2224 N Concord St #2- ADU - Plan

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PROJECT : PAGE : CLIENT : DESIGN BY : JOB NO. : DATE : 01/15/24 REVIEW BY : INPUT DATA Exposure category (B, C or D)C Importance factor, pg 77, (0.87, 1.0 or 1.15)I = 1.00 Category II Basic wind speed (IBC Tab 1609.3.1V3S)V = 110 mph Topographic factor (Sec.6.5.7.2, pg 26 & 45)Kzt =1 Flat Building height to eave he = 8 ft Building height to ridge hr = 12.25 ft Building length L = 40.5 ft Building width B = 25 ft Effective area of components A = 960 2 DESIGN SUMMARY Max horizontal force normal to building length, L, face = 6.36 kips Max horizontal force normal to building length, B, face = 4.33 kips Max total horizontal torsional load = 32.75 ft-kips Max total upward force = 18.22 kips ANALYSIS Velocity pressure qh = 0.00256 Kh Kzt Kd V2 I =22.38 psf where: qh = velocity pressure at mean roof height, h. (Eq. 6-15, page 27) Kh = velocity pressure exposure coefficient evaluated at height, h, (Tab. 6-3, Case 1,pg 79)= 0.85 Kd = wind directionality factor. (Tab. 6-4, for building, page 80)= 0.85 h = mean roof height = 10.13 ft < 60 ft, [Satisfactory] Design pressures for MWFRS p = qh [(G Cpf )-(G Cpi )] where: p = pressure in appropriate zone. (Eq. 6-18, page 28). G Cp f = product of gust effect factor and external pressure coefficient, see table below. (Fig. 6-10, page 53 & 54) G Cp i = product of gust effect factor and internal pressure coefficient.(Fig. 6-5, Enclosed Building, page 47) = 0.18 or -0.18 a = width of edge strips, Fig 6-10, note 9, page 54, MAX[ MIN(0.1B, 0.4h), 0.04B,3] =3.00 ft Net Pressures (psf), Basic Load Cases Net Pressures (psf), Torsional Load Cases 18.78 0.00 18.78 (+GCp i ) (-GCp i )(+GCp i ) (-GCp i )(+GCp i ) (-GCp i ) 1 0.52 7.60 15.65 0.40 4.92 12.98 1T 0.52 1.90 3.91 2 -0.69 -19.47 -11.41 -0.69 -19.47 -11.41 2T -0.69 -4.87 -2.85 3 -0.47 -14.57 -6.51 -0.37 -12.31 -4.25 3T -0.47 -3.64 -1.63 4 -0.42 -13.40 -5.34 -0.29 -10.52 -2.46 4T -0.42 -3.35 -1.33 1E 0.78 13.53 21.59 0.61 9.62 17.68 3E -0.68 -19.18 -11.12 -0.53 -15.89 -7.83 (+GCp i ) (-GCp i ) 4E -0.62 -17.97 -9.91 -0.43 -13.65 -5.60 1T 0.40 1.23 3.25 5 -0.45 -14.10 -6.04 -0.45 -14.10 -6.04 2T -0.69 -4.87 -2.85 6 -0.45 -14.10 -6.04 -0.45 -14.10 -6.04 3T -0.37 -3.08 -1.06 4T -0.29 -2.63 -0.62 Surface Roof angle q = G Cp f Net Pressure withSurface Roof angle q = Surface Roof angle q = G Cp f Net Pressure with MR 23-10273 MC CONCORD RESIDENCE Wind Analysis for Low-rise Building, Based on ASCE 7-22 / IBC 2021 / CBC 2022 Roof angle q = G Cp f Net Pressure withNet Pressure withG Cp f CASTILLO ENGINEERING 28 2224 N Concord St #2- ADU4/2/2025