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Lateral Load Resisting System Design <br />Horizontal Diaphragm Design <br />Roof Diaphragm (D-3)Governing Case <br />Froof = QE =12.37 kips See Seismic Load Calculations <br />Redundancy Factor for Diaphragm, ρ = <br />Overstrength Factor, Ω = <br />E = ρQE =12.4 kips ASCE 7-16 (12.4-3) <br />Area Load, a = <br />Redundancy Factor for Shear Walls, ρ = <br />Load Transferred to Shear Walls = <br />Loading Case 1 <br />Total Length, L =40.0 ft <br />Max Width, W =16.0 ft <br />L/W Ratio = 2.50 <4:1 Satisfactory <br />Shear at Supports = <br />Distance to Shear Wall Line = <br />Min Shearing Distance = <br />Shear Transferred from above =value at the location of max shear <br />Max Shear, Vu =0.1 kips <br />Max Unit Shear, Vunit =4 plf <br />Chord Design <br />Linear Load on the Diaphragm, w = aW = 112 plf <br />Moment on the Diaphragm, Mu = wL2/8 =22.3 k-ft <br />Chord Axial Load, Tu = Cu =Mu/W =1395 lb <br />Use 1 DF-L No.2 or larger w/1 CMST14 Strap(s) at splices <br />Tall =9781 lb Tall =9271 lb <br />DCR = Tu/Tall =0.143 <1 Satisfactory DCR = Tu/Tall =0.150 <1 Satisfactory <br />Alternatively, use 2 continuous DF-L No.2 or larger <br />Call =17605 lb Tall =9781 lb <br />DCR = Cu/Call =0.040 <1 Satisfactory DCR = Tu/Tall =0.071 <1 Satisfactory