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' Force Transfer Around Openings Calculator <br /> }) <br /> Project Information <br /> Code: 2018 international Building Code Date:10/10/2027 <br /> Designer: Chris Lalonde <br /> Client: <br /> Project: SD.449676 <br /> Wall Line: Root Front <br /> Slog . totnl t2ttt} ♦ tv2tt) _,..max t3tttt <br /> . <br /> V 4 I <br /> a <br /> s <br /> t, ff0 <br /> Shear Wall Calculation Variables <br /> V 3725 ad! Opening I Opening 2 Ad1 Factor Method_ 2bs/h <br /> L1 6.2S ft, h,1 7.00 Rj h,2 7 00 ft Wail Pier Anpect Ratio Ad).flr.tor <br /> 12 7 25 tt i h„1 3 50 ft h,2 3.50 ft P1-f+, L1- 0.56 N/A <br /> L3 6.50 ft h,1 -3.25 ft h,2 3.25 ft P2=h1L2= 048 N/A <br /> hw, 1375 ft Lo1 4 00 ftl Lo2 _,. 4.00 P3-h„R3r 0.54 N/A <br /> Iv.r 28.00 ft _...-_...._ e.- <br /> 1.Hold-down forces:H=Vh,,,p/L,,,ii 182916f 6.Unit shear beside opening <br /> 2,Unit shear above+below opening vi=(V/1)(L1+Ti)/11= 172 pif <br /> First opening.val vbl=H/(h,1+ht,l)= 178 elf v2=(V/L)(T2+1.2+T3)/12= 211 pit <br /> Second opening:vat-v62-H/(h,2+14,2)- 178 178 pit v3=(V/L)(T443)/13 172 pif <br /> Check vl"L1+v2"L2+v3.13=V? 3725 Ibf OK <br /> 3.Total boundary force above+below openings <br /> first opening:01-vat x Rol)= 714 Ibf 7.Resistance to corner forces <br /> Second opening:02=va2 x(Lo2)= 714 16f R1=v1♦L1= 1078 Ibf <br /> R2=.v2"L1= 1531 lb( <br /> 4.Corner forces R3=v3"13= 111616f <br /> F1=01(11)/(L1+L2)= 330 Ibf <br /> F2=01(L2)/(L11-L2)= 383 ibf 8.Difference corner force+resistance <br /> r3-02(12)/(L2+L3)- 376 lbf Rl-FS= 7471bf <br /> 1'14=02(L3)/(12+L3)= 33716t R2-12-F3:- 771Ibf <br /> 113-F4= 7791bf <br /> S.Tributary length of openings <br /> T1=(11"Lol)/(1i+1.2)= 185 ft 9.Unit shear in corner tones <br /> T2 (12"i.o1)%(L1+L2)- 2.15 ft ... �.-- vcl-(R1-F1)/L1- 120 p8 <br /> T3=(12"Lo2)/(1?l L3)., 2.11 ft vc2=:87.F2-F3)/1.1=- 106 Mt <br /> T4=(1.3'Lo2)/4.2+1.3)= 1.89 ft vc3=(R3-F4)/13= 120 pd <br /> !TX, <br /> ei O INI m <br /> 1. MIN <br /> 1 H(Ib) v4. HIi6)1 <br /> Check Summary of Shear Values for Two Openings <br /> LOW A vct(h,li ts;l)Rvi()1„1)-H? 1226 604 18291Si <br /> One 2:va1(h,1+h,l)ircl(h,1+hi,1).v1(h„1)=0? 1829 1726 604 0 <br /> line 3:vc2(h41+h,1)vv2(h,1)-va1(h,1+h,1)=0? 1040 739 1829 0 <br /> Line 4,va2(h,2+h,2}-v2(h„2)-ve2(h,2+h,2)=0? 1829 739 1090 0 <br /> Line 5:va2(h„2+h,2)-vc3(h,2+h„2)-v3(h„2)-:0? 1829 1228 601 0 <br /> Line 6:ve3(h,2+11v2 j+v3(h„2)=H2 122ft 601 1829 ihf <br /> Design Summary* <br /> Req.Sheathing Capacity 211 pit 4-Term Deflection 3-Term Deflection <br /> Req.Strap force 383 16f 4-Term Story Drift 96 3-Term Story Drift% <br /> Req.HD Force 18291bf <br /> Req.Shear Walt Anchorage Force 133 pit <br /> *The Design Summary assumes that the shear wall is designed as blocked. <br />