University of Southern California Dissertations and Theses

A design for the steel work of a seven story fireproof office and theater building…

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A design for the steel work of a seven story fireproof office and theater building…

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Content __ ...., ..... ~_ .... ROO OF FO T A I n~ J'REE of --- - --- bei A D 1 0I ,,. - 0 A I C 0 A L ~AS, ~IRD~R AN CO A ALC ONY T U RS, COL s T s Drawn b y I S, &c. rr ..!JRSI Y o l 11 _,.... .... ____ ---- - -.-. ....- - App ro ed by r fessor of Ci il ~ngineering . I DEX ascripti on of Methods ••• olumn Sheet • • • • • • • Pa e s 1 - r a ph i cal Analy s i Tit l e Pag e Fron t .!.Jlevati on • Se cti on • • • • • Be.same nt Plan • • F i r st Floor lan Second " " • Third " ,, • F ourth t o Seven t Roof Plan • • • • First Floo r Stea Se cond ' " Thir d to Seventh • Roof Stee 1 F r amin. Column Sche Llle • Roof Truss e s • • Balc ony Tr u ss and • of Stresses in • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • Fl 0 Pl a n s - - • • • • • • • • F • am1n 6 • • • • " • • • • do . • • • • • - - - - - - • • • • • • • • • • • • • • • Foot·n • • • yp i cal e arn Detai s • • • • • • e t ails of ol mns • 24 a d 13 11 " " " 7 " " an 40 ale ony Truss • • Arch. an No . " " " • " " • • • " n • • " " • " " " • " " " - " " " • • • • • ~ n • P l an o • " I f " • • • " " • • " " " - - - " " " • " " • • • • " " • • • n " • • " " " " " • • " " • • • 1 2 3 4 5 7 8 1 2 3 4 ' 0 6 7 8 g 1 11 ( ) The architectural plans for this o ildi were drawn by Morgan, Wells &nd M6rgan, Co., Architects, of Los An eles, Cal., and the building was built on South Broa built with all columns, girders, trusses, etc. made of re inforced concrete. The problem of this thesis was to use the same architec tural p'lana and design the building using a framewor!{ .of steel instead of reinforced concrete. The methods used in calculating the different parts are given in detail...-.~low, in the fol owi g or er: (1) Architectural plan8 (2) Beams (3) Girders ( 4) Columns (5) Roof trusses (6) Baleony truss ( 7) Foundations (8) Co~umn shoes (9) Details of beams, girders and colum s Cl) THE ARCffITECTURAL PLANS of this Thesis , she ts numbered one to eight inclusive, are traci s . ade fro plans · reared by Morgan, Kells and Mor an Co., of Los A · eles, a. < 2) BIAMS. (a) In cases where beams were u ifor ly 1 aded ov r their entire length, the load a ., 0 ulti- ( ) plying the tributary are by he assume lo uar foot of th e floor. Th prope r ize o beam w s then ca - culated by first c mputing the ma i mu ban in me ent on the beam and di v i din thi by 18,000, t e wor , •ng stres per !Iqua.re · inch of steel, w · · ch gives the sa c t i on odu- lus 0£ the beam. A bea was en f und ha i a sectio modulus equal to or ireater than that re uirad, being found on a e 16 of the Ca mbria Steel Co.' s .,andboo ~ • Another m etho t o determine the si ze of earn to use is to ealcl1late the total load on the be am and h ing the span ,cnown the si ze of"' the beam can be found y use of the table for safe loads g iven on pa e 87 of the Cambria Steel Co.'s ~andbook . (b) In cases whe re be ams carrie a wall, the load was computed b y ulti yi g the vol me of e wall bv its v wei ght p er c .. ie foot ( 160 bs . ) : this load being c on sidered as un i for ly i tributed o er the beam, an the size of beam fund as i case (a) . ( c) The loads on spandre ams were comp u. ted t he ame as for ordinary o as . To fi d the sec~ ·on to use it w~s first necessary to com dte the location f enter of gravity of the . c omb i ~ e tion (I beam , channel, a~d an- gle) , then the m t of i er ia of the c mb i ne section and finally to deter ine a sec~·on havin a ection od ulus equal to r reater tan t es ction modu u found by di vi din the imum b n i ent n the beam b ( ) 1 ,000, the • wor .L 1n,. r ss in the steel. e dead 1 oad on bea s wa ta.: en a 0 u ds per 3qu&r e foot o floor . The live load as 40 pounds per square foot on the roof, 75 pounds per s uare foot on all floo r 8 from the 8econd to e seventh and 150 ounds per square foot on the balcony and on the first floor o the th~ eater. The side 1 be ams were computed with a uni for load of 400 pounds per s ~are foot, to co ply with the City Ordinance . (3) GIRDERS. Toe· loads on girders due to the floor bee.ms were consid er ed a s ooncentrated, an the maximum bending mo ent for each irder was found, considering these concentrated .loads and any uniform loads which might occur , due to floor lo~ds or wall loads . Tne size of beam to be used was then determined by oompu tin the sec ti on odulus f ~om the gi van bendin moment and findin a beam ith section modulus equal to or reater than that required. e beam mi ht also be determined by us- • ing a table i in the m aximum bendin mo ents on b i ams, 1. ven on page 112 of the Cambria Steel Co. 's ]andboo . • The concentr te loads on the irders were found by de term·nin the end reactions of a 1 the beams framing into hem , • 60 using p ounds p er s uare foot as t e dead load and u ds er square fo t as the li load, on the second to sev- e th floors, and the same dead lea. with 9 ooun s per s e .. re f ot as the live lo d or .. th first floor. The rea n for reductio • the • • th t it . • able th 1n V 0 s l l very l ro t ( ) all the beams should .be 0E1. e to their e tr me i it t th same time. ( 4) COLUMNS. The columns were designed to carry t e fo 1 win loa s: ( a) Dead load of the floors. ( b) Live load of the floors. ( C) ~all loads. ( d) Weight of the eolu mn and • cas1n • ( e) Roof loads. ( f) Loads due to pent house and el v tor. ( g) Sidewe.1 · loads. (a) Te eolumn load due to the de d weight of the floor was found by multiplyin r·• the area triouta.ry to each col- umn by the dead load of the floor l 0 u.nds er s are foot). This 1 ad a~ the s ame for all floors and was not reduce d for succeedin floors a8 with the live loa. (b) The column loads due to the live loads on the 0 1 ors was found b y multi plyi n the area tributary to each col- umn by the lie load per s a r e foot of the floor, • 81 75 · ounds er s ua.re foot or the up er floors . TJ is va - ue wast~ en for the se en th floor. below a s reduced fie per c t . for at for the floors C f O r ca.us it is 7e r y improbable th t ~ 1 f oors hou be loaded to their e ·. tr e l i i lie load wa fund b loO ounds per s · , t the same t · e . The ir t fl oor . 1 the tri tary are y o t, n re cti b i llo e. ( (c) The wall load carrie by a com n was fo multipl ing th vo U i e of wall (mi us t ta_ e o t oy windows) tributary to that colu n y the ei t per cuoic foot of the we.l ( 160 ou ds er cubic foot). (d) The weight of the column itself and its concrete fireproofin was taKen at 30 pounds per linea1 foot of eolumn. (e) The roof lo~ds ere cal~ lated the same as floor loads, the dead load being 60 pounds per s uare foot the live load 40 ounds per s uare fo t. (£) The load~ ue to the pent ou~e ere c lculated by multiplyin· the vo e of w 11 in the pent ouse by its wei ··ht per cubic foot a. d adding the wei · t of the ant houser of. The load due to th ele ator s calculated f ram the wei - of the elevator e.nd the el va.tor ma.chin- ery , and distr i b ted accor in to it p sition bet een the c oiumns. (g) The side al~ oads ere calc late the same as for floors, the load bein 4 , poun s per s uare foot . These loads were t b late on the colu she et. The co umn schedule was then ada by us as shown on the col m sheet. The section for each c olumn the totals for aach 1 or lues in the steel s eter ined byte formula _ 4~0 0 -- - --------2 ----- 1 -t- ~/ !~L~ 2 ( being the co pression per s uar inch o the c umn, l be· e reatest n th in w , · c t e colu • l.S ot restr ined . - Sl e - ays oy action of 1rders, ct., and r in the 1 ast ra ius of gyration of the section, land r bein e ressed in inches and the ratio f 1/r ing e.lw ys es th n 130 and the unit stress b in always ess than 12, 000 pounds. per s q are inch. The~e unit stresses are tabu ated on . a. e 2·02 of the C mbri Steal Co. 's Handbook f r different values of 1/r. The total compression in th o,J.umn at the point consid ed was then vided b the unit stress just found whic e the otal are • 1- required. The columns were ma e up of a. p t _ e and f our an es and when the oa i · ht a ection co ld .be · obtained ir ct from the table$ iven on a e 232 of the Cam ria St el Co.' s Handboo ,. , w i ch is a ta le of safe 1 ·ads on a col m of ·~ i van section •hen t h e 1 th of the col m • var1e s. ( ) ROOF TRUSS21 • The stresses in the dia ona memb rs of the r of trusses were found by calculating the hear throu h each panel n ultiplying the s ear y the re.ti of t lengths of the • e l onal to the ertice. l mbera. Th stre 0 se • the ords m in C era ound by the metho of • 1ts. The tresses • or l er n in ve rti c .. t o he e r u em. e ma oer re e ten io m mbers • • f . • t, wer l ne Vl an a a l edu ti • et ho t rry t e tensi n a lo , I er rl , • ch. Th . bar • 0 s per s ua om· 1 on me er e l r ne • the • ete mined . the tio l ,l r 1 l tre e r a pr • " Th .. of • e p l e r • u oar l ts ch connection was made fficiant to carry t e stres es a t oin either b alue of the usset des i gned in the a ( · ) BALCONY TR SSES. hear o the ivet or ~ . oea n ate. The trusses over the sta e were m . ner as the roo tr sses. (7) The stres~e in the dif erent me ors of the baicony trugs were determine by the method of graphic statics. The truss was drawn to a scale o! five feet equals one inch and the graphical o uti on made from that. (The sheet eontaining this diagram is enclosed in this thesis). Th e reaction due . to one truss wa~ found to be 299, 0 pounds and the sup . orting column designed to c rry this load. The members of the truss were desi ned in the same anner a.s explaine u der 'roof truss- e~" . Upon e si ni th.e truss it was found that the usset plates in the tr ss b tween the two columns were solar e t h t it was deeme visable to r a : e that p rt of the truss a late i rde r with a s id web. The f ange angles and rivets . Cl were then determined for thi i rder. The connection to the means of a s pecial casti • Th mn was made by ivetin a.n l e 0 to th colu n, enou h rive t if t by sin s ear. TI S. C 7) FOiJ The fo • lll oa f or ac t l oad l n rtion the same a.s a. plate sup rt1n column was m ade by c on ect·o t the rear co - 0 to t e eb of the truss d • sed to the • eing C r max1mu co mn s obt i ed o e - h ft e liv d o he entire column. The ma i um a 1 wable pressure on the soil wast ' en at three tons er square foot. Th ar of ( 8) e concrete footing was then obtained by dividin the foot- ing load by 6000 ounds. The depth "D" of the concrete foot i n was then as urned mMing the side slope of the footin about 46 degrees. A section one foot wide wast en ta en hrough the ce ter of the . footing an treated as a can ti lever beam and the stres in the co crate determined and the per c ntage of steel reinforcin. This reinforcin was then placed in both directions alon the bottom of the footin 3 inches above ·the base . The sher round theed e of the shoe w s also fi ured to be sure no e, cessive shears er~ developed in th.e concrete . ( 8) COLUMN SHOES. The maximum a o able pressure on the concrete was ta' en as 200 pounds pe r s are inch. The footing loa wast en divided by _, which ave the area of the base of the shoe. The area of the top of the sloe was taren as that of the col umn plus 4 inc es on al l sides to a low for an an· le to be riveted · to the co l mn and bo te to the shoe. The webs e - tween the lower ates the shoe ere . then de • ned per an p 0 l En Pl 7. The • of a l l ates as 0 0 . • o. 1 c&:ne ss p and webs 11 ·nches • order to ual was · en as 1n m e con - 2 · tr ction • th meta hi ool ·n to prevent • n , er C s l the s oe. Th s oe then tr s a C il er be ith t e • tin di ta u 1 to th roje ct· on of the OJ8 1 te - d t th t· of th b p r P n am a ual to a section throu h the base plate nd weos t the d e of th u r 1 te an olutiom w s c rried throu h to find whether the shoe was stif enough to carry the lo d without bre&iein' o the projections. In cases where a cast iron plate could be used, its thickness was deter the formula ined b • us1n t - - -, ~-PDA_' . y~~=- . di ided by 80 in which tis the required thic · ness of the cast iron plate, w, the ressure under the plate in pounds per square inch, p, the rojection of theed e of the lower plate beyond the column ·n inches, A', the dif erence between the area of the late and the sectional area of the column, D, the side of a s uare .colu n in inches . ( Q ) DETAILS Typical details of beams, girders and columns were m&de ( 9) in accordance with the rules in use in most of the lar e struct ural iron wor' s and these det i ls were carefull chec ed. ., . IS,~, 7, 8, II, -4-7, . 18, 18,20, -4-1, 42., 21~ 32. 1 8 1 _ -45. 10, I~. 23, ~4, 17 1 2.8. Ll,30 1 31 1 . COL.UMN NOS. I, 3 7. · 14 2.8. . . < firl , \I"" . --------t-:----~. - .. - . . - .. ____ .....;....;..-4......:----+---------l---...;_~~_:..-~~~-_;_~--l---.;.._~~-..;_...;.;__~ ___ ~l-----~•:..: · 3:,;,~•..:4-:...:.,. -+------L-----J...:•:;•:.!.' •:::..:•~,~- ~-=3:.::15:..:.• .;_ · -~----J-.:2:.:2~, 3::.::3~-- · .J.-____ J.-__ ...;..._..L,..;..--1 . t,-;., c.,., .... .. ., .. ·.c •• ,~, · ... t .. · • .. ' ~ . :., '·t ~ .~·: . .. •• _f· ,; I ';. ~ ~ J l~ ._ ' ':.~.~ . .. ' ,, '~ lo, :i ;, fi:• . ______ _. ~/., - ~ - {~'-.. ,, ,,, W.H L••4 ftoo f •IHI. f! t.~•+'•r Pent H'o-..•• ·'To +o I. F" loor ·u.o4' Col••• . •114 C••'•1 w.u· 1..-., · , ••• ,. Lave · To· -tat: . ,. 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' • - . l . ; . . . · S f:CTIOM 1 s:AL~i't•• J P'T'; ·. Y(- ,;-. A0g ilY C. lr': .. ~ .· · -.... ~"" . , . ·' ~~ • , , • • 1, • • . ·' , .... ARCf1..'. Pl;.A N "o. 2 . ' ;. -,._ ~--. '. .. . ·I ·1 . i . • • ••• . I ·I I • J .. . \. J, j 1 · I ~,.. -I ,1 I ."I 14) l . ' - t _., I t..? - t::: .II I L.. /6 ' 41 . _,_,__.,,)!i'.ir = .., ... ..... = -·.• ,..... ., ,,, I ,. I J , I I ... - ,... I JI 1Z -ill-- e' 6 ". -·ttt , .. _ _ . - --- . . - /(5 I 6 u ---- . ··---- I I I i I ; t -r- · - · zo' tw ------- az'-10" . • /60'-- O" I I I GJ. I II · --·-· /6 6 - -')<-- +- ' . I · ... CJ ., I I. . I 16 1 6" , . :J. ___ 1 ___ _ 2,1'-g" ·~ ...ScAL.e. 1s=l l?'ooT . , . .. . . FiRE.fR 0 oF~TJ\: ·,,; ATRE, ~ 7 {ioaY~orr1ct~&viLDf · - · . . . . - .· . . _ : __ -. j_;::• :·~ . . . ' . ' -~ . . - .. . :. . ~ -- , •. -TO- ·P->E--E RE C.TEp, OJ\-- So VTjll' '. ·aaoADWAY~ • : • ., , . .,, .- . . · \ , . \ '· . . '~ ' j 'fl-, Id I I l t 't , I I I. - ' ,, I I . ➔ 11.t~ ....... 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SECOND FLOOR >PtAN . SCAL~ , t;,".', t• ,r:T'. : _ · ,MAOt; e,y : C: )f':' a..,(. - _ U. 8 . C . I I f: f - ARCH.PL.AM -No. S ,,. i.,. -.;.,n i .. _ . - .. . - ' - -, . 1 ~ ~ ----- ' " ' . ~ = ~7 - - - ' ,.I V'1 f'•~ - ~ ..J • ' ' ,w I( z w r:. 0 0:: p._ . - Lu z ~ ~ ""' - .. .... - ' - . ' ,_ 1 ., ) J -"' _\ - z c:( N N UJ L '- I · r-· _,. . ·~ i~·C ,t ,i " ! ' . . . r ; , • • ! -~~~~---~"."""" '. ... ~ -- - ~ -- .. -· ~~ ............ ---- -■ -" . ----~ --- -~~ ---~ ----- -■ -" ----~ --- ---~ ---·---·~ -- ~~~~---~~---~-;..._~-~~-..;..,._.-----~~~----~~~~~~ -=-~ -~• .• ., : ·.., ~ · - .··..,. ) ,:. ~ ... ·.;;' ' ~ ,· . ; \- .,. !.:.:· ;'· •,:.;, ·, -' ' ,------------~-----. ----------, ---'------'- - ---'--'--- - --~-~ - ------ - -~.....:..-- ------~---- -·------ \. l • ----- ..:. . . ~: r~-- ;;:;:;:. =:/ ~~== - =:::;::---~ I. I I I I I I I r I I I r I I I I . _ I rfttilllfli I 11,~ I I I 11 i I I ' i ' i I ., i I / . /. I .i ., ! ! i. I ! ; . r ! ' ' ' ;· _,, . , ' -- t , I ; ! 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I ,, , .. ;1 . . :.~ ··"' -- 1• .. • ' ' -- ~ II. . , . . e' C ~ -----~)- . . '~ . ':.n-r,1:Tor. =---- -, . . ·,\ M ;,J( : · "~/ -· '"ir ·: ·~ J t "J} .··~ •S . -:'·-ff. '.< ..• : . I. )', · _ ·/,'.)~_ ;fj . ··, ,·1~, . ; ' ,;.,.t ~'f •• -1: • f .·,,•t • . > ·'ni'. 'I' ~-t'.i ' -~e>: ' ; 1 :-· ~·· ~; . , ~· ,· ·; ··<· ·, 1<: · -....~ _•,t) . ; .. ·:n :- ~l ::~ .;i~!i ,. i. : . ·' I. /. ' · , , . . ' i . ; ...,.__ - ,, . . ,.- j I ,,; ( 1 .. -. . ' •• - ' ... rf"' ' , .- I ·LL/-!,..:; ·, ' ·, • .. ., . _ . .,,.... • ,' I .. <1, ~ _\_ ,o, ..,j ... ,I t-... "R ;age -· ---~ ... r Cl+ 'J-ir£. Ve11"tilc,t'o r -1 '11 N L _ , "' ✓-- ·E> j.- = ·. .. , • • . . •. I .. l .• .i 0 It. IL (, J .i u .. i. 0 Ill . I !! . ... .. .. 0 =====□ . . '"ri ~ i ·. t , l iii l . :: :: l J !Ji ..... !( ii ;;;;; IL I id u : "' ... 0 . -- ··-" i.l U · .~ IL 0 II u . IL I,.. . 0 , ...... Pl.:-ANS · f" o ~ R " ~ t, -' () N , ~ . -' . . "' a 0 11' • SEVEN STORY OFFICE:. I ANO THEATER ·au1LDING . LOS AMGf,Lt::S ,CAL . 4~., to 7!~ FLOOR PLANS . $CALf'. i W • • 1 . pr T. M-'\QC IJY C.,¥. ~ ·. . . U.S. C. I &11 ARC.t1 . PLAN tto. 7 I ' . . .., . I • ~ i. !'.! ~ ~ C> _., . _ , ~ ~ <) "' ... . i • -,_. · ., . .,_ -~ - . tr) ;_ . ( ( · .. //, · - I') -''T- ' -t . ,./ . ft> . • , I ''+ '( '( ··5 ·.··.··;. ' . .. ' ' .. ::,;~ . . • I ·, .,, ,. . · . . r+.. -. ~ • ..... i. • 1 . , · I ' I l I I i ' ./ ' f . I I T , . - . . r . , J L; ' . ;(/.'" ~ .. - ,-J ~ JJ/ ··J l •' '~. f}~ ';}· . , .... .. . ~ () co I l I') i 'I * I I CSl _, lti L ~--c - -~----- ' • ,. . , . . - ~ •: l - : ~ -, - :-~ ' . .... , . ' 9" /6 • i l 0 I ,· ---- - I I. I I I I ,,,,,. ,, 0 . ~· ," ' , .. I ' .. .._ , • ... ,~ .···-:, .. . .. • ,. • 160 . o." · I IS'. 6 /II 6 ' .1 I 0 i .• I I I + I i. 1 I . I / I· 61/ . ,, I ,1/ / .. \ • • I -: • I ., I I:,. •• ' 'Peri+ · Ho v se m . · ~ ( .5,.yl•~h+- / / / /' I 7 '. 8 ~ ... ;. I· / ·' PLAN$ FO:~ SEVEN STORY OFFICE AND ·t-liEATER BUILDING ·-LOS ~NGC .L~t: · .·· .. ·. L 1 • ROOF'.P AN .· ·.· SCALC: ,. I ,.T, MA-,:·eY C.W:D-rr?C U. 6,:· C. I 91 l ARCN. PL No,._ 6 i i I ·>' ·• 0 C'I t\l () i ,j, ... -+-~.- • • ' l lz!o1. Ill • 1 l ... o. I ~. ;s; J t ,., "' I l!IJ'•' :! ~ ~ . "• ,' ., ':t . .I I .. .. I ! 0 ., -,..1 • I u _, -1 ,;· .: "' \ 0 - 1l ~ '! ·. ~ Q ... I ' ",t I ' i I. . ' l ; ' J .) 1 ,! I I • 0 18\ . ..J I It) 1 : -¢ 1 . • JI\ I'; J • 0 ..; ' . .. ">. j "· \: 0, ·' -.j- l • ,,.t • • . . 0 .. ,. . P'.OOTING l"CR COL.S 9 10 -.. 45-4 6· ' ~s~\~ 7_'-;, • @I - ·· . . l 5"°' ti () Q ·. ll\ f ' " - r- ·-- -- --- . .. ' ltl - H i : -1 ... I'-- I') ' , H I) ' ,. I • · • ~ - . X "I ' I I) _, oD I 1.t• 12• I ! )_- ·-•,-· __ d_o_ +- • -,l<t \ \ - I') .. t' · "'- - ' • . ' 4- ' co t 12.•'r . do ·. .. . • Q) J ., , .., \i ;;; " . .. - ·H • • "' In - - H . ®' -- :1 ,._. . ··- .. 0 '11 . . .@ 3 It• ' - ···· ( 0 ~ .. ;,1t• . '@ . 0 --. ' ,, . · • G7, 1t~-;4· 1 1t.,. . . . I * I • :11: . . . . -~ • • O · 0 ... "1:l 'ti "13 . . .- . .. @ $5. .,a·r '. '. . . " • . 0 0 0 1) ,, 'ti ,, . ' 18'' r ssfP -- ' ,e• . ' ~ 0 0 .. "D . 0 0 "II .,, ,, • ., .. \.. 8 ,. . ' @ A-A • ' .' · --. . . ... ,. . , ... -• ~----,---' J . . • ~ i,·-+· ~ I I .. . ,~ --~-'" t-7-- - - -- ·- ' . . I e'-4•· • · I 5'-. ,, I ,t . ' . . . ·. 'Ill :i-+ 5'- • ., . , ! ,,•;;. .e".. :O,' c,,: ~i -- --~ ·- •. , ..;.._: ... ,-~~·· · -·-··-~'.::...;__·-,--· ..... . 82';;,•~" .... i . :i ~ - - · .. 1·Ti.* I , I • . $~ ... s'- e" r TYPICAL . f.&.OOR s EC TION l.!I-- to 7th. Floors. 6 't . I .• 4 .. j. ~ . . • ·II) 0 ·' 0 0 "ti "G l) '° - . I' IB''.l'. 55 fl' @ 1w'i I Ci O 1< ' I,' r " ' . • "> •· c;> C) 1 ~ . 11 . -o· II 1) ,c - I ,0 ' G ' . ci ll r ss• 16 11 . I .. /50 .,,. L LI ~ · ~ . ., , .. . 0 ci Cl . ... ··' o '11 "0 -.::,· !, 1S • . I ' . @ . 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GENr:RAL NOTES Tops C) f beoms flu•h and .._,,· below finished fldc,r:: .. ..,, /8 ... 0 ,, re· .. · . All rive:te ¼" dioll'l•t~r Ma'ter-ia I 7 O.H.M£di"m .Steel. @ (;) ( .. .. . -,-..' r-.;;- . --~ . .. ---······I :t-· . .. --~~ ·,,.. .. 4 - • ' ~ ' ~ - "'<t " ., .. . • * .,. ·- 11" ... .. ~. . .. , .. ► -· B"u 11¼-" \I) .. II) I .,t . >--- . ~ .. 8"'w lf,,4· # . X N • ill ll -\ - ... H .. ' ., .. lol , . - .. @ @ ~ .; • 55• r 55 ... 'l!J _ '' r. " " ~ . ' . . .. . "" . ,, ,, . . :,-•· J • -o · ·· ' ' 11 .. .. • o• ► ,, • " "'. 1 - .... 0 IQ '. '.'_ - 1111 .. " •' I!) . I--< ,, (lj '11 H (lj ' • • • ' Ill • • .. .. - ... . "' I - ~ • I ,l ' - " :r 5 5"" .. ti" r ss• ... i.11 X .·~ ~· 91 @ • ·l ' .. -t-. ., • . . 1-j , • () I) Q r. ., . . . ···- T ,, .. do . . do 1:,·-0 ., ,. do. ' ·, d•- •. _.,_ al,. ' . do, 0 "11 .,, · ~ .,, 8\., 11,t'" I:! .i ., 'll" !:! . .. ' i,lo . ·- ' ",! - - ~ - -~ e· i c• Cl ~ I .. I it ~--' -t . . --- - . ·, . --~~l: · -· . , .'• ,.- j - • .. . i 'I. x -- :( x ( X: --~ ··• * I ' t ~ - "' . - ~ - ~•· i, I :!! '~ 5 ,. , ,_ &" s·- •" i . ' ,, ., 13 - .3 • f · 4+'-!1" ! ....... - ~- .. < , . .n•;. •• ,., ·-· . . ·. PLANS ,..O" " • ( II ' ( ,.. ( ~- . ( M ;'\ • ( I, ' ( -~ ' < ··-• ~ • ( . . M C I ' ·~· ' ' . .. ' .;.f Ot C · - CD ~ ' ~ ft) - ci . · "'G @ II) .., I . "t I') -- 0 "'Q .~ .J .. • • \II ., .,.. -. Iii. u It) M • x .. 0 0 :"' - - ff) I I I - - - . ,... .. ~ \.:MJ .J . -•'. oO-l'I ,., Iii l( .,:. U Ill • • JC . 0 0 -foe ,... - II) I I · I - - .@ - .. .. . 1 I· 19'' I 30• r- 10•· c zo• IL. 3*•~•* • 'i :,/-~-~t ; . do.(11-12) ... . @ · . do. ( tt -.1 :z.J.i C· ..I + FLOOR LINE .• ... ·•· ~ ·•-- , l. . • ,, e.L • , . .,. , ., I & ' . .., .. ' . ·- -.,,;·-. !iii--~ l . . ' I : L . ~ 1 ~. 1 ~ . fCAL:. S'Pl\NOREI.. · . .. ·. (:c,1,S. 10:,:t1; fr-ti , ; 34.-~e, .f9•1f7, · ,. • '15'-si/ .,, .. ,,.; ., ., \ ' . l':, ,. ' ,,, • :' ;• . ' •·~- •· ~ ~~~ : ,:. ~ .. ·. ,.. , . . ◄ ., ' " ... , . ... ,o . . , .. ;I,•·· ~r ~ .. , ~ ; ;i '. ~ - · .. . '1,i /A.'11 ' -f; "' >· Ill I '. I f f'LO OR . LINE 1-1s"t 33* L,. 3J • )(_!5 JI*. . Ty PIC~L SPANDftf:L Between Cols . . . 1-z,z .. 3 1 . 3 7 :- 3e, 3 e - ,3 e , _., ". s • 5-6~ 6 -7, 7-·e, e-9, -40--4 ;, . 41--42, 4·2- '43, '4"5- ....... , ...... --45. do. { e:. 9) do.(e-e} 1-15°1: 42 ... ··,-,s•c ·33• · 1-Laf•S•*" . Ii" --- . b "'*,! ~ -·-· ,w . I . I TYPICAL SPA.NDRfL Be 'twce11 · Col•. 16-Z. 7 . j • ' . . . I ,.:,2•c30• I L. 3t~5•t• TYPICAi. $ .. ANDlll'f!L . ' . Between Col$. 3~4, 39-40 . . . s!--0" I . rf r j•. '. ,. · _: ' ; I ___ ..,... GENERAL .N01"Es.·-------'- Tops ot · beaiiu f'l11.sh and : ,t."' below f11usned flooY. All r _ .iv.ets ¾" dici~crcr. Matet"ial - 9. H. Me.d_1i.lm ·Stec.I. ForT~pical Floor Sections;. . See $'1ee+ 1 \ : 8 , ""@12.°'~ :,0•3fw~•i"®15• •c3:,•~f•.!•:i"L@ ,., .. r -f ,, • 1/1 6"12¼* I ' ., ) •• J .. i -~ : . ,. . • ' C'\(' ' •. . 0 - ,o•·r :Zs~ . t . Ill N H a 0 • • 40· . __ -X - ,_...t- ____ d_o ____ _., . .o H ·' • ~ • .... d -· - . 'J.-· 1-----•-=-=o=------11 In Ii) • ~ • M 0 ..... ci -t I I- "' 0 ,, 6. u 8 .... .J ' •\•I ~ II') ,.. -1>1 I'\ 1l , . • N "' I') ""¢ u • l-4 Ill • ., in N ~ H '· ' ' • !! ,@ 12" r 3,.}.., ·:i • ii ~ · ., 1: Cl) ~ l'I. 1-1 'If) .. u IO • !!! . @ d ·( 3-♦) TYPICAL s .. ANb'REL :Bc-twe•l'i Cola.: r-1_ 3, 24- :57. ·' ' ~- · H • (X) 0 .,, ci "O @ • G) ~ ,f •u 5" .t • . . u 1-1 M ,s 0 "O • .41). . IX) .. Ill n . Q 0 0 ~ .,, 1-4 "11 ' • "' 0 0 ,, ~ do (;z-3) . : . i, . 1 H · . . en 9 r I. . . . .J .. -lol l( II) " ·Iii fl) • ftl I') u • Ill - . • ' "' .... 1-( • ._ 11'1 . ~ .-...· "' ... - • (I _, Ill l\j • ., . N PLA. N's ' ·· ' .. , ,., ~ · ~ ,:, : . StVfN STORY OFFICf_'. AND TM!: ATC:R BLJILOt.NG .. . . . . L 0!5'ANG~l.~S, CAL. \ : . . . SfCONO 'rtOOR'~srrcL f"AAMING . · • . · · _.. · · st'AL t,,t·.,,.T: '.,· · · · .~ · . MAO~ 8Y . C. ti:~:: . µ 'rs.· c. :i eri · . , · tMG~'PLAN -No. 2 , .·· · ! • • ,. .• ► · · ' i • J • •• 1, ~ ◄ I.·,: '• ';; •:.-. . . ... • . . ( • • • .. . \ . ', ., ' < ' . ' -- I t. ... Ill N H • --- Ill • • I . t "' · 0 ,, @ ....... In pl) • P') 0 'O @ .J • ~ +I • U Ul l( ~o ~ --It\ - - I') I I I @ . ,..·. .I CO~ .. I') (II l( Hu Ill - :. )( 0 0 -i,. - - l'l I I - - ~ .. ,.. . t' -: ...... -.,,,.,.--·-• J°-10 • :x •:,o ... i-1o•c z.o" I - 3t• s,cf• I.. I - 4 . ...... · i:F·;;- •• • --i •t 1- 3 5 :;.. • 1 2 -..J " 4• • • ... J ] "' ;; ' ' I - J" 5! . 2 -3 •, s .... :•'-o" • _, .. ..... ... ~ ·-. ,, L.;..I • ,, .. • "l • I .... ::i . II) • .. . ·' r, • "' .. l. ' N d .o ( 11 • I 2) @ ., "' @ ! ,., 0 "'II . ' ® IS • c; (:," .:,t JC 5 • j.' • L - JI> • • ' .. ' !!. o · @ ,, • .I ' -loi . w Ill ® • -lot I') ~- -ft, "' .5 t ... u • • -- -- -- Ill :t+ WI @ 11 ~ - . do .. (e - 9 ) • .. ' .. "' ., - 0 d<>. (11-12) e 'b .. \ . . ' Fo r Tv.P1t.AL SPANDRELS F.or . Tr P 1cAL FL0011< SE c T,oN • - ~ - .. ,n " I ~ Cl. ... . do .( El - e) · • 0 _, CD - Q • I . .. . .. .. • -lol D e -0 I") :"II ".l ,, H . "' . z• -efl ,s·-o · ' s ,_ o· , 1 1 - / 5 -,o• . do . ( 8 - 9) . j l ' ·, e ' - 10 ''. .,,. 1 ' , do ( 8 - 9) 01 2 • t 3 0 I' 3 j •S~t•L @ 15 • t: .,. " 4-7 ·- 16 ii 0 o· "' '1' ~ ,q- H 47'- 3 3 • Ti' ' r, 5 '- O·" 5 , _ 0 II I . 5 ,_ 0 I f cto . / 0 - 9) • ... -~ • IO _ , fl 12 ·· 1 'JI' ·• 0 ,, ' " Ill • (\j "a C) !\I .7 , ... ~ " ; ~ 10 · do {0 - 9 ) --- o· ... ' .. •• N II . ~ 0 H --e o:;· l . ,,1 ~. H ' IO N ..J • ~ • Ill • • ~ .. ~ "1 ~ ~ ' ") • ., q) L., ' I() - ' @ ----- --- --- ----·---------- i I I. I I I - I (I) H ' • al " "' ~ 0 ... 1l < \1') - 1 12 " I.:,1;t• ~ --. • II) Q H "IJ • (X) . • ' do.( 3 - 4) ~ - Column I 1 '!. o " . : ,·-_o· - ~ Splice • Cl) H ' a) · • 0 1J • ----GENERAL NOTES.----- ' Tops ·of beams flush and .,4.'' b¢l o w·· f inish e d floor. - ' . a) ti "IJ All rivets ¾ ." diam.rte-.- . Matc ..-ial O . H . Medium S+c~I . 1- 1.! " l JI J • 1- 12•c:2of" l ~Jt > '- • 'J.l':-. ;X t:J ~-~ p. ' 1iit '!'.' II' p : · ·•· , . . -·..t-~. V\ dded {; /;~:~] Me sh~! W1 re. TY Pl CAL 'ROOF SL.AB. do do ·- .. . . do do . do.( ?-B) 1 b' 1 6, " (II ,,, ::, ,._ \,:. • l ,· ' do .. ' '· do . - do do. do I 9 1 - b '' J t:> ·- 6 ''. Li 11------· -· -· -~-======iw=============,[ff== ===:::'.=======~-n•= · =============11~~ ·=========~ •~!1~~~ -~1~7 ~~ ' ·" .... ... • . ' ; ' ' . ' _j l .. 4 • ' do 0 0 do . r-'-- 1 ,-. ! . -. , . . r r:,, 0 ! ... : (. I-I \ti I') H lll , )~ 1 1o"r :II ~ «, 4,; Ill - ' I 0 . <'c H ·- Tope 25,. H IO - • 11,. ' -:. I .. ' "1 ' . . ~ do. (8-9) () - f ! _ .:.. + '4! .J ·o Ii - 1 - 5 - . 3 -, - ., 7 ~ _ J. ....--------- a o ( 3 e - ;, 9) t . "7 ' l - 7 ,_. t= " ; , I. • "' \ GE NE. RAL NOTES. of beams flueh and 4" below finished floor. I 3 • • · . • All l'iv.ets -;r. diarnet=. Material"'." Q, !-1.,Medi.u·m Steel. Cl( 'I .-- - - /! ~:,_, ... ~ 't . ll ~- -_J i~ " l 9 " r 2, ... J.-Pl. "J(,Ci" 1112.27 - 0 -n ' .;i " ' " ,11. ' ,;.:-.J 0, 13 .. 0 .,, )W. ,. is,,, '!'-Joi : .I . ,, (lj "' / _ , PLANS \. . · l"'OR S·EVtN STORY OFFICE AND TMEATER 6UILDl, NG_ . LO 5 · ANGC:LCS _ ,CAL . ROOF STEEL FRAMING C NG. PLAN ) ,l --· l. \ ; '. , ., " :, q ti:":~; -, - ~ ~ .·• ~ .. ,, ,,.. '--.I ~ . , . . . ~ C (" · ~ -. "Ci . . ..... ~ = ·· ·) < • • I ,... ' . i ·· I r' 0 c '."'I 0 0 -f :z . . " .... 0 J:, (ft " :l " :2 -t .. • (A . ... ; . ' . - - ~ N • l -~ 7 j . - -i'! .t=_ . :: - ~ vi -~ • D. · , - l '-- '-- I --., '-.. '--- r r • . ''-- ~ L ... ,:r lJI ... -:r ~ · t I ) 0) . .. . :r --1 - . .. •:r (/) ~ 0 I ' I . 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Abstract (if available)

Abstract A design for the steel work of a seven story fireproof office and theater building including design of all of the beams, girders and column, roof trusses, balcony trusses, foundations, &c also typical details of girders, columns, and trusses

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Undergraduate Papers

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Asset Metadata

Creator Cook, C. W. (author)

Core Title A design for the steel work of a seven story fireproof office and theater building…

School College of Liberal Arts

Degree Bachelor of Science

Degree Program Civil Engineering

Degree Conferral Date 1911-06

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)

Permanent Link (DOI) https://doi.org/10.25549/usctheses-oUC113174098

Unique identifier UC113174098

Identifier Ci '11-1 (call number),etd-CookCW-1911.pdf (filename)

Legacy Identifier etd-CookCW-1911

Document Type Thesis

Format theses (aat)

Rights Cook, C. W.

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)

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Repository Name University of Southern California Digital Library

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