SPECIFICATION FOR THE DESIGN OF - Transcon Steel

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76 Commentary on the Prescriptive Method for One and Two Family Dwellings - 2004 Roof Dead Load = 15 psf Wall Dead Load = 7 psf Ground Snow Load = 25 psf Slab-on-Grade Foundation Framing Studs: 350S162-33 Stud Spacing = 16” on center Calculate Wind Load Per ASCE 7 (ASCE, 1998): Directionality Factor (K d ) = 0.85 (Table 6-6) Importance Factor = 1.0 (Section 6.5.5) Topographic Factor (K zt )= 1.0 (Figure 6-2) Velocity Exposure (K z ) = 0.70 (Table 6-5) Velocity Pressure = q z = 0.00256 x K z x K zt x K d (V 2 x I) = 21.934 (Eq. 6.5.10) Pressure = p = q z [(GCpf) – (GCpi)] (Eq. 6.5.12.2.1) 4’ 12 3 Typical Shearwall 9’ 10’ 3’ 6’ 10’ 3’ Slab on Grade Foundation 50’ 32’ Sidewall Elevation Endwall Elevation GC pf (ASCE Figure 6-4) CASE A Roof Slope = 14.03 degrees Area 1 Area 2 Area 3 Area 4 Area 1E Area 2E Area 3E Area 4E 0.478 -0.690 -0.436 -0.374 0.724 -1.070 -0.626 -0.556 GCpi (ASCE Figure 6-4) CASE A Enclosed Buildings +0.18 -0.18
Commentary on the Prescriptive Method for One and Two Family Dwellings - 2004 77 GCpf (ASCE Figure 6-4) CASE B Roof Slope = 14.03 degrees Are a 1 Area 2 Area 3 Area 4 Area 5 Area 6 Area 1E Area 2E Area 3E Area 4E Area 5E Area 6E -0.45 -0.69 -0.37 -0.45 0.4 -0.29 -0.48 -1.07 -0.53 -0.48 0.61 -0.43 p (psf) - CASE A Roof Slope = 14.03 degrees Area 1 Area 2 Area 3 Area 4 Area 1E Area 2E Area 3E Area 4E 14.43 -19.08 -13.51 -12.15 19.83 -27.42 -17.68 -16.14 Are a 1 - 13.8 2 Area 2 - 19.08 Area 3 - 12.06 p (psf) - CASE B Roof Slope = 14.03 degrees Area Area Area Area Area Area Area Area Area 4 5 6 1E 2E 3E 4E 5E 6E -13.82 12.72 - -14.48 -27.42 -15.57 -14.48 17.33 -13.38 10.31 The above are based on corner length as follows: 0.4 x Building Height = 5.20 ft (height = 13.00 ft) 0.1 x min. Width = 3.20 ft Not less than 3’ = 3.00 ft a = 3.20 ft Corner Length = 2a = 6.40 ft Roof Area 2 Factored Wind Load = 19.08 (1.6) = 30.52 psf Roof Area 3 Factored Wind Load = 13.51 (1.6) = 21.62 psf Factored Roof Dead Load = 0.9(15 psf) = 13.5 psf Determine Forces in Walls Side Walls P = 12.72 + 10.31 = 23.03 psf (interior) P = 17.33 + 13.38 = 30.71 psf (exterior, corner) Force/Wall ⎡ = ⎢23.03psf ⎣ (1/ 2)(9') 32' −6.4' ⎤ ⎡ ⎥ + ⎦ ⎢23.03psf 2walls ⎣ ⎡30.71psf (3.2')(9') ⎤ ⎡(30.71psf )(3.2')(0.8) ⎤ + ⎢ ⎥ + ⎣ 2 ⎦ ⎢ ⎣ 2 ⎥ ⎦ Force/Wall = 2515 lb/side wall (1/ 2)(32')(4') 2walls ⎤ ⎥ − ⎦ ⎡23.03 ⎢ ⎣ psf (3.2')(0.8) ⎤ 2 ⎥ ⎦
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SPECIFICATION FOR THE DESIGN OF - Transcon Steel

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