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Design of highway bridge over the Los Angeles River
(USC Thesis Other)
Design of highway bridge over the Los Angeles River
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Un DESIGN of Highway Bridge over the Loe Angeles River ------------ A THESIS. Presented to the College of Civil En ineerin of t e 0 ou er C 11 orni . ~ -------o -- .. - .. ... .... co C a Course forte D ree of achelor of cience in Civil En ineering. By Clyde s. Yerge June Approved. I ontents (Ki I General escri )tion . II u vey f oc tion • l II eterr in tion of TJ e of ri ·e - a re ire • • .. .. - . J I ecificati n o t d . cul tio1 of tres s f r-. es l,j "' :1 - cul t . . • e t • It fl .. J l • .... e • J i .. . ... · r er • • :~ eet , ·l ~~o ati n · " -"2 .. ·1e .. " . :· - 3 ut ess r. eet ··4 Throu ~·· ,, " n r u • s tt e rs r ir r te Jot r l 2 3 4 9 11 l 1 - 2 ~e.ne_ r_ai D .e .. s.c_ r_i p_ t Jon_ •. The proposed Highway Bridge and Girder is one which might be used to replace the old wooden bridge and trestle, now used over the Los Angeles river on the Loa Felis Road, near Avenue 20, in the City of Los Angeles, State of California. The Loe Felis Road begins at Avenue 20 , goes ~est across the Los Angeles river and winds around the east side of Elysian Park on t! e e s t si "e o:t t.he river. It is one oft e ain hi ways into t.e f ertile San Fer nando Valley, one oft 1e principal sources of supply for Los An eles ~ ark t. Te ride wo 1 e o · re't toter n- c er n · peo le \VhO re 1 e i n iz e valley and W O C rry 0 con.merce etween t e valley nd t city nd ill e re t advanta 1 t utur ' ' t e va le ro - cts of becorni t te t • nt 11- p on 0 ere r Bl oc tie ro n Lo Angele 0 cco t of it d nt" t r sup l:}J t e Los A le Ac ue t 111 a t r u it. Tl e e t ortal oft es 1 1 oc t d a o 0 feet wee of the inter ction oft e Avenu ' d t e Los Felis Road, tAe eat portal is 325 feet fart r ·et on t 1 e west side oft e river. It is the only reasona le location for a ridge connecting the two sid e of tne riv r firstly, it 1 t e ,oat direct route ; secondly the thorou fr coul e 3 straig}1tened and two curves as it now exists elirnina,ted, reducine present length of span, by several feet; thirdly, t}1e property necessary to make improven ent as proposed is owned by the City of Los Angeles so no ex tra expense would be incurred for new ri . .. t of way; fourthly, it would e an improvement tote loc ,lity and in keepin · wi tr1 in prove lente no • 1n Park an those propose or t e Arroyo joi ~ t e Los An ele Riv _ ne e a Su.r.v_ey, of _Loe.at • Te in r ctio o Lo e o J o e o , r Jl of Lo An el • T i er C i 0 t V • r er cc • i u V in Ely i" . i t e r - ti t t po C t i . 0 . 1 r 0 on g ro A o t 0 it 1 1 tr tl o river,. .. ic peeei on r ., 1 V ,er a t' e ro d o to t tins er t e river d on t were ta : n in r 0 i r r 1 n o ce el v int 1 e t 0 t i 0 o of • t i i to O T" ri luff o e t J. ro d. e el trai · t line a i L ite cro ~ ot t plot and interpol te contour. Contour for ev ry t ' r feet were computed. The line of the proposed bridge was laid out and the profile on this line was obtained f ·om the topog raphy map . etermination o{ the ____________ _ It is common pr ctic to use Pin connected Bridges for Sp n of l? feet and ove n t e Pr· tt truss i t h e most econo .i ca.l it i t e on ·ener· lly u e" in pr ct ice al tr OU i clin cord r u ed ir long P n • T e str 1 c or I eli / 0 1 e u t good t etre e r 0 C 0 ny ten 1 u e i r C • er . r' r t 1 e C 1 ot 1 1 0 r 0 fe ro . t • 0 ' t of n in. i e o C C ol 1 i C 0 0 ri • o e u. 0 r a . in r r r· a le e i c r . All r 0 at rid Gird all op n 4 r eart edium t 1. C t iron r c~ t t C u e for ed 1 te. 1'_y..E,._e_ Br!_~. Through Bridge, Pratt t)pe and pin connected. Girder ..... -... . Througl1 deck girder ~-l]_~t-~ Bri~ In calculatin t stresses the leneth shall be 5 250 1 -0" center to cent r of end ins, and center to cen- ter of trusses for floor be~ Girder • • -· . .. fn· c .. lculatine moment ? '-0" cent r o center of en ter of ird r for flour be Lat r 1 . . • All 1 tr 1 r· i shear e ri " · pl t ' all be ort 1 r 1 t o b d o 1 o r i t 1 r co r 1 V iv i t - u C t r C r r. T C t - " C 0 C o ir r . e e .. e or '- 0" e c i o: c n r of • r1 ge n- l_~oor EY.s_~n~ Brift_g_e ~nd Girder All floor bea s s 11 be rolled or rivited steel eirders, rigidly connected to the trusses at panel points. Floor beams shall e square to the trusses or gir era. St r. i .~e.er Bri~ and GJJ_d~. 6 All strin g r ~ s al e rolled ate 1. tel strui- ger shall d e J)_e . ) --- 1 st 1 . .e - r T 0 ' or 1 1 · 0 o . . trin 0 C C r 1 f er al co n C L .d • . . • 1 1 0 r e 0 T to 1 t r c1 la er 1 i o ce o l"" t o t1 Lat er· 1 r · , i r e i d ened to t e cro · floor •e m r . Vi t ~ t O VI e f loor i 1 ? / 1 . i . i ... ) . ( 0 ' 0 1 • r 0 r e. o re i a oun r ot o n. ot- o resis t i c lea 7 of 15 pounds . er foot of s an. nit tresses an roporti,on of arts ge i l tension on net section ----------------.------- 1 , • 10n res • net "'ec tio n 1 6 , 7 l 0 10 n on -- -------- - - r • l1e u l" 1 1 t of .e , i i nc es 'r ' • le t n r 1S r • f rati i n inc .. . 1 n • -,• • r,l o r, 11 1 t co • res o V n - ce - . 1 2 ti e it st r iu 0 r t· n. r L tr r 11 s n ·Uilt s ct on • • "t C i o ... ---............ ___ .. _ ............ -- ------ ---------___ _, 1 , -------------- , • n ,4j • 1 e .... i 11 er tl r n t 0 0 lo .. e C .. t 0 - • . t e ot ce un" • er nc v ·, , • r C l - • I 0 C ' 0 , ( • I . ... • . • C e t e e , - - l"o r C (.; • • ,~ 0 . l2 ,.J , .. • is s 1 C 0 0 0 ~o - n n .. i . .., ... ..., t -- .... - C e ,.. r . o C T u L ·u • ~ ... ' \. , t • n e or ·,r 1 r., r l. 4 r C .. , u ec te C t • re '"' t r t .... - er 0 ·l e , . .. , Net Section . . Brijige and Gi.r~_e_r. In members subject to teneil stress full allowance shall be made for reduction of section by rivet hole, screw threads, etc. Counters _""""'! __ _ BrijlJ;;_e Counters to be designed so that an increase in the 11 ve load will not increase the stress in the count.era reore than 25 per cent. DeisRl .. o.f_ ?.l~~ §irp._eF Te flanges e all be ssumed to take all t e en- din moment and web sh.all e assumed tot ke 11 t e shea1·. The dist nee between c nter of ravit of flange st 11 be con idered st e effective de t. In pla e ird rte conpres ion l .n es all s . e ro e • ve The ve late o ird r u t e stiffe ed at in- tervals not exceedin t e dept of girder or a i u of five feet, wherever t e enri n stres per s uare 8 inc exceeds tr e st res..., 1101. ed y t e fol Olin formul e: Allo1- ed s ear·r1 stresa-:12500 -.;, li wriere H--t e r tic. Rivets B _ r_ idAe . . a. • Gi_rp..~. All rivets are to be 3/4 inc in iameter. 9 V Calculation of Stres ses for Through Span . Dead Stre sses and sl1eara. ~.-. ~.._.......____........ ·· ~ .,. .... . - . . Chord Stres ses The chord stre sse s were deter 1 i ned by eans of the meth od of secti ons us i ng f or ea c chord member a si ngl e moment equation vith cente of moment s a t the i nt er s e c tion of the opp osite c ~ord ember and t he web member or pane l pair cut by the assumed section. Genera l e uat ion d :-,t- ,. E 01 Oli nt a out t, pain fore c nel lo ~ ( r •·dn) 1 ( d ~ ~., - er :.;_ s P 1 ea lo - Stress i t e pt ece. a he i t of trus . ~ = le t of p 1 e t r e se The t . ed t e r( t we e r e r 1 0 ,, t 1 on ic i . t .. 0 er ic co 0 0 t e e:>:t rn l force ti e le f ecti n ) i i t e verti al c o n r tre · d tw C or e . er • e tre i e a t o t e r ( vert ic 1 C . 0 t) .u ti ie C 0 t 1 ich t e ele it r i e. Ge er· 1 uati n :: ec - shear 0 i t r • 1 e r A n ·l e e ;;a r e ··it ve • If ear i itive t te • 8 0 e e r 1 • I f she r • neg tiv t i • lS e e co :pre 1 ve. • e 10 Vertical Stress ..... --~ The stresses in the verticals is equal to the shear on t ~e section and are in compression. Hip vertical just carrie tie panel load and is in Tension. Live Stre . .-ses and Shear . . . .. . - ............ -. . .. ~ - . ..., . ..... ~ - Chord ·stresses . .. - .. .......... ~ -- These found i n t e a 1 e manner as t e dea.d 1 8, tre e , or t e e 0 t ire ulti lyin t e dead load str sses by t le ratio of t e live a el load to dead e l load. In lcul . t . ni- C l e lr - e e er r for li lo , 11 pa el are a 0 n one si e 0 t e ·01 0 i r n l nel lo t . int i . 0 e 0 1 ve t 1 . u • t· e c • 1 r • = 1 ve r • - len - tot· - :n f • 0 ec t i e i r e sl e r con .LU t .. e 0 e • tres e . These ar t e a e fo de d tresae , equ 1 to section. i vertical tre . equal . s ear on s l 0 1ve load • anel. ln The 0 d ad liv tre for t • SU e e1r respective t ed to de • em er a_e e one 1 n. Calculation 2!_ ~ oments and Shears for_GJF~~F.P~ 2 p. Dead ]:o~ent s ........ - ,411 .... The spa.n v 1 a s i vid ed into six equal panels . · oments were calculate fo r each point General Equation e De ~u ion • t 1 ce e d .. (d +d~ .., d - - I ~ n V ~ panel e d ~1en ~t of d o r.e for of r . . -·o . 81 ) n lo .. nel. r icul ~ . 0 C er oin i t. eir . r l O • T e e r 0 i e 0 rt·c 1 ex C 0 0 i 0 . 01 - -- rn 'd . l . L D: I ~ 4 r , r C 1 er· , ore 0 • - - ( - • e 0 i ~ p _( -.tl - . 1 : len gt ·; ' ) 0 JU i 0 0 e i u 0 e er e i is ice ro . e ec 1 i rr .. 0 or eft en gir er • - e 0 11 er 12 The sum ~ .ti on of dead and live n1ornents -- nd t · e surr.mation of dead and live shears f or t}1eir respective points are used to design girder t ~ 1e maximum moment and maxirr,um shear being used. VII Design of through Span. Floor cyst Str.iriP:er·s. · · · · C --- ~--- T e s cin e; of t be consi er ~ a t e tringer. was t1 fir t tine to d to be uck e 1 ,, coul .. e u • , SO l 4' - " er C t · rin r t lv i 0 1 t . i i e 100 o e po iti or r t lo s t t ri n r 1 1 er 0 0 ce r 0 r i 0 C t • 0 t 0 r Q 0 1 r· o· , . t • 0 e Xl t • e u ti n 0 . 0 for t i oi ctio 0 e e • A - r 0 - = fi e A- . . t· - l -- f area o e . -- · 0 0 ear ( y·) rin r e . Tl 0 r ... et r ce i .e er f oot. e t t r or t . l . i . l . e 0 6 C c le ovi in 1 r t 0 or 1 V 0 of 1 n Floor Bea ts. T1e floor bec r.s were laced at panel p o i n t-s ·. ·-·-- · - · The dead monent wa c~lculated by use of the de£d reactions w ich are concentrated loads located at the particulqr oints . 13 The live mo ent was calculated fron the aximum live re ction on t beam. T of t e dead . ent c• • to de- e u l e 0 16 u e • t loor for ,u l bei ed l n e • e e u u t . tr i 0 r 1ne r. Te . e , te • e l me 1 1 e C or s 0 e · e . V 1 r e . • r l e r t e 0 e C • , • 1 ve i J C r re Co • e o r i e u C end o t, r , e 0 e • ost . e u e C 0 e l ass . 0 e t r e t 0 re ion e t i :) it- . 0 le t . i ion te 1 ined 0 1 e 0 ec t " e lea t r ' di oyr· t . . t 0 on wa Wl ln e li i s 0 t ecificatio • 14 The verticals were determined in a sin1ilar manner only assumine; standard sectio for these members a1..d deter inin , if fulfilled necessary requirements. ~~eral _sy_s~~rn The later· 1 syste~ wa .ade u so tl1at t ey ful- fiJled re uire ent best ect.ion w dopted to fulfill t 1eee require ,en a con i ere i t 1eir v rtic~l de i nee. VIII Desi of Gird l:_ .SJ>.a .. ce ... . . .. ---- . .. It thou t es to t ir r of de k ty . t o i di 1 1 e • 1 a e co n 0 ett . . t r 1 . e r rou lr re 0 1 r C ,r • 1 r .. iy_s_ r st r er •- o u c t r o r 1 r t - . " C - r u • e e C C e r 8 i r C rr • Xl 1 : ear. 1 ear , 0 , eci- ca io .ed. T ·e carries t r t ! st ctur • • ' • 15 n es -- - The flan e are required is ~epen _ ent on t he ei ht of section; t herefore the required are is determined by ean of the formuiae: • - :axi u .oment on Girder . - - - - ist nee et e n c nt r of r vity of fl n s. r xt iv l tr 1 n t e ir er is st llo t OU t cti n t d ste is r t r V n ri i on, t • t br cin J te oft cot t , tr ct i e si • e • i t ein t t 1 . t ro · c t f t l • • ._OU ' ot cot nl t to floor r cin t Gir r. · 1 t 0 ri t r 1 Bridge Shape Wt. Upper cl1orde and end posts aoooo :· lbs. • Lower II 11 webs 128000 .. Posts 23000 n Pine 1900 " Lattice Plates 4790 tt Batten Plates & Pin Plate 8450 " Stringers 65000 " Floor Bean s 42000 " Connection Angle s 7440 u Buckle Plates 90500 It Pin Nuts 1300 " Laters.l Systen 8800 ti Pedestals 3730 " Rivets 5750 " ---- l .i scellaneous 414410 u Web Flanee Stiffners Cov r Plate Floor l3ea . s Stri er a Buckle Plate Pin Slice Plate Be r i ge Later 1 racin Rivet l~ iscell neou Girder ot l The app r oxi t co 0 1170 5 II 13060 " 6300 II 7 8?0 " 9 2eo " 9 45 " 7000 " 475 " 7o • 4 0 " ~300 " . 07 " 1000 " 944 ° 0 • i, nd oft e gi rder bout 4? . 0 . T 1 1 for delivered to t ·· e locatio all fa ricated. Cost. $4000.00 b400.00 1150.00 95.50 ~39.60 422.50 3260.00 2100.00 j ?2.00 46~5. JO 65.00 440.00 186.50 G87. 50 20720.50 585. 5 653.00 15.00 393.50 462. 0 47 . 0 1 O. QO 3.? 8.? . 1120.00 115. 153 . 6 50.00 .... 5 -4 7~-3 .- ? ' • - e teel Thi s ould , ke t e t t"" s n a out 25443.5 for ste pr i , te cost of en ·re lo e . 16 \ ' / ,~ ,1r· ~ Lo!5 Jil".""~/t~ ~ - _ _ _ \. ---- / I . ..... / I . . ·, • .... . I I \ I I \ \ I I f I 0 .... . I \/ ) / I \ I f I '. I I I \ ff I I ' I I ) I \J I I I ,. •/ , , ,-· -~ ; f,;Jl\l, . ,1/ / ' / I . \'",! \ --------- -. --~.L.Llh:l!ad p;"/'~flt.l h<tW' _.._. . • I • . I ' , , \ s V I /· l . • . •,, \~ , : I / ' .. I - - ~ ,_, •, '-, _. I · · . ·. - 1- ··- . . f .. .... .. c4 .t I\ \ \ \ / \~~ ~ ~~• ·~~ ~ \\ \ .t~~~~ \\\\\~~~ ' • ···•· LOC17TION-'h/Jp· . OF . · . . 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Investigation of Los Angeles railway traffic conditions
PDF
Design of hydroelectric power plant for the Promontorio Mine
PDF
Water storage and hydro-electric development on the San Gabriel River
Asset Metadata
Creator
Yerge, Clyde S.
(author)
Core Title
Design of highway bridge over the Los Angeles River
School
College of Liberal Arts
Degree
Bachelor of Science
Degree Program
Civil Engineering
Degree Conferral Date
1912-06
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-oUC113174155
Unique identifier
UC113174155
Identifier
Ci '12 1 (call number),etd-YergeClyde-1912.pdf (filename)
Legacy Identifier
etd-YergeClyde-1912
Document Type
Thesis
Format
theses (aat)
Rights
Yerge, Clyde S.
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
Repository Location
USC Digital Library, University of Southern California, University Park Campus MC 2810, 3434 South Grand Avenue, 2nd Floor, Los Angeles, California 90089-2810, USA
Repository Email
cisadmin@lib.usc.edu