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AXIAL <br />ENGINEERING <br />GROUP, INC. <br />SHEET:ROOF <br />DATE:10/25/2012 <br />PROJECT: CATALINA <br />7251 OWENSMOUTH AVE. #4 STRUCTURAL & CIVIL DESIGN <br />CANOGA PARK CA 91303 JOB No:212-013 <br />TEL: (818) 902-0200 FAX: (818) 902-0232 EMAIL: info@aeg-inc.net ENGR:LQ <br />TYPICAL SHEAR WALL OVERTURN CALCULATIONS: <br />WDL ROOF/FLOOR <br />V= <br />wDL = <br />h= <br />b= <br />H-D = <br />Total shear (lbs) <br />WDL WALL v = Uniform shear (#lit) <br />Uniform roof or floor load (#/ft) <br />Plate height (ft) <br />Shearwaillength (ft) <br />Uplift value <br />1-D b 'L <br />NOTE: wDL = Wall Weight + 2ft Roof/Floor Tributary which will result in a conservative uplift value, <br />and simplify the calculations. <br />SEISMIC LOAD CASES PER CBC 1605.3 (ASD) <br />CBC 1605.3 (EQUATION 16-15) =(0.6)DL + (0.7)E <br />TYPICAL SHEAR WALL OVERTURN CASES: <br />SHEARLINE:SW_Tl (@ TOWER) <br />Dead Load:[(8ft x 34 psf) + (3ft x 24 psf)] .= 344.0 #ltt Roof Weight:24 psf <br />Seismic Load (112#/ft) (20ft) =2240 lbs Wall Weight:34 psf <br />PIate Height (h): 8 ft <br />S.W. Length (b): · 20 ft· <br />Uniform Shear:112 #/ft <br />Tributary Width: 3 ft <br />(EQUATION 16-15): <br />TIE DOWN: <br />SEISMIC BM CALC: <br />IMo =(V h )-((0.6DL)(b (0.5b))) = H-D x b <br />-H-D = -1168 lbs <br />NOT REQUIRED <br />IMo=(Vh) <br />H-D = 896 lbs <br />SHEARLINE:SW_T2 (@ TOWER) <br />Dead Load:[(8ft x 34 psf) + (3ft x 24 psf)] =344.0 #Ift Roof Weight:24 psf <br />Seismic Load (112#/ft) (20ft) =2240 lbs Wall Weight:34 psf <br />Plate Height (h): 8 ft <br />S.W. Length (b): 20 ft <br />Uniform Shear:112 #/ft <br />Tributary Width: 3 ft <br />(EQUATION 16-15): <br />TIE DOWN: <br />SEISMIC BM CALC: <br />IMo =(V h )-((0.6DL)(b (0.5b))) = H-D x b <br />-H-D = 1168 lbs <br />NOT REQUIRED <br />IMo=(VII) <br />H-D = 896 lbs