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Final Exam Solution

# Final Exam Solution - CE 456 Design Of Steel Structures...

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Unformatted text preview: CE 456 Design Of Steel Structures Professor Mohsen Kargahi Fall 2008 Final Exam December 11, 2008 Student Name: Student ID: Note: You are allowed to open and use your text book, manual, and class notes for this examination. aha-0;: onb ”F were” A, and 5' we! clearly you m, 01er one . 25 Problem 1: (—20 points) The ﬁgure represents typical framing plan of a 2—story building. Floors are 1-way concrete slab spanning over beams spaced at 10 feet. Floor dead load is 75 psf for both second ﬂoor and roof. Floor live load H>—-—<H>———<H is 50 psf for the second ﬂoor and 20 psf for the / \ roof. Story height is 16 feet for both stories. All 3 £3 steel material is A992. \ _“___m —“— / Ignore self weight of steel elements and select: H—H____H a) The lightest W21 section for the second ﬂoor / \ 30' interior girders, take Cb=l.0. b) The lightest W section for the interior column, ignore second order effects. \ / ﬁx) WU ”4‘th bei‘QU‘JL all} X7§+i‘67<§0: i-rO 155% RV, m’x so'x no “beg/000 M3 5: KWJS t? if M‘l—WW 2- PU‘L' 2 5"”: 570 K' f5 (3) W 3 $1‘ _;\;\¢K\xf<.. . Lb :0 (Lenin Slants/i: Provided. it]? Sill); Pram “gawk, or dunk; Pick Wllx 62. in'w‘ = 5—40 K; Qt U , Cite..t..ié :5er From Judaic, €?\/V\ 3239‘ K;r5 e We.” 2 Pwa St “W” < ”Not” ewe. . x i ‘ Ll — Chuck Deflecfwerx (£31330 M “’ Wlwél) A a 53:5» PL e IO’x Sosrouob‘: t5" K'i’s PM? 'Oxsox (O.o§+o.o7r): 37.5 “I" 2.315% ,_ 3 u I! 3 i) (20 IL) ZoxIZ 2 ‘0 0.f<‘ ALTE‘LI-t—vz XJ$ :O\b4<_’7_.2 366 I 2.85.3 ZZKZ‘MMHBD 363 I i P LU 37.§x(3nm2,)5 , " L ., 30er 2 LS NG- Amn JL“ 1“ *— r " 6L \ 2.44: “ 2M at El Z‘éxl‘mmnﬁm ‘ 1+ I M=W;laggm adsewmxégga (times (AWL 237 g Ls‘xzzxMoou I 3 2420 EM )mow Page 1 of8 CE 456 - Design of Steel Structures Final Exam December 1 1, 2008 I; x a) -wwam Cow" foo-aw 7.. . \ “ , Trkvxﬁwf (gr-Qty, 9 EC” CQ‘UVM ﬁd‘ FJZhFJA TQKO HM “J! (1i \3 3 0 Y 30 '2. 53 00 99 sz A u ‘1 EMF : blewwf”: Loué :: 700?. 0~07§3~ 6?) £001" LNL Land: :2ch as: 0.011\E< V "( ~ ‘ " ._— 56 how X36: 2a, Lam wowoxﬁfﬂ air-32’ ‘ L~vv~L0°-é:“n00w-0> 24> K . M \4 x35 PmahlearkéFL+ax§ ﬁrzv1<§§ﬂ+¥6mihOFQX‘hﬂYS K‘P @ - 56‘”:ch SﬁcﬂEY/Caw‘; \ (mm 59% {NEW 14“, Z KjLz w” Gem. We Lv'kww i; Mk \m‘C 0Q- '\0&Qm:\ \omé‘s mt‘ﬁwkw‘é SEW” I Wi’wo are“: 2% KW” w m, 3%: 06?“ .. 2&0 KW” ,4... “SWQ‘SY Stew“ *3? \N ‘07:“: .. {in w amt: anz 257 K ‘5 \N \ny 143 ”2% 2.157 KW” Page 2 of8 CE 456 - Design of Steel Structures Final Exam December 11, 2008 '50 Problem 2: (26 points) Determine the adequacy of the Wle68 column of A992 steel under the loads shown below. All moments are acting about the strong axis of the column. Assume Ky=l.0, Kx=l.9, and Cbx:1.0. _ lBOk l100k l40k l , W '0 V47 2 W = Lr‘ 4“ W u"\40ﬂ—k \f‘xsoﬂ-k ¢"”‘\60 ft-k r“ 2.5% "4 1° [x .3" meat L‘ \\_j140 ft-k \qﬂ 50 ft—k \a 60 ﬁ-k , (,cklwkoée. lama Comb ivtmﬁavxt : Dead We Wind . ‘ .0 1) Mb; Rhyh {3:0an W: My. m (40‘, 736 "7}; ‘ r K~$ﬂ) matte”, ‘Pmm (m) a MD (100)», 2577$615.3 Mm l-Lkaonm (50) 7» 15’ E‘ M; “- / 3 , 9L) MAM gmMW PM “9430” A (mum, (40) zzio l Hocllk‘tbhf)(901+l-Ubﬂlsléal E N“; ﬁlm” ”(an IT; o-zi‘lgi m rte, Ell: Melitta,lawsuit? Wﬂvhfvb ——> (faults bollQt 6) .— CAMLK rcﬁmlﬂve “”5“” "Remembers, : \(L \i ., kW -.~. £72. 4: Show owls Cowl‘x‘ﬂ‘li "9 CQA “MEL E2": M} ~ 4C" a Y \r X. AHQQ r .— (UL—"LI MONENL 3&‘0 .u .. .. ..___.._.._._._... m r a? av- eqxié lm‘wa 2&7 KK’L) : (KLM: L‘lXIX, :24)Q at)”, ggggc)‘ &\LL:—l8‘ Y ‘ﬂeﬁnximlu’C ‘{ 4AA Vi; 25¢: © Chuck wwlu‘mmbm ﬂ: Htszﬂﬂ's Petr” H955: i213 K’H’ “40720 C wg’o‘LhELZO g c Lily—gov. m» N; \13 DQ\: W‘ZE’Lﬂ :1 39:)! ZqOQOJI 3%th ,2 24H? Kiwi (KM; (LGVHHIZJZ \é“; CW 3: O‘L ,. 7. 0.22<l.0_.>, 8l=\‘0 Lok( Pr ) pro 2A Pei 2M7 Page 3 of 8 CE 456 — Design of Steel Structures Final Exam December 11, 2008 I F} '_3 {:QVM 43030115 '. KLﬁLOIé {31.2.027H) ., Lbzﬁs’la by :3.“sz —3 1° Pr: LOYMO x255 20:33, ‘7 as: l ,w, -3 A ,- FPr +39% Evin (16:39.; 3‘ In lo x m: a Mo 42.0 (ma. (2) n , -- Chit“ ngﬂog‘n‘ocst,m¢l '22!» PM; m "f” 9%: 6% “W“ Mhtm73 KAN: MQE;‘1{6K”'€£ -_ 0\(,0\L’t .- CM f} 73 P “L‘sL‘tOOG x5‘\‘* .2 7.4V! KW“ \: (Lowiwz); 3‘1 0‘1 _.._ 2 047.4} {3 a» 8\:‘;‘\.0 24x7 P R" E"; - E3.2t.£“°_;______”°x 39“ - em r V " (142))?“ UM dual ‘: 3a =2 ‘ 7. m 2 L23 \wokiPm m mm, .._-—-——---‘ Law...” P-22, 9661‘: K$7‘>nt+BZPQE7‘L‘Q—t\ lgxéﬁ': 217.”! KP!— Mmsmwmww towaﬂzgwe let: a l? 14>” 2.081%0—374‘227-[2‘10-Lt7 70‘7” FPr «‘0»: W: M": dean/04x mm 21.08 5/: L0 Ne. ® Set/[350% {5 NOT WifﬁwﬁTﬁm Page 4 of 8 CE 456 - Design of Steel Structures Final Exam December 11, 2008 Jason J’NMJ {"74 Problem 3: (25 points) Determine the adequaqjof a 6” wide by 1/2” thick ﬂat- plate member of A36 steel. WWW connecting to a W gusset plate of A36 steel using: 3/ whiskeuesewlate 34" Mekguseexpxae 8a) Four 3/4” diameter A490 bolts wetension member e-xgwenson member where threads are not in the plane of shear (excluded from shear planes or —X) as shown in 5/,4” Figure (a). 172. b) 3&6” E70 ﬁllet welds on three sides as shown in Figure (b). l7 .-— [alwmii‘y ML TQASRM manila/“r. r" 1‘ 1; 71‘6“?“ 2‘ ff; F: A: gzlflfl,‘ 36x 6x V2 .7! 91K1‘r5_ 7‘) ~§ﬁi4C€1rlfo7Jmoil~f 9 F Emiljc CW“ ﬁat M F/‘, C75 l<51 €gf AZX‘ij/ 1/ 7',” Irni 1 / I i‘ 9.3 1‘ v c Tleeﬂlgx7'/g4r‘. 14775 Pefloole #414”; 44040 106(4th @ _, gﬁawﬂj Sl/G/ag/"ilyt 9i” Juicy); floral. l ‘2/ / _’ 3 " , I346 ‘ 1C1r lﬁ‘laultr‘ Lac [Am 3", “ 'Oqél KW» .21 umgzeeAL—Fu Rm '2 MM ’83) K 3/33 7 éiew 52;?- SAX!$2 Km 28 M < 37 ”yen {cyiriwl {“r #7777“ ‘1‘7 bait“ LC '1. 3'» M 17:77: «2;: 2 J8 77" {va 7.12 (2 WSMJ/ *3? g 1.4% EKEH/AJS? (<7, D 18” 157,071 34.15"” Elvira“; ,. , K1733. Rf N 29011., Re care 18156 + 1x 30M>=135141 .. 4‘ $5"); ‘ -. a QRW T7»-0'73/7’35‘77‘2'77101457 i {4) Page 5 of8 CE 456 - Design of Steel Structures Final Exam December 11, 2008 .— [,AFD‘ 5 f 57 01¢ +wsicwz ;a1f£..z+'§ 3;)? { ;:“} rufy’tﬁrb “WM ‘FAQF A“ ~ A" ~ wk DOLE/Aw @312 1.95 "“L U :!.0 0A.» P(:.¥w; ——> A: 1“ AW.,:,;;,!E;";T " 5* “7R"307Yy1'lgy'f8'249244 {a}; C?) ‘ Cﬂ/QN'HL 7°; 3“” if P ‘ '4 '* ‘éﬁ’gka .;.1!‘.~..:;'4r:/ bﬁl—A I Aim 3 1x 3/3 (34‘s) : 3,37)” “‘7‘$3.; WI '2 '* 2_ AV“): 3375—" Q1151 1/3127? :3. 2361 I4 Am 1‘ 373 (3"7/3)’; 01363 i” 1 RM 10.6 \:0\ Amy +Ub5FKXAV‘c S 0.6) ‘:J A8 V TUB; \mu Ami; K2“ :2 0.6x‘igmﬂsq+K-0x738y0‘30 geéyggngqm "()ngyWW) Dani) Shﬁﬂ :MKN “Txﬂ‘fam MW 4 3%; §]_ Z‘H' b) _ QPOKJ‘; of {Mt/H5 “ﬁffm : MAW Lav”, 4; RUJ’L I 0&5 l/QNQ'N' "3, RWLX MM X; xexSM-E’M +56 “.341 ) 0333;»- e x5-«w‘t2 +|~Y><6x§xl~3ij Mme LIN-'5 , 13356121336 ® .. CAP/JALJLY HF f'ﬁnér‘nn met/um I'M fwd-“(Vb .4 2w ‘ij’i‘l '9 AC1AM: A3: 6xy2 C ‘FPn : oanMSZ: I303 k’clss @ "p I r. 3 __ 511(1er (‘9 [kl .4! 01L 900.4,, wlh‘xg‘ (é’wbk 5hrLVA/)\ ' Ali AW: 1x 6x /X:4. § Amt; 6‘.’ “/2: 2 23' phgovﬁl FWAT‘VWJF ObSFWA‘I‘l‘; $(LS-F} Ag” *KDM MA k 10‘ S” 4.” L0 S ‘93; 0/, 3g/ [)gjg)‘; if 6y 3x [3+ x Zrz /\ 3, K1)» : 1%7‘ 1$ 127‘? (pa‘l'rva —-.:-3» '3‘) R‘A’Z“! qu5/ 9x177", \1O'K Page 6 of 8 W“ D”? ;"\‘“‘““51N“"~ 2 WNWMBH) IBM; ”WI :— w; 'P (32 CE 456 — Design of Steel Structures Final Exam December 11, 2008 Problem 4: (15 points) Determine the size of bolts for the bearing—type connection shown. Use A325 bolts and assume that the bracket and the column are adequate for all their failure modes. The load is vertical and PD=8 kips, PL=12 kips. Fix”; "(l PD +‘~é 'DL_ ’1 {‘)\(3)T¥‘A<I2’> : Exit ki'ii‘jle 3g" .2 (hit —, v 1’ S. \DCK 2 (l \‘jf / 1"— Z 8 8 ;, S \7 5 k it? PM _ M 3 m “213. 4 ”:3 H 1’ 3.3L,“ ‘ 50'1“ 5‘ 2 LL“: 7; y ' » , W :— r? 2x2 +1 50 K l.‘7<""4 1’ JO 6 1 PK if)“ \M‘ h ch‘w, vaxfggaAcr ‘66”: 7‘ 7/ PL\/ PM} D " ‘7“.1 ' ‘97! ‘37 ‘P I 4.; 4t 5-74 L I653» _ 4.17? 1653+ 0m ”5-37 ”r WV 2 ,3 L 5.741, 3‘23? 73*le $73..) 3.2%, 55? ‘3 _‘.7_ O 5 '7L ‘L 0 ‘4“qu 0 0‘76. ‘3’ 0‘75! 1-3" we? -2 571.4; -$2.576 7“,” 43.239 ‘3‘“ t [5.51” -\.L .1} SKILL -1L.>’S(— -4311T ,ré.$§<_ ox'lﬂl' M57 «MAX FVN .:_ 48 Kill; eur AblS-"N Kk‘dmw'xij WVUKQS M’K lwc‘ﬂ‘klé l“ QM K‘VXM- “(1 3km") QRweo‘FFM, Abzcx7fx‘tiX/A‘b “‘“DAbn, a ”5‘37 110.46 "'"L “r 0\7§XLl-€ --> mm. 7/8 ball}; Page 7 of 8 CE 456 — Design of Steel Structures Final Exam December 11, 2008 Problem 5: (15 points) Determine the size of weld for the connection shown with top and left side of the bracket welded to the column. Use E70 ﬁllet weld. The bracket is 5/8” thick of A36 steel. The column ﬂange is also 5/8” of A992 steel. The load is vertical and PD=6 kips, PL=8 kips. s" pk>3.2.l’n 1, H. Put-Me) + Léh’s’): 2—0 Kip f3: 2" 1/.87 Km. EDP-2.0 _ 6+6 L. XL; ._ “3%.”, =/.5" f: ZL; :__...__6>‘3+"° 3%)", 2L 6+6 2L. 6+é M:P€¢.Z_0(3+(§_LS)C/SO /(,,'n ~‘l 3 If! )1 I ()2- K11 . ‘0‘? J1Ix+§7=4§+4§370' ' f‘l’f \‘\H B A | 9 f“: ‘9qu A fZX=&:M :2‘§ k/I'n. \j 7C) ?\\ C, 62 -—~ 91—. 2 'SOXL'.) 2—,: k K/I'l LBJ; ‘1" J 30 I .. zilliafai 574:5 a n Kl." ‘l . K. M'é 3.x»...(my must/>21; 2 5.2 Q, 7/“ wut- (amt, 4.74 A) Qé 13%. H». mm. m. Kw 5/3 PM: 2 V4" < 7/”: ox. (D H. (but 91, FMS" true/$5 _‘ -q n 1 .. .K. M L 3.2. ,1? fwd; /57 4;,” {6 > {6 0 (D 5% 5irw‘3ﬁ Oi“ weukm. flag 1. HIN (0‘6 rat, OJVYF’ui-i) :MIN (0~5X3\$’XS/}? ,D‘QSySA’yS/Y) = MN ( late/(‘3) : as > we 0%. Page 8 of 8 ...
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Final Exam Solution - CE 456 Design Of Steel Structures...

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