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ARCH 313 Fall - 2004 Homeworks for semester

# ARCH 313 Fall - 2004 Homeworks for semester - l ’ 3 ‘ I...

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Unformatted text preview: l , . ’ 3 ‘ I-% ARCH 313 ‘ Jniversity of Southern California I [,0] 9.91% law! School of Architecture [NM h ”I Dr. Jeff Guh Homework 1: Due Th., Sept. 2, 2004 A high-rise building is supported by four mega-columns at the base. The weight of the building is 310,000 kips, and is evenly resisted by the four mega-coiumns. The wind pressure can be assumed to be a uniform 60 psf along the height of the building. Consider the two loading cases: (a) wind blowing perpendicular to the building facade and (b) wind blowing along the building diagonal. Calculate the dead and wind loads on the mega—columns and determine whether uplifting will become a problem. You can assume N A. is the neutral axis. Xi ll 0 w" wL ﬁlm“ l’CIO . ’3‘ his: 7 SOCk/CO’Man Boot>kl050— :bK v’ @V’? tltll “10300) LlZZLDJI’éU; m—Smiuatigimﬂ l '45 Si3 is “L2WM xvi-GORP OMB". 79;: 310;)“ :NowVI/{MPI *Cll . .ﬁm—.,_, --.—--- —- . v- University of Southern California ' ARCH 313 School of Architecture Dr. Jeff Cuh J‘ ‘) Homework 2. Due Th., Sept. 9, 2004- 2 IE: Tm . . E61:- Jiomztl I. Use graphic method to analyze this truss. a . 2 + 1 :34; 1. Draw the Maxwell diagram for the truss. E5 = O ,/ 2. Whatis the axial force in' each member? Tension or compression? HE; : L797 443/ l __.— “mail: 6:? 2*. — geostr/ aﬁ/ l “l 555) (2.2 it ll. Deﬁne the following technical terms: :C 3 \U'tﬁ 0‘1 3‘5th {r0 . . . D'mi‘ﬂ ex.)'{c:'éylicu) Haw} idem 0‘ "H (VP-‘fi-Jtif‘” *3 j “\ aim-etc“- ”I 2 3 4 5 6 T 8 9 1 Modulus of elasticity/5:3 ‘3 (0.140% “‘6‘- WO . , ' . . , J , 3 - n . p-x -,—, at Q "r 'LLJ f .1 {filly} (yﬂr'L'ﬂqUch‘j UCCQ Moment of inerttaéﬂ'MM ”3 |""”-"-"“L”‘f"‘ L‘L " L ' ' _ ~ , ~ - - “ ,\ Section modulusaoclzk. -% NY “Ni ‘55” “‘53,?“ fit . WWMCU. .CW{\$833K;..4L.;\-.J+-V.,W:_: m5. Kern/0r 'C( at rim/liq} aye-rail Vacs? owe ohmic, Blur; rial/1mm 00W 13W- “W“ ‘ ' " “” ' ' 17 e \T ‘ .H' = ~ . . {all a? 752/1 Ductility — amutu'ﬁ) go macro yet—i pom-t tP/Vv‘,.4 kl 0x6“? we?“ W‘Li- WM Yield stress—ﬁlms errant Cd [onion mowed-5 owe opoiﬁtf (rid/sh: it; {310/351 @W ’I’ﬂwf‘) Q Buckling - 300w: “inhale: oi r'ﬂQlOrﬁi 5 +04“) WREBV‘QWM WW Oi— CQIHWCE'E’Q’W Dead load — 0 6015,1er lead CW1 amour: Owe +0 W ”Owl +i~e W-PFCVW 02h it-Mxtiiée-tl': Live load ‘0 Vdﬁablﬂ— {God on a WM?— 50010;; mol\ "wt peocie. 0. Stiffness Wot/241w or WSKM‘iCQ. 6+ mwﬂéjﬁ” ' ‘ i ' N i ./ d ‘v v ‘ _ I "3 University of Southern Caiifornia @ ARCH 313 i Schooiof Architecture Dr. Jeff-Gun Homework 3: Due Th., Sep. 16, 2004 While observing the installation of a precision equipment‘weighing 20,000 lb (Figure I), you, the \Q/xﬂ‘ﬁﬂ project architect. noticed that the lifting cables are of different sizes. Both cables are made of steel, with elastic modulus of 29 000 ksi. What is the tilt angle? in counterclockwise or clockwise direction? PziOIOQO L=iO E” ”10‘ 000 Q—L-EE :lOpOO'LOlO”) A 0-5/‘0 ﬂ _ I ”.10 W _ is” 0’ @ D Find th ons at the supports. Draw the shear and moment diagrams m3 V o 13 I 509039 Mame V‘ 40050 [01921791 am f=1om=e ffbfwv—f I - ,i 8 I 2‘0” Q ‘20 [0 § ls l oi =3;ng :lOoan‘Fl: {a E. What is the maximum force P when L :1? @What if L— - E0 tug. Fr: \ 1 ‘I as U" 140 cf” 26 ' -— W1 E: (’ithJCJQl/Dook,» {ZS/oi) E =2c1‘m (<5: RIMWx-DIU-b‘yl: «NA ‘1' Maui‘s-ﬁr! S kiwi A»? \$33 u kirqual r193 hw-i-Iiwti-hrlfq AMS‘IH.‘ SmTw® bu-Jr-s “Mu-kl '14 McoLA 4: “Mil.“ ‘LﬁMmidngkm University of Southern California ‘00 ARCH 313 School of Architecture , Dr. Jeff Guh u—- ‘) Homework 4; Due Th., oct. 7, 2004 1. Given a one-story warehouse as shown, ﬁnd the seismic forces in the walls for the following _ two types of roof constmction: (a) the roof diaphragm is made of plywoodand (b) the roof \a diaphragm is concrete slab. The design seismic force (base shear) is 100 kips.“ \_- i @eyiss 'i'éiig Li, S Llo ktO/[EyLG'O =_2_§_, 3P : We Lt-O/rGDJrco;2_;{L 2. How Would’ggo detail the na‘ilconnection for the following wallvfloor connections? Explain the lateral toad transfer mechanism. Forccee. 1mg, File M Putt/em DWI-1W I 1 , _ l‘w‘l “T“ 5mm [N t’LWtZON mbtmnrw 0 To mgpcmmmh To W70 gwwwm To WWW UNDCKNWH Vagﬂmm quHwNI ‘1—0 PUQWDUD DlPr'PHMTV'i guilt—Cg *1chch mom mm» Tomht. Wi'm {31,-qu emote m w Mtplom RiemkoCPég/v g 8v KWMA/ﬂbs st ‘\ I I . . /’ ..... - W 7 University of Southern California 1E§ ARCH 313 School of Architecture W Dr. Jeff Guh Homework 5: Due Th., Oct. 14, 2004 1. Sketch the deformed shapes of these moment resisting frames. <3 onl the tensile brace is resisting the taterai force and the compressive braoe' IS assumed What are e s ear en in . ear and bending moment diagrams. i 13"; 3' U1 SVCDi‘j‘tﬁ W) 111115 11111 11 _______?‘F‘°F‘91‘~ ““777? BAVWJ ELF—1"” 54161-11“ La lWZ‘L’Rx/M [11104177 ﬂL 4550\th _-._._._._ " ' ' 911/152; \$1123.12: 0.? bc‘gm MLQMQAM D1611: East/1w (173111111 1111111111 E“) .111 11.1.1 111 1/1 WM. -11....K..- - . -1.-._..- 1.1941115961113411:th 0.1M. @150 ~—? . . Fa wQ>NaW¥qMﬂ 5 OCLWIEDMQVS 1.0%me 1113M A1M551111411111bc5<11wh "(NA-t." 471K w 1914155 \50 \‘V'RSV ____ 1211111.? 0' WE 3111M Em 111%}:16141vﬂ4ww111d . MM) 1111111111 171.111 1 111M 166. 41 @111 1111411 1111111 311111111411 MJW“‘1~1~\414'“1111 N Wj'éadce': @111th 111W . ,, 1/547 311,351.1111111 umKa PevbA o-Cvdpm 111.4; 0756(031’131'3" \rc-kvu-C' 7 EAL..- MMWALWX {11153115 21. few—1A,; 1 O gzM Q5121“ Ly: [Mu-1L1 5,51 SW11. _Fvu K11 £111 11111111 111351114 - 1 . ........1.§.M11 W1:[ahx._ hike 41.41. IMH. 1115991245911: 31111716116 “52/1111“; I'bek W W“: “17°11 :1w4L6 11’- T': 1W i ﬁuﬁﬂ @ I '1 D6513... How; -_-_»: éﬂWﬂLwhH-dwﬁéf ”Emmwk -4 ETWp=ﬁSCW|h55©M \700 000 gm (\wogkgs) ’ HﬁZFEEJCEa/5LM%3®+ .4 _ ’7. (M We \ S 3 . , Al\a.4A:b\/L 51:3qu F43 ,, ”ﬁll—\$94 50+L+oo 550M ,WiiQﬁ/l if .v=%:(\$o*©-H=%5W/. \$355044 _ _. """""" " \wi- ' ' 7' 34L, '7 382+<17wo=o)c%?t3L{/- - . . .. ._.______._‘.___ .. ., .. ._.__.____.. . .,.-,,,-.. . .. 4.... / ;\ ..__._,.,.... k34_l-.B(1U:L1éLL££q-x in! DH . BAPVIQ'X‘Vdiﬂ/AWAHMMMJOWOMCDW454x/ﬁ? WSJFWFN Mmﬁ “wateb L4 AW AlzcwgﬁyL MJJL. '1] W4 “WW/is OE auxder/osluwp and CDW§ 0415515 W M? “Aé/MW445-l WIMSkWLfla> O-QL (OMCMFIEL ~A @sz mércsl .Laeumw 4L6WMCJ OHLLNWLL 3) Am; M WMJbViﬁ-JMCCIC (aw Wmﬁﬂl‘kky #wﬁwml—éWﬁ? V w M m M, 54v \$444qu Wsw E: saw» at \$33k (03M? Tkohtilﬁ 12L cmbk ﬁve—l 4% wwb’ 4a WWW m MMMMW’L WM “mu/(26* EDMML “3%“; MS M VNL z w —L AMA JrkiMK milk”; ﬁcﬁ¥4 if M WK Wk W’é“ .4 5 Dvmécfuk TMMLIX W __ ,, __ W " f I 300% CQVLXL‘LLB ML; «LL " EAL ’ {dam}? ijff _W W mejhmgniﬁzjf Mﬂwwwgﬁﬁcﬁiﬁw 45\$? m LIL-«L5G» LLLLLL U/(VLLEJL wmgﬂiwgc L [Lew W , «L LL30.-. ___\_,__ (LL11 év/LYLMLMLHWMHM: _QM MggfL/g‘mqj'i/ 6117/22»:er _ . _ _______ ‘ £23000 1"?"1"""‘¢ssﬂew/byway" * ...
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ARCH 313 Fall - 2004 Homeworks for semester - l ’ 3 ‘ I...

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