SPECIFICATION FOR THE DESIGN OF - Transcon Steel

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50 Commentary on the Prescriptive Method for One and Two Family Dwellings - 2004 Load Combination 4: 1,512 lb axial load and 16 plf lateral load M x = wL 2 / 8 = (16)(8) 2 / 8 = 128 ft-lb 1,512 1x128 + = 0.77 < 1.0 (Eq. C5.2.2-1) 0.85x3,267 0.95x665x0.9052 1,512 1x128 + = 0.52 < 1.0 (Eq. C5.2.2-2) 0.85x5,631 0.95x665 Load Combination 5: 772 lb axial load and 32 plf lateral load M x = wL 2 / 8 = (32)(8) 2 / 8 = 256 ft-lb 772 1x256 + = 0.70 < 1.0 (Eq. C5.2.2-1) 0.85x3,267 0.95x665x0.9516 772 1x256 + = 0.57 < 1.0 (Eq. C5.2.2-2) 0.85x5,631 0.95x665 Load Combination 6: 0 axial load and 48.3 plf lateral load M x = wL 2 / 8 = (48.3)(8) 2 / 8 = 386.4 ft-lb 386.4 (631)(1) = 0.61 < 1.0 (since P u /ΦP n < 0.15) (Eq. C5.2.2-3) E1.6 Deflection Limit Check the stud deflection using the components and cladding wind pressure with a 0.7 factor in accordance with the IBC (ICC, 2000): δ = 5 4 wL 384EI where w = 15.1 psf x 24”/12”x 0.7 = 21.14 plf 4 5(21.14 /12)(96) δ = = 0.131” < L/240 = 0.40” ok (384)(29,500,000)(0.5051) Therefore, 350S162-33 studs spaced at 24” on center are adequate. E2 Box Header Design Calculate the maximum allowable span for a 2-800S162-43 box header supporting an opening located on the first floor of the two-story, 24-foot wide building described below. Headers are designed per the Standard for Cold-Formed <strong>Steel</strong> Framing – Header Design (AISI, 2001c) and the Specification (AISI, 1999). All referenced equations and sections are to the Specification unless noted.
Commentary on the Prescriptive Method for One and Two Family Dwellings - 2004 51 24’ Building Width 2’ Eave Overhang 24” Joist/Truss/Rafter Spacing 10’ Wall Height 1.625” Joist/Truss/Rafter Bearing Length 33 ksi <strong>Steel</strong> Yield Strength 50 psf Ground Snow Load 16 psf Minimum Roof Live Load 7 psf Roof Dead Load 5 psf Ceiling Dead Load 7 psf Soffit Loading 30 psf Top Floor Live Load 10 psf Top Floor Dead Load L/240 Total Load Deflection Limit L/360 Live Load Deflection Limit 10 psf Wall Dead Load 8’ 10’ L-Header 30 psf LL + 10 psf Box-Beam & Back-to-Back 12 9 2’ E2.1 Design Loads Dead Loads: Ceiling Dead Load = 5(24/2) Roof Dead Load = 7(24/2) Wall Dead Load = 10(8) Top Floor Dead Load = 10(24/2) Soffit Dead Load = 2(7) Total Dead Load = 60 plf = 84 plf = 80 plf = 120 plf = 14 plf = 358 plf 24’ Live Loads: Roof Live Load = 16(28/2) Snow Load = 0.7(50)(28/2) Top Floor Live Load = 30(24/2) = 224 plf = 490 plf = 360 plf E2.2 Load Combinations 1. 1.4D = 1.4(358) = 501 plf 2. 1.2D + 1.6L + 0.5(L r or S) = 1.2(358) + 1.6(360) + 0.5(490) = 1,251 plf 3. 1.2D + 0.5L + 1.6(L r or S) = 1.2(358) + 0.5(360) + 1.6(490) = 1,394 plf controls E2.3 Member Properties H = 8.0” t = 0.045” R = 0.09375” I xx = 9.21 in 4 E2.4 Bending Capacity M n = 3,166 ft-lb Web depth Design thickness Inside bend radius Moment of inertia Unfactored nominal moment capacity (calculated per Specification)
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SPECIFICATION FOR THE DESIGN OF - Transcon Steel

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