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Force Transfer Around Openings Calculator <br /> A PA TWO OPENINGS <br /> tlr bw.ow..nwN d.h. went 1 n ....... <br /> .Mn• .ro 6 ..T..a o I.Ina.cw4xe <br /> edreebpe.e...wp.v.JM Jw well.men w.w'L',.Eeaarr•e„u..rb rane.w.lr.d um...........r „mrYp+n Mpn1.�o I.r.bF.vl.a oM.Si,..,.I..wr r.e....d IoW.Aow <br /> Project Information <br /> Code: 2018 IBC Date:2/17/2023 <br /> Designer: <br /> Client: <br /> Project: SDAff9684A <br /> Wall Line: 3RD-REAR <br /> 1.1(11_ Lellft) L2(ft) Lo2lft) L3lft) • <br /> 8 <br /> .0 <br /> I- 2 <br /> E <br /> 1 <br /> Shear Wall Calculation Variables <br /> V 13810 lbf Opening 1 Opening 2 Adj.Factor Method= 2bs/h , <br /> Ll 6.00 ft h,11 2.00 ft 11,2 2.00 ft Wall Pier Aspect Ratio Adj.Factor <br /> L2 7.00 ft hel i 4.00 ft he2 4.00 ft Pl=h0/L1= 0.67 N/A <br /> L3 3.00 ft hol t 3.00 ft hb2 3.00 ft P2=he/L2= 0.57 N/A <br /> h,,,,, 9.00 ft Loll 5.00 ft Lo21 5.00 ft! P3=he/L3= 1.33 N/A <br /> L,„,I, 26.00 ft <br /> 1.Hold-down forces:H=Vhw,ll/L,,,I, 4780 lbf 6.Unit shear beside opening <br /> 2.Unit shear above+below opening v1=(V/L)(L1+T1)/L1= 735 plf <br /> First opening:val=vb1=H/(h,l+hbl)= 956 plf v2=(V/L)(T2+L2+113)/L2= 1001 plf <br /> Second opening:va2=vb2=H/(h,2+hb2)= 956 plf v3=(V/L)(T4+L3)/L3= 797 plf <br /> Check vl*L1+v2'12+v3.13=V? 13810 lbf OK <br /> 3.Total boundary force above+below openings <br /> First opening:01=val x(Loll= 4780 Ibf 7.Resistance to corner forces <br /> Second opening:02=va2 x(Lo2)= 4780 lbf R1=v1*L1= 4413 lbf <br /> R2=v2•L2= 7007Ibf <br /> 4.Corner forces R3=v3•L3= 2390 lbf <br /> F1=01(L1)/(Ll+L2)= 2206 lbf <br /> F2=O1(12)/(L1+1.2)= 2574 lbf 8.Difference corner force+resistance <br /> F3=02(L2)/(L2+L3)= 3346 lbf R1-F1= 2206 lbf <br /> F4=02(L3)/(L2+L3)= 1434 lbf R2-F2-F3= 1087 Ibf <br /> R3-F4= 956 lbf <br /> 5.Tributary length of openings <br /> T1=(1.1•Lo1)/(L1+L2)= 2.31 ft 9.Unit shear in corner zones <br /> T2=(L2•Lo1)/(11+L2)= 2.69 ft vcl=(R1-F1)/L1= 368 plf <br /> T3=(L2•Lo2)/(1.2+L3)= 3.50 ft vc2=(R2-F2-F3)/L2= 155 plf <br /> T4=(L3•Lo2)/(12+1.3)= 1.50 ft vc3=(R3-F4)/L3= 319 plf <br /> 8 7, S g <br /> 0 7 n o <br /> Check Summary of Shear Values for Two Openings <br /> 'Lone 1:vc1(h,l+he1)+vl(he1)=H? 1839 2942 4780 lbf <br /> Line 2:val(h,l+hb1)-vcl(h,l+hbl)-vl(hel)=0? 4780 1839 2942 0 <br /> Line 3:vc2(h,1+he1)+v2(hel)-val(h,l+hb1)=0? 776 4004 4780 0 <br /> Line 4:va2(h,2+hb2)-v2(he2)-vc2(h,2+hb2)=0? 4780 4004 776 0 <br /> Line 5:va2(h,2+hb2)-vc3(h,2+hb2)-v3(he2)=0? 4780 1593 3187 0 <br /> Line 6:vc3(h,2+hb2)+v3(h,2)=H? 1593 3187 4780 lbf <br /> Design Summary* <br /> Req.Sheathing Capacity 1001 plf 4-Term Deflection 3-Term Deflection <br /> Req.Strap Force 3346 Ibf 4-Term Story Drift% 3-Term Story Drift% <br /> Req.HD Force 4780 lbf <br /> Req.Shear Wall Anchorage Force 531 plf <br /> *The Design Summary assumes that the shear wall is designed as blocked. <br />