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" <br /> , <br /> Force Transfer Around Openings Calculator <br /> A PA <br /> Project Information <br /> Code: 2018 International 8uiidin Code Date:10/10/2022 <br /> Designer: Chris Lalonde -- _. �..__ .m.- .m.. <br /> Client <br /> Project: SDAft 9676 <br /> Wall Line: Roof Right <br /> t1:1ri ,,, tolits) tSlirr tw2iit-i w« Sian <br /> I _ tt <br /> g <br /> yv.41t) <br /> Shear Wall Calculation Variables <br /> V; 3236 Mt! Opening I Opening 2 Ad Factor Method.. 2bs/h <br /> 11 3.50 ft" h,l- 1.25 ft) h,2 1.25 ft Wail Pier Aspect Rana Ad1 factor <br /> L2' 12.50 ft I 11,1 350 f2 h,2 3 SO ft PI>hft.1., 100 N/A <br /> L3 4,50 ft' I0 - 4.2341 h,2 3.25 ft P2=h„/L2- II 28 N/A <br /> hw., 8.00 ft Lcll 4.00 Pt La2j 5.00 ftl 834hJt.3= 0.78 ft/A <br /> L„s 29.50 ft <br /> 1.Hold-down forces:H m Vhw.n/L,,,,,, 8/8!6f 6.Unit shear beside opening <br /> 2.Unit shear above+below opening v.l=(Y/L.)(t.I*T1)/t.1= 137 plf <br /> F or opening:va1=vbl=i1/(h,1+h,,1)= 195 plf v2=(V/1.)(T2+L2+T3)/L2 u 169 plf <br /> Second opening:va2-vb2-0/(h,2+h,2)- 19.S elf v3_(4/L.)(T4H.3)/L3- 142 plf <br /> Check v1 Lisv2'LZ+v3`L3=V? 32361bf OK <br /> 3.Total boundary force above 5 below openings <br /> First opening:CA=vat x(I al)= 7801bf 7.Resistance to comer forces <br /> Second opening:02=va2 x 02)= 9/5 Ihf R1=vi'L1= 480 ihf <br /> R2=v21L2= 2117bf <br /> 4.Corner forces R3=v3"L3= 639 Ibf <br /> F1-Ol(L1)J(L1+L2)= 1711bf <br /> 12=01(12)/(L311.2)= 609 ihf 8.Difference corner force+resistance <br /> F3=02(1.2)/(12+L3)= 7171hf R FI.-= 3091hf <br /> F4=02(L3)J(L2+L3)= 258Ibf R2-F2-F3= 791 ibF <br /> R3-F4= 381 ibf <br /> 5.Tributary length of openings <br /> T1=(L1`Lo1)/(1.1+L2)= 0.88 ft 9.Unit shear in corner zones <br /> T2=(L2"Lo1)J(11+L2) 3:13 ft vcl-(R1410,1= 88 plf <br /> T3=(L2"Lo2)/(L2+L3)= 3.68 ft vc2=(R2-F2-F3)/1.2 63 pit <br /> T4=0.3'Lo2)/(1.2+L3)= 1.32 ft vc3=(R3-F4)/13= 85 plf <br /> V(1b)« <br /> I <br /> e ag <br /> 5 m § 3 <br /> t Hlib) „w. Ht1b1� <br /> s <br /> Check Summary of Shear Values for Two Openings <br /> Une 1:ve1(h,1+h„1):v1(h"1)..H? 398 480 8781bf <br /> Line 2:val(h,1+h,1)-vc1(h,1+h„1)-v1(h„1)=0? 878 398 480 0 <br /> Inc 3:vc2(h,1+h„1)+v2(h„1)-va1(h,1+h,1)=0? 285 593 878 0 <br /> Line 4.va2(h,2+h4,2)-v2(h„2)-vc2(h,2+h„2)=0? 878 593 285 0 <br /> Line 5;va2(h,2+h,,2)-vc3(h,2+h,2}-v3(h„2)=0? 878 38.1. 497 0 <br /> Lane 6:vc3(h,2+h,2)+v3(h,2)=H? 381 497 878 Rd <br /> Design Summary* <br /> Req.Sheathing Capacity 195 pif 4-Term Deflection 3-Term De0ectiont_ <br /> Req.Strap Force 717 ibf 4-Term Story Drift% 3-Term Story Drift% <br /> Req.HD Force 878 lhf <br /> Req.Shear Wall Anchorage Force 110 pit <br /> 'The Design Summary assumes that the shear wall is designed as blocked. <br /> /0g/)�` <br />