 .— x ? .7 #/sq. in. .55 f/8n.in. :110W7ble 259 /0 Concrete Slab between 10 in. 6 25 I Beam snaced 2 ft. 3 7 4 (55) (41) in. l” in. C Sufi I Pm.—Flcnre we. of 1.66 in. cent-r to center dis. 2.25 ft. CleariDis.:SL?5_ 4,65 : 1.95 ft. 9 F.) 1.86 +.5 =23.56 ft. 2.?6 is more than 2.25; therefore Seen Lenath is 11////// r9’”d~5/ce/ 5 0660’ 0/ 6” 8 72/, a £0 #0!” 0/ 3/01 Effective Width eff. wd. = 0.7 s 23 on 75 deeree uncle 53.:center to center of sunports 75 deeree ancle S - 2.25 1: 2.35 ft. . sin‘75 eff. U3. : .7 2.554-8 : 5.65 ft. on 75 degree encle eff. wd. : 5.65 sin 75 : 3.51 ft. on 91 degree ancle fifix. LLBM 390 Loedinh wheoll lord 16000 . 20 in. wide 7 of Lord on 8 ft. sleb 16"?”O : 4-5-55 7": 20”£ if 5.51 A Continui = 0.8 I z. 2.9" LL13}; .53: (2277.5 1.195-1555 5) a: 1.0."? ft. lbl. —.—-.. 2 T2: LLF‘IJ + Iii”) . = 1252;? lbfi .41.}, = 914:) ft . leo lax. DLBM w .100 yf/ft. Total EH 0 DLBIEI I'll _ lOO .‘3.§f_5' : 50.75 ft. lbs. // 'CT' ()1; I BC‘m SvlrI‘CBfi 2 f . 5 in. Concret e Sleb between 10 in. (z Check (1 - L.55 in. sunelied 4.5 in p. u 4 5".9'3' " 20 1 2. 2.5" 1 LL1r_AH‘j':3. ( .25, .20 ) _ 2‘70 , —--'f-f-— _ - .2. :5 113. LLx,r+lm-n.: 2.5170 105.4 3;; = 47220 7% v‘ ‘ l DLV. 1 ,100 2.25 _ 112. . 2 2 MEG-£112.51 :4992- ’1‘"; 4072.5 _ 105.2 4/80. in. ‘ 7773 d = 77/75, 4.5 1?, - allowable '75 -.”/sd. in. ’77:: , .07 4.5 allowable 257 :71 O p. :1 I <4 )3 1‘ I15 Live Load She r 315 Loedinq Wheel Lord 318000 ,3 15 in. W1. Eff. and. 3:53.51 ft. Load on :2 ft. of slr‘n __ 12000 - 54:30 .55 H - ...__.. - /3' / LLV- "70 (2.25_ 15) =2470 a; I - ”‘J r) R l r) 6') n"- . (.1 U L: {.1 LL‘H- Imn. : 2/170 166 .45}; =4110 7f Total 17:41.10 fllfLS 24222.5 if Sheer v- v _, 4.777 5 ..___ 5:7 51/35. in. ”-m ’ +8.; ‘I 5 7J 2 A elloweole 75 / .Q5' 3 .\ 0 CD 1.: 1 ‘7- ‘ Bond 1...: .__ __. 42.7.2.5 .4. .-.- fl . in. 7782.5 d - 7/e 4.07 4.5 mllomb‘o 2’50 'I 3 C7 LG \ C) '3 O /2: (Mnmmte slab beer-.2 Center Girdor and first Strinevr 12 in. P 31.5 I BK - Flfinne wd. of 5 in. center to center die. 3.5 ft. ..—'I #5. of flanve 0f Pirder 14 1/4 in. or 1.19 ft. Cle’r Dis. 2.5,(1.17 5112) 3 1695 ft. 2 ( 5) 1.695-+ 0.5 = 2195 ft. 2.195 is less than 2.5 ; therefore Seen Lenrth is 2.195 SRV 2.2 ft. ‘ \ §/”d S/ce/" 5790660/ 0/‘// a / of 930,”, 7/5/04 III/lilll 757° (41) Effective Width eff. wd. : 0.7 s +»2 on Vbfiegaee angle 9 = center to center of sunnorts 75 degree angle 5 _ 9." z 2.59 ft. 5 n 75 off. wd. =. 3.85 sin 75 == 5.6? on 90 degree annle flax. LL51 190 Loading wheel load ; 116060 f 20 in. wide Lead on 5' ft. 8 ca ._._ 15000 ._. 4550 {f 350* 3.62 20" Continuity = 0.51 1 2.2’ I LLB I 3 .0. (.7175 1.1.5451“) _5__) _._ 1190 ft. lbs. 2 12 (3'7) Impack - l+20 __ .34-2’) __ 66.9 ‘5'; “6L +'2"o '6 2.2J'20 “ ILBfi-hlmp 2 1190 155.9 1987 ft. lbs. 415x. Dun :10) #/ft. (.3 O Ingriz vfl. __100 2.2“ = 40.5 ft. 15¢. 10 ' 17 Total 13:1 19.9.7 + 4.7.5 - “ 5 - (L;- ..-.,... /3 Generate 8172*) between Center Gir'de: :71"! fine: Strive”)? Check 6 *9 4-350 . , . .20” L lee Load elf-35'? .03) LO-C'ilfif‘ LLV 14:35:) (2.2.. .2“) } "To .0700 :r.’ .- \‘1 [ LIN-r I'm. 53703 160.9% : 450%,? Dead LO-d 5‘39"? DLV - v: 1 .. 100 73.2 - 110 3‘ Total Sheer 4500 + 110 = 4610 N *1». in. Sheer v.- ”V 11-610 __ 9’7.R ff/Sq l owehle '75 ' 7” Lflb- d z 773. 4.. . 5 l2 “ r: [-40 < Bond 11.. _ 11810 _, 889 ‘f/SO. in. {7/8 0 772?: 4.07 4.5 r!llo*.-"nble 250 {.24 £115 Live Loed .3qu.? 1'15 . . l, ' .5189]. Load 1.53000 ,5! ffi'jn, W1. Eff. "Id. 3.68 II .1 E “l I 1., N h 0 (a. 9 l l n' r7 '.' I LLV_ 32w) ( 2?..‘3__ 193 ) = 336 ,1: 2.2 - Tr; 7‘3" 54" h) __.J LLV-f- Irzm. —_ 2:52-15 166.9225 :2900,;£ Totcl Sheer 3900 + 110 = 41110 2’ Sh:.z:r v_ v _ 11010 - 2.4.9 7f/sn. in. 7/8 (1 13' 7/53 4.5 12 ‘ ellmmble 75 Bond 11 - V lHEEL?) -— 25:) f;i/g(_1. in. 7 8 0 d 7/? 4-.07 4.5 allot-fpblp 2R0 /fifl Concrete Slab between fecovd Girde? 224 first 1? in. f ?Ei 5° 13 in. c £5} 65- 77.:c2 2d. 6.5 in. carter to center Yie. 9ft. lflin. wd. of flenee of cirder 1.19 ft. 3 f n W Cle. 1‘ dis. =-,.7'5_ (1.3 9 63.5) .._. 3.9101153 (”0. _.7;;._ A: less than 2.?5; therefore Roan Lenrth 75' {II __ I 4“ fl 5’25 \ 6 Spam!" ‘7‘" 5 7:1,; 4; 8.1%.,»- 0/ 5"” (41) Effective Width eff. wd. : 0.7 3943 on 75 deeree encle ~ :cwwfimm'to center of suonorts on 75 deeree rnele S.— 2.?5 - 2.95 ft. U ef'f‘. .‘Id.= .7 2.954-2 on 73‘} fie-"tree encle : 4.063 ft. eff. wd. : 3.065 Pin 7%; : 2&935 ft. on 90 defiree encle I Lax. Live Lead Bendin' Lonert TYO Leriinp wheel load : IBOVO y ?0 i Lewd on r ft.sflxb _ 1G0” : ‘97” ‘ Continuity : 0.8 ' ( 1.4? ' 7 LLBLE' .3 .2 (2.35 1.24:3-4070 5) = 1340 ft. lbs. 6": “,0 J _...1 (1:7) Izmac:- L+530 _ 2.41.420 =. 54.2. 51 CL 4» .210 e. 2 :9 4 r2) LLELI-l- 1m. :1540 164.5 :2205 ft. lbs. wax. Dead LOCd Penninc ionent W :100 y/ft. [\D O L; t, 100 Q at“? - “m.”— 10 10 DLBI w 1 ——.—.~ {\3 H q) {‘3 “3 L+ . L—J CT 7) 0 Total i:‘»."“*I '.'. 2f?05-l~ 653 :33‘167 ft. lbs. /.5’ Concrete Slab DCJPU e anond Cir1 r :nn firet l? in. Q 25# CH Check d : 5.62 131. snnolied 4.5 -- rs“: 11» Live Lorzd Sm: 1330 Loedi.. ~ . 20 ” $070, _ 4370 .. .‘3- :F‘ — 2720 r * LLV_____________ . (‘3 . :3) O) - i.“ 1 2.49, 2304-} 0;! lid LLV-flmn. : 272!) 164.5 3?, : 449.0 # DeadT .HOEdS leer w: loo *Zq. DLVzw 1 .:_ 100 2.4.9 .. 124.5 {,1 2 2 Total V :4480+lf3<‘..5 : 4604..» # Shear v 1 v : 4.1.04.5 : 97.4. ,f,‘+'/sn. in. 7 3 b d 7/8 4.5 l“ allowable 75 Bond 11 ... V _ ”7604.5 2 :3“? #/sq. in. 7/5329 d 7 8 4.07 4.5 H15 Live lead Shear ”15 Loading Wheel Load -. 12-1100 ,5!- 153 in. . Eff. “Id. 2 3.9333 ft. '(1. Load on 8 ft. of slab l. ‘- r :grsa ’5']! 30:0 A .. .- . 22.15“ LLV : ..--"".-o (2.49.. 1:7- 29.95 ,1; T Brig p () 1r+1:~m. _?3.-’7E5164.57’ : 3520 g! Total V .-.. 35304-12! .53 :. SSE-4.5 #- Shcae‘vz V’ Llrlhl‘i‘. R : 77.2 “lg/SO. 1D. -7 a d b :,.7/' .. 1::. a1 lo zble 7 5 Bond 11: V 3113-21.53 “m" _ _ 79" sq. in. 77210 d " 7 a 4.07 4.5 ‘ allowable 250 rra C. r‘1' f1 I“ I”) I 731(11' “IS _-. 1 _I_,T IvL ._.» H /6 Load Lewrirh Surface 25 g e0. ffi. r 259 = 70 f/fu. 9 Concrete 150 # ft.“ .3 2.5 150 3 ?1O Stringer -PE total 305 }/ft. Dead Load Bending Koment 15.4 - 9040ft. 15‘. I l 0‘ DLV.._3Q; 505 15.4 - 2350 lbs. 2 ' ' 2 l 44' ' ‘A, I4- 30 77’ 17’ Max. Live Load Bendjna Moment J30 Loadinp (3'7) Imoact _ L+ZO _ 1:. 4+?O 31.5 “"7 LLB! of one ”Taffic Line 39030 15.4 2 127300 ft. lbs. 0 o— {J ‘J \ M'_.C H :-LLBM for one stringer ' N -fiidth of Traffic Line(not to exceefl 19 ft.) y—a ’ I I C':l (for concrete surface) SfiécffiE of Strincers F?- 10 ..3.57 M' - 1 123200 : ZAEOQO ft. lbs. LLUM for one ' 3.5’ stringer '— \ O —.-.—. 6L+E LLBM-rmmn. :3500 151.5 ’-3 II 45400 ft. lbs. Total BIS. : 45400‘l'9040 2 E 440 ft. lbs. /7' 12 in. © 85 # CE Stringers sneceu . ft. 115000“ 4000’ O , . . ‘ao l Lax. lee Load Shear I LLV:160!.30+4'300 1.4 _- 16364 ff! 15.4 LLVT-Emn. : 16064 151.5 0 : 21514 M Tot. V - 21514.}:2350 :‘3'31‘6: if Check Section Modulus (I/c) 1/0 of 1=—: in. e: :35 [,2 CB 50.9. iru‘. I/c .-. iz/f f 2.15000 35/80 . in. I/c- MW 1.. - 55.1 in‘.) 18100 sunnliei 30.8 f';24000 # so. in. / r 0 v, . 3 2/1000 sun'olied 50.8 Check web of Stringer Back to back of Flanre 11.89 in. Thickness of Web ' .240 in. v. 'V ._ 23964 _ 8540 #/so. in. 11 ‘ 11.08 .94 allowable 1?000 12 in. «in 51.5 if I Em. 1 Not only nas it a Section Lodvlns of 36.0 10;, but fg' 2 ft. 9E-in. from next stringer and 2 ft. 6 in. from Girder; therefore it is OK /2? 10 in. 0 x5 f I'Strinoors snnced 9t 2 ft. 3 1n. Center to center of Leeds 15.4 ft. Deg-01 Lor—sr] 5e rifle Surface ”5 g/so. ft. 95 52.55 0 = 56 ,#/ft . Concrete 15. “/fti .5 2.20 153 = 1F:.75 Strinscr P5 J/ft 2‘ total 242 75 J/ft. Max. Deed Load “erding Moment P 9 DIJ‘EJ _. In, 3- - V')‘/71IV€T,.7'C) 115.4“, — I7, 30 ft . 10L). - m _ ""-‘- .—" ‘ H 8 Lax. Dead Load Shear DLV.. w 1 249.75 15.- .. 192?,¢ ——-—-—.—- - w—o— ‘ 2 5 Live Load LLWM Bendinr I ment of one Traffic Line Lonfiixn: 193200 1f‘t. lbs. ‘ (43) ”'_ C M’ 4:. LLFN for one strinoer 1 - fliith of Traffic Leno (not to ercced 10 ft.) * ° 0 -' ,-. bnocinc 01 QtrleCTS (for concrete 5: 4| 1rrace) 11- 10 4.45 2.35 h'- 1 03700 _,RVVUO ft. 108. LLBM for one Stringer LLB +Irrm. :151.5 +1”; 9.775 -.- 3;: “‘17 Tote 34 Max. Live Lord LLV LLVf-Imo.”1163€4 131. Petal V - ('3 - .‘ - g 4, 36500 +7400 Sheer 16000 4000 1.4 A o. R U 1512+1983 ~ g, r1 +0900 ft. lbs. xto’ I I‘T4' .. 1603.4 3-4 "’7 :, 2171-41 ft. 105. (1'7/1r7r' ,' meeno 4 1/9 10 in. C Sb 3 I Strinccrs sntced at 2 ft 5 in i Check Section Modulus (I/c) I/c of Uljlh c 255% :4 in? I/C :Tl/f' Y o v_' ' iig I/c : 4&900 1? _29.n 11. ° 19005_ ' sunwiiee Ba .. . 3 I/c : 42cc? 12 5 :2.0 1n. D—O-r—r— —' .H - l . ' ~‘ .\ 2&000 “ sunnlicd L4 Check Web of Strinrer Back to back of Flcnce 10 in. Thickness of hob 0.31 in. 25 Be _.7530 g/sq. in. 10 0.31 Bllhvcble 12000 ’ II ¢1<1 219 Center to center of Yeans 15.4 ft. Deed Load 9 Concrete 150 f/ft. 5/12 2.:575 150 = 148.5 45/15:. Strinrer 14.75 E/ft. 14.75 total 103.25 Max. Dead Load Bendine homent . 2 - L 3 DUBAI : VJ l _ 16502\ 139/]: '- $0.59 ft. lbs. 8 8 hex. Deed Loed Sheer DLV .: vrl. - 163.25 15.4 .. 1959 5 n :2: Rex. Live Loed Henflinq noment (54) Live Lead 100 r/sn. 9+. 100 2.375 : 93".5 fi/ft. O LLJI - 1'7 12 9557.5 15.4.“ ._. 7050 ft. 113.5,. Lax. Live Load Sheer LLV.. 1...]; -- 257.5 15.4 : 187).; ”1‘ 2 (3 Lu Total Bending Moment 49.5".)+7050 1 11900 ft. lbs. Total Sheer 1:358-t-1-‘33O “-3 3039 if Check Section Modulus (I/c) I/c of 6 in. e 14.75 5 I 7.9 in? I/c 25:1/1' f :18000 «:i/so. in. I/0 : 11000 1:3 _ 7.93 ins 19000 sunnliefl 7.0 f :24000 f/sq. in. I/c 5,119.0?) 1.9 5.5- 73 1'- ‘ 1.71. 24000 sunnlied 7.9 U“ 6 in. e 14.75 j I Strineor sneceJ at 2 Check'fieb of Strinrer back to back of Flames Thickness of Web ft. A15 in. G in. 003:7) in. fi/sc. 1n. 8110 v i "Pble 10000 23/ AM” .47 , I —‘ ~ - 4 ‘ . I W“ . ' -VV ‘ 1 V —" - geec .Elfxt of In°1de adj Outs1-e Ree; g/fi. W/k 1L. 'eb ”7 4 1n. 1%. é-Arrles 33 by S by 5/8 in. C 9.9 f 115 Rivets 12 5/100 Reeds 1: :‘;.-;o/15./1/1r)r1 : 1.p 4-mnlice Plates 3/9"5V .75' bv 1.3' 45.75 S 147 490 3 l.” C 13 15.4 tot. 62.9 sav 6 Cross Section oleeem Gross Section of Flenee Bree 2-enb1es 3~ by 3 by 3/8 4.6 so. in. Net Section of Flenre Area -4—3/4 Rivets 3/8 7/9 4. -1.:5 5.3 so. in. 1 C1 V 204” i 1 ‘: ,1 I 85.1 g/ft. 222 I / /’E /* /'* NE MIt / I , I 3 Q- 3 C 0 @ Oafs ic/c Beam Jif/ucnce Lines/or 7/10/71" ‘10,”: live [ooo’ Card '25” P 'J 3.2 2/4 2/4 A 2.5 2% 2% 2.05]— {61- " 18 a“ "“28. ‘i /a x; 214 "'9 .J...v /6-5' 14,-, LE '-"* m-o’ 412‘.“ / 4.9 . I‘m, r\\{6.9\_%—, \\ /‘ .5 OAK—“Or 0/ it} 1000/ Q 22 ‘9‘ \. f. 1122 IGZO' 10.1 6 '\ 7:; I/5.5' \ .Sflcor all flE/Aaoo/@ 2.4, T? 24.6 I"! 33/ 5. ’ "" I“ 11> $ Q \ \ 0 / 6 L45 2156 22. 9 /‘.J' 46.5 N \ \ 5/rear 07‘ 5/7: [coo/@ ’8'?— a ’31:- 12.0 . /a. /, 76. ’ “’1 5.5 1: e. ,z .4. \ '\ \/ 54.05 0% .fl; 1000/ Q 44g 165' /o I g/\/ .5 7654;. . flea}. a/ £6 [goo/(g) Oar/side Beam Q @ [hf/acne: 11'»: /or‘ fia//IC 10/966 [I've load Curb 2-5, “A 3a 274 214 2’4 2!; 274 zaaL B c l/ A” 0 /4.5’ E F G —dq7-o— 2a ’ 28""? /2 . _;_' - /6.::' 13 15' _ - jig-32v 4.5 ’,%‘,-?~ ’31:, 7, “-5 "-9 / As. if! 7 Qflcar 02‘ fig Zaoo/@ 2.5.5; 16.! ,59 [0.1 6 \SficOr OIL/7.5) [coo/<2) / 3/.36' 31.23.; 2 a "“5- ‘3-1 - 24.6 /c 3- 2A.: 13.63 ’25. "'9 /§. fig? 7 I‘d. /\ / / Sécor‘o/ 6’6 [000/ @ 26.8.; Z 7.52 22‘? /6.:" /4.3 )2'3‘ /06 5 /\\ 72:;- J/zear cf 52% 1000/@ 84- /,3,/5' {1:5, 7 / 3,4 M4,:— ’7.__Z'°_. ’0; FEB/’{m'é ‘7’674' T2.)\ 6": /( {Lei 56‘. M /6»:: 7575' £7155 921045, \ ’ 5/7/50 x of 36/ Aer/g .857 Outsideibeem Dead Load Dead Load Cone. anal Point 5 t: r: 0 n w 5: r I ' O '.l (L3 . C) + L': .fw 5) 1 LJ' .4 l I )‘() z E). $70 U: * .;“'"* Kl brarin? Svrface ‘5 '/sn. ft. .-—_ l .r .- :— — x 4 .7 I‘ (.3053 2.; :3) lip/‘04:.” -. 105:)r) L.) tot. 4:95 f Panel Points 0, D 35:, F ) _ _ U . 3 Concrete lbi #/it. 0 L'— t t L.’ 1 n O +" l-J (p. (3 y» r O‘ D O 7 r Nearing Surface 25 r/SO- ft. 10 in. Q 85 g I strinror 35 15.4 :' 395 tot. 3953 5 Panel Point G Concrete 150 f/ftf .5 (295143.05) 15.4 15-30 : 2.595 2 hearinc surface 35 5/sq. ft. :35 (r3;1-+:3.05) 15.4 - 8f"?- ‘) Stinger ’5 )3 “In x d‘ 0 Q1“ 0 {(1 C Ev :5 45495" .3853" 3353 * 353’“ 3853‘“ 36 96" %§ 1‘ 3 F dBé? \ £17 ‘24? an? A .24? .2 A” a C ”/45’5 r 5 W” Outside Seam ”98:1 LOE'JI T“9Pi_1i:1fr :lfojfiefit £36 48X. DLL Li. 3!} éfiflfi 14.55 u.oo+_ EFFB 6.3. ("‘)f’0 qfif’? 7 4 AR) 113.13 16.5," 0 n n - ‘ v '— .1 —- "r""“ ‘ 'v - ‘ “ ‘- o -‘ + 45015. 3’12—i_~€;1._5;3_ 75398 4.?) _ 133.”; Ei..-ib+ (f) 13.5“) _._. N35 10 ft. 1})‘9. 16.55 If DLBL at D 69? 1A 45 F 9+. {93% 0.9 (l? 4-0 05+—7 ”+-5.41) 1L ob lboh ‘3 ,1.‘ _ r. _ 1 . 7, .- 1 -z, 4 4' 09.5) :f o {A .f." 5591?? . r/ 5 — [LR-j, 3 f . Pt (C: 'r?‘ ]_ tn} 0 5 15.5 3 ’ar. ‘: FV‘BQ ft. lbs. Lax. Dari Load Shear DLV at 173 SEC-’3‘, OE: 573575—13 (”1.346.551-5 ll.05)+ 1' 7-5 1%.: l E l{:.!3 16.\/ 8'5 15.?) -. ll» ‘30 —.—-.-—.—-n — + U i.) DLV at, G $05,15.A5+’2%&fi (1 ft‘fg. 91if—7.’7+.5 4%) 4595 35) 10.1.3.5 1" 15.5; EEK. 65 1636 :. 1992035 + “—5 .4 W30 Loofiihw from cvrb and ennals on each erol 387} Live Loo d Loniiv" Ionont LLBM is ma 3+ D rhen 109i 1 is 1.5 ft. 133/15.?Mfor l'load KOX. Boa fission of Strinrer on 3921 4000' leooof ‘ r + f:— /6’.4 1 160001.400) 1. 4 3 11363;, R lbo’i ?O :- b0.7~$ 1? y... a. :5 I'm 1L). 6 27 Outside Bean Liz‘s”. Lite L096. '~&':Z‘1(‘:1.‘1‘ Tort-Lint (0031’s.) 5-,; at I) (-‘:O;Lt.) LLU... at 1) 4— 1mm. : 15359: 1.“.5‘. 1W7." : 15-000 ft. lbs. — 1 ,~ F r‘ '\ .L x} Q I. . DI. <12: at D .-.- 5912-550 ft. lbs. 3705311 13351 at T 25935:)0-1-13237000 :: 2“,:173350 ft. 11353. LL33 is Est. at A vhen losi ? is ¢5 3 rm? on 31s 126.4/16.5 for 1: 1oad on each Wheel LL31; (“t EfIYm. a, . c ,. .4 .4 . . . 153:3 1930.4 1.00.7 9311223300 ff). 108. DIET-I Pt E 1': EUR-{~00 f‘s. 1‘03. C) H l \) t2 2 H: L+ (33:11.) 'L‘otnl at 3.} 25554.00 +1511) . 1135. Freely gumortea Continuity_: 0.7 Total BS 4;»890200 0.712154140 ft. lbs. Continuous Loam K11 Lax. Live Lo~fl “HOP? 120 Lonfiinw LLV is Mkfi. PL 03 with 102d 1 r5 0 "PG vaals 51.?5/16.5 for LLV at m +Iims. - 215-52 5.1.55 1:39.? a _-_- 4mm 3! 16.5 DLV isymwm 85 G1 1299317 'Potal'V.: 129304‘40533 :' 53490 :I- 2d? Outside Beam HEX. Toisl Bhflsr at the spoond Psnel from End (hotv¢fln “irsfi nxd 38001114 St'f']. Ti. (r971 ) 5569-??? 14.4.1» + r” (1:-:.24’.49.i>;~:+ 7.7 +5.l-fi~f3)+ a 1n-: 1 .3 . 5 is: 5.59:»: 2.05 {— Ff-fii‘itu’: (4.5 +(5.55+8.P+11.05)+(Ls-‘5 1.1.5 16.5 TC f - + 6:? 15.5 45367. -~'< 5 ‘> -,- 705:6 o‘- m- - . Live Load Sheer is Max. 8. Fa with loss 1 at F and enua1s'24.6/16.5 d at each Wheel. Imna at r. 1236‘. . 7 ,3 -- |.r-!' ‘. _(i 4.; . r1 'Rehotion of Strinner on Beam ;:16s.0 L ‘I' ' 4‘ (Jg).l {I LLV E‘. t Ff‘r-I—Imn. _.,_('3{4.. 24.8 150.7 3:1” 900 53* DLV Pt FG :-Ox? i 2? ‘ 7 Outside Beam Check Cross Section of fiaam . .. ' p 7'" ' .‘ ._‘ .’ f: 0 Gross Sectlon 01 : dny; 4.U sn. 1n. Lev Section of Flande 0.3 so. in. Web 3,? bv 20.4 in. :n_ 19‘0r24‘ in. f h f :19900 ,gé/sn . in. Ag - Ta.- 15/9. of W1) r: '22- 1 5:41:10 1:3, 1/9, 20.4. 15/9 1 L. .‘J ...-, 1906671 --:SL.1 in. sunnliei 18.74 5.3 154140 12' ,1/9 2.2.0.4. 3/9. h.:19.l in. sunwlied 18.°4 Comnres ion F19n¢e o :2 (4.7) f: 18090 -5 L’“/b a 0 . ; 1.9000 - 5 (3.? 5?)":’/'7.§37"“ : 127M345 #/sn. in. A - 15414.4) 12 -1/9. 20.4 3/9 1“. : 4'05? Sq o in. SIJDTVliQfi 4 .6 Ya}; e b V':12000 #/sn. in. al owable l-l 534:2. _._. 6990 fi/sn. in. Val. - ......~._ A ' :79 20.4 4, 1’3 Ins 5J6 Bea», Lo." [00d In/uon c 3 lines far 7fOH/c (one; - I 2.0 1 as 2.8 2.6 2.8 2: L F a c p, 5 x: 5 Is 5' 23 o 30"”. I — .345} ”'5’ ' / . as: --'——.. 5%. /6.5' -“\ 76% f—é-é‘ \"-‘ \Sfiear- FG’ load@ #4 16.: 16.4’ 2 0' g/\w\§g/: 4—, . ' n: \ 7? 5630» F6, Load@ /"5— ‘5’ I“. ’ ‘ ”I :2; /‘ lone/Q 4.5 52.2 m (2-3! {L91 0.: . ‘ [‘0‘- ’— ”\VKW15/\m’ SAcar BCI Load@ 4-9“ {m 9-”- ‘4 3:; k,“ y \s—g- _. shear- £7": Looda r /#’ , fl /# /#‘ l 3 l/ 6 l 3 l 1 Q / /I Q @ 3 , Ins/'0’: Eco/’7 [has 1000’ In/aeocc Lines/or lane: 9/ fmfl/xc 4 2.6 2.6 2.3 2.6 2.8 25 5—- /9.3 2-40 42.; /‘~4/~ jg, ’ /Z. 7775' é-é‘ff— $345; /6.6‘ ky\\;/ 55cm» EF [godc‘ej J 30 ‘ ./ ,1?" £4.35 ‘2w 4,0 lfai gig:- K412! ZL’K 5“! V W 5540;! 57.5; Zeno/(p 3015. .. 4 2.! 6.4” 20.2 J24' 3'2"}: 3......" “'35 x4 \M; 35...; 6-4 m: m. '/"+ Jfieor flzg [aaa’@ /!6./Z /£8-‘3 44!; ”€73? 3%? 5:1...— 723‘" m 6- .44 .; /\/ \_& I’l‘zoa BM 07‘ D) [000/ Q /25./ my! 53—93- 126.3 496’ flu“: 77‘;- /é..f' 43.7.7 .72? /L3 3 BMo/ DJ [000/ @ an: Inside Beam Dead Load Cone. Dead Load Panel Points P, C, D, E '2‘ Concrete 150 #/ft. 0.5 2.8 15.11. 150 -"-’ €010 2 in. @ 25 # CB strinner 235 15.4 I: 1,5195 Hearing Surface 25 #/so. ft. 35 2.9 15.4 ‘ 1079 tOtfll 4703 3 Panel Poitt F Concrete 150 f/ft? 0.5 (tn-V7.5) 15.41 150 :: .1050 ,,'r' 8 12 in. Q 31.5 f I 1“. strincer 15.4 51.5 = 45:75 Jearinc surface 5 f/so. ft. :—515.4 (2.51-2.53) =- 31.9 total 4 5 [‘3 Iniform Dead Load 65 fl/ft. 4703‘“ 4703‘“ 4703* 4703 “‘ 4565* .za' /\ 245 /\ .aa' a /\ . ° nag; E ,. 1‘ Kax. Dead Load Benflinv Homent 1)LBW at D g) 4555 14.0 8.1 +4705 52.1 (11.2 +s>.4:+5.£.+2.e)-470. 2.12 15 5 5 _. 45.65 1.5455 13.5 :- 59109 ft. lbs. 8 Rex. Dead Load Sheer DLV at FG —-——-— - j 1 0 P A: R f) [:3 "r7 :. ‘ 0",: ,’ 1.; 1635* ,. ”(11... 4--.. +.,.6 +....,_)+bu 11.5 ._. 1. .10 ,f Lax. ,— Inside Beam Hex. Dead Load Shear(cont.) DLV at AB 4.55 2.5+4705 (5.5 a.1+10.9+15 6.5 11.}.53 Max. Live Load Bendinq Moment LLBM isrmmg atl)vdth.LowiEZat D Lax. Reaction of Stringer on Beam and eouols 130.3 £93 .7) (3 15.5 _ 11020 3 1' P - H20 Loading for 1% load 10.5 on each wheel I A4000 ‘1 mooo 3 I; i ‘I 1614' T . R 10000 + 4-000 1.4? - 1915333 (,3, 1.5.4? (3?) Imoact'z L-f20 16.5-+20 5 erszo ’ 6 15.51.30 LL3151+1mn . 3 15.5 kax. DLRM :‘53100 ft. lbs. Total BM :591004-158510: 2312-620 ft. lbs. Continuity at center of Beam .7 Total BM =LO.7 BBQGIO 2-159370 ft. lbs. Ffiax; Live Load Shear LLV is m'W at FG (1‘5. . H20 Loading LLV at F0 11-3562 :57, =5170(10 ,7! , r— 0.3 LLV-f-Imr). : 51700 150.7 5:; 1...! 41400 # DLV at FG- : 123?9 Total V = 12356+41400: 55770 5% : 50.7 ‘ji with Load 1 at F and 16362 130.3 130.7 Q : 158510 ft. lbs. freely sunnorted Continuous Ream equals 32 for 1% load 16.5 on each wheel 34 Inside Beam second Panel ftom And (hetveen first and secord strinoer) - 4"“7’5 (55+9.L.10.9.,.1;:,7) 5:4 3 "1‘5": + ~-'-- I (3.5 _ + _._._.‘.'- _._(j .51 10.5 16 . 33 1 L" . 5:? 1‘3 .. 4.565 ---65 2.5"» t: 964.7 if ‘I'T Liv-e LO'CH‘] S11 .1 at EF wit? load 1 at E and ennals Rl.6/lfi.5 for l 5 Load at each wheel. mmact :: 150.7 :77. Max. Reaction of Strinoer on Ream = 16562 # LLV at 33F+ 1:00. 216302 21.6 130.7 27900 # 16.5 DLV .0. .35 :9547 ,¢ ”301381 V at it? ': 237900 +8647:QC547 g. ‘vié- ., J Inside bee- Check Crossf MC ion of Bean ross Section of 1lan~e 4.0 so. in. T I Set Section of Heb S/Rb v 20.11in. b 18.?4 in. “on53ion F ante fl DH __1/§ of web "fin 18000 5/50. in. 1 In 5.3 3.3131570 1:1 _ 1/e 20. A. 3/8 1 000 h h:24. E in. sunnlied 18.74 in. 5.5 _. 59:170.; >. 1/5 2-30.4— 3/8 (“v '_ ’:‘/\ 1 l \J I .1 “19.7 in. suonlied 18.74 Comnression Elan e . 9 (A7) 1? :12000 -5 1.91;“ :1A‘OOO --.LL\(.‘I_J..ZA.“"~12?.)“/'?,S?:',7’j : 175.395).- A 15(‘Jf370 1") _ l/Q {013.4 3/1} S - ~.—-m - 17’_ 30.8 1’074‘ A "4.74 so. in. sunnlied 4.6 v :: 123000 1f/so. . in. allowable 53770 - 70:30 5/35.. in. .. V _ A "’ 7.78 20.4 r" ‘., Imflc.’ 0.1.) sq. 11- 5t!” f/sn. in. £?é» end to first Tfiiffenev grzr‘rjo ufitji- ‘ -.‘-'»o ‘ I ‘ '_‘ I“ s’ , ,~ womn 501-0 Elan e ul‘l: -1Vef‘ O O Q 0 O O I a” In51de 359: O V 555 75:. 9t Ffl L05” on too of Fleroe DL at F : Asa-5.5 . IVE). /?bam;/?o;o ¢y[.596v)o941r- l6.3£L2 1‘ (77229) L14 Inn :1555? 1 C .7 x11, ~= 21:51—30 51:5- A..r':: ~77:~ :- 11 - r! ._ ., - 1 5511-.) ibtel L055 .2 218; r5 (1' A" \ ll \- ." (‘v ‘ —/‘ ' ‘ r- 3551» e Dist nee b31150n strinhors R.FM+E.? - 2.65 . - ’-—— - ‘) f- vr- 5.5545 _ aoo 5/1112. .-_.—.-_ - r.‘ .3 »-\ 5.4 . (_ l,‘ Beerinr of S/fi Rivet ofl 3/9 Mob 1rmrin1vzvaOO ¥/so. in. ' l 5/4 5/5 271100 -_- 760'”) 3;. A. snoertlBSOO f/Sn. in. I Dowolo Sheer 2 .45 {:3 117350") -_: 1196") 3,: mi v A. .. 5.57711 A- .6 — “ «75 A - : —"_—. * m'; :T- ‘u'-- : —-.~-—.r:‘..:- f...‘.'-- - 1-.. —' .L_' q . 11 50+ [gr/7? 1;". .’-’. 1— .1.) +0 . 9.37 J. sunnliefl 3 in. r) 2 : M1375” +(9F?00/1!7) 5337 .g. n I ~ ‘. J5 r‘v _I ‘ 7‘". '1 Rivets 1n geea (Iron .51.. J “nor to Stinf not) 15x. V of Loch Sewn (be 1con ft‘sig 2n“ eenonfl strinfler) In5ide Foam 335x? O‘-1+J|)i\—i‘€') T)O.':-l'n l/LOGr':it-—: T. "3‘.“ ‘../~ ; \AJL. Flenne finale ”ivets 4.x v 0 O L 6 n J [T ‘51 On tsiic 355m V was: Ia-Iax. at FG Load on ton of Flanne 7.31. at F .: 39115 ’19\' .1. Reaction of S rinror -1“? Iluflmn.:1C"62 1W0.7 ".113" (ran) . j) = {3115;j0 . 'ffi 'I‘otal Land : fllfif-‘O + 9.9“: (71.1% I 2.537? Averafe Dirt. b‘t‘een st11n~01° — 2 .1 LT .. n'wor: nrv ' 4 TB] "' 1.1: l ‘JP_“'.'7) _ 11".: (“O HI/I U . ~— ' £5 sfi'" L. . _ .) Benrinn of 3 4 Rivet on 3/? Job VCOO # Double Sheer of 5/4 Rivet 11960 :I V x 1.1: _ 10555,‘ 4.6 h 1+,“ 15.74 4.5+(1.9:_.7 I) *4 1L Q q ‘41- Pitch_ R‘wm 7500f .. 5.74. in. snnnliofi 6 in. q 3 q 9 .fl 0 2 n1 4 W“ 1817"*(11330/lx) Tntermediate Stiffeners (Loacated 3.1 ft. from eech end of Beam) (127)(h) C“ 7/5 :Q?.5 in. vhich is 5~e5ter Bistfince of 14.4 in. lo Ht: fenors neefleJ. then clear Connection of Seem to Girflor 'Pest Connection of Anvles to Web 0 H) /4 Kile/‘5 gféi sflgcsa/ 0/ 34 i%.3‘7/921» 2‘347/flg 6—le3 le 6})! ””9/6 Insiee Beam hes FTGHtuSt Banning Homent and also the ereetest Sheer next the Center Girder (Smear is the Reaction at the End of Beam) bendinc moment at center of Freely Snnnorted B?“ :: {357670 ft. lbs. Continuity 9t end of beam: I"~/'” 1H135¥W670 5/6 = lgOifiO ft. lbs. (' V 3 515770 7,3 at snnnort) 01” r on each Rivet 53700 3940 f 14 Bevrinr of 5/4 Rivet on 3/8 Web Roaring 27000 f/sc. in. 8/8 3/4 27000 = DOUbl? S1ear of 5/4 Rivet /so. in . 2 .445 13500 ’ 4?? Connection of see» to Girder Bert Conn ction of fineles to [eb of ”etn (con5.) Reaction for pendine ioient ‘9 .. <> H. i> in 11: = r.) 1.) ()0 -- t} ‘ L: J» J :0 6 {ID r) Bendi15 Romeit of rivets k ‘D - 5" _.J ~ 'I t 2 651/30 (1 .r175+31.883‘1w O 371') V +lfg.‘. C‘C‘" 1. N \l O -’ v. - :1 LJ._‘I.,' J I) n q ./ .‘. 1 II! C- 1"“) C’ Ijn'_| I f) r; c; ‘ +_‘_ C) . 70.) i L, 3 .(,’l- I,“ + ’IA ()7._/ ) r...‘ -: 860000 in. lbs. or 71500 ft. lbs. snnnliei 130950 ft. lbs. neeiefl *0 24 652cw' 4Fd Connection of Seen to Girder *Test Connection of Anele~ to ;eb of Girier 66/ 3 I/ /c/?/ ve *6 JP‘” 7 F/onye flflg/c 23.?” an!” / /’ /4é // ~/ /5’/?/Ve/5 £90063‘/ 3 /c7/%},, /C%49/Q: 1&5?” .. 'h'V . .‘.. °'\Lx:°° fierrine on 5/4 Heb end on 8-9/18 Filler Pletes beariir'tfi7000 f/Sfl. in. 27000 (ii/4+2 (ti/16);: 55000 1; Double 3; U 1ear of 3/4 Rivet v:15500 g/sv. in. .4243 131,00 -: 11900 \J I Bti=190250 ft. lbs. V 3 53770 # One Beam V':2 55770 2107540 y Two Beams (one on son Sifie’of Riroei Lumber of Rivets neede' for Sboer _ 107F140 -; 91~iivets 11960 Snnoliefl 32 16 in (3:1071 enole .. L . ,1 . . 1 ,1”. -1, - , (92)(c) Rivets in Cension fiber stress :.5 lnnOO—-a750 3/80. in. Rivets take the Nension while Connrossion is token by eneles beerine on web of Girfler s ¥Lcnctb of Lnele 8750 .443 ' 9790 Assnmel nentrel .11. Fiber Stress nor 3/4 Rivet r. 2 rows of Ivcts 3 Q 2990 = 599 g N 4‘/ Connection of'Beem to Girder Test Connection of An lee to Ueb of Cirder (cont.) 59:30" 0 -- - ~ -9 r3 5 ,2? 1.- '51) fir 2-? TTLQO (fi??.:j1“’+19.5 +1051 4-10.? +1.0,5 {j 0 9 0 +.7.E“+'4.E + 1.5 ) .: FIEOOO in. lbs. or 57090 ft. lbs. Ewnnliefl 190750 ft. lbs. leefled 2&6" Test Connection of Filler Plste to Web of Girder J (99) Rivets in Filler (Sane Stress es those in Anrhc) Beerine of L/é Rivet on 5/4 Web of Girder b- ine32‘7000 iii/S5. in. 2/4 3/4 2 000 = 15:13.00 Double Sheer of Z/d Rivet .: 11960 # v 1107.540 13/9 humber of Rivets 107540 11960 swnolied SO 2’ 9 rivets neefiefl H 15 on each enC of fillefi 42’ Beam. Web Snlice a—‘;/§ 9~x1$5”1/£vef¢ 8 E o/ Co’s/er 1F— 7 0'. t ‘ ‘ I o | m 1“? .'.°, , 0‘ 0'9: /"'7/2’ ‘ .1L_‘_7' .2. 'I (187)(f) eeb 3/8 by 20.4 in. Gross Sectio : £3.65 80. in. Net Section 5—3/4 Rivets 5 7/0 3/8 : 1.65 sq. in Let Sec.:'7dflT-1.GS = sob Solice Plates 2-8/8 by 14.5 in. Gross Section 2 14.5 s/e : 10.88 sq. in. net Section 2 4 7/21 3/0 : 21.6? sn. '21. 301: 53:00. :10.€‘.f1- 2.621: 5".26 so. in. neeéed 6.0 {Job 1Hill take Shear V :19qu Lil/SQ. in. 127000 b e 21.11. = 01'100 # Shear taking by one rivet 913100 : 13114.3 3,! 7 Bearing on one Rivet beerinn =97000 #/sq. in. 3/8 3/4 27000 = 7600 # Double Shear on one Rivet 5.1.1.:13500 fl/sq. 1n. 2 011-419.: 5500 :2 11960 7'1; 15114.3 is arentefi than 7600; threfore tiers is nothing left to reowleed bendinn moment The actual Max. V Of'Boafls is 53770 # Shear taken by one Rivet : sewn/7 war-1.4 ,5! {section to EH f? .5 M :2 W B 3 760'?” 753"]. .4- :- 1.400 if BK luc to Rivets 9 2 , ? 11 now My) 1" ('9') 4' ("n/"“2? : 2150 in. lbs. 743.44.: 4'? 8 43 Beam web Splice Bendins fowent oossiblo of the “eb 1/3 90.4 5/8 10000 19.74 :'32?500 in. lbs. Bi the rivets will teko is 2_550 in. lbs. ,dinn {oment actually taken by web at this noint 'aX.?otel BM at center 227670 ft. lbs. freely sunnortefl ”K L Continuity at end of Beam eonsls 5/5 5/5 seveve 12 ::0275000 in. lbs. _ 1/9 TYflD_ 2275000 31/1 20.4 3/? x :7w?5000 "' Gross 8'30. “ #5476" Z 11.?T‘3OOO in. lbs. 7- sfi the rivets will take is 21350 in. lbs. 44 ‘ Cantilever Beam under Sidewalk Dead Load of Lefim Poo envles 2-51 by 5 1y E/w c 7.9 j/ft. 2 7.9 15.0 f/ft. Lower ancles 2-5} bV 3 by 5/5 @ 7.9 E/ft. 2 7.9 11.? 15.1 "—.. . ll ,eb 5/? in. unifovm load .7 3 #00 10.7 e 12 tot. 42.5 #/ft. '1090 vering from O to 2.3‘EH1TO 35.” ' 8 1? over 11 ft. of Beam oenel noint.) CD Lu). . ". B‘I". " ’ ( i (1 Live Load (eoie§_Lrote (34) 100 #,ft, Panel Point A (l 2.5 ) 15.4 100 2690 # _-é-ll Panel Points R erd C (2.59 2.59) 15.4 100 5500 _~-,Ef ‘ Panel Points D (2.59 2. 5) 15.4 100- 5500 Panel PO' ( {J 1"“ O ’4 1.1 O 33 v H )1 0 v5 H *9 Q P.) T) r '1 O Deed Load at End of Been 1" DD n7le-33-bv 3 bv 5/? 7.9 #/ft. rel» 3; by 22 by % 4.1 1" CD Cantilever Beam under Sidewalk Roi/in, Jfrl'nqe V6 T ””903 £3.01; A»: .3 45' f c 2.369' ‘5 .2.36" ’,,ur E . 547 [.1 //-0' gil%‘ ’{32311 a 2-3 I ”'3 3 Q. Il-O h E II “ Deaa. Load of Strinrsei‘s am Concrete 3}; 4'3 'g/A: Panel Point A 5 in. concrete 5 151(17'2J9U 15.4 : 153525 12 2 6 in. © 14.75 I H £3 6 O m l4fiN315.4 Panel Points B and C 5 in. concrete 6 153 (2.?54-2.5P) 15.4 - 2890 —-— -->.—. ‘) I; 6 in. Gt:h$.75 I -J 257.5 tot. 2517.5 Penel Point 0 5 in. eonerete 5 15’? (2g‘g‘+2.l5) 15.4» :- 2.150 2 2 6 in. @ 14.75 I : 227.5 tot. 2407.5 Panel Point 5 5 in. concret e 5.150 (2.15+O.2) 15.4 " 1154: 12 2 e in. e 14.75 I : _§§7.§_ Railine Loading Deed Lo:e l5f/ft. 15 15.4 : 251 i (25) Verticle Live L085 150 fi/ft. 100 15.4 : 1540 7% Total Verticle Loea 8514'1540 1: 1771 # (25) Horizonel Live Loed 150 #/ft. ‘150 15.4 : 5510 g: Cantilever Beam 111158? Sidewalk a» - __l__ 4‘» 1123/0 I [540" \| 02': a/5" __l 235, '1 ' ,, 2407 a"? l 1 ’3" ° 3:00 _ ’5“ 1907; 4 3/21.; 71I' ,r 15‘ D K 122,—, 9—/ Bending Moment at End Hex. 4452.5 1.5+ 6177.5 5.5“ 6177 586.7.6415907. 5 8. 64 9-3181. 5 10. 8 1 1771 11411540 11+2510 4. .6 11__11 +12 1. 5 (1.__._5+11) 3_5__._ ll : 1992 727 ft. lbs. ‘1' 2 5" ’ Shear at 13nd Mex . 4452.5"! 6177.5 +6177.5 +59 07.5 +51815+1540+1771 +12 l.5+4=2.6 11 55.211 2 29877.0 ,7 2 Bending? Moment at A 6177.5 2.58+6177.5 4.76+5907.5 714+ 51.91 2.110 4.5 41;: 1.5 L15“). 5) +4? .6 9-5_.1_9 5 2. 2 = 160,261.5 ft. lbs. .5 9.5 +1771 9.5+1540 0 .1 .5 {715.191 .5 .5 + 9 9 a 9 11 “2 5 Shear at A 44:>2.5+ 6177.5 + 6177.5 +5907.5 +3181.5*l771*154-0+12 1.5 o 9o 5-? 0' o — .19 o 9 +426 5+5 1192595 _ P9745]? Bending, Moment at D 35181.5 2.15 +1771 3.35 F1540 2.55 +73511’ )4.5+12 1.5(1.5 +2.55) .332 55.2 2.55 )5 55 +£12.63 2.55 2.55 8.7010 9 ft. 11 2 5 2 lbs. Shear at D 5907.51—51 51.5 {—1771 +1540+12 1.5 "R «)2 .2 2-35 2.55 4 I ' -———-—-—-—-——-—- lf’5?F.P~ r" 4' 11 2 ‘ f #:55 06 2.35 Cantilever Penn under Sidowvlk ”endinfi at F O :3 \D :5 “3 23.510 4.5 4. 1:9. 1.5 1.5 - 10415.5 Smear at F 104q+1771+lg 1.5 :- 3P9 Check Cross Section at find of Cantilever Beam BL: :189727 ft . lbs, V : 29ft??? xi Grosv Section F-anples 3 2.5 so. in. E5 oection -& Rivets 5013‘ 4 7/H Tension Flanme 1K7 J~ f =18000 _ 1/8 {'71. I A l J". ’ 1-). . . f E 199757 12 8000 h 5.5 : ._ 1/'-‘~ 5/8 :36. ] llzifflé in. sunnlied 54.54 Comnression Flange r7 V) h * L’6 - 5-,! ‘ (4:7) sunwlicvi 4.6 Web v :12000 # so, in. allowable 8220 g/so. in. 3‘ " § fl... b—gf .1k” 1- _=: \6 :1le JXS:34JM—in. f8 Cantilever Beam under Sidewa1_ Check Cross Section at Panel Point A BM:1609 61.5 ft. lbs. V :29774.5 f Gross Section 4 Net Section 3.3 so. in. Back to back of Flanre a:vles dis 3,:3J3145 : 2.5?IM. or 38.2 in. 11 .a{f 3‘ reusion Flanro IfsanOO y/sq. 1n. 7 H . L \ \ f i 1 \§ dun—g 3.3 _, lo’pol 1?, __ 1/8 5/0, {if-3.2. -—..-_ 8000 h3 32. 2. U & 3‘1? _T_.L H: 22.5 in. 8119911911 $0.54 :— Comnrcssion Flange h :: 32.2 -2 .83 f:1t:fi<£e:> ff/so. in. :30.54 in. A__ - 160261.57) 2 ,1/9 3/9 $677.? -lboao L)‘D._ .A: 2.47 so. in. suooliod 4.6 Web KI:1£KWO fi/sq. in. allowable 2390 f/SG. in. 53"”944‘ Ca 7‘ ntilever beam 4“? 1r -L 11nd '31" -" j 113'. "71 Check Cross Section at Panel “oint D BH.=‘70lOJ“fT. lbs Vz'fifii“ 9 Gross Sect ion 4.5 so. ii. Let Section 3.5 so. in. Bzck to oacc f Flenr analos dis. 3 _ 2.. 8.54 : 1.2 ft. or 14.4 in. l Tens sion Flame, :1"— -= i’:18000 f/SQ. 1n. 5 2 l h 4L 1“). I: 3.1.7 ._. l/j‘ V-a'eb f h . , c _ _‘ ‘— r5.5 97010122 1/0 14.4 :/:-3 V ’5’ t 18000 n 31' I I ‘ ‘ h -l._ 0‘1 1n. 1U7§llpfi 13.54 11‘?— ~\0 COthrPS ion Flanhe :18.54 in. f A .4 l : 15880 1/80. in. 27010. 9 l? --—.-_. _ _ 1/3 3/8 14.4. 15990 11,. ”'54- suonlied 4.6 M 32000 f/in. allowable 2320 J/sn. in. Cantilever Been under sidewalk Check Cross Section at Panel Point F B;,;:]_Oélf$.5 ft. lbs. V 33:39 ff .13"!!ng . Ten81on Flanve \ M V K3— 7?- f :13000 .:,'/sr‘. 3. IV' ‘ Gross Stction anele-fi/P by Be bv 3 e 2.3 sq. in. “ A e 73.. z 104112.53 lf-T 6 "~**- f }1 lfmlio F'.29 L ‘u '5 .__J , ,. . . ‘ . E§{F;5 A :.c4 50. 1n. SHUDllCd 3.5 24x14 444 ‘ 1, =. 7-12 *-7"- '-“ Cornnreeeion Flz-m Te - u _ . " 6'2? i” :lLL-.;_2f) “(I/en. 111. Gross Section anrle-?* hv 2- bf ~ C 1.19 S“. i". 5.310415.5 12 - 0.95“ so; in. 1&3”: ‘3 {1‘ 0:29 8117‘: ”1‘193 l .19 90 web nresen here; therefore Flanges must te”e Shem Total 3 of Flannes l.l9+§f.3 C 3.49 so. in. v, V _ 11,329 - Qf'Sfif/so. in. " 1. " 5.4.9 ' The Flanves have enourh extra Arne over what is needed for Comnression an‘ Tension to take cere of this Shear. Rivets in Cen‘ilver Been (form the end to first ‘I :"\ ‘ ”.37 ;: .. ; Shear at End : H h.$ffl.54 in. at Ponwl *oint A Flonno Annle Rivets . . O 3 II 3 '/ Load on ton of “lance LflquLU : 4458.5 f Average istnnce botwcen 1 . ouble gheor of 3/4 Rivet llQOO 111- v x _ .‘A—‘emv 4.1: h " :70. .0 + 1 . 2.1 Pitch _ R 7500 _ ’ 'r - ‘ ~ - ' u ’ - H-.-- -- - + (2:295/1fl2 -9 735“ -3... ' ,. r) '2", C: s031n‘ers : n.n‘+ILp1- - —. "trineor) 2 "'C— .1 70.) hr minnlie'l 3 in. The Rivets in the rest of the Flanoe are 6 in. (no need to test) Own tergtion of Centilever to "'1:i.r~ier “Pest Connection of Angles to feb of Gentilever «5’9’25 ”/‘26/4: ll J r o—“— 0 Piece 0 18:0 Can/l/erer- ‘ . J f a» t ‘ o . p- .. N \ \Q o ..-.. -- 0) (‘7 o :3 :J‘ \ o L 45cc? ”1 9/?I'V8f" 5/90cgo/ 372” J—_ H 3 II 7% ’l/CT//e’ Bé/e .5"’13 X é 67;.7/4 Cinder Total V Of Centilever end Beam (V is the Reection of 39319) ayfio+2wv7=esww,z ' Bearinn on 3/9 web bv 3/4 River 227000 3/8 5/4— :7600 4% Double Sheer of 3/4 Pivet 1960 9 n") 1 v" rrL: ‘ ./..4"l‘ 11,0)(.‘O: l Sheer fleken 0v eecb Rivet r ". r r.’ 1, .." ‘;).(.)’>‘.}\7 - 31‘: 1- "4L . If ——-—.-.— ‘I B? it end of Csntilever = 1907?? f). tho Reaction of Rivets for Benflinq “onent ‘7‘ S 11 31/760ch— 3:320“ = £3?”"=0 N“. \J - .2 r) (3 .; nr’ u . FLT .. f3 F>“-’10 (111 +10.5(‘+ 7L+3.5‘) _- onQOOO 1n. lbs. sunolie" 14 or 29100 ft. lbs. 189727 neeoed The difference in BM snonlied end that needed is offset by having a 1/4 by 8 in. Plate on ten of cantilever end attach to beam on other sifie of Girder. ~513 Connection of Cantilever to Cirfier “est Connection of Angles to Web of Cirder 63rJZ~IFbee .1r__________——————£=====5=:::;-- 4 T'—: "f." : I, § § ' o . /6 fifyc/J 5f0‘30/ 3 2; \ ° . . / F/nnye flag/e N N ' If [fa/[2 I In. . . ~ ' . . /:>“r‘7//c/s Sfocca/S’” \ z 0 . . m \ . / - "'3 N ° ° . .4 /'/'//C'r ’9/0/2 N K . - o . . O O . . O l 'J of Cantilever 2nd Ream (V is tie Reaction of been?) 2204-29327 : 22307 # Peirinr on 3/4 ~c.b end 249/15 beerine 27:‘oo /so. in. 2:7 or( /4+f3 9/16) : :36 ”I ' t DOUble Sher-r Of‘ 3/4 Riv: : 11.0272 2 .4/ -3 1C3 30/“) Lumber of Rivets for Sheer_ “137 _,7 Rivets 11920 ' sunniied 22 16 in each enrle or 30 in Fz/ler P/o fr: bending Nofl~nt at and of Cantilever = 19?737 ft. lbs. 1/4 by R in. Plate takes Tension wnile the beerinr of encle on of sird-r taFos the comn“cssion Assumed Leutral Axis at neutrcl axis of the can til~ver at the end. XI;E3%:lGOOO 36:.1150000 in. 1‘s lbs. snnnliefi 727 ft. lbs. neefled C-IRDIPC‘ J4 Girders action of Girders C") "‘.1f\" v‘ k . JA‘. ~,‘n)sb L sawing-s/ie bv 61/4 2v 51/4 in. 13.4 so. in. 1 02-2/1; by 141/4 in. 2.02 total 21.4? so. in. (22) A {oles A 2/16 7/2:=i.27 9n. ‘ 1n. 2n~lo2 fi‘Toles 2 7/? 9/lfiz'l.‘ 9”. 1?. C? - ~.——.-..—.— I 1‘ H- I“ .‘. ~ ~ ‘\ --l $.1RA on O to be ”eflwcte9 >4 I H I If” II I 4 El x 7/? t ( - ¢ o ’1‘) "s "‘ 1 Pt UCC 110’] 1 0! >4” 1 ( r7 ‘1 .C — loo/.7 Sh. 14.2. 9-:1 I-Jn :3 gm A 3‘ m H. U) rr 0 L—l: H O .1 a O (T) :5 ‘1 O 2 3 7 ‘ 3 A 1 .J t. A I I) 2 Y' I) .5 H J '5 2 ”D \; I d I /4 4 .1 l [V I II ‘ P _l 9/6 L J 3» 2» J ‘5 ll ; I‘— u 6/.6" .4 l I N X H I l 5.71.115 K _ 2 95 9 375 3'“ 1773:“;- ‘T" 7-9-]- 57 9 57109 -— 1 1 5‘ r5..— “ + r-- ;j .f r70 4 [1 1 .‘ '7 n ’3.- lr: U ._,» ., 1h ._:) r .1. V _., V. ' - ’.‘ (1 — , 5'. ,3: __ - :1- \)1 .0) .2; ((’.', t/ A ~ I . ‘ uOT’TO" 0.39171. O- ‘-- ‘3 (4e) : 12000..S (L/b)’ ‘“.QCOO__ 5 (15.17 15‘)“ :. 171T;- ,.‘j so. in} .‘O . . 1‘ .— . ,- n J-’ .. ' . ’ , .. f extrerf ” n-‘ r" 3 III“ sec 1222 "n“ lelt l) sic“;“ Jf’ 2-CP G/lS in. by 14? in. 6“ ft. lone 6 S”.3 f 2 '7 . f5 :33 61/” 4‘: :: W- .1”- 52/“ - . -, 1 ‘. ' . .-_a , “I. r. 3/‘17".|{eo 5ft 0 3.1.11. 6"; 153 if 1L)3 seensles 6* by 6% by 9/16 in. a 29.9 fi 91.? 1..: ,1...| Concrete over Girfler (9.?! r II, III, IV) (2.24-2.02), 0.5 lSO.+.1.5 (23/4-+27/s) 150 = 205.9 t 2 1.73 {J total 4W mz/ft. s-Int. Stiffeners 2/2 bv 2 by 5 in. c 9.. # 5 s 9.2 .: 192,} 1000 {ivets e 12 f/ioo beads 12 20 =2 240 lQ-End Stiffeners 3/8 by 3 by 5 in. C 9.8 f 12 5 918 - 291 Susy Bracing 2-2; by 3 by fi-in. angler @ 4.5 22.5 R 4.5 1 ° 2.5 ‘20—F5110r Pl_2tes 9/16 b7 5/1 in. © 5.74 i 2-02 Snlice 5/8 by 14$ in. c 20.2 4 4.9 50.3 s : 992 w... 4.74.94 16.0.9.5 .. 501 say 510 ;‘r‘/ft. 66 Girder I Dend LOW“. Cons. Deed Lo: d, [11331. Reaction of 793151171 {no . 1:13 ”irisr I III—if} II llu‘gfq “g flax. reaction of Cnnilever been ffizwv Prncl “oint -0 one besn 6rd ore canilever 4179” ¥ " " -U one berf 270 one c“ ilover 41977 ' " -E one been who one o'nilever 4]”37 " " -7 “JJ RIO ‘1f7.l ll 4f) l“r$70 ‘haen 1 1;; A 4‘) 1. I .' o .. 4.4 ) _ 25128.8 snilever PQQB'? O f 71.. 7'! -...: - —+ . -~ 2,- _ 2 :2: 1-21 16.2 2 totol DI. 2t 11 23122.2 +126'zo 73262-2 2 I wt. of connection of bean r:‘nd canilover to si'ler Z 429.4g oniform Deed L3??? Stflb gs C—iro oer V 640.9 v/tt 2'? V41 33698.?‘14/727‘t «W727 "E 4/727 # q2¢4 4224 42%! 34 /23. z 42/5'6-4 .72/5’6-4 42/66-4 I/. o 7 /_5'. 4 7 x5 4 41;. 4 3.3 fl? 3 c; p 5 f 66.0‘ ifim; Deed Load Behiine Homent NI; 111 {it C [12156.4 26.4 ( UQQ+24.2*'—9\05 ) +Zy11‘50.0 55 2604' [lf‘l’o’q 15.1,. 3 1451 HF Mex. 541 66‘” : '35 1111211 21 t D *' s 1466 1,4 "Fatal 12156.4 24.2 ( 26.Ir 2.4.1.534-5’73 O 24122.2 11 2I 2 42156.4 15.4 ELI. Dead Loed.Sneer +' 5‘ 1465.4 l? Total DLV at 5? “-~- 9 11 4. 112.4 ( 226.44 4:1 ”- H57 ) 641 66 é.,.,Mr,')2r_) max. 66 66 “" 2 DLV at AB 42156.4 ( 8.84:114.2439.6 ),_34—122.2__§.5_ 641 66 _95850 65 66 2 ‘ GirdeI‘ I K Izk 4K /‘ K , 3K /Z’T I I l /" 5-120 Loading? )4 ’ 30 I /4 30 0 9 G a " //.o’ A Mai/A 444’ A Adi-4’ A 193' 6,6A I»? 5 4 (6.0.0 5' 1|," Max. Live Load Bendinr Fonent ono vdoel of a train of tr oks LLBH at C 16 2.2 8.R 21.4 . 4 9.6 28.4 12 39.6 28.4 3 63.6 96 4 3 14 _ - . 0 . .- - 1.- ---.— m--—- o... .a—-. c .p . --. 15.4 66 If 13 66 Co Load 2 at C 15.4 0o 65 66 i. 66 g 301 KF \ LLBM at D \ Load 1 at D 3 23 .8 ;)I£.i-‘ + 1.2 41;...8‘1. ?4'0? 4 P;8. .5..?.“? 24.2.) . '0'? 4f.-.1-.5...4— - 215.8 F“1 66 66 15.4 86 15.4 - L081 2 at D 16 0.2 4-1.8 4 24.? 11.94.121.153 41.? __ 12 30 _ 2317 117 Load 3 at D I 27.2 24.2 + 16 41.2313 63.6 6700219 6 0.11.2.4 _. 22.0 K1? 0. 66 66 ‘15 I166 "’ 15.4. Max. Live Load Shear one wheol of train of trucks LLV at AB Load 2 at 12 15.2.9;9+ 6 11 + 16 41 I1 55 14.161: 15.4 55 56 66 '+ 66 - Load 3 at B . 12 11 3 2.: 16 55 .. 16.45 K 66 * 66 + 66 Girder I me.Live Lead Shear -cont. LLV at EB Lord 1 at E 2 12 :37.:q 3 1201’: = 10.29 K Bending Moment eta Sheer Totals *4 L18 x . LLD‘I.: ( l I‘m-1‘; :- 3 M x. LLV (1 wheel ) 3'21 1T ) 1:72 .99 K Imeack 20.63 Fex. Reaction rt Girfler I is same as Girfler V ‘l‘otal LLE‘M N21 27 12 2.3 j}. z 5223 a? Total LLV 1w.¢9 27 120.6 % - 37.5 K Ker. DLfifi 1496 K ,‘":rix. DIJV 107L150 1+ '1?0telL/a:<. 23.2.: 1455 + 59.3 ". 2079 :T Total 2.: :. V 1077230 4375-90 = 11:45:50 as :52? Cirder I Deed Load Sheer at EC 4:712:35“; (.24. 84-2/1 .2‘2+59.(;) + (Iv: 66 66 2 L’é]- 63!} .54- 1]. 1:4]. — E"; '$‘)'7-).O \D 3-,“: }_J 3 O J“ )7 17 >- t“ ('3 UJ Desd Load Shear at :3 3C1?8. 2 ]_l_+_4f163.4 (83.4.}41.8 +6 .2 66 66 23 0 _ 4:3156.4__8.8 641 .: 6936..¢ g Wax. Live Load at BC i2? Losfiinv 1 wheeF of troin of trucks Lood 2 Pt C :5 2°.-“8._'.‘:_. +16 ‘ .0 4 "2'".6 _ 9.03 F l“) /1 56 UL) 00 Load 3 at C 2 9-.22 (2.“: + K.) q 6 16 (1'90“ +- 4'? [5:06 A 1/‘1 _ 9.96 K 16.4 66 C6 5:; “ 1.5.4. ‘ Live Load dheer at D5 Load .‘3 Qt“- D 12 11.8 +.4 41.8‘+.16 55.9 16 14 _ 3.69 K 66 66 :26 + 15.4 ‘ Load 3 at D 4: 97.8f‘ 5 .Ml 5 .8 57.9 C .P' _ 13.3 K \{C-‘ro 66 66 +’ 15.4 ma 15.4 Total Sheer at DE max. Reaction at Girder I of 1} load on each wheel across Girder (Face/yo» same 05 5,34“, 2) REV/18.5 Irrmaet ~_— 230.6 3,23. Total LLV_ 3.5 .7 1120.6 *3 : {7.6.3 K KLV at D :59252.9 # ‘ r r \"‘"f $1 Total V {2t .JB - 65001.392’. .5? : -'-3::.52.8 7r Girder I amok Girder Cross Section [‘0 C‘ 3 [7) ‘J 3 o H :3 0 Gross Section of Flande 1 1, Gt :2 H n 18 . Web 3/4 in. bv 60 3/8 in. h enuals 53.54 in. . 25- «'3 U1 '- ‘Pension Flange f :15000 A: * __ 1/9 of web ‘n 1‘ 18.4.5 :2079000 1_2 _ 1/5—3 5/4 603/9. h 1 000 h :5 .B in. 9311673116.”: 59,34. in. Comnrossion H) \‘ 'LJ 17157.5 f/sn. in. A -2079000 12 _ 1/32 5/4 603/9 SOIQJO 5:34 A :.18.12 so. in. suhnlied 21.4? E‘Jeb v : 15000 allowrble v- V 144530 - K- 2' 1374 6023/? éfl? 7! # é ’ 3 a ' 3 , v r 0&06/1'65 07" Ed I ”0' 490mg.— " @ @ Inf/UEHQQ. [faves 76» Tro/JZ,‘ Lane: 2.5' w L32 2% 24’ 2’4 zzbfzz 406‘ aa 2.3 2.8 2.3 2.3 2.5 /4 .5” ‘6'“, \5 A . /‘.6‘ V. £234}: 4-6" 3 ~ ‘ «4' I17 \9 2-1! 5531’ /\«4§m9 21. V <44, 3—}? ’f‘/ "" £32, 1'!"- / \"J .. 92' 1‘” \52’3" “1 \ Rafi/I'd» a ’l—ZJfl . ltlpaa/ .1 ”3 59.: :7 ‘55- "20 I)“ 9'“ 520‘ 17.5 My {7.0 32.7 5-6.9 ‘7 27-7" . 4F~Nx /r~§-~_I N figailbnol‘ 2E 640.6.) loada 5"”, ’7" "wig-‘5’ 437 #57 93/ g7 .57 4"“ \\ Feat/1'0» a)‘ 4E 664’) [cat/é) “‘I I‘d‘i‘l‘ II v J- .Dead Load 0 DG' 6. L0). "3 Cone Max. Reaction of H H Pcnel Points .- fl-E/B by 5 by 2- bac? nlates 9/76 (‘1 of connections of t:. 622 Ream between Girdor land II 12920 H H " H II and III 3])‘39 Q,C,D,and E - ----------------- tot. 23943 ~'o beans to minder 5 81;,ii‘lPS 4 5 9.9, 7 1 6 2 4 1 490 9 = 174 16 12 0- tPIBFTlQQ of web of bean 3/9 (lowm ‘*‘e) 2 3 15 ° 3 490 :. 44 2- triannles of rah of beam 6/8 ”mono. side) 3 B 15 “Q-flgfl- : 5.”? 23 .1. >7 1 9 ? t 0t 0 I ‘3 (3 .AI.‘ I- Uniform Load 510 #/ft. I 23940 4* 4129.4 239 ,0 23945‘ 23940 i" __.—— .111! :4 4ea¢ /5.f' 10.4- ’ 15:4 ’ /é.4 I 4'91 L— 4670 ‘4‘; —| C1 49 A? 4:4.c>’ .1181. Dead Load Bending; E'ioment -ax. Dead Sheer DLV atz£3 2456?.4 ( 4 66 DLV 1? .1. LI" at 24569.4 ( 66 4 ELé+30J1+ML2+61J3) 902.9 HF 510 66 : 57445.7 ¥ 19.9 55.2 50.6 + + _ +- )-+ .' {-J ._ 75630 E + 510 66 cf. fi' . I I uirder II 3‘ 0 ’4 (I? v .0 ‘L 0 Loading A /_574 ’ t? 5 Elm. Live Load Bendfnv Uoment ; 63 /2/.’ half 36 35' 14’ /.$'."$I A c. ééLC?' on” wheel of a train of tr OPS LfifiiabC Load 2 at C 3 16.9 35.3 1“ 30.? 35.2 4 60.9 55.2 4— 16 2.7 61.6 85.2 _—:U;'—- -} .p '4' -. , A . Ob b0 b’.) l.)._ 1 ‘ _ 4 5f) __13 .53.? $511.29 _-; ‘> 9.5 IT 1R 4...}. Load 3 at C 12 .5 35.2 4' 4 SO.“ 55.2.+.16 44.9 35.2 +.C 2.2 51.6 75.2 66 66, 66 15.4 66 '3 . _ E... lb 14.. ’1 3-? 50.8 = 2:3 .6 1;}? I 15.4 A. t 8 Lo d at C 4 16.9 35.3 16 66.6 6 .2 +_ 3 66.9 36.2.+|16 2.2 61.6 76.6 66 6” 66 15.4 66 .— 5 v30 1‘) 20f) 300‘ = 304.5 IF PT ‘Xo 16.4 Load 5 at C 16 0.8 26.2 5 66.? 6653 -2 44.0 3?J3_* 232.9 61.6 66.2 66 co ~5 15.4 66 1 ~r ,\ ‘I' 19 ‘4 6 2 0 no.- 2; 175.8 'F 15.4 7' - . w "34. Live Load Smear LLV at AB Load 8 at B 211.4 56.6 19 30.6_+ 4 20.6 16 3.6 .. 12.64 H 16.4 66 4' 66 66 i 66 Load 3 8613 4 50.6 4, 16 66.6 6 6.6 12 3.6 4._ ._ 12 n: y 6‘ 66 i 66 4' :6 Girder II 161.1de Load Sheer LLV at AB Load 4 R at .50. __6 4 14 __.-:41 DO 15 LLV Load 3 at 5 17.6 + 12 51.6 - I‘ b“ \_I A A d at F] L36 1§_61,6 .1 -CO--+ _ o 16 :0.13 3T 5'” .6 A a. 66 66 4 47. 6 ('3 6. 1..é 41/- : 11.62 K 66 66 CE 66 Ifmdin? Homent and Sheer Totals 181. LL67 (1 wheel) ”20 364.5 IF Max. LLV (1 wheel) H2 21.2 K (BVImUack 20.6 fi (53) 4 Lanes 903 Max. Reaction at Girder II of l~ Load each wheel across Girder 60.5 16.5 [PO-tel LIIBPJI L‘O4705 lL}O.C " 10; 6H.“ = 10.75 :1? 16. Total LLV 21. .9. 1:30.36 90f"; 65.5 2: '75 ’ 13.5 wax. DLBM 7%/7¢// 902.9 HF flay. DLV 73630 ~ Total Vaz.‘V atlflf 75000f-756W3 ‘= ””65! . Girder 11 Dead Load S“ear at DE o'mc 1 ‘U to - L: 9.4 (15.4 66 . Load Shear a f‘ {I OD {-14.112369 .4 — ‘ ’1504 Q __. 24569.4..4.4 51o : 47016.6 # 4L5’ 30J1r46.9+1346)_+510 m3 Fax. + .510 6:3 -73.. 3-310 — 252222.15 ,1- Live Load Shear at DE NCO Loadinp 1 wheel of train of trucks Load 5 at D 5 p.2_4_12 16.2 +_4 46.? 16 61.5 16 14 ,9 6.25 K 66 66 cc. 1' sea 15. " Load 4 at D 1:?- 2.2+ 32.“) 1,6 4:6..2 {5.9 61.6 3 .q ‘ - 13.5454 K 66 66 66 I 15.- 66 13.4 " Max. Live Load Shear at BC WVOiLoadinr 1 erel of train of trucks Load 8 at C .1?.? 4.4 16 21.2 4 35.2 12 66.? 12 _ 7.3 K 15.4. H‘" as + 66 'f 66 ‘ Load 4 at C l? 2.2 4.4 3 5.? 16 C5,? 4 49.? 6 14 ._R.23 K 15.4 66 + 51-:- 6'3 7 66 " 15.4 Total Shear at DE Max. Reaction at Girder II of Imoact 20.6 S 4 Lanes 80 p Total LLV- 1.3.54.4 60.5? 1230.6 ) 16.5 DLV at DE:4'7016.6 a)" Total V at DIS; 8000+4’70l6.6 ' J I # load on each Wheel across Girder 60.5/16.5 8’7 )5 —4a K Girder II 0 J) ( 1 , C; (D :f H O ‘a .2 Che"? Girdsr CI \: 1; Gross Section of Blnnflc l 119;. n n n ”.45 Heb s/A in. by 60 3/9 in. ' I h equals 5?.34 in. Tenyion Flange f :. 18000 .a: lwx - 1/~ of web 1977?00 1? _ 1/“ 3/4 sws/y 18000 h I“ O 0 *5 U“. I 53.8 in. s~nnlie3 59.54 in. {251' u 5 ion FlBDTF f :17157.b f/int A :}97790? 12 _, 1/9 3/4 605/9 17127.5 58.34 A :lqu4 Sfl.llh suhnlbwl 2T.42 Heb v ; 123000 all owabl 0 vz‘V _ggiggg , 5790 g/15? if" " 603 a 3/4 615 ‘ I 3 I é ’ 3 ’ 6 I 3 I l! V Y 4' 0 @ Mu. Read/Von av‘ Clara/gr EZ— Iy/Azencc Zines fl, 7-m//c [0»65. Lana 2.5 2.8 26 2.9 2.: 12". 2.6 2.8 A251 2.9 (.6 /6'6" /6v!’ w 1 h <3 E 7i \3 \x ‘ J 4r: g!— £%' V ‘0. g; ’1‘ 2 \’\°’ fiwc/I‘ano/J— ,t/,.¢/ Jnf/m'a AI‘HOS no.0 (.01. ‘0 a," .9349 too “r 4/.0 “43 cox. 60.4 60 60 / I flgagilbfi O/fl . Id” ‘48 Lac 60 4,0,2. 50 60 .z ‘9’ ‘°‘ ‘0 6’ ‘ {6’ \J? //\/ 2730c //'a~ a/fl 6:15) .1001 @ ,1: ~.: 11 17-1 -;_-‘.‘3.- "' .1. T\A:-A T:)r\{j L‘u‘lu 00nd. D¢zi L33, 1,7: II, FIT“: (7.13700? TI]: 'Ild IV '. 1. ”W. ~‘~ ‘ "7 -- 1- km. "3 Mr. :‘ I .v 7.1.. “Cf/ohm." of :76! 39.1....071 '_..7. .I‘ _l 1.. u 1 : a :37 0,74 Poo l Point-A one beam lBEVOf " " -B two been 24740 n n —C n n 2474 Q " " _D n 1? 2/7110 1! n at: fifWU-fz‘df r0 - 1590“ Of) -1 4.( ‘.1 .fl.‘l- wt, of connefition of two beams to v¢r4€r Vmfibrm Lord 510 finer ft. /2370# 24740’“ 27740, 4240 r .yé 2/4.? 4 £51700 29.4 4294 420.4 920.4. /z¢294. 7 25/6 9. 4 25 xx. 9: 4 25/ a 9- $1 x432 9. 4 * fi137fi/ .4577! .4376/ .45:j/ .414 .4. V ' v _I l7 8 C LJ/ozf ,0 5 P Q 6. . 0 ’ q L£X.Ik%d.Load :Vndi n7 To efit D1331: at C 15:89.13: 1‘;- -"_'» "39.8 + 25169.4 3"".3 ( lT’.F+f‘3.‘j..‘3 4' 50.6) —.-.-— 66 66 fix }.J 'J‘ ’5 ) _._) D l .3 .J .H “D lvfl } J 163T?.4 4.4 | 25159.4 ( 19 F 35.2 50.3 ) 510 6% J V] * ~ . 7/ __ 3‘0 .1 j; K 233169.11 ( 5.4- 30.«.’1 425.? ) + l'i‘f:‘."’..f.4« {3-1.8 + :rfiilO F76 _— 67.(.‘.'7 K 06 65 éh? 3K /2* 4h’ /6K 5”’ ' ,25 67 /$/’ Q r *4 Q" \ Q. <— N D x +— \ t. \ Q \ L 20 Loadini [539’ A /:£4L A ”5:¢, A asc.a' ‘7 ‘F ¥_“ 1K.Live Lovd Penflinfi Tcment one Wlpfil of n +rain of trwcks T '3" .zlv. at C Load 2 ’ vie? 111 and a H. Beam between o " n Y? I’V' 7! VJ -9 two heeme ?3340 —C two beams 33940 -D two beans 2?040 13-055439 2 7 F; 1992? ' g 4- 1. z {1 0 _ .. g a totel UL at L —————————— — 1 519 Y/fto germ/0’“ 4214 .24r2471’ /5T44 23¢9’o ‘9‘ #azid/ .&4355b¢ #57 4/ PE? 11090 1?9?0 fi~.-.. D 940 a. _ 17619 ‘ .\,-,)‘—\ -/ _". I ibx. Bead Loai DLRJ at C "WK. De d.Loed Sheer DIN at 3‘ DIV at 5F :- h -~ (734 .‘F; .r . I} 66 C:«flh%%} 19 66nd) Benflinr Ioment ‘35 r) - /_ 1*.4 +15" '1. : v7 _. 77.... +:::F .11:— +l11 5 ) k l .14r)(’./4‘ ‘)[[ .6‘ E"? .9 ma 9 "" ( ,« 21-1 ’:"?.6+bEu) Bio 645 n 939.9 VF r2 0 “r : S'Jor‘U 595:3. K H 3K /2J\’ 4 K /g K K /2 A n-“qf . *1: ~ .11- M31 1») , / I 1 “O Lovfiin" ‘%4-_ Azo zsrs/ A /57 6/ ,/5:51 Ikflgfl A [/7 A? c: 66.0 \ 7‘ o -« 1 w— -7 n ”7. ~. . ‘ l- A ' J , ‘ _‘ '7‘ o 7‘ v LL21. L11“? LO'Q ilJTJ-fil ‘ 1.1372“. “11f? .f‘fflgl ’5, ’ 1)" IT“ 0‘ ‘7 '110 f" LLBJ ht C LO".'(1 2 31', C ..{ .»~~, film f.‘ .-- (‘v ‘1‘ v if ‘_‘: f‘ “ f‘ f" " " '7 ’1 ‘7 (3 C.‘ 17‘ (_J 1 _. .4 r, . . L) ]_ Ll ' ." I.‘ A, .g) (L b'.‘ ‘4' '.:t.‘ .t,‘ 2/0 t.‘ - {.45 a J .L‘ _._- ”—.- __.-“ ~ ,‘ u i ,a 4“ i ,\ U ‘3 ‘3 '.) o It.) LOrd 5 at C _,-1 “—- “—.— + fi,‘ I '1 " A .H.‘ I‘ U .~ “2 ._ v.) . ‘:; . u ,1 4 Q9." 29 4 16 R“ 6 9" A 1” 0.7 55 73.4 19 0.” 3.4 :2 231.1 ’7 1 LL”? 't D Load 4 at D C '1) “J A ‘,‘ “1'7 :3 0x 0 "D 0 ‘3 ”I ‘7” 0 00" 7 l-J {11. .-‘_‘.;j + /1_ '. I . . ‘QL: ll-) I'q."-J ‘1 » ‘ .I; 2 -»I.-'.) -F 4". I“ l“ '1 L; A II.“ c. v D O t.) _._ L' . L L; L) ' L. '1 L0 "R R1 r _, D . 1 . .~ h, z 0 r7 A m 1 -’i) F. ”A ‘ 41: (3 .L/ ll 2i.“ . 1 1 ‘,‘- 1 1 .9 I /. Q 5' 1.) “33.1. 7" 9'1; ‘3: 15: .,5 .Q Kg": 0!): 13 51.? CA ” 3 97.9 94.? 16 2.3 11 94.2 : 277.5 13? . #4 J. .14 . u + \ 4 ,I .- 7.5” Girdcr IV 32x. Live Lo2fi g my? one wheel »f e tr2in of trn"Vfi LLV ft .3 L0! :1 2 ' I '3 r. / a: n :2.— i " “a w l 0‘.— J D + _._ I. } + /_ +311“ .1 ‘1; = .1 / O F ‘ gt ,2 “1.11 i.“ ‘71 '2 "I _T _ 11:17.7 1“) If}? - 'Z 1 [fl () 1 c) gr? r) I :77 r7 ( Y! V _.. . J .o.‘ ' O _ - LU "3 r ‘1 e 2.5 11 12 12.2 4 AF.2 15 57.2 19K Mex. innulixnf Lrvnon..-»n* ifltcnr' Pot 1.? - - o 1.11. n . I, C 11‘ (”€11 ""3 997‘. F _r . 1‘4]; .- Ft; T1 ( 1 r. €i—l ) l" f) 1 f} ... “ O (V a " ' ‘ ‘ ‘ . | ._':. ' (3"0t1011 ‘ t (113,"!qu Inf of 1:]: Lo F. (3' C V ~--.,-.3.;;:L : pf‘nf‘.‘3 (ll-F610:- (1) O ()1 *4 TOtrl 11.35.: 23.2%; 117?...) “o"; 60.x". _. 10117 “F . .____._ _ 10.5 'Potal LLV '..U H 1...: 9.6 t4 . .‘y 0 o if; f "N F’“> J 3 o 3 h-4 1 ,. s--._ 1. .‘ . v.1 v 37-7 ' ""1 7"" ;_ ;. 0LT. h..9 a 3‘1: X . ULV C 31 . 53 K o , . ~ 7 0 (.71 L..- o Girder IT Dead L036 Sherr At HG 19459.4 F3J3 60 Derd Lopd Shear at DE 5?? 27/“.-1*~‘~9 .4 (TD-"2 .2 + 39 . Q-f-SF) .510 ’13-“ — W 56 ‘} ZSOQQ.8 # 24369.4*,11 510 24569.4 (llJ-Sfi.éwp4l.9).+ 1959?.4 57.2 1? 51. 65 as 66 3 19459.4..510 8.8 - 5'582.3 # I587(- Live Load Shear pt SC 320 Logdjn~ l Wfiflel of train of trucks Load 5 Pt C 15 25.6 4 fi ,5 ,9 12 53 .9 12 .: 8.. i "3 so 75.4 66' lb.4 Loa! 4 at C :3 9.6 +16 7.92.6 +4 57m 4 3 —- 9.78 K 66 65 65 15.4 D "P ‘3- LIV? beau Load ISO Lopdinq l w5ecl of train of trucks a ‘.P 11 4_12 11.8 d 41.8 16 5“.8 It 14 _‘ 5.74 K 15.4 66 66 66 66 l?.4 Load 4 at D 12 2.2 11 4 F7.9 16 ”1.8 l”.l K Na“. + 1:304; 66 at US Q‘ Total 0 Max. Hear . ~ .1 Imuact 20.0 b 4 Lanes 80 fl Reactio at Girdor IV + 66‘ on each wheel across Gir~er 60.5/16.5 "" r I _ '1 00:) 3.2:).6 .3 E‘.(:) t") Total LIAM :lii.l ‘3. 4 :: 4.3.. K 5.5 DLV m. DE ; Oax'? .otal v at DE :r4awoo-k39 92.5 .: 91532.5 # J77 Teurifin Flinre f-zl“300 h 2 5121D. SWD“li€d 5?.34 0 Q .3 9 . 5 (. "J ”1 r.) K.) i .a 17157.5 Fiance . O A _ 1909903. 1‘2: _, 1/8 3/4. GOP/B l71flf7.5 E? .?4 A : 17.44 sunh1103 $1.45 ea. in. v «av _ 124.750 2750 55/ ‘3”- 1‘“ Girder V Dead Loac Cone. Dead Load 78" Iax. Reaction of Keam between Girficr V and IV 11240 i may. Reaction of C:nti Tevm Bean 29227 Panel Point—B one beam aLd one cantiF_ever 41727 f Panel Point-C one been and one cenilever 41727 Panel Point-D one oeam ani one cantilever 41727 Parcl Point-E: ' 1840+13._.‘1M1_1_10 :106'7-20 Lea .. 15.4 2 3 29207.+(13.2+1.47) :QfiP7 ._ 29175.5 Cantilever 15.4-15 2 ‘Potal TH. E OFV‘-+-2‘]7’ £3 : .SQW 3.6 # wt. of connection of beam a d cantilever to girder 429.4 Uniform Load f/ft. 2 (11> 254.8 34/12, . web 153.0 4 angles 91.2 concrete over pirfier (;::_ +-.5- .5 z 1.05 so. in. 2 (1.64. .5)___§_.-.- 0.9 12 .5 7/12 : 0.: tot. 2 .26 so. in. cone. load 1622.5 5 21-1327 ;2_5+ 24.6+1-a:3+91.2 169:60. 9 'f/f‘t. 66 lax. Dead Bondine fioment DLRH at C 40182.9 15.2 22 42152.4 22 (28.6-f44f59.4) ,. - + ~~.—.— {- 0:) 6:: 4.21 F '—-;--Q 66 381. Dead Load DLV at AB ahear 3. 4 (6. 6+22+37.4 ) 35-3 6;4me.,.9 5*? a.6_ (10* n 1__6_6" 'F 64 no" 641 40-15....9 _1_____3.2 #15136. 4 (53:3.6+4.4+59.4)+641£6 __.. 115602.52 ;' 66 66 2 r , at ZZZ? $22; 4 275;: 37:33“ 92 #324 42/524 42 ,54 _4 ME? 455 /674i /514: /5i4? ./342 H *5 *c p '5 F Girder V 12x. Dcod L021 316 r mcong, DLV Ht bF 411166.42 ( 6.6 +2’2+37.4} )‘ 1, 4'21r12.9 5?.“ + z; 3 66 , L. JVr /21r l/Vl .20 1 3. 4‘2” Loadinfi Z9 g? 77 Lee 66 I j” $4.0 F“K° Live L0“~ 392613” LOWPCt one wheel of v t~nin of tr‘c”s LLB“ 2t C .W '1 L021" 1 121- 27-2 1‘3 44 +3 F 0‘2 ._ '1 14 3. 1324 T1? 66 66 Load at C 16 5'1 2.9 A 4 23:2 _ 204- I”? 66 4' 66 Load 5 at C 3 14 22 16 44 22 -+' 4 52 P2 4 ll .— 270 IF 66 66 66 LLBM Gt D Load .1 :t D 16 Fl 4 2? C 4 37 4 22 6 12 7 4 2” 6 16 14 226 J 0'“: o + o _‘ ‘_o +-' _}~ 0 _ r L (.40 k u r) ‘ n l . lb 7. 29 1.6 + :3 :37_.4 20.6 123 51.4 536.6 6 L3 6 £3 6 6 ‘3 a 5 F 41:: 199 W éhfl Gircier V ieun Live Load Sheer one wheel of o firein of tnnc‘s LIJV 7'“ t h]; LOEd 1 et 9 16 13.4 44 7773.4 +12 :79.” +2". 1.. 55.7.4 _ 16.6 :77 M ._H- ~--——.-— . {3 0 t b 6 (3 3 13.4 +1.6 45.4.- + C 9—19.“ ._ 15.5 1" 60 66 CB Load -1 Lt 13 12?, 15.4 + 5 29.4 lb 59.4 +4 1.". 5.73.4. - .173..fo 717.3715. 66 66”— 66123.4 LLV at JSF L02d 3 at b Lo:d 3 at 3 {5 133.6. 6.6 1.9. 03.93 + 4 {7:64.63 + 16 F777- “ 16.83 F 15.4.- 66 66 66 6‘”, 16?. Reaction Ft flirfier J of 1? Loud on 6:01 wheel across fiirder /4éxn 19x. when wheel 1 i" closest to cnrb 16.5 ( 14%.?) P“ ) .. 2'7 S :% A :5 L21 1 27411.2}?1 209' J /‘Io" 6i. V40, I a'wdor fl? Girder V Dead Loed Shear at DL kv 4?156.4. (6.5+22+37.4)+4OJ*2-9 53.8 (341 66 —°-:-'-- ,. + O b 60 c, _.40162.9..13.2 641 : 46762.5 6 0‘. Dead Load Shear at BC 40182.9 13.2‘t_42156.4 (28.6+44+69.4) 641 6 66 66 42156.4. _6.6 641 : 671159 if Fax. + 3 Live Load Sheer at RC U20 Loadinc 1 wheel of train 0? trucks L085. 2 FL; C 16 30 4 44 12 .9 . 50.4 .8 12 _ 8.406 K 66 66 6.4 66 “ 15.6 ’ Load 3 at C 5 14 16 44'f4 58 4 1 _ 11.18 K Max. 66 66 66 1' 15.4 Live Load Shear at DE 820 Loefiinc 1 whee} of train of trucks Load 2 at D 3 6.2 6.6 12.0 7.4 4 37.4~-+1¢ 51.A _ 16 1A .. 1.95 K 15.4 65 66 66 63 15.4 12 2.2 6.6 4_ 6 26.4 i' 16 27,4 ._ 10.63 K ‘Potel Shear at BC Max. Reaction at Girder V of 15 load on each wheel ectoss Girder 27/16.5 13wa Pt BC '1' 67115.-) 7‘? Total V at 1C ' 6711; . +'BfilOO :‘99215.8 # 9 r1 . G1r1e£ V Bending Moment and ~near Total Lox. LLBM (1 whcc l) 300 13‘ Hex . LLV (1 WWW 1) 1:35.86 K 66 +26; 664. o I.+fl) _ 6 Li-IB ' 6 Imoact: Iax. Reaction 3+ }irder V of 1 f Total LL3M'2 300 120.6 27/16.5 = Total LLV 18.r6 130. 6 3 27/16.5 =-67.15 ; Bfiax. DL3M 1:15 KF max. DLV 11350;.8 # Totall [.fax. EM 154 -.5+ 392 z 2137 1.1;! Total: Fix. V 157150+11:>b05..8=1.‘03rj§3,8 I heck Girder Cross Section 0 r 0 (.11 .‘JV'IJ Sn . la '41:?) Gross Section of Flange in. éiet " N 7' ob 5/4 in . by 60 5/8 als n equ. 5E.34 in. Tension Flenoe f =18000 f/so. in. _ BlfifiWDGO 1:2 18000 h 1/8 6/4 696/8 !—~4 S 11331 idf‘ Compression Flange f=17157.5 f/so. in. 1/3 6/4 50 A 2167000 12 .5 so. snnolied ”___.”- —--- Web v-iiaooo #/so. in. allowable 150058.? 6630 6/80. in. 606/a"§/6 V H :._lL. A :92: across Girfior in. 48 21. Rivets in Girder First Panel (between end enfl fir: F/anqg ”179/6 Rive/s Girder II .1 ' wr r -18.». . 1 Girdcr II hgg uni“orn load of connrfite on t0n of f18h”e of woe.9 f/ft. C}- 48630 J '5. II Due to the fact twut Hirder II is in contact with concrete 519b, there is a live loci 27313110,:4 to too of Flonre of Girder which is the Vex. LLV (120) of Slab betw en Girder and 12 in. Q 25 é CR Strinner and is easel to 4 ‘(Nr 660) # on a ft. of slab. Total 11:44-90 +2305.9 : MES-75.9 f/ft. HI V f _ if..¥L.. h xliff ALF/8 1,51 :11: '20 21.4.2 .. 2°20 _._-_._. x ”_._-__..— .__ - l‘ ‘1;- Beerinv 3 15900 é Double Sheer 7-” 11960 T: Pitch, R 11960 _. 5.78 in. _‘C-‘QO‘Hono- ’ 2 n sunnlied 3 in. 2410 +(”8?5.9/1?)6 é3fL Rivets in Girder Max. V of Each Girdcr Girder I 144580 f Girder II 14fl033 Girder III 14b0?0 Girder IV 12475 v— r— pL-‘j n -7r u!- 150')J..-.u .' (he. Girder v . Flange Anmle Rivets .3” ,.3”_J 1,] Girder V Girder V hes a uniform load of concrete on tofi of flnnre of 27.25 150 = 537.5 ;,;+7/1“t. No live load on flanéo,because of direct contact of Girder With Slob, bccawse the curb keeos wneels et a distance V of 9 n ft. from center line of Cirfier 5‘4 . {,a' - 10159.8 )1 “1) = 2304-0 5} ' 530:.“ 2 .422 +5.6b nearin: f 3/4 Rivet on 6/4: 66 Benrirv :27000 /66. in. 6/4. 5/11 527000 : 162300 Double Shenr of 5/4 Rivet sheer 15500 5/50. in. I L:- W I.) 2 .445 1:3 Pitch: 3”. 119.6q” _ 4.85 in. - snnoliei 3 in. 1 . 9 1'10. 5 1.. Pivets in Girder First Panel (between Cover Plate Rivets Girder V --—.—.-.-.—— Eesrinv of l Rivet on 9/16 in. Flanwe 9/16 :5/4 27000 = 11400 g; Ditch=. R 2 2 59? .,15.6 in. H V ‘ 765 sunblied.3 in. Rivets in Girder Secon Panel (between first and sec Cover Plate Rivets L j— ”*1 l J l 6‘” '1" 4;” Girder III :1 : 5‘8.:%? 111.. ~*’HP'* ' - *“Wr::*“ ': :* h f‘ +6“: 5‘: 1 «2+5. in. vfi‘ - ___, = ~ suoblied 33 in. D 16 flrfib 992fl) a 5’ ud Beam) Hivets i‘ -8): o \f in flfiifiicw .‘ V of been Girfler I Girder II Cirdor between Girder III écconfi P?T“l 4x. Girder IV 8 92.3 Girdcr V P0215.8 Flanfic Anrle Pivots ‘ o 7 O O ‘.. c, J flirdcr III Girder III Due to 90408]. i‘.‘ : 295.9 «I» 4500 : 4705.9 Bearinv Double Sqee fact is a b 3'5 s U 'V‘ (I tl 1‘“ Live Losfl Em ml i {-75 tie tax. LLv (H30) Pf @— E-‘l o 5 5': : E':' 0 54 I in. 3719H.3 - *~ - ‘1 r1". 5' 0'11" 1 ’ l I" a: n we 6 g , -- K) ‘1 ~ £1 01 '+ b 00 s : 119:0 E 11960 J F/ft- H...-r--+.-—o—.--—..— b/is£03+.(:705.9/1& b6+6666 ‘4 -'.l. ( ‘0 (ix 7; VIE) {L ‘n f i T. iv 2; p 7'} (1 r . 7‘ PI 0 C O y; (,1 vniPorm load of coverete on too 205.9 f/ffi. Girflcr III is in contact to too o” Slfib Elfinro Girder Rm. Strinrer of 3500 f on 8 ft. 6%; $30021 393%) 379W t+ich is in. 6?? End Stiffvnnvs (1:~)(¢) I (_ _ 6.316412‘15 / szxya” 2767/53 '3: 1.6., /6 Eva fer y/aoaca/ al£ 3 fl \9 :~/////3‘ fiiTflWT V hrs the JFK. V'wbich is tHc 2epction 8t Rn” Dowblw 36666 of 2/4 Pivets 6'6rreijvbo 9/6~. in. l 9 445 1 609 .= 13930 ; Behring of 3/4 Rivet no 7 4 Rob of flirflcr bearinz- “70(0 5/4 5/4 27000: 1:1 o ‘ “fiber of‘Rivete - lfiqfl59u? - 12.6 Rivets iiQEO 66661166 32 16 in ovir of envles , ‘m. 'H :11?“ r: ' -~ 1L1 O 6 - 100?"‘-U.8 - Sop‘v gm 9 :11. 1”“?qu ""\ ‘ 2'.”J()O \ . . - 6 ~11 - EWfiW1193 4-5 bv s bv 5/8 16. p6~166 .- A:4 3/9 (EB-«.7. s7.) : £3.95 66. in. f‘ 0"! ‘ 1- . I 1'1 — ., 'i w. A cl_sr Dixtsncu uetveen 6121 e 6? 19s gnu/C-~(Rl) - an on jh yp- ‘ n‘ ‘4'" - J: at... .-L. ’ J. 60 ti:“"‘~s the t‘riiclvi“ss of 'I.'_'.C‘b ":0 [77/4 = A5 47.“" is more ti”v b; o‘ercf‘- “f rti . Ln 1' ., -n - .1” ~. .- A.» ‘— flitsterJdiq Le . ,; on ,I, rioll.* "”6 i(lf no. 0 v_ r ' n I” r) a n t? tulcfnesc lo 6/:3t Ii. r, - ~ ‘ n. ' r.” -- ‘-. mid not Ices tn (., 111.+l/oO o: Hort“; -‘ r-v nrrl‘ ‘ '- 9+l/C:O odd/(J :. 11- 11.. J3 .L 4'- (a O 051? Nzrs "iven by fornnlso. -.- J“ *1 ‘. ~ 1 ‘ In,o"vols 0 Single not more J betwesn 7701" I?“ at ‘3 d: (W‘W‘OO t) *0.. s 8 :tbic sazbher in of can e.=cle€ fl? Cir-566 I v: 11/50 34 6:55:11“) il/s V 3' '4’7"",I“"P‘1.E? ""3 ., Zl’l'm d - :7I-39o'0 :5// “TWO 35/4- - - _. - _ - _._‘ __.... .. - - .— o 2190 £7.“7 05 a ‘vv‘ipo 7/4 ~ maven JPN-3Y1 SUV/:71 i T23?) 85 dVfifillDA 1" 61 mt) I . b in. r, in bounds oer so. tie cross vertical s t*e web the noint ' W ‘2' 1;.mwnr4 Ll- .— J \- ‘.J \ r ieotb of web Petvccn n"e" of 8108 ola,es H 1' u .0 w, a ()5; ’ m I 1n. snooliei ?C it. H- H. embolied Intermediate Stififen rs Cirfler II BF d “TOGO Gircler III V'slf76"0 6 BF v : 97100.3 0 ??f3§7 d97’ to 'I H7?0 _ 21130 f/so. in. fl I 197 :iII. snooliefi 10 in. s/4 _ 291 in. sucolied 80 in. —-'.’. 5‘ J." S ' 1.100 ,/SG 0 1 no F) 1" S 2 691. )3 HF d SI 0 C1; D3 .(1 Iv v :104630 5 RF 71? 'LII.3 D": 2/4 t: Lt] 1900 3/4 477 .37 255000 7/4 -.._ '- _- 1"? Expo 8C d 255000 2. /680 \ m Q. 0 $3 = 3252?? Sfi”':7'arr0 f/fi 535 1“- sunolied $7 in. I'.'!/‘1 _ 2'26 in. I fSFIO T'() QQ V/ 2150 7 . £1750“ 777.777“— suoolied 60 in. a. 1" ‘I I a . s-2760 6/so. in. 6 71990 '3 : 940 is. snoolicd “7 1n - SEQ 111. subolic” 95 in. 8 =35 O f/so. in. ss=lf‘0 _ 315 In. sunnlied 50 in. : 3/3 ' sup/D/led 63” r Plete Sniice C (j 7,7 :3; Girder 2/ % ”/717/5 96> of fl/e/G 0» £7001 Jrc/é Cover B171e 9/13 by 14$ in. Gross Section .: 8.02 sq. in. let section (“3) 2—5/4 RIvets x3]... .6 = O. 5311 of 2? .{oleé 4 5. 7/“ 2 7/? 9/Ifi-k.?1 2 7/8 9/16 2 1.21 66. in. set 890.:‘3JXI-1421 : 6.91 an, in. Cover Plate %nlice 5/8 by 14$ in. Groea Sectiorl : 8.9 so. in. Let Section (93) —3/4 Rivets X=l_ £5" - 0.2.31 of 2 Tioleé __.-7.77.7.7... r‘ o- 4 O"? 7 L5 2 7/8 5/8 = 1.1 en. in. o.«1 2 7/8 5/9 : 0.22 66. in. tot. 1.32 en. in. let Sec.:9.9 -l.£5f3 :: 7.59 en. in. $1.1nn7iez"? (127) (6) NBt $66. of 61166 53 110 Let SPO. of CP 110 B 6.81 - ’7.5 sq. in. sunnlied 7.58 Tension Side Be arine cf one Rivet Bearinn 27000 5/50. in. 3/4 37009 9/16 : 11x00 ,7 Single Shear of one Rivet shear 15500 7/50. in. .6419 13500 : SEED f I Lumber of Rivets -G. 90.5 (V0 Fix) sunnliei F" I) d ’D L) H H- O ('1) Cinder Cover P 6- :— 0 . r7 '- ) “ Qr‘ o Iwhber of divefs :_ 9.0 1I132.u _. mu Rivets ‘m-O-‘C—O .- - - I,- O ,7 a 5930 sunnlieJ U8 L}C)’l(31-“ 'Ii.r):1 : I. , . ' ‘— ..1 ‘ . » .' 6 .—~ ~- - f- Alb 0: 1, 1, New 6w enticiucuorf I“? e .6 '-~,- \‘“ ‘_’..- '_‘ .713... It’s U Letwt““, t w ewretv b fruitel' Is anIt BOTHI crnr“crfi““ 7:! in 1* fev"*l’“n?3. ‘. “l~ . \ .’_' . 1'- 1”“3’“‘ r-I If; "._'+'*'.‘; 1' I“) (a ‘I-i 1 (\n' I'\'I"'r 7—7 . 'w 1 A'}f7: ,‘_ .-'I" KrlI (L97: s3 (§1_ 4 ‘3 ”I L.. LIT; '.. ,_ _._ VVFI . I I 1.1:) _L_\,I~;‘ LI“ ' -. ~ «7': ' -. . -.~.‘ ‘ ‘7' 4“, a ' - ..", _ 11" v th't S“CFl-1ClT inf a #0:? 6,1;37 th in true Jimms anfl 1:60 +339 10*vifm‘ will Brine stnenses «cvnnd tnet allovei in t*n _ _.I‘... k. . The erertest failwne oecwnrv? i7 0““rvinm 7 ‘I 7 r- T'} L" J“ r h ' ' '1 ‘ ”‘ r -' A V 1 7h N" c‘ 1‘ 1k L . an-_ _.J , n ,r\ II. Iwwv‘ cudI 1(31L (II I«,._1.., intd t v cwnrhenidn 0f ‘Ie we"i: to the “IIflII. '~ ‘ " ". ' “a -’ ‘. ‘ ‘-’ z‘ “ "“ ' 1. v «a u 3 7~ I 7'. ' ‘- ‘CI:I:IOIN In VIIOINI»;. d? LIII 0e 1 c IIlw :I ‘ «-ll' e'iva (a? * 1 31131 tiie Eye'"1 j t:eltp _ i it e93 in the flanec er s were Taipei to r; ' , ' .1. L13, 0’30 -¢/sr‘. 111.; U :1 Ivortefi been the connection woul” met K “erefone, hv IDVIHC , 36_ ii ef8020rv cerrv the mexinnq reeci:ien at the end of e bee 78. It may De nos qsikle that this brifl“e 911011137. hnve be 713 an: l‘irj‘ed «1«;»] _ET'II': 11095771219 iRSbGPd of 783, but accordinf to "neoiflcu ion EJMDBT “1 t53 bridfie seine in that Class OP II should be aesienec with H20 Loadinn. I I: l ul!l|l.l IVISFI IIII \I.IIQ. IFLIIIfl WW .I "6 S m R '6 E ll‘ v “0 m m.3 I” 0 3 1293 ummmrmumm