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Force Transfer Around Openings Calculator <br /> APA ..a ',� <br /> Project Information <br /> Code: 2018 international 80i dine Code Date:10/10/2022 <br /> Designer: Chris Lalonde <br /> Client: <br /> Project: SOAR 9676 <br /> Wall line: Main Rear <br /> liiHl teary .....13911 w la7(tti lstlrf <br /> 21 I <br /> ic <br /> 4,tttl <br /> iiiShear Walt Calculation Variables <br /> V 37201141 0 evr ng 1 Opening 2 AM-Factor Method= 2bs/h <br /> L1 5.110 ft 1,1 1.2S 1t, h,2 1.24 It Waif Pier Aspect ttaim A+d}.Factor <br /> L2 9.50 ft i h,:i 3.50ft h.2 3.50 ft PI_ltjiI- 0.70 NIA <br /> L3 5.50 ft f 54 3.251' h;2 3<2S ft 3,2=h,62= 0.37 N/A <br /> .6 1111n ft Iol 5nofts 1.02L 3.00ft1 P3-h/l3= 0.€4 N/A <br /> Lw„ 211.00 ft <br /> 1.Hold-down forces:H=Vh,,,i,/t,.,, 1063 Ibf 6.Unit shear beside opening <br /> 2.Unit shear above+below opening v1=(V/L)IL1+T1)/L1= 179 plf <br /> First opening:cal-vb1 F:/(h,1+h0)_ 236 plf v2=(V/L){T2+1.2+T3)/1.2 205 plf <br /> Second opening:vat--vb2=H/jh„244,2)= 236 plf v3•(V/1)174-L3)/L3= 159 plf <br /> Check vl+Ll+v2*L2+v3"13=V? 37201bf OK <br /> 3.Total boundary force above+below openings <br /> First opening:01=val x(Lol)= 11.81 lb( 7.Resistance to corner forces <br /> Second opening:02=va2 x jLo2)= 7091bf R1 vl*L1= 8931bf <br /> R2=v2*L2= 19501bf <br /> 4.Corner forces R3 v3"L3= 8//Ibf <br /> F1=01(L1)/(LI-tl2)= 407 ibf <br /> F2-01(12)/(L1+L2)= /741bf 8.Difference corner force+resistance <br /> F3=02(L2)/(1.2+1.3)= 449 led R1-Fl.= 4861bf <br /> F4=02(L3)/(1.24131= 260 Ibf R242-F3= 727 lbt <br /> R3-F4- 6171bt <br /> 5-Tributary length of openings <br /> T1=0L1*Lo1)/(11+L2)= 1.72ft 9.UnIt shear its corner cotton <br /> T2=(L2`Lo1)/(L142)= 3.28 ft vet=(R1•F1)/t1= 97 plf <br /> T3_(12+1.02)/(12+1.3) 1.90 ft vc2=jR2-F2-F31/12= 77 off <br /> T4=(13*1.o2)/(L2+1..3)= 1 10ft vc3= R3-F4)/L3- 112 pit <br /> v pet <br /> a <br /> I <br /> 1Hfnxj v' Htibl1 <br /> Check Summary of Shear Values for Two Openings <br /> Line 1.vcIIta l.ft,1)rvt(h„I(-Hp 4'38 625 1063 Teti <br /> Line 2:va1(h.,1+h,1)-vc1(h,1+h„1)-vl(tt„1)=0? 1063 438 625 0 <br /> I..ine 3:vc2(h,l+h1;1)+0(h„1)-vai(h4+h,1)=0? 345 718 1063 0 <br /> Line 4:va2(h,2+h,2)-v2(1„2)-vc2(h,2+h,2).=0? 1063 718 345 0 <br /> Line 5:va2(h,2+h,2)-vc3(h,2+hv2)-v3(hn2)=0? 1063 505 558 0 <br /> Line 6:vc3(ha2+h.2)+v3(h„2)=H? 505 558 1063 Ibf <br /> Design Summary* <br /> Req.Sheathing Capacity 236 off 4-Term Deflection 3-Term Deflection <br /> Req.Strap Force 774 Ibf 4-Term Story Drift% 3-Term Story Drift N <br /> Req.HD Force 1063 Ibf <br /> Req.Shear Wall Anchorage Force 133 pif <br /> *The Design Summary assumes that the shear wall is designed as blocked. <br /> Air ‘'I <br />