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REVEWIED RESUB1 BLD2023-1075+WIND FORCE CALCS+10.18.2023_10.39.34_AM+3847447 4 1
RES U B BLD2023-1075 Oct 18 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT INPUT DATA Exposure category (B, C or D) REVIEWED BY CITY OF EDMONDS Importance factor, pg 77, (0.87, 1.0 or 1.15) 1 = 1.00 Category II Basic wind speed (IBC Tab 1609.3.1V3S) V = 85 mph (ASD); 98 Topographic factor (Sec.6.5.7.2, pg 26 & 45) KZt = 1 Flat conversion fac Building height to eave he = 15 ft Building height to ridge hr = 15 ft Building length L = 100 ft Building width B = 50 ft Effective area of components A = 10 ft2 DESIGN SUMMARY Max horizontal force normal to building length, L, face = 15.00 kips Max horizontal force normal to building length, B, face = 7.50 kips Max total horizontal torsional load = 144.17 ft-kips Max total upward force = 50.00 kips ANALYSIS Velocity pressure qh = 0.00256 Kh KZt Kd V 2 1 = 11.01 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) = 0.70 Kd = wind directionality factor. (Tab. 6-4, for building, page 80) = 0.85 h = mean roof height = 15.00 ft < 60 ft, [Satisfactory] Desiqn 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] = 5.00 ft Net Pressures (psf), Basic Load Cases Roof angle 0 = 0.00 Roof angle 0 = 0.00 G Cpf Net Pressure with G Cpf Net Pressure with Surface (+GCp i) (-GCp i) (+GCp i) (-GCp i ) 1 0.40 2.42 6.38 0.40 2.42 6.38 2 -0.69 -9.57 -5.61 -0.69 -9.57 -5.61 3 -0.37 -6.05 -2.09 -0.37 -6.05 -2.09 4 -0.29 -5.17 -1.21 -0.29 -5.17 -1.21 1 E 0.61 4.73 8.69 0.61 4.73 8.69 2E -1.07 -13.76 -9.79 -1.07 -13.76 -9.79 3E -0.53 -7.81 -3.85 -0.53 -7.81 -3.85 4E -0.43 -6.71 -2.75 -0.43 -6.71 -2.75 5 -0.45 -6.93 -2.97 -0.45 -6.93 -2.97 6 -0.45 -6.93 -2.97 -0.45 -6.93 -2.97 3E 3 2 2E 4E�_ e 5 REFERENCE CORNER 3 3E -� 6 4 �a 4E___ 1 5 1E REFERENCE CO WIND DIRECTION Net Pressures (psf), Torsional Load Cases Roof angle 0 = 0.00 G Cpf Net Pressure with Surface (+GCp i) (-GCp i ) 1 T 0.40 0.61 1.60 2T -0.69 -2.39 -1.40 3T -0.37 -1.51 -0.52 4T -0.29 -1.29 -0.30 Roof angle 0 = 0.00 G Cpf Net Pressure with Surface (+GCp i) (-GCp i ) 1 T 0.40 0.61 1.60 2T -0.69 -2.39 -1.40 3T -0.37 -1.51 -0.52 4T -0.29 -1.29 -0.30 3 2 ZONE 2/3 BOUNDARY 3E 3T 3 2E 3 2T 3E -� 6 4 \_4T 2E 2 6 4 4T - 9 4E�_ 1 5 1T 1 5 1E REFERENCE CORNER 1E REFERENCE CORN 2° WIND DIRECTION 2a WIND DIRECTION Transverse Direction Longitudinal Direction Transverse Direction Longitudinal Direction Basic Load Cases Torsional Load Cases Basic Load Cases in Transverse Direction Area Pressure (k) with Surface (ft2) (+GCp i) (-GCp i ) 1 1350 3.27 8.62 2 2250 -21.54 -12.63 3 2250 -13.62 -4.70 4 1350 -6.98 -1.63 1 E 150 0.71 1.30 2E 250 -3.44 -2.45 3E 250 -1.95 -0.96 4E 150 -1.01 -0.41 Horiz. 11.97 11.97 Vert. -40.55 -20.74 10 psf min. Horiz. 15.00 15.00 Sec.6.1.4.1 Vert. -50.00 -50.00 Torsional Load Cases in Transverse Direction Basic Load Cases in Lonqitudinal Direction Area Pressure (k) with Surface (ft) (+GCp i) (-GCp ) 1 600 1.45 3.83 2 2000 -19.15 -11.23 3 2000 -12.11 -4.18 4 600 -3.10 -0.73 1 E 150 0.71 1.30 2E 500 -6.88 -4.90 3E 500 -3.91 -1.93 4E 150 -1.01 -0.41 Horiz. 6.27 6.27 Vert. -42.04 -22.23 10 psf min. Horiz. 7.50 7.50 Sec.6.1.4.1 Vert. -50.00 -50.00 Area Pressure (k) with Torsion (ft-k) Surface (ff) (+GCp i) (-GCp i) (+GCp i) (-GCp i ) 1 600 1.45 3.83 33 86 2 1000 -9.57 -5.61 0 0 3 1000 -6.05 -2.09 0 0 4 600 -3.10 -0.73 70 16 1 E 150 0.71 1.30 32 59 2E 250 -3.44 -2.45 0 0 3E 250 -1.95 -0.96 0 0 4E 150 -1.01 -0.41 45 19 1 T 750 0.45 1.20 -11 -30 2T 1250 -2.99 -1.75 0 0 3T 1250 -1.89 -0.65 0 0 750 -0.97 -0.23 -24 -6 fTotalHoriz. Torsional Load, MT 144 144 Design pressures for components and cladding p = qhl (G Cp) - (G Cpi)] where: p = pressure on component. (Eq. 6-22, pg 28) Amin = 10 psf (Sec. 6.1.4.2, pg 21) G Cp = external pressure coefficient. see table below. (Fig. 6-11, page 55-58) Torsional Load Cases in Lonqitudinal Direction Area Pressure (k) with Torsion (ft-k) Surface 2 (ft) (+ GCp i) / (-GCp i) +GC ( p i) (-GCp i ) 1 225 0.54 1.44 4 11 2 1500 -14.36 -8.42 0 0 3 1500 -9.08 -3.14 0 0 4 225 -1.16 -0.27 9 2 1 E 150 0.71 1.30 14 26 2E 500 -6.88 -4.90 0 0 3E 500 -3.91 -1.93 0 0 4E 150 -1.01 -0.41 20 8 1 T 375 0.23 0.60 -3 -7 2T 2000 -4.79 -2.81 0 0 3T 2000 -3.03 -1.05 0 0 4T 375 -0.48 1 -0.11 -6 -1 Total Horiz. Torsional Load, MT 38.3 38.3 Z5 9 5 a 2ohe 4 1 5 5 1 Zone 4 a a a Walls 3 2 2 3 I I I I 21 2 I I N N I I 3� 2 2 --'3 Roof e57° 32 '3 3' 2 3 I I I I I I I I 21 IN NI 12 I ,V IN M I N I I I I I 3�2 13 31 2�3 Roof e>7° Effective Area (ft) Zone 1 Zone 2 Zone 3 Zone 4 Zone 5 GCp - GCp GCp - GCp GCp - GCp GCp -GCP GCp - GCp Comp. 10 0.30 -1.00 0.30 -1.80 0.30 -2.80 0.90 -0.99 0.90 1 -1.26 (Walls reduced 10 %, Fig. 6-11A note 5.) Comp. & Cladding Pressure ( psf ) Zone 1 Zone 2 Zone 3 Zone 4 Zone 5 Positive I Negative -12.99 1 G.J Positive Negative Positive Negative Positive Negative 10.00 -21.79 10.00 -32.80 11.89 -12.88 11.89 1 -15.85