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Design of a warehouse
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Design of a warehouse
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, A THESIS FOR THE DEGREE OF BAOHELOR OF SCIENCE IN OIVIL ENGINEERING ••••••• DESIGN OF A WAREHOUSE ARCHITECTURAL AND ENGINEERING DESIGN by . HUBERT ABRAHAM UNIVERSITY OF SOUTHERN OALill'ORNIA 1920 APPROVED BY PROFESSOR OF OIVIL ENGINEERING POREWORD ...... The acoompanying architectural and engineering plane were drawn UJ> and designed by Hubert Abraham, of' the Clvil Engineering Departm .nt of the Univerity of southern Calif ornia, as a partial requirement toward the degree of Bachelor Of Scienoeo Thia partioul·ar type of problem was ohoeen as 1 t affords ,. a splendid opportunity in the design and 4eta111ng of steel oolumne,- beams girders, roof trueee-s, oonorete floor slabs, and concrete footings. ., Standard teohll1ca1 books were used as references. ............... BIBLIOGRAPHY (1.) Hool: Reinforced oonorete oonetruotion (Vol.#1) ( 2. ) • • • • ( vo1.f'2) (3.) 1re1tas: Arohiteotural Engineering. ( 4.) Ketohum : struotural Engineering Hand Book. ( 6.) Johnson- Bryan- Tu.rneaure : Modern Frame structures. Vol. #1 (6.) oarneg1e steel oo. : Pooket oompaion. (7.) Modern Freme struoturee: Johnson-( (a.) SJ)offord: Theory of structures. }-Turneaure Vol. #1 (9.) Building Oodinanoes of the Oity of Los Angeles. (10.) apeo1f1oat1one o~ weights and materials were obtain ed from the leading manufaoturin eetabliellments of the United States, through their oataloguee. •• . INDEX •• 1. front Elevat1ono ,, s. Side Elevation. 3o •• • •• Rear Elevation • 5. Floor Plano e. Graph1oal solution Of Streeeee Of TrUBBo 7o Truss Detailedo 8e column Schedu.leo 9 o steol · Frame work of First story. I tt ll>o second and Third story • • • II u llo ROO~o 12. Details of Typical Beam Sectionso 13. Detail of Typioal ~ Oolumno 14. Detail of Typieal Plate and Angle oolurnno 150 Details of: (a) Slab (b) oolumn oonneotion (o) Single Interior Footing. The architectural plans for this thesis were made ae a function of the engineerin construction. The beams were designed s uniformly loaded, partially loaded, and concentrated loaded beams. The loads for the uniformly loaded beams wer e determined by multiplying the contributing area by t he live load plue the dead load. The live load being the speo1fioat1on of the L.A. Oity Ord. 1920 for warehouses, 150 lbs. This l i ve l oa d c ~ 1 • the people in t he buildin r , the office f'ur1 1 ture, t A 1· : v l e a.tock of goods, and elev ators tt T e dead load comprising all static loads due to the constructive rts of t h 1 directly affecting the contributing area . In t hi case the static load be either the wall loa or the weight of the concrete floor slab or both. Having the total load, the maximum bending moment is determined ~ the formula Wl 8 • By dividing the moment by the allowable fibre stress of 16000# City Ord., the section modulus is obt a ned in inch units. From tables 1n Ketchum' e Engrs. Hand Bo · standard I beams correspond- to this section modUl.us are chosen. To avoid crak.1Eg the concrete ceiling, the maximum permiss ible deflection is l/560th of the clear span. In case of beams o r ying a wall lo ad, the load is con sidered as uniformly d1atr1•uted. The load ia found by comput the volume ir1 cubic feet an multiplying t,hie volume by its#~ t he weight of a cubic foot of brick. The bending moment and s ection modulus being foud a s in t he previous case. In the case of concentrated loaded beams the Maxo bend moment is determinedby the formula found in Carnegie's •Pooket Wab companion page 202. M= 1 . The section modulus is determin-- - ed as in the previous caeeeo OIRDERSo The girders, running :from columI1 to column sup- port the floor joist, also the wall or epandral loads when . located between the exterior oolumne. The girders are cal culated for oonoentr ted loads from the floor joist. Unifo loads being used for a wall section. The seize of the girder is found by determining the reaction and the m aximum bending moment, from whioh the section modulus ie determined ae pre- . . viouely outlined. M -==- PS With the maximum reaction and th seotion modulus a built up seotion is pioked out of Carnegie's upooket oompanion• page 269. Riveted plate sections being em ployed. CONNEOTIONS. For the oonnections of beam to beam or beams to girders, standard connecting angles adopted by the Carnegie Steel COo are employed. COLUMNS. The oolumns designed to carry the following loads /1.) Dead loads due to flOOro . ( 2 0 ) Live 10a II per 0ity 0rdo K:s.) Wall load.s 11 briok. 1 o (4o) Weight of Columns. (5.) Roof loadso (6.) Pent house and elevator loa • Thia being a warehouse no reduotion was made ~or live load. The load s on the columns are det r-i in ~ .d y 1 g he reaction of eaoh beam or girder on the column for each flooro Like wise the eum of all of the floors are takeno Having obtained the total load on eaoh colunm, a column whioh will carry the corres ponding load for the lowest story height of the column, is pick out from Ketohum'e Engreo Hand Book. The allowable fibre stress 1 for the City of Los Angeles ie 16000 - 70 r p The columns ue are of the (Ho) type, that ie two channels and two cover plates and plate angle type, one web . four angles and oover platee according to the loadeo These Columns tabulated in a column schedule as found in set of accom panying plane. TRUSS. The et eel trusses carryi11g the ekylight are o~ the Modified type of Pratt Truee. The etreeeee in the members were determined by t he graphioal method.Due to the position of the trusses with respect to the w1nd> no wind diagram is necessary. The dead load of the trues is mad up f the weight of the trues, found by the formUla, w 1 25 2 1 6000 where w is the weight per sq. ft. of horizontal area and 1 is • the epan of truss ia feet, the purline and the wire-glass. Dead Load: trues 6# purlina 4# wire gl ea 6# 7.6T /sq. ft. The top chord ie designed for column action and for bend ing. The area of this member ie given by the following formµJ.a taken from•Modern Frame structures• by Johnson, Bryan and Turneaure. p A == f 0 Mc 2 t - b Where A is the gross area of member, P 1 the oompreesion in chord member, Mis the bending moment to be carried, o is the distance to extreme fibre oompreeeion, r 1B the least radius of gyration of the section, f 1e the allowable compressive . b etreeR, The allow&ple cOJ?ll)reseive strenght is detremined by the :rormu.la f - 16000 - 701/r C where\1 is the greatest len ·ht in which the column is not e- strained eidwaye by action of the beams girde s etc. and r is the least radius of gyration of the section. 1/r being less than 125 and the allowable stress 14000# or lees~ Having found the required area of the section, a section corresponding to or slightly greater is used. In hie particular chord a section made up of two 5 3 1/2 7/16 angles are employed. The compression members diagonally are deeigned from the resulting stress of the member and the allowable fiber etreee determined from th ase~ed section, p - oo-- 70 1/ ro ~ The lower chord which ie stra ·ght ten ion membero he allowable fiber etreee is 16000# from the L.A. Cit rdo 1919 JOINTSo The main members of the trues are connected by meane of gusset plates. The seize and shape ot the gusset plate 5 are determined by the number of rivets required in the several members. The minimum thickness of plates employea 5/8th inches. The specified seize of rivets for such a truss ie 5/8 in. rivets. The working stresses for shop-driven rivets and field rivets are found in any steel hand book, respectively in ehear and bear ing. stress of member Required No. of Rivets =- working stress ot rivet. The purline employed re of the channel typeoThe pur being faeened to the truss by means of olip Lateral Braoing The truss e are given dditional support by lateral braoingin the plane of the top and bottom chor4e. Thie bracing ooneiets of 3/4 in. threaded rode. The rode are fasened to the trues by means of clip angleeo Floor Slabs. The floor slabs employed are oonorete slabs, reinforced in two directions.The load on any elab ie the livevload of 150 lbs. specified by t he City Ordo for warehoueee 9 plus the dead load of the slab itselfo The load being that of the contributing area.Each panel being considered as a simJ) 2 supported beam having a bending moment of wl /so working etreaaes reoommened by the Joint committee are employed, t ::. 650# 0 p =- 0.0077 t = 16000# B k = 0.378 n -15 j = Oo874o where -r is the allO1'able stress of the oonorete \ f is the allowable working stress of the steel, n is the r atio of the modulus of elasticity of the s t eel in tension to the modulus of elasticity of the concrete in oompreseion, pis the steel ratio k is the ratio of the depth of t he natural axi s to the depth of he steel, and j is the ratio of t he lever arm of t he resist ing couple to the depth of the steel. Having the maximum bending m oment the depth of t he slab to the steel is found by th following formul a , 2 1l - pf j bd s 3/4 Inches are added ae fir eproofing. The required amount of steel is fOWld by the formula, a -- pbd B where a is the are _ of the steel, b ie the width per foot of 8 Blab, and dis the depth of the Blab t o the eteelo The Blab is also reinforced transversely, where anly reinforoed i n one direolion, in order t o prevent shrinka e and temperature crak a . F OU11d 1 l o llm'l spr fO O n p 0 A safe bearing cap ao ty of the so C. half tons per square foot. A tw thoue4nd pound crete being employed with speoi .Lioations recommended by the Joint connni ttee o Tl1e reqllired ar ea of t he footing ie found by di vi ding the total 1oad y the eltte bearing capacity of the soil by deducting the area of the column, this giving the net are for the footing , This area ie ooneidered as eight c tilever ,fourrunning parallel to the sides and four on the diagonalBo The distance out ·rom the top of the footing to 1/4 of this area is foand by the formula found in Hool Vol2 page 221 2 80 2 2 3 0 a o The mtment for this area is, MOMENT= (Net area) ( s oi pressure/ eq. ft.)(centre gravit y The depth determined rom tt1e moment, 2 -Kbd where K t pf 8 the steel as before i s , a - pdb 8 Thie amount of ·eteel is divided by eight in order to determine the amount of steel in each oantilevero The th1okneee of the footing is deoreased toward the edges with out reduo1ng the effective strength. V The unit shear ieo v~ 1/eqo ino bjd V The bond is. u #/eqo 1n. IOjd --- Total u~ward Preeeur· e } ( d ) Punching Shear. v - (per1ment of OOlo}( j I I I I I [ L.==:J r l = I c= =I= I I = - = 1- - J I II = I - ,I I= ~ n T ~ DD '== = I F= - ~- ,. . - - .,~ - - = - - = = - ' - l = -= . , : ; -~ I I I ,i I T I I 1 ;= = .., ii II , I ~, bJ~ p I l I . - I I 1=1' = I I . - - II I 1 = = I I I- - - I.,.. 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II - ,a., II 7 1 j, - 1, L..:: I-= = ·= ~ - I - i-:: - II ---+----- __ I 1-- 1<= I• ;. --- - - - - --I-- lac I= ~ ,, - ·, u Rf.J\R 1=LLVATI0N ~ I• - - ·=,- I PLANS FOR wARE- I-I0USE L S ANGELES ARC H. PLAN 5 bf ~CUvL.. E NGJ [ ERIN Goy ~ m.J,..__ ARC H LAN5 o4 i8c:0 I I - - ..,, I I // 00 0 ' - ,, --<-- ;( - [>( ... - - ;' E: -- , - " I.:'. - - - ~ ' - ' - ll I - ID '""\ I ll ~ - - ,, ~ \1) - ~ - ~frlh ~ .. + + + -+ + + ~ - ... ~ ;i -- ~ ; :;.- ,,. ~ "' SHIPPING ; "-:, ; ; v ~ CLERK'S . I I ' ; ') i,,' I ' i ~ OFFICE l ' ; I ; " ; ,-- T - ; ; , l ; / •p ' I/ , i,vol/ ' , FF/-" ,, '/f/JJF 1 . , /I ,,, ,,, '/// In II I////// / ,11111 HI Ill II I I II Ill I//// I I I I If f , 11' //J/r/ t l y ~ -~ " " ~ ' I ~ "FLOOR :PL AN ') ~ -5ca l e ~ =- 1 1 0 ,, ' \ I \) I ~ I ~ ' ~ ' ~ ' ~ ' ~ - ' - '- ~ ' I I ;; "' ' • ,,,, ~ 2 - " 1 • .-1 ' ::: ... ~ ' ~ ' I ~ \ () '- I ~ ' I V) ::: ~ 'IJ I ~ ... ~ ... I ' ' ' ~ ' ' ~ ' ' ~ ' , ' I "' •' ~ ~ , "\_ \ .'\. '\. \. '\. \"\_ '\. ,\. ,, '" \.\\. ~ \\\\\\\\\\\\\ ['\ \ \\ \ \ \ \. \ \. \ \. \. \. \ \ \ \. \ \ \ \ \ \ \ \ \. \ \ \ \ \. \ '\ \. \ \ \ \. \. \. \. \ \ \ 'I.\.\ \ \ \ \ \. \. \. \. \ ,. \ \. \. \. '- \. \ '\'\ \. \. \. \. \ \ \ \ \. \ \ \ \ \ \ \ \ '- \. \ '- .. '' \. ' ' I , ::::: ') ,,, ') ~ ; I ~ ' ' f ~ ' ~ ") t • I ~ LOBB Y - ' " !;? ' t C - ~ ? '} ' ... 0 - 1 - - ' - -' '' t t:lTI + + + + u + -t + .. '- \. \. \. \ \. \. \ \ \ \ '- '- '\ '\ ' ) - - . " - - " ·~ ~ ~ .... ,- ~ " ... I [>( IX: 1-- f- [X ... - ~ ... - \J ' - ' • ,\., ' - ' - ~ ' ~ - \., ' - - 'I) ,-. T -- I ... n.. -,i - ~ i + + - + + f0 + + + ~ ~- , '<l - ") SHIPPING .c. - r ,, CLER K ''.1 \ ' ·"' .. ') '<) OFFI CE : l PLANS ' I I j FO P- \ ~ I I .. ✓ARE- 17( 11 USE "') \ ,\ \\\.\.\.\\\.\ \. \ \ \\~ '\ \\ '\ \. \. \ \. '\ \ \. \. \ "\\' " \ \ \ .\,' ,, \' \\\" \\\\\\\\\J 1\\\\\\\\\ ' -~ I 1S'l -/~ ',," __ ~ / "o., , ,, 750 +00000 ,e.13 + 05300 +0<36.50 -r l-4 /50 1 4 ,15 -r 09BB.5 -t 15400 +e4<Sc5 ~ 1850 5 SECTION ' ~ ~ - ~ _....._ .,., . . X lf1 UJ ,, . C\J 'e ~ ~ ni ;; Y'>1 . OJ ..... ~'- C\J ~ (\J' ~ I C\J ~ ·-, . . .,. , .. ~ .... - ~ ..... - " 6 7 I 0501" 8 6 pa r1e l s @, 6.375 5 I 1 0 11 MODIFI[D PRATT TRU5S LOADING L IVE .3 0# C,ty Ord Scc l.3 0 DEAD Trus5 6# Purlln 4 6ID55 6 1 6#- 10,0 IZ I I 10 12 14 13 15 7330: 7400 A a~---~7uc;'...5~0*:__-----7 B :st C 11;,25 ' "o I() t-- .... D r, 11325 le.600 # E 72. c.5* K I 2 800 • F II -32 5 .. 1to 10 G ?--. I() 11.:,2 '<F' H 1144:--____ z7s:c~5~oi 4 :_ ____ j I GRAPHICAL SOLUTION J TRU55 FOR ·w ARE- HOU5E LOS Arl GE LE S N E>I EERING b ~ I~ E N 0 P N No / 19 2.0 ,,,....- - - - ----- -- ~ l( •/ ,, I ? i ~ ,r 1, ,rt '/e-, " c./J. tll?~le a,;;, J ".x#' .,( ..,- ~ ,., -- ---- - c_ L 5X3k.X ~ 6>,,, ! ~ , ' ' " ' -J( - - r • ' ~ ' i' _ 5 ~ I 0 'l ~ ~ , ,1/ z, fr I \ \ I .s \ \ c,, -- ;:::, ,, " ~ 1 > ~ 1\./ I I " i10~ 1 f 9 \ t \ / 0 " R ivel I/oles 1el nvcb, onl'f pu t u p ,n IIN O -!> i.J<- i·,o n -b , 0 111er ....,, ~ r1 t,r 1_ truss n "'\ud e p1 .:;,hop STEEL F O R , 'AR E- HOU S [. .OS AN GE LE.5 IN EE RI 0 r,y 1 ,, f J,,. L N o 2. 1920. 71 0 ~ - z (j) c!'l.5420 OJ 0 (Ji (b 3 ro :l ➔ c454co c. s (ci '6" I P l le X~8 ~ L.$ 5 X -3 ½ X fe ... (.ft -+ (J) ~ 0 JJ -< I G 8 980 ru Q_ ~ 0 ;o -< 99140 1 0 ,11 ,,, c ( c 7°0" ) , .. - 3 / 1 u Q. CJ) ~ 0 ~ 2.9 700 " I P I t c X .J/ 8 I P I I c X. 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Asset Metadata
Creator
Abraham, Hubert
(author)
Core Title
Design of a warehouse
School
College of Liberal Arts
Degree
Bachelor of Science
Degree Program
Civil Engineering
Degree Conferral Date
1920-06
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-oUC113172843
Unique identifier
UC113172843
Identifier
Ci '20 1 (call number),etd-AbrahamHubert-1920.pdf (filename)
Legacy Identifier
etd-AbrahamHubert-1920
Document Type
Thesis
Format
theses (aat)
Rights
Abraham, Hubert
Internet Media Type
application/pdf
Type
texts
Source
20230616-usctheses-microfilm-box8
(batch),
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