CE327 Old Exam 2

# CE327 Old Exam 2 - North Carolina State University...

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Unformatted text preview: North Carolina State University Reinforced Concrete Design CE 327 Spring 2003 Exam II — March 31, 2003 [Closed Book and Notes. Only ACI 318-02 and one formula sheet allowed. Attach your formula sheet] A reinforced concrete frame is shown in the ﬁgure. Neglect self weight of all members. All loads shown in the ﬁgure are considered factored loads. Find the critical section of the column, and check whether its design strength and reinforcement meet the requirements of ACI 318-02. Make sure you check em longitudinal and transverse steel. Also, make sure you check m axial/ﬂexural and shear strengths. Make sure you account for the area of concrete in com ression removed b the com ression steel. Also do NOT use the reﬁned e nation for shear. Cover to center of the bars is 2.5 in. Assume concrete has a compressive strength of 3,000 psi, and steel is of Grade 60. Properties of No. 4 and No. 11 bars are given in Table 1. Table 1. Diameters and Areas of Bars Used Cross-Sectional Area (m2) 75 kips 225 kips 120 kips 1.0 ft Axis of Bending 5.0 ft 7 No. 11 on each side Axis of Bending 19-6” 2.5 in cover to center 2.5 in cover to center No.4 @ 15” c/c Section A-A v um. WW ”a. WWW. I L I E: ZZ§+QS:SOGK T9 6F -Hu. “hymn '- K V“; \zOK. I I P Mu..- LL§x\$+120x|-=l-\$xg.u= 400 L-J-‘f— 5 Horn of +5.2. column: “ =K @ a V“: 'L0 K ls’oo Vic—Ff _ ﬂu haﬁgu’h‘” Mu. zzsxs‘ 417.0“; _=%S‘x4..(.= m a+ +hu. low— ® Check ax.\a9 I-P.:)(u(ﬂ9 Skel‘a‘H" ” ‘90 =7—-° ' -9T€MSn->a Cofﬁvuﬂ 24*M“‘5’c+=690 e/kgg Pm P * 9 ‘- 3,5 to Am“ 4540-1510(9.’ ”PA ‘ ._ , 333 .1 Axum be”! 41”»! graft Sal-“,9 jrcld. 2 7%; 0-3'5163'59— + ”3 (19-0.33Féj ~ﬂ5f‘7 ._ 333.53 :. 0.85X311,3x0~ 1. 7Xl-§b((po_o.85x3) _ 7XLSUXbo ‘a/ 1.8?” ., c: 2.. 7'3? ‘1me /_5. 0.3: cheat. skaln) : 3;: C-3’& 4,149-7”? ‘M = W . 3 .0 2.\ c q 74. 3“: 0° :0 o q >3? ,/ £5 d-c _ aka :1 21---S‘..°t 7—“? KO 005: O aosq,>£a “ID“, 61 7—“ -_- 0.0020 '+ wk.» 66551,, (:20,ch 55 qu606’ one 5):;«29 {,5 > 0005' __, 4,;030 on/ ‘ Mn‘ast; Apo.(.__%)+ A; (§_a;xsF(_’)(ﬁ , d’). £1,501 g) Mn O-W13x13?(3_2_:1‘___?3)+7—x|§6(Go_o8513)<gig ’ , . (o '-; , MA; 20 01534 n-m .» +32%? W°(z ,ﬁ— 3° J‘ , w). 7—— _ 4M“: 0 4)! 10,073 47* =‘39019-04 R" cpmn. lSo‘LJ‘? 1441+ > M“: \$505 p.9— 4. any J ‘ @ ok‘gﬂ-Ka SW Shana-HA : V9.1. 2nga (hr N“ ’3 ZOOoAa V g '2, 5000'%\3x7—7-’§ (\+ SWJOGO , \ [email protected] Zc‘ I: X“... ' ' ZCOOxSQX‘x [09° “‘5 {a Efﬁe 5-3514“ 917,9 g 3.. 2 ;, " v“? 12.0w > ¢vg [‘7 Q .1 ,7: 3V5°b° ﬁllsczlxtn ¢V¢+4>3 F; bwd‘SIq +9 X [009 XXX 4,9. ' thnwnfi- ‘ ©; V”. :00“ < 4%,, ¢ 3H; bad and 33"r3 _ gamma +1, dzsuéyu 4., Ska—at 23:4. v VIA —4V¢ _,._ s 3 «3 33a a 46. Av ‘20 -srm‘ag a 0.035- / a M“ s 0.?Sx (9" “31’s - L (”Vb NO-Lr 5+3'"F“'" A’ "’ ELM)": 0‘” M . q 3 ’ §,¢g\$§ ‘51} 2'19," b, use '4 ‘IL'. ‘49 0,056' ' ~ ' CW 4;. SM“ '— . I. - , _ I7. -503? ’ _ 54‘“ , V5¢VK~¢VC- 0 ’90 , ‘ / . 9* , 04\$ 73 u. I -- , S- LI’V'Fé wa=4J5°°_°A“?x?—v?§le°;? I0 ‘4. h ‘ - 4/7. s 5.15 ‘3 as 5);.“ V5 <. LN} F2 Lu. J _> Smg*c Small" 0F E liq“ g . "_ 5133mm. SsTﬂ/qnd Smut: -* U5‘ 551%. Thu? Cynﬁm Sfmcub \'s \S“ > fl-‘Afu N-G-|w\\\w\;n 3W ___._____ @Ckuﬂ. LombHu&\-Iﬁ§ Mam—Q ‘ Z mimic: 0' . 104.133; 3' {0.0% °<P<o_°g O‘L/ _ i5 3: 33 ‘3 244' “LC-5f Lt hm ﬂr’ Rad-”Ste". any Q) cheep Law»? 5” , . MM. {3" Mn. H 05;] ‘Waéu-r— «gx‘ngzqn k \{g Amaﬁﬂ : No x Ltno: 21.5(0 53H?“ >G’EA O‘K/ m‘.“ (b3k35 ‘3‘” M , 5) 0“ch OW 594:9?) E‘MM bars d‘o main... Star-o. ‘t55“'k.-n Co“: In , ,I _ \$8 .. 34?»? a; z,ﬂ”;€4muf+.an4., :9 1.\?~__\.._H “F“. (0" ok/ (a . 3W5 . 15m ...
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