Structural Steel Designers Handbook Part 8 pdf

... therefore COLD-FORMED STEEL DESIGN 10.19 TABLE 10.3 R values for Simple Spans (See Eq. 10.40) Section depth, d, in Profile R* d Յ 6.5 C or Z 0.70 6.5 Ͻ d Յ 8. 5 C or Z 0.65 8. 5 Ͻ d Յ 11.5 Z 0.50 8. 5 Ͻ d Յ ... on effective element. (Source: Specification for the Design of Cold-Formed Steel Structural Members, Amer- ican Iron and Steel Institute, Washington, DC, 1996, with permission...

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... 2913 88 8 1997 Ohnaruto Japan 287 4 87 6 1 985 Tacoma Narrows I 3 Tacoma, Washington, USA 280 0 85 3 1940 Tacoma Narrows II Tacoma, Washington, USA 280 0 85 3 1950 Askøy Near Bergen, Norway 2 787 85 0 1992 Innoshima ... 1993 Nan Pu Shanghai, China 1 388 423 1991 Vasco de Gaama Lisbon, Portugal 13 78 420 19 98 Hitsuishijima 2 Kagawa, Japan 13 78 420 1 988 Iwagurojima 2 Kagawa, Japan...

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... 83 .91 yAC MЈ 0 83 .91 80 56 0 83 .91 40 28 zAC ϭ FЈ Ϫ201.4 0 0 201.4 0 0 xCA Ά FЈ ·΄ 0 Ϫ1.165 83 .91 0 1.165 83 .91 ΅ yCA MЈ 0 83 .91 40 28 0 83 .91 80 56 zCA Ϫ1.1117 Ϫ224.9 Ϫ0.99 78 0 .83 6 0.02 38 1 08. 2 ϫϭ (3.159) 0 ... AC F 51.22 86 .70 Ϫ72.67 Ϫ51.22 86 .70 Ϫ72.67 ⌬ xAC xA F 86 .70 151.3 41.96 86 .70 Ϫ151.3 41.96 ⌬ yAC yA M Ϫ72.67 41.96 80 56 72.67 Ϫ41.96 40 28 ⍜ zAC zA ϭ (...

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... compression ϭ 0 .85 . BUILDING DESIGN CRITERIA 6.37 TABLE 6.22 Minimum Pretension (kips) for Bolts* Bolt size, in A325 bolts A490 bolts 1 ⁄ 2 12 15 5 ⁄ 8 19 24 3 ⁄ 4 28 35 7 ⁄ 8 39 49 15164 1 1 ⁄ 8 56 80 1 1 ⁄ 4 71 ... 2 million ن A63 37 24 24 B49 29 18 16 B Ј 39 23 15 12 C35 21 13 10 D 28 16 10 7 E22 13 8 5 E Ј 16 9 6 3 F15 12 9 8 *As specified in the AISC ASD specification for...

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... 1731 t ϭ 7 .88 ϭ 2.76 in p Ί 0.9 ϫ 36 ϫ 28 ϫ 41 For use in Eq. (7. 48) , n Ј ϭ /4 ϭ 4.0͙(16.04 ϫ 15 .89 ) X ϭ [(4 ϫ 16.04 ϫ 15 .89 ) /(16.04 ϩ 15 .89 ) 2 ][1731/(0.6 ϫ 0 .85 ϫ 4.0 ϫ 86 8)] ϭ 0. 98 ␭ ϭ (2 ϫ ... from 8. 2 SECTION EIGHT TABLE 8. 1 Equivalent Thicknesses for Cold-Formed Steel Gage designation Design thickness, in 28 0.0149 26 0.0179 24 0.0239 22 0.0299 20 0.0359 18 0.0...

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... 627.9§ 58. 5§ 60 4 18. 5 33.9 5 58. 0 45.2 604.9§ 45.6§ 80 6.5§ 60 .8 70 530.3 36.3 707.0 48. 4 739.2§ 46 .8 985 .6§ 62.4§ 80 654.0 38. 7 87 2.0 51.6 87 3.7§ 47.7§ 1,164.9§ 63.6§ 90 789 .8 41.1 1,053.0 54 .8 1,0 08. 3§ ... 57.9 2.7 68. 0 77.2 2,076.0 57.9 2,7 68. 0 77.2 170 2,307 .8 60.3 3,077.0 80 .4 2,307 .8 60.3 3,077.1 80 .4 180 2,551.5 62.7 3,402.0 83 .6 2,551.5 62.7 3,402.1...

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... 12 ϫ 83 8(15) /(3000 ϫ 64. 38) L 2 LL ϩ I: M ϭϪ0.1 ϫ 12 ϫ 1,297(15) /(300 ϫ 66.03) L Total: ϭϪ26 ϭϪ12 ϭϪ 18 Ϫ56 TABLE 12.41 Steel Stresses in G 1 , ksi Top of steel (compression) Bottom of steel ... M DL Equivalent E10 loading q 3 .83 q Live load M LL , 3 .83 qL 1 L 2 /2 Impact M r , 0.175 ϫ 6.5qL 1 L 2 /2 Centrifugal force C 15 71 2,010 1.40 5.37 2 ,86 0 85 0 180 30 56 3,170 1.33...

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... ƒ c ϭ 18. 88 ϫ 1.25 ϭ 23.60 ksi, A c ϭ 12 in 2 , and a r ϭ 2( 38. 17)( 7 ⁄ 16 )/12.0 ϭ 2. 78. Therefore, 2. 78 2( 38. 17) R ϭ 1 ϪϪ4.64͙(29,000/23.60) ͫͬͫ ͬ b 7 1200 ϩ 300(2. 78) ( ⁄ 16 ) ϭ 0. 98 Calculate ... in S ϭ 30,100 /23 .82 sb 3 ϭ 1,264 in S ϭ 30,100 /22.45 c 3 ϭ 1,341 in (b) For live loads, n ϭ 8 Material A d Ad Ad 2 I o I Steel section 82 .4 18, 900 18, 900 Concrete 76.5 ϫ...

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... is 88 in. The allowable stress, computed from Eq. (13.33) with a slenderness ratio KL /r ϭ 0.5 ϫ 25/0.1 98 ϭ 63, is 14 .88 ksi. This permits the gusset to withstand a load 11 P ϭ 2 ϫ 14 .88 ϫ 88 ... sidewalks 704 Railings and parapets 470 Floor steel for roadway 80 0 Floor bracing 203 Arch trusses 2, 082 Arch bracing 580 Arch posts and bracing 6 08 TOTAL 8, 587 SPECIFICATION LIVE L...

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