Laserfiche WebLink
Project Information <br />Code: Date: <br />Designer: <br />Client: <br />Project: <br />Wall Line: <br />V 1791 lbf Opening 1 2bs/h <br />L1 4.75 ft ha 1.25 ft Adj. Factor <br />L2 3.75 ft ho 4.00 ft P1=ho/L1=0.84 N/A <br />hwall 8.00 ft hb 2.75 ft P2=ho/L2=1.07 N/A <br />Lwall 13.50 ft Lo1 5.00 ft <br />1. Hold-down forces: H = Vhwall/Lwall 1061 lbf 6. Unit shear beside opening <br />211 plf <br />2. Unit shear above + below opening 211 plf <br />265 plf 1791 lbf OK <br />3. Total boundary force above + below openings 7. Resistance to corner forces <br />First opening: O1 = va1 x (Lo1) = 1327 lbf R1 = v1*L1 = 1001 lbf <br />R2 = v2*L2 = 790 lbf <br />4. Corner forces <br />F1 = O1(L1)/(L1+L2) = 741 lbf 8. Difference corner force + resistance <br />F2 = O1(L2)/(L1+L2) = 585 lbf R1-F1 = 259 lbf <br />R2-F2 = 205 lbf <br />5. Tributary length of openings <br />T1 = (L1*Lo1)/(L1+L2) = 2.79 ft 9. Unit shear in corner zones <br />T2 = (L2*Lo1)/(L1+L2) = 2.21 ft vc1 = (R1-F1)/L1 = 55 plf <br />vc2 = (R2-F2)/L2 = 55 plf <br />Check Summary of Shear Values for One Opening <br />Line 1: vc1(ha+hb)+v1(ho)=H?219 843 1061 lbf <br />Line 2: va1(ha+hb)-vc1(ha+hb)-v1(ho)=0?1061 219 843 0 <br />Line 3: va1(ha+hb)-vc2(ha+hb)-v1(ho)=0?1061 219 843 0 <br />Line 4: vc2(ha+hb)+v2(ho)=H?219 843 1061 lbf <br />265 plf 4-Term Deflection <br />741 lbf 4-Term Story Drift % <br />1061 lbf <br />133 plf <br />Req. HD Force (H) <br />Req. Shear Wall Anchorage Force (vmax) <br />*The Design Summary assumes that the shear wall is designed as blocked. <br />Req. Strap Force 3-Term Story Drift % <br />v1 = (V/L)(L1+T1)/L1 = <br />v2 = (V/L)(T2+L2)/L2 = <br />First opening: va1 = vb1 = H/(ha+hb) =Check v1*L1+v2*L2=V? <br />Design Summary* <br />Req. Sheathing Capacity 3-Term Deflection <br />OneOpen <br />CBC 2022 8/20/2024 <br />CD <br />2517 W Huckleberry Rd #2 <br />DL-2 <br />Shear Wall Calculation Variables <br />Adj. Factor Method = <br />Wall Pier Aspect Ratio <br />Page 25