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CITY OF SANTA ANA <br />Planning and Building Agency <br />Shucri 1, Yaghi PROJECT: <br />Consulting LrteineeCS CLIENT: <br />JOB NO.: DA' <br />Nord Analvsin for Freestandino Wall & Shan Based on ASCE 746 <br />PAGE: Approv d <br />'N,IBOR PERMIT ISSUANCE <br />INPUT DATA <br />Master ID: <br />Exposure category (B, C or D) <br />= <br />C <br />=� I <br />Importance factor, 1.0 only, (Table 1.5-2) <br />IW = <br />1.00I <br />I <br />Basic wind speed (ASCE 7 26.5.1) <br />V = <br />110 <br />mph <br />su <br />1y �9 <br />Topographic factor (26.8 8 Table 26.8-1) <br />Krt = <br />1 <br />Flat <br />59^ or F17°¢�` I s <br />Height of top <br />h = <br />9 <br />It <br />I _ __- <br />Vertical dimension (for wall, s = h) <br />s = <br />9 <br />ft <br />Horizontal dimension <br />B = <br />15 <br />ft <br />Dimension of return comer <br />Lr = <br />0.67 <br />It <br />f <br />�T <br />�� <br />F <br />DESIGN SUMMARY <br />Max horizontal wind pressure <br />p = <br />27 psf <br />Max total horizontal force at centroid of base <br />F = <br />3.64 kips <br />Max bending moment at centroid of base <br />M = <br />18.01 ft-kips <br />Max torsion at centroid of base <br />T = <br />10.91 ft-kips <br />ANALYSIS <br />Veloclty oressure <br />qh = 0.00256 Kh K�t Kd Ka VZ = 22.38 psf <br />where: qh = velocity pressure at mean roof height, h. (Eq. 26.10-1 page 268), <br />Ke = 1.00 (Tab. 26.9-1 page 268) <br />Kh = velocity pressure exposure coefficient evaluated at height, h, (Tab. 26.10-1, pg 268) <br />= 0.85 <br />Kd = wind directionality factor. (Tab. 26.6-1, page 266) <br />= 0.85 <br />h = height of top <br />= 9.00 ft <br />Wind Force Case A• resultant force though the aeometric center (Sec. 29.3.1) <br />p = qh G Cf = = <br />27 <br />psf <br />F = p As = <br />3.64 <br />kips <br />M = F (h - 0.5s) for sign, F (0.55h) for wall = <br />18.01 <br />ft-kips <br />T = = <br />0.00 <br />ft-kips <br />where: G = gust effect factor. (Sec. 26.9) <br />= 0.85 <br />Cf = net force coefficient. (Fig. 29.3-1, page 323) <br />1.42 <br />A$=Bs <br />= 135.0 ft <br />Wind Force Case B: resultant force at 0.2 B offset of the geometric center <br />(Sec. <br />29.3.1) <br />p = Case A = <br />27 <br />psf <br />F = Case A = <br />3.64 <br />kips <br />M = Case A = <br />18.01 <br />ft-kips <br />T = 0.2 F B = <br />10.91 <br />ft-kips <br />Wind Force Case C: resultant force different at each region (Sec. 29.4.1) <br />p= qh G Cr <br />Balance <br />s s s s <br />F=EpAs <br />M = E [ F (h - 0.5s) for sign, F (0.55h) for wall ]YT7T[T <br />T=ET, <br />Wind Dir. <br />Distance <br />Cf <br />Pt <br />Aa, <br />FI <br />Mt <br />Tt <br />(ft) <br />(Fig.29.3-1) <br />(psf) <br />(ft) <br />(kips) <br />(ft-kips) <br />(ft-kips) <br />9.0 <br />1.800 <br />34 <br />81 <br />2.77 <br />13.73 <br />8.32 <br />15.0 <br />1.200 <br />23 <br />54 <br />1.23 <br />6.10 <br />-5.55 <br />E <br />4.01 <br />19.83 <br />2.77 <br />Case C may not be considered, footnote 3 of Fig. 6-20 <br />