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Chapter 2 - 2~1 D = 9 kips L = 5 Rips S = 6 kips R x 7 kips...

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Unformatted text preview: 2~1 D = 9 kips, L. = 5 Rips, S = 6 kips, R x 7 kips, W: 8 kips (a) E 1.41) m 1.4(9) 2 12.6 kips 2. 1.2D +1.6L + 0.5R = 1.2(9) + 1.6(0) Jr 050’) = 14.3 kips 3: 1.21) +1.6}? 4» 0.81717: 1.2(9) 4 1.60) + 0.8(8) E 28.4 kips 4 1.213 +1.6W+ 0.5L +0.52% £1.2(9)+ 1.6(8) + (15(0) 4- 0.5(7) = 27.3. kips 6 0.9D "£1.6W fl 0.9(9) + 1.6(8) = 20.9 kips or 0.9(9) m 16(8) 2 «4.7 kips RH = 28.4 kips (combination 3) (but the column must be checked for an uplift of 4.7 kips.) (b) 515R“ 2 28.4 kips (c) R” zfi=g§fim316kips an31.6kips gfi 0.90 w (d) 3: D+R=9+7W16kips 5: DiW$9+8=17kipS 6: D + O.75W+ 0.751, + 0.75R 7— 9 + 0375(8) + 075(0) + 075(7) fl 20.25 kips 7: 0.61) i: W: 0.6(9) + 8 = 13.4 kips or 0.6(9) — 8 a —2.6 kips _ Rd 2 20.3 Rips (combination 6) (but the column must be checked for an uplift of 2.6 kips) (a) R” = QRG :1.67(20.3)m 33.9 kips R" = 33.9 kips gt; 1: 1.41) 3» 1.4(9)=12.6 kips 2: 1.213 +1.6L + 0.554” 12(9) 4— 16(0) + (15(6): 13.8 kips 3: 1.21) +1654» 0.8W=~=1.2(9)+1.6(6)+ 0.8(8) S 26.8 kips CHAPTER 2 — CONSEPTS IN STRUCTURAL STEEL DESEGN [2-1] 4: 1.21) + 1.3 W+ 0.5L +0.55 =1.2(9)+ 1.3(8) + 05(0) + 05(6) 3 24.2 kips (a) 26.8 kips (combination 3) (1)) em” = 26.8 Rips (c) Rn _ gm" 2 2 31.5 kips 1‘2,1 = 31.5 kips g} 0.85 W 2:35; (a) Combination 1: 1.412 m 1.4(45) m 63 ftwkips Combination 2: 1.2D + 1.612 + 0.5L, = 1.2(45) + 1.6(63) + 0.5(0) = 154.8 ft-kips u = 155 ft — kips (combination 2) (b) Rfl=§1=fl§~=l72fikip5 Rfl=172ft-kips e5 0.9 ..__.__..___..._.___.. (0) Combination 2: D + L = 45 + 63 = 108 ft-kips fig 2 108 ftukips {combination 2) (d) R" = 9R0 21.67(108)=180 ftwkip [in = 180 flukigs 2:51; 19m 18 kips, L = 2 kips (a) 1: 1.4Dw1.4(18)=25.2kips 2: 1.21) +1.6L =1.2(18)+1.6(2)= 24.8 kips Ru 2 25.2 kips (combination 1) (b) 2: D + L e 18 + 2 = 20 kips. Ra = 20 kips (combination 2) 2~5 W D x 21 psf, Lr : 12 psf, S = 13.5 psf, W= 22 psf upward (in fhispariicular case, the wind load cannot be reversed, even in those cases where reversal would normally be considered.) Treat gravity loads as positive and wind load as negative: (a) 1: 1.41) = 1.4(21) 2 29.4 psf [2‘2] 2: 1.2D +1.61, + 0.58 = 1.2(21) +1.6(0)+ 0.5(135) : 32.0 psf 3: 1.21) +1.68 + 0.5L $1.2(21)+1.6(13.5)+ 05(0) = 46.8 psf 4: 1.21) +1.6W + 0.51. + 0.55 $1.2(21)+1.6(—-—22)+ 0.5(0) + 0.50 3.5) 2 —3.25 psf (uplift) 5: 1.213 :4: E + 0.5L + 0.25 = 1.2(21) :t 0 + 05(0) + 0.2(135) 2: 27.9 psf 6: 0.9D i (1 .6W) m 0.913 +1.6W = 0.9(21) +1 .6(~—~22) = “46.3 psf (uplift) Ru 2 46.8 psf (combination 3) (Combination 6, with Ru “—" 46.3 psf, would also need to be considered in the design of the roof in. order to prevent uplift.) 3 D+S321+13;5=34.5psf 5 DiW=21+(—22)£«1psf 6: D +0.75W~+~ 0.7512 + 0.758 = 21+ 0.75(-22) + 0 +0.75(13.5) = 14.6 psf 7 0.613 d: W x 0.6(21) + (-22) = ~9.4 psf Ra = 34.5 psf (combination 1) (Combination 7, with Ra = -9.4 psf, would also need to be considered in the design of the roof in order to prevent uplift.) ...
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