ch09 - CHAPTER 9 9.1 (a) Columns which have a series of...

Info iconThis preview shows pages 1–14. Sign up to view the full content.

View Full Document Right Arrow Icon
Background image of page 1

Info iconThis preview has intentionally blurred sections. Sign up to view the full version.

View Full DocumentRight Arrow Icon
Background image of page 2
Background image of page 3

Info iconThis preview has intentionally blurred sections. Sign up to view the full version.

View Full DocumentRight Arrow Icon
Background image of page 4
Background image of page 5

Info iconThis preview has intentionally blurred sections. Sign up to view the full version.

View Full DocumentRight Arrow Icon
Background image of page 6
Background image of page 7

Info iconThis preview has intentionally blurred sections. Sign up to view the full version.

View Full DocumentRight Arrow Icon
Background image of page 8
Background image of page 9

Info iconThis preview has intentionally blurred sections. Sign up to view the full version.

View Full DocumentRight Arrow Icon
Background image of page 10
Background image of page 11

Info iconThis preview has intentionally blurred sections. Sign up to view the full version.

View Full DocumentRight Arrow Icon
Background image of page 12
Background image of page 13

Info iconThis preview has intentionally blurred sections. Sign up to view the full version.

View Full DocumentRight Arrow Icon
Background image of page 14
This is the end of the preview. Sign up to access the rest of the document.

Unformatted text preview: CHAPTER 9 9.1 (a) Columns which have a series of closed ties around their longitudinal reinforcing are said to betied columns. (b) When a continuous helical spiral bar or a heavy wire is wrapped around a. column’s longitudinal reinforcing it is said to be a spiral column. (c) Composite columns are concrete columns‘tizhich are reinforced longitudinally with structural steel shapes mffihich may or may not be surrounded by longitudinal steel bars. Composite columns may also consist of structural steel tubing filled with concrete. 9.2 Primary moments are the moments in a structure which are caused directly by the applied loaas. 'S'econaam moments are additional moments caused by the deformations of the structure. 9.3 (a) A reinforced concrete column which fails due to initial material failure is classifieti as a short column. The load which it can support is controlled by the dimensions of the column cross section and the strength of the material from which it is constructed. (b) As the slenderness ratios of concrete columns are increased bending deformations and secondary moments increase. If these moments are of such magnitude as to significantly reduce the axial load capacities of the columns these columns are referred to as long or slender columns. w 9.4 Several design practices which may significantly reduce the cost of reinforced concrete columns are as follows: v (a) Smaller percentages of reinforcing. (b) Higher strength concretes. (c) The use ofGrade 75 bars in high rise structures. (at) Using tied columns rather than spiral ones. (e) Frequent use of the same size column throughout a structure to simplify formwork. (i) The use of the largest possible ties permitted by the Code thus reducing their number And thus labor costs. (g) The avoidance of interior ties when possible. , (h) The splicing of column bars every two stories rather than at each story. 235’ NOW 4% _bL$ing 6.24429 haw-s; C A96; m” 42.66? MA «.3»- WWW ($391“ :5 (9. EC) {Jtotw *LCAS-‘AsQ + 4:9 AS5153 .3 (9‘ ?QXG Jae} [é Qs)(®('z%~éo)+ :1: {4,252,121 M w awg W08 4? 4?.7 WW~W> <fiP :2 0.363ch [:o.et54;3_cA3-ASQ+~ figéefil a mama Cénwmizwmgw((603%25’31 =2 1mm: V :5ng p b on” 3 ’5 {2 ' 'muz) WWW WWW AflA + 4:9 ASt-l : wafim ggx®éwamég2§§ ifiwfi’zgl m * CW; , m ‘ ‘ ‘1’ VPRma WW? ' Pkg 6.2:)(‘2803 +Q.Q(§Gck 3’ “3‘5 '& V :5; Fun 0.30 (PEGQW A3111 \1‘3 4) =1 @‘903C0.¢?\%1%§C4~\@3"OIOZAQ‘X'KéaGXOflZAQE fig :2.- $2.01} 123.“ (LIME 222(22— r: 1+ 84 16.23 W3 (0 :2 (QSQCQQS‘X [193st imsz pm: a (ma. En? imsz 8&ch CAST'h": t0.n€n;‘} W Wm... 2:2.ng 0*: TIES Ckwum'mg 5*? havfi ‘Sqaqamg (9% “523x ég xg‘Q—m QB Max mm: 2052“ @flwfi atimawsm‘m :: 2.2.“ Lisa 5&3 fl'es g0} WNW” mo Ed‘qu p“, :: Q.2)(280\ +0.4»)(s‘0c5 = 11% A 41?,” 2 Pk 2 0.80 45 mgsxemwsg 443 ASQ \\ 3 4, 2 (o, 903 (049$ [(0.85X436Af of"? “55+ CMQOLMQ] A3 2 985.7111," 3 .‘~ x 20 x“. ohmwfikz'n‘) U 36 :Cqu . ..A A :: W57 {n.z' j St a: 1 LLSE to H bars C\ 5.632» 110.23 Des: 0 i625 (A‘ssm'm ? (93 Max w: 22.5631). @\ Leas’v aoi. damensiom =20 m.z€:- g LLSE 1% wage? 20in. gke’wflx 0‘9 Co\u.mn cross seq-Hon W ' .:. w, ‘ ‘z-e Pk :2. Q‘ZMMMm +‘\\.QLasc:\ :: qzo K 4» Pm 2 Pm:- ‘dws cp [0,25 $21 0.3— h3t\+ R13 ASt] q 20 :2 Q). 8 Exam) [Engamg 43.0% + AS 2 29%.2. USE. 7.04m. dmme’rer column :gffilhfi) Se.de rachsming bar-s ggyggfgxg.4-afixw Asa F‘s-t. :2 $0.73 ((1.2. SE 7*?“ bars GOAL!- $17.3} _ ‘m‘ f5 in *3 hm . , ‘ “I H Agave. :3 227 m." M'W 1a clear Qouep gov, selgnfs Wm es“: <%~‘\i; was Mtg) 227 i 20.010 N n pace» $4.6 FL: Q‘zvcaocfi macs 5A .2 «mg 4’9»:- 9:6 0.8549 Caesc'ttbf A9; + £5 A34 CVZO = ©.ESXG.70\E(S.95)OMAg—Qaz ASX+@OXOQZA33‘J Ag : BLHAQ in?" (ASE 2H“. D'mmefl‘er‘ Column C ‘. = 3%in3'3 C12c» 2 @I%S\CO.70\E@35¥L+¥3 (Hr Asfi\+w Asa “st :2. 4,59 'mF- _ A h sews m m AA. SM“ (Assuming *3 am 2 ‘ z o > " 5 . ' Acme 253m. wan {35"clearcovew {or gpnmls m; = A ‘4‘ n as °-%S(iwb—¢§=¢JESG§§?I\%\ -, es 2 a Dc} Oooxomg 2mm (-90, 332- 4* =5 2.2L} in. #3 Sp§mi Ca} 21% PRO BMJ'IL. Se \ea-‘r Qo‘ux‘nn Size p“ ._.. W ,m a ma 4)le =2 0-90 4> [0.994;( A9" A945 1" Asxc] 720 :2 @ggxo. los3[@,eg30+3(A9-.opeAQfigfdéspwgfl Ag 2 {74,95 (a? LLSE H-I-Xuf Column CA =2 \ §e\ec.5r Re} 303 q V \ smaran e—ASQ + [00 A54 Agt: iz‘éq “8.2. V bars (A55; DIM) .m’; Spa¢§m3 (9-) 49X; 249%. ‘ Q33 flax Lav-.2 20,321”. @5 LEQ‘SJP Col. oh‘meusfan : W inf: rs @ ~+ ML- Ske'\‘c,\n a? Colmmm @065"; 9R09**’Q‘.\§ ‘ 9%: Q3514, 903+ QAGOOXT- W20 A 4’9 = 0.90 <1> [0.25 4;; (As ~Agg+ CHASt] ups -.~ @.80)L¢.e§)[:é. 9sk33CA3~0,ozA3\+@(ofizAgfl A? 1’ 738¢25 m." use-z 202(40 Column (A e'sr reingovcim bars “no :2» Q3, 9&(0..§\(3\C900- ASA-F 60 A913] “(2.02. um; hm (mm M A95 “:- Q5) IGXMH: 22.56:?1. LC) Leas~\- Col. d§mensio1n -.—-. 20 I‘Mé“ eaoefl‘tq, {a Sehcfi’ 2e Pkau.13((¢ao\ +Q.Q(Qoo\ 2 zaoofi M = zaoxtoc’N Pun: 0.304) [0:35 ‘22 CAg'fiseA J“ "cg Ase] 7,.an we z: o,9o)(o,4,s\[@.85)fizq}(A5-o.oz A93+onqusm AS I: 1'35 Lfé>éa I‘m/ml use 4oamnxqoam eat 1mm (use can M13 . , ._,_:,_..,u,, 7;:.,v5,A_.¢._.. ._.._.‘ .F .,._ _ '“3 bars 2 .00 x \o" =©.90\ U53:9§)C24\fiwm*AsQ1” 420 A93 2. Ast 2 Q3) 4%3‘5 1: LI-Sém LCNer+ Co! .A .c‘xmengbxn =- imam Q54??? 5&10 T" r reg C32 PRO 931’qu Se\ec-‘r co\u.mn $1.26 Pm: Q ,2\(7oo\ +@.C=Y300\ = WZOEM -: t.32.2< | 06M Pm cameo Moteaewyasey g, A313] w (.3 2 x m" 2: (g myo. (a {gsxczaésg «0&9k3\+€ocxcnozb§l Z _ Ag:- ‘55 QMM (LLSE. rein Forcing bars {62...gfi v +- 365 Asa Am: =2- 5 w» 2‘ EfvSng 093 [+8 X435 "-2 Li-SGW Cc.) L8Q$+ Col. ds'manshm 2250 W é let-h m .PwejWA’iB Ede-c ,. ‘\~ OJQCQ‘SCA: {EHO AM 1:: (,QLHQIOQ N 9%: oas q: [035 G; 09- inst} 4~ 43 Mt] \.(oL[- x \oé=@.%3@.7o\ V9.95‘>Q5\(A3~0,03 Asygzoxgog Ag =- Calp #85 rim/m" ‘ ‘ . z LL62 m diamefiw Column (70 686 > iac’v- vem‘corcing I 1,sz m,g@,ggy3%g égMSéWo m] Asa = tan-4 ML *' a? 396m; ‘ Dem be; 300 ~73 : zzslnvm Amer-e a 2'552’ 2 3Q 74,! m2 ASQmm;ln3 1.4116 Sm?“ .min e¢zo,45(mfl 3s _, E= Wow: 99W Axial Compression, 7001 630: i I 560? 490 420o v 350; l 2803 210% 140 3b Pu i (me m ‘ 6O (kipS) 90 120 Moment, M USE FOR PRfiL 150 U 180 (kipwft) MLNARY DESIGN ONLY. 210 £40". 270 \/% MM; mquao (Leah/1g Hag, camemtav‘ {smgmxm $AQLE"32~ «We. Qmiinow’ +viac§ éiggatami‘ wKumw gg’zeg amk {Exha‘tig eelmiaci a» ZEXEAB—iw Coimmw, Symmetric Rectangular Column (Tied reinforcement) é Concrete Strength: fo' = 4000 psi 3 Reinforcement Yield Stress: fy = 60000 psi Reinforcement: 4 #10 deformed bars in each face (As = 5.064 sq.in.) 1900 ' t > w“; 1080 960 840, 720 V 600?; 480‘ 360 240%, 120 0 iii- M ._.1_, 1 ,- Ml _._ 0 70 140 210 280 350 420 490 560 630 700‘ Moment ,tfi Mm (kip—ft.) 2 if 7 0R®§3waQJ we“!ny “W36 Qewemirev ovogv‘am SfiQL‘EQQ. V+§na dww Jv‘wiecfl eeueva\ ding-Cavem‘t Owlmwm <3"ng (Md anafij Selleclsteci (1.. Symmetric Rectangular Column Concrete Strength: fc‘ = Reinforcement Yield Stress: Reinforcement: 5 #10 W X» H? “in. aolmnn. (Tied reinforcement) 4000 psi fy = deformed bars in each face 60000 psi 3 (As 2 6.330 sq.in.) 8(30 l_.lllmll-m,fim ll M . _, WW % J r: ‘ (3 . 5 m 72 640} 560; , 480 i 400‘ 320 gr 2401 § ' 3 160' i; ’; 80 fl l. .V 2 ____ .A l w. i O 30 60 90 120 150 180 210 300l Moment,®b%n (kip—ft) E ...
View Full Document

This homework help was uploaded on 04/07/2008 for the course CME 310 taught by Professor Issa during the Spring '08 term at Ill. Chicago.

Page1 / 14

ch09 - CHAPTER 9 9.1 (a) Columns which have a series of...

This preview shows document pages 1 - 14. Sign up to view the full document.

View Full Document Right Arrow Icon
Ask a homework question - tutors are online