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T&W Consulting Engineers. INC <br />1168 N. San Gabriel Blvd., #N <br />6.5.12.2.2 Low-Rise BuildingVelocity pressure qz = .002561% Kn Kc \2 1*(6-15)Rosemead, CA 91770 <br />Kn= 1.12 Ke = 0.65 V=110 L= too <br />at mean roof high h= 9 <br />K. = 0.85 Exp = C T-6-3 <br />Roof angle 6 =18.4 <br />p = q,[(GC:,3 - (GCPO](6-16) <br />%. = 25.01 <br />Internal Pressure Coef (GCp) =1 0.18 Endosed Building Figure 6-5 <br />28 =6.0 h <br />Load <br />Direction <br />Trans <br />Long <br />Trans <br />Long <br />Figure 6-10 MWFRS Method 2 <br />Building Sur:ace <br />1234 5 6 lE 2E 3E <br />GCz·0.52 -0.69 -0.47 -0.42 -0.45 -0.45 0.78 -1.07 -0.67 <br />GCo:0.40 -0.69 -0.37 -0.29 -0.45 -0.45 0.61 -1.07 -0.53 <br />q.(Gcpt + Gcoi)17.42 -12.75 -7.22 -5.89 -6.75 -6.75 24.02 -22.26 -1234 <br />q,(GCd- Gc,)6.42 -21.76 -16.22 -14.89 -15.76 -15.76 15.01 -31.27 -21.34 <br />6(Gce + Gcpi)14.51 -12.76 -4.75 -2.75 -6.75 -6.75 19.76 -22.26 -8.75 <br />9,(Gcs: - Gcm·)5.50 -21.76 -13.76 -11.76 -15.76 -15.76 10.76 -31.27 -17.76 <br />6.5.12.4COMPONENTS AND CLADDING <br />6.5.12.4.1 Low-rise building and building with h S 60tt <br />Velocity pressure Q = .00256 Kz Kn Ko \2 1¥(6-15) <br />Km= 1.12 Ke = 0.85 V= 110 1.·= 1.00 <br />q: = 29.43 K. <br />at mean root hjgh h =9.0 ft OK <br />1% = 0.85 Exp=C <br />velocity at mean roof height, qn = 25.01 <br />P = 94(3Cp -GC:i)(6-22) <br />External pressure, + GCE = 1 -GCp= -1.1 Figure 6.11 through 6-16 <br />Internal pressure, Gpi =4 0.18 Endosed Building Figure 6-5 <br />p= 25.01[1 - 00.18)] psf 25.01[-1.1 - (10.18)] psi <br />p = 29.51 psY psi -32.01 psf psI <br />6.5.12.4.2 Building with h > 60ft <br />at mean roof high h =9.Oft Provision of ASCE 8.5.12.4.1 shall be use <br />4 = 0.85 J <br />4E <br />-0.62 <br />-0.43 <br />-1095 <br />-19.95 <br />-6.25 <br />-15.26 <br />No. 35693 4%1 <br />qi= 29.43 Kz <br />p = q(GCp) - q,(GCpi)(6-23) 0 <br />Z= 0 Kz= 0.85 &6 25.01 % =25.01 <br />E,demal pressure, + Gi= 1 -GCp=-1.1 Figure 6-17 <br />Internal pressure, Gpi =10.18 Enclosed Building Figure 6-5 <br />Windward wall, q =6 = 25.01 qI =qh =25.01 <br />p= 25.01(1)-25.01(20.16)25.01(-1.1) -25.01(*0.18) <br />= 25.01 24.50 w -27.51 24.50 psi <br />= 29.51 w -32.01 psT <br />Leeward wall, side wall and roof evaluated at height h <br />q=q.= 25.01 Ch =Qh =25.01 <br />= 25.01(11 -25.01(20.18)25.01(-1.1) - 25.01(*0.18) <br />= 25.01 14.50 w -27.51 *4.50 w <br />= 29.51 psY -32.01 psT <br />6.5.15, Design Wind Load on Others Structures <br />F = qz G Cf Af (6·2D <br />qz= .00255 1<z Ke K, V 1 (5-15) <br />Ht z at the centroid of area Af = 9 ft Exp = c <br />Exposure coemcient Kz= 0.85 6.5.6.6, T-6-3 for MWFR <br />Topography factor Kzt = 1.00 6.5.7.2 <br />Direclionality factor Ke 0.85 Table 6-4 <br />Wind Speed V = 110 mph <br />Importance factor tv= 1.00 Table 6-1 <br />qz = 22.38 ps; <br />Gus! Effect factor G . 0.85 6.5.8 <br />Force coeff C, = 1.31 Figure 6-21 through 6-23 <br />Design wind pressure, F/A, = 24.92 psT <br />.