University of Southern California Dissertations and Theses

The design of steel and reinforced concrete balcony trusses

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The design of steel and reinforced concrete balcony trusses

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Content THE . dSIGN OF STEEL .AND EI1 ~,O C ED CO CR .~TE BALCOI Y T. USSES A hesis ' re et d to the De artme t 01 Civil gineering niversity o ou hern Ca ifornta In artial ful 1 e o e QU re ts forte e ea o ache or o c!e c By 11 ia Kreb June 1 1 2., 1. 2. Page. Title-page •.••••••••••••••••.•••••••••••••••••.••. 1 Contents ••••••••••••.••••.•••.•.•••.•.•••.•..••••• 2 Introduction ...................................... . r l llowable Stresses ••••••••••••••••. • • • • • • • • • • • • • • 4 . ethod of Desi fn •••••••••••••••.••••••.••••••••••• 5 "x ar. ,le · ••••••.••••••••.•••••••••••••••••• Bibl i orraph :,r ••••••.•••••..••..•••.••••. . ......•.•• 14 treHae Ste e l antilever •..•••••••.•...•...•.• 1 5 l ate • tre sse s i Concrete C r • • • • • • • • • • • • • • • • • • r r tie t i e r ' • • • • • • • • • • • • • • • • • • • • • • r o rt C of Ca t lev r " • • • • • • • • • • • • • • • • • • • • • • r _ er t · C V T , C , • • • • • • • • • • • • • • • • • • • • • • 4 .:)tre i ra. r er • • • • • • • • • • • • e C r • • • • • • • • • • • • • • • • • • • • ,, te e 0 C t i r ... . .................... i C 0 er • • • • • • i of fo r ced 0 er L V r ' ' I • • • • • • of . ... fo r e t " l ' ...... 1 e e1 C e r 3 . I ION Inability to secure delivery of steel fr Or. fl astern fabricators within 18 rnont .1.S , pract· ally orced t e desig-Lers of a tr, e l:l ter . t ~ d. so . at ird 1n e 1 . cut adw . 06 to ork A·n re i n or -e _ :, r in 1 1· • . e C e r e . a 104-fo t ar h to erve 6 1 e u er · r . ilever t lco SlX BL ur er e • n E.CCOr a C . t . - - 0 rn ct· - true • on, n r 0 t to rt - t i e r l ' L , e e e t·r 0 e a 0 a rr 0 t 0 11 9 s of n or d .,or re . e d i 0 1 • de-. fTl • . 1 . 0 1., . r or Ol C e 1, ar e Si 0 er C6nt ever t sea . he r e or 0 t e 0 e - 0 t e - i e ro r - ' ' iron 0 r t e e 0 t e t e r r 0 e • 0 . forced re C er e. he itoriu i l - ' 103' • lan s one au X 1n balcony 70' lon d t e a e h a t e n r. here are 1 00 ~cats on t e ain lo r 0 0 e balcony. e floor 0 t e r t ,. 0 t 0 t e .J. balcony is 30" higher ir1 the cer ter than at the sides, the second row is 27" higher and so on up the balcony. 1 he Lezzanine under the balcony i the cantilevers and the 11lcrum -·upport. u ended rom e uplift rom these antilevers is t ken y steel beams at the third and ou.rth ·1oor levels in the rear all of the office b11il - i. •• e rei ''ore tructed is 1' a the r r .J ' 12 I -1" d 0 e nd 1" re ti e e, co crete re ' t ck t e. .) ' 1 ) ' t 0 . k I • rch ch o 1" q are he roble t e , o · i t e i 0 o e t .e e 0 r e t . e e i 4 , r e es City or in C s ere e ' a con- e cr o ' e e ed r reed s. .. ' t 0 r r • • . 0 e 0 . ely: .. r UC .. steel • 1 , 0 0 ' er g e v O .Li. t . . t cone 18, 000 ' per quare ·nch, ~ , e t or spirally -·o d reinforced concrete co ' 0011- er 4. ' 8 1 sq. in., for tied ~olWDJ"B • 550# per sq. in., for .. tructt ral t 1 1 16,000-70_ 1 ~th i f 14 000~ s ·ee co. ·urnns, · L a :nax m1Jm o · , rr , ~ re r 1 is the le th of the e .ber in inches nd r is the ra 11s of fyration. . 11 ve 1 )er · 111 ·r , f r,ot over t he entire b c on n se a t ri re r r ore l a . o 1e t 1 vers. r e . er vi fr l lo ·d ) r . J • u r • A - 16,000 for em ere h vin rect u. ~ed in in - e • + 0 ... r .. t e loor n l er 1 or m x e 0 X ;: 2 res ion n 1 e ' el re nt\ 1 Jed- in the for ul or re o a el r ir - - ere- = 8 0 t;l re ir • o e C e - ce 0 9X r - 1 - e 0 e s. - 1 0 - n oll c ~c 16 0 - - e e llo le r of 14,000# s i • In th design of he a e 1 t· e r e reed co e r e e c n · · - levers a e )lo ed . 5. ·,ince the riser of each step was designed aa a beam , the load contri uted to e ch of these risers was f"rst co uted from the • s -,ec -i 1ed _ _ loor loa dine. ·hen the re- actions of t J l e loads t 1 e J inte · eter r. ~ ned. e .., live lo de ! 1 1 1 0<.J 0 ch tru re r r ied thru s ,r ar tely , ince 1 t was necessary to cor.struct , r ss diagrams for each condition of lo ing. ~ vin found then he load conccntrat: ns t the jo nt, her ot·on t t .. e re r all · a c 1 1 ed king o e ts about e fu . crtun ort . () • C lOn b- s ol,1tel e ,r e es r s ia 0 01ld con- tr c e . n .e e r 0 u ct e e abilit 0 1 1 res t in 1 cted. 0 e o ent of e r u t r 1 t h the e r l 0 ... or 1 C .. r 11 1 co . 0 er • s l o, e o e t m. ever, 1 is on h , 0 n in lin d lo .. s d. .-ea, it 0 - · • r, e - ' 0 11 l o ( e t 1 e l l 0 - 1 on ·l e on r: 0 e e .. • d 0 e e s ' e 1 - as next Ct 1 ted. ,, e c ·, .. - 6 . , formulas for co .hined -tr sea s reviously at ted ere then u din deter . i~1n t h e ar 0 ,}..e ection r ,q re d . I_ t iPn of t ., r i _,· orce concre e c ntil vars 011nd t t .~ o e o ;n excess of h e llo · ble e r sses e:re s, 11 _ount rt ; 11-- c ue o the fact .. t above ond art a 1 1 e to }·.e C t t _ e j · n t o a en i .. t ~ d o e In rein orce c er .te c reasion mbers el horiz tally,or n rly o, her de on the on 'de re e re a 1 eir ti on o the treas. on 1 ro a ere in rte o t e 1 n 0 r o ,. t t J TC 8 C - r C 1 1 B r • ' nd / ..,h r ,-. t 8 e · o 1 • • el 1 n e V n r 1 er r t ares 9,10 ,11, le o . uc o e 0 l r 0 0 0 l 0 8 e r , ' e 1 o .. i k. , 1 , . . 1 JO ven ul . r C e r ' t. I • I • 8 1 1 " .e r • - n 0 - 7. d a d (1). Loa d concentr a t i ons at jo ints. (2 ). neact i ons a t r ear wall (pro duce d oy loads on earJ. ti. levers) • ( r. ). ethod of calcula tin , ~ arallel and nor rY1 a.l com r 1- e ts of lo s . c esi •Tl of · tra i. ( ) . co .. res. i cn 1e !1ber. ber. ( ) • 1 fa st ai ~lt ten~i n a _ el"fl her ,, v:i n E' t e on and t r 1 • ( 7) • e d s ~ - a . Jer • co d av1 g t r; g . ( ) . he r _ r ati n of C ... ter .L• r . t - ' , 0 .L a r tion 8 1 . l ·- ction . 4 ) . e ale t • i I r . r r • I ·C /I . . . er . 0 ; er C 0 ' t r C • . ' t r • 1r at re o r • 8. (1). Load oo.centrations at joints. To find the total live and deed load reactions at the joint Cv , 'r ( steel cantj lever) prod11ced by loads on par els CT and DV. Take moments of 1o~do on CT about j · t (live) 4, 00 ( esd) ,100 I ' 12, 20' ,, X 4 . G = 21 1 15 33 70 1 ,, '· ,,. , 7 / • 7 5 = X .2' = 4,7 ' X 4. ~ 1 - - -, vO 10 ' .7 - - ske o et of 1 d o ab t j o · t r11v 5, .. X 1. ' - 7' ' X • = 1 t 0 ' X • 7 - - , 0 ' X • - - ' de ) ' • ' - - ' O' ' X • - - ' , X • 7 = lv, ( ' X • - - ' 4 70 1 ' ' • - - ' - - ' otal live load at j irt C otal dead 1 ~d at joint C - - 7 + ~. 0 = - - ' ( 2) . ·o determine the reacti on at t e rebr all tilever is fully add . Take mo .e~ts of load OU u port . (ri 00 ht) 4, 9 X 10.75' = 84,0 I # • ' ( C - ulcr . 9. 32,600 X ~1.50 ' 26 730 ' X 32.2 5 12,100 X 20.00 12,20 0 X 8 . 0 (left) ~0,840 X 1 ". 25 60 , 9 C X 17. 0 14,7 0 X 2 ' .7 ' 0 X • , 00 X ,D.? 59 • 17. 0 1:3 , 1 X 1 0 . ( ) • WO t od c le i of lo d o n C a . r ic 1 . (b). 1 r ic. or 0 • ' or al c o • • ' X • qr&llel o . / · , 0 = s aralle co - . - ' 0 I • 701,500 ',, I - - - 862 , 000 - - 42, 0 0 0 - - l J - +2 ,49 ' - 21 C - ' - 1, 0 7' 00 - - ~ '1 - ,. 00 - - ' - 1 - ' - - • t - ' I + - - ' ' r l r al c o o C C / ~Paro// I Corn on I - -,'\Jorrnal Com n n ' C: • ' 0 ' - - ' The gra hical et ~ od of co utir the r.or c om 4 on ts as use a in t his de i • ~his et o d ~ r • ' e ver t ical load a lott v re ult to 10. r • 1 co venient scale. ru this plotted o~ ta · 1·ne p rJe dj culer to the member in question was drawn. The normal and parallel co ponents were then scaled •is close as pos r•ible. 11. The followine notation will be used in the remaining illus- trative examples. I. - morr1en t of Inertia. - = area of section. - fl - center of gravity. - r - radius of gyration. - r~ = bending oment. ' . weight of member. ~ - - ( 4). The design of a member having dir ct com re s io • . e . ber - ( ain ect 0 ) ' (at fulcr trus ) ' co re ion 9 ·0 0 ' ' len th l"' 1/ ". Assume section own on r ide te 1 ' X - ' I ", 2 side ates lv " ' e ' / 4". - - I ( bout horizontal xi ) - ( _ ,. )-t- )+ ( , 0 . 7 + 9 •. · ( 6. 7 5-1. 6) ) - 17 • - 4( )+2 ( • 7 + ( 7 - . 7 .1 - • • - • 117 I ' r - - ' o. - - - - • (re ) - 7 • - - • 0 . 1 • 1 - educt 1 1 ' riv t e = ) - - 1 ' riv e - ) - - - - • • et area 6. 6 l~.l c;, - , , - - • • • ( 5) • T de i ber h vi irect ten . 0 e 0 a • · ember -'-1 (st 1 c· ntile er ' e io 7 ' 000 1 • 00/16, • A (required ) - 76, 0 - .7 5 q . ins . - - saume 2 angles 4'' ' X 7/1 , ro s ares . 74 sq. • X - n. - Deduct 2 - l..;/ 6" rivet holes X 7/16" - 2 ( • ) - .7 - - et area ••• 5 . 0 . q. in . (6). The design of a member having tension and lateral betding. 1 ember E-Y (steel cantilever), Tension 196,500J . 1 (caused by loads)= 63 400" _/ t ' A (required)= 19§,500 + 16 000 ' 632 1 400 X 7.5 _ _ 16, 000 X 5.43 = 12.29 + 1 . 04 = 22.3 sq.ins. s ume 2 - 15" channels 40, Total area .. 23. 52 s .in . Deduct - 13/16" rivet holes x 1/2" = 2(.41) =. 2 .1: et area = 2~ . . 8G a:: 2 .70 S • • ( 7 ) • The de • of ember havi Bi and 1 eral l a e 0 r endi • e ber - 0 ( te f r ) ' co . 0 .. ? 0 , 0 le th 1 ' ' ' • u e e • 0 0 0 e r t, 18 t 1 ' "' - cover te ' I i - - ' e . ' n - • t t 1 . ) (17 } +· ( 1 )+ ) -f- or - + • • • • ( ) - • - • - 7. + ( )+ }+ ) - - • • • - • • • r - - - f":' • - • - • - - - • • • - • or B com 0 - ~ - • - • - 1 el - 0 0 - 0, ar co • 0 - • - Total co .,r i o 7 0 0 + -o ,., ' - 7 r 0 - • - - 110 15. r, X - 00" I - - t I A (re uired a 7 + 1 6 , - o. + 1.4 - 1 . 9 .1 - - • Deduct 7 15/16' rivet holes I , - 7 (. 5 ) - 4. - - - 2 15/1 ' rivet ho es x 3/4" - 2 (.70} r:a - - et area =-6 4 - b . 3 - ~ • 91 sq. ins. • 12. I " ' (8). The determination of the center o · gravity, moment of Inertia and radi11s of gyration of s built-up section. ember 11-12 (steel fulcrum truss). Assmne sec ti n as shown on bl11e print. To find g , toke an ar bitrary axis thru the u permoat edge of the section . 13. g = 3(22. 0 )1.1~ +10 . (11 . )+ .75( 9.75) + .7 (1 . 5)~4(13.50x 11.50 )+2(11. 8)(4. +18.14+. +14.5. )/3(22.5 )+l .5 +' ( .75)+ 4 ( 1~. 50) + ( 11. 8) = 207 • · / 1. 3 - - . 1 ' (he ro ent of nerti of a ction bout xi oth r th n its center of .r vit e &l tote o nt o I r about it e ter r V it r q r 0 t - t C e th • 0 e . ) 0 r te (1 . )+ .J • 0 ( • )+ • ( • )+ • 0 ( .7 ate • + • ( • ) 'e te 1 8 + • ( • ) +o.7 r:. • ) ' e te + ( .? • ) • , e ( . t ( } • • • , (? • }+ ( 1 . • ' • ) + (1 • ) • ( • 1) + ( • ) • • ot 1 o 0 • r • l • = -• 7 ( g). o c&lc late e ber o riv t e ire e r to transfer it tre to som o h r e ber or e ber • ( al o the required number to d velo t e full tr gt of .. e e - ber. ) e ber 15-1 ( teel f lcrum tru ) ' co . r sio 360 00 0 Use 7/ "rivets and 3/4" set 1~ tes. . vets to be desi d gu for th following unit sher, 11,00 shop nd , 000. iel • ) • The rivets in this member will need to be field rivets, there fore in the table of shearing and bearir,g values of rivets, it is found that the sintle shearing value is 4,810# and the bearing on a /4" gusset plate is 10,500 1 • Therefor the num ber of rivets required is 360,0 o/ ,810 = 75 rivets. In the steel fulcrun truss the rivet spaci g is not shown, but the gusset lates have been so designed to take the required n11 ber. I I G Y. Ketc ' . s. ' ctur o ok • - ool,G. forced ol .. . ' • • • tect ' 1 th. e • • I rr ' . ' erica Vil r • e • 14. rr1 er. BR. CT. DV. Y. 1. G • • J • • • • • • • • • • x. XY. • • 1-2. ~jve Load ~ i ve ~oad Up er alf Lower - lf &DeBd L oad . 1. -.. .ueBd .. oad + 1,800 -~6,000 +58,200 -40,6 0 +90,600_ - , 00 +11,000 - 70,000 , 000 -19 ,00 0 , 0 0 -110, 00 - r 700 ' , 00 -+ 7 ' + 1, 00 +l ' -1, 0 ' 0 , 0 0 - , 00 0 000 , 00 ,0 0 , 00 -1 , 00 -+117,000 ,000 +27,200 - r ,. 00 ' +11,000 - , 000 ' 0 +l 7,700 + , 000 + ' 0 t-17 , 0 + • ' I t 00 + ' 0 +l ,000 - ' , 000 + , 00 , 00 ~10 ,000 +70,000 -7 0 ' +29,000 4 v . s 1 11 Live ~sxi Jun. aa. lus &De d ..uoad . +11,000 t51,800 ,000 + 1 , 000 + t' , 00 ,600 + ~, ooo + 0 ,600 - , 00 -110,000 + 1,0 0 -17 0 ,000 -1 ~ . , 0 -1., . , 00 --111,00 -1 1,000 ,600 , 0 0 ' 0 +2 ,400 + 0 , 0 0 I , 000 , 00 0 + 1, 00 - , 00 0 + ' 0 -111,000 +1 · ,000 -1 ' 0 +l 0, 00 -1 1, 00 +70,000 7 , 0 +.29,00 -+ , 00 ' 0 , 00 ' 0 + 0 , 00 ' 0 + ' 0 , 00 + o, 00 , 000 -+ , 00 - ' 0 , 0 0 ,000 , 000 + , 700 - 11 000 -+l -1 -+ 00 , 00 ' -1 2,000 +70, 0 -7 , 000 + 9,000 15. l i i . ' . . • . ' CANT/LE.VER . A Live Load Livt!! Load Full Dtk,d - . . . . . Upper half' Lower half' and rull . t- Dead Load. + Dead LOQ('"j,7.. · L ✓-ve L~acl. CANT/I-EVER .C .. Live Load L i ve L oad Full Dead · Upper ,ha/f L ~ -.wer ha/.£ and · rut I · Maxim- Uip. . f- Qc;·.:,d Lead .. + De.:id Load . . L i ve !_ oad. AP -:-~2,000 -1/3,000 - 94,800 -11'3, (.)OQ a o - - 1-16 rooo - 62 600 - s I soo , ' . ., . . .,, ca DT EV FW r .4t;,.,4oo ·· -f--46,400 -/42,800 -/22,900 --/42.,lJOO C~ _~/00, _ 200-2Z2.,000 -207,500 -222✓#000 . · - 79,000 -147:200 -147;200 - , 1 4-7,2CO DV -ll5;JOO -200,ZOO -206;z.OO -2061200 ' . ' . --1-5'4,000 -/O~SOO -/O-J;S00-/0~500 EX -82 1 000 ~/48,900-148,900 -/4ct9oo --+-------+-----...----~--T---:--, ----=-_.-"'1 -SQJ'OO - · - :.J._~~00 - - 9.:5;$00 -B.5,500 FZ -05! 600 -108,tJ.OO -108,800 -/0;..,/-00 LU /34,400 -t-2~8.,()00 +-2-38,,000+-238,000 MU + 2~ 600 -,../45;l00 -I-IOS,500 +l4.6;100 N - .21.,4()0 r-7.9,.900 r4Q40Q ~ 7:i,5?::o MT -1-197, 6--~..,-s-o,ooo +35~00 r-35"~ ..,..,.i...,w NS -4-2.000 +8~000 +241000. ~:~~~ NO +-2~600 +3·11,"00() -t-42.,000 ·l-·42..000 NR -f.//~900 -1-2.ss;ood +-239,000 +25'5;000 OQ. -56,600. 53,9()0 -S,600 ~;.:,;'::,C::, OP -SJ;OOO - -•6'1400 -76,800. -76,800 OP -l-4~~S-00+174,800 /46,900 +-174,80.0 RQ . +l/ 1 000 .+27.000 +25;000 +27,000 PQ .-1-74,SOO t--76,,'300 ..;-g~.!500 r-97,~00 PQ. ~3~800 +-66;o00 -1-69000 +69,QOO , . , R,S -7,700. -31,000 -24,800 -~l,000 Q.R -66,700 -6'7;000 -85;000 -86:000 QR -S.5;00.0-76,300 ·--8~SOO -a;,;sbo . . . .ST - +JQJOO -f- 4/000 +-47, 100 +47, 100 R~ +65;000 +-S~OOO +74,200 ~ 1-·74:200 R.s +.88~700 +-104,000 /2~000 -1-12~000 TU -61,SOO - ·5'4,200 -74,;:$00 -74,300 s-r -.r6,000-,5"Q/00 -S~/00 -5~/00 .ST . -6?;600-7~SOO -9~300 91,,·300. UV ·r94~4<JO +70,40 / > r-/> ~ 89, ~o u - 42, ooo ~ ..,,,~..,,, - 44. o.ro oa RQ RS ST TU UV +S.S,900 z: 2 o~ -1-s.s; gsr:, -~J.so o v '-' - ss,.s-.:ro +27,000 -1--27,000 -3/ ,000 . r4~too . -74,3_00 -74,~00 +10~800 +/0~8.00 VW -100,SOO -/00,500 W.X +/OS:700 +/OS,700 .XY -75,400 . -4$,600 14-S:S-OO 6~000 4_7, 600 20,, 600 ZO, 600 4~SOO 8,4SO 7,000 ...5'Q.600 4.000 ~/Varma/ .b!J Normal 6ylJ1rect b!/ D/recr Load.s. Load~. Srress ..5rres,CJ ·400 4 700 ·" 2360 470 290 2.60 2.60 14,000 14,S/O S-80 /3900 13'; 100 300 /6 230 /6 90 740 /9 60 800 28 15 so 1,480 ! 42.0 14,100 17 90 2J900 18,SOO 17 480 /2,400 . 4/S 4.SV I.S,000 4SO 840 /4,200 12,000 290 - . -- ... . . . . ... .. .· .. .. : .. ~""It~ - • Total Total ,n C onerefe. · Sree/. 'Area of Steel. · 7SO 13;160 13060 , . -SSO S:06 /0.12. /S360 1012 14 4 ,'30 , 580 3. /2. 60S 3 .12. 8IS .3, 81 8 4 5 8 .00 70S B.Oo 460 /S, S-80 . .3. /2. 2.1, 400 ~ - 12. 480 1.21 '5/ze and Number of Rod.s . 5 I /. " - ~ 0 ., .. N ,, ,, threaded . \ ,, ,, ., ., 8 .. 8 • --+----_.,..----------. 41.S- 2..'34 6 - 1¼"¢ threaded 78.S- 3 . 12. 4SO IS,040 3.12. 12..,000 2 90 / . .S6 . '-'. .... ..... - .. . t . ' AN BO ca DT FW ~rre-ss from Diagram. -1- 14,S'OO -- s.1,•00 . ,C'bra//e/ Comp. or :.Sfre.u p,,,. ' duced b!J Inc/. Loao/8. -147,200 -12~000 -IO~SOO -9.~50 . - 9$.Soo - a,3so Tot-al ., Oirect' St-re.:,.s; .+ 2.2.,ZOO - ,,, 600 + a.B 1 900 - · 74190.0 + -~2. ✓ ·SO -168,64"'0 -I.S-9,200 ~ - I 12. IJS.O· -.JO.JJ. iJSO CANTIL£VER · ~fre.&3 . ln Stre.:s~ Jr, Str~.s.s 1n' 0-/-re.ss 1n ~ t To fa I A4e,xim.um Concri!IIJ St-eel Concr•t- · · Sf-eel ,2 ~ .Sf're·ss · A-foment. .fp rt,ducea - Produceo'!Produceo, Produced S . g . • in • /:NJ /Vorma/ '1g Nor,na/ by Olr~cl .J:,!I D/recf- ~ ) Cone.re I Lt,atb. Load~. Sf-re'93. . Srr~J.S. Q_ (t .:rs 7, ooo 870 9170 /8.S 12., /8() . 3'7t,,aoo 6/80 2.40 8.:10 • 44-1, 000 .!Sa,20 . .2.S-0 ' ~23,ooo 1·710 . ,. 2.l!Ji>,000 · 61.:JO • I.. 14.870 ••'f I 2.<.a.,aoo 4$5'0 . 1~700 Tora/ St-re'5~ in Sfe.el. 20,980 . lt!J, 870 17,460 21,000 18,2$'0 I Area o, Sfee/. S.06 9,06 10. /Z /0. /2 759 . . Size ' and Number ' .. oF Rod.!I . • I 4-~•a GW +-87,.000 . +117,000 4-0,600 60 ~-Bl 4--¾"a .:SIS /9 .. ~~ . - ... . - 4$0 19 ' 480 760 . 19..S' lJ40 .; 1 J - C- ,.,A ~l'I fiy_A. ~ .ti! _. Q 4 -~ • 0 ~~• . . , '-' · +1,.,,.,--,v'O . +/,-, . .,,,"OO vD, 000 . /00 ...J . ul 4 _ ¾ "D +• • i,, ' J ., ·'\ 820 - 2t!J 870 I ,, ,, ,, ~ ·720 . . . IS 790 -~- ~: ~- l(R· +l!&,!IOO .: t-2980,. #-~~~ . ·/ 47, ,!JOO : ~6" , 1 8 . 00 d - ,. a \ll ' .. . L.- -P~ .. --+--/4(- . -. if:- . ,-4-Q_'l)_ · .----~- . ~-- ~ #-- . 'I ... Q-~ 1 -- > --.,,.-(44- . 'd.-,-6-(i-0- ,. .... 4-6-,-~-~--o- . ... . 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Asset Metadata

Creator Krebs, William (author)

Core Title The design of steel and reinforced concrete balcony trusses

School College of Liberal Arts

Degree Bachelor of Science

Degree Program Civil Engineering

Degree Conferral Date 1919-06

Publisher Los Angeles, California (original), University of Southern California (original), University of Southern California. Libraries (digital)

Tag OAI-PMH Harvest

Format theses (aat)

Language English

Contributor Digitized from microfilm by the USC Digital Library in 2023 (provenance)

Advisor Lawrence, Charles W. (committee chair)

Permanent Link (DOI) https://doi.org/10.25549/usctheses-oUC113174184

Unique identifier UC113174184

Identifier Ci '19-2 (call number),etd-KrebsWilliam-1919.pdf (filename)

Legacy Identifier etd-KrebsWilliam-1919

Document Type Thesis

Format theses (aat)

Rights Krebs, William

Internet Media Type application/pdf

Type texts

Source 20230616-usctheses-microfilm-box8 (batch), Undergraduate Papers (subcollection), University of Southern California (contributing entity), University of Southern California Dissertations and Theses (collection)

Access Conditions The author retains rights to his/her dissertation, thesis or other graduate work according to U.S. copyright law. Electronic access is being provided by the USC Libraries in agreement with the author, as the original true and official version of the work, but does not grant the reader permission to use the work if the desired use is covered by copyright. It is the author, as rights holder, who must provide use permission if such use is covered by copyright. The original signature page accompanying the original submission of the work to the USC Libraries is retained by the USC Libraries and a copy of it may be obtained by authorized requesters contacting the repository e-mail address given.

Repository Name University of Southern California Digital Library

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