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• <br /> 1111. <br /> SEIZMIC <br /> IN PROJECT Cross Dock <br /> MATERIAL HANDLING ENGINEERING FOR Tuff Shed <br /> TEL:(909)869-0989 SHEET NO. 31 <br /> 1130 E.CYPRESS STREET,COVINA,CA 91724 CALCULATED BY TC <br /> DATE 6/11/2024 <br /> DOWNAISLE BRACE:SINGLE SIDE <br /> V*Occurrence= 1,009 LB Occurrence: at every bay <br /> Horizontal Member V <br /> (kl/r)max= (k*Lhoriz)/r min <br /> = (0.8 x 72 IN/0.6261N) s <br /> = 92.0 IN Vdiag <br /> Fe= tt2E/(kl/r)2 3 C 3 C <br /> = 33,807 PSI D <br /> Fy/2= 18,000 PSI <br /> SINCE Fe>Fy/2,Fn=Fy*(1-fy/4fe) FRONT VIEW <br /> = 26,416 PSI Y= 60 IN <br /> D= 72 IN <br /> Pn= AREA*Fn <br /> = 0.4841N^2*26416 PSI Horizontal Member <br /> = 12,785 LB L2x2x1/8 <br /> Pallow= Pn/Oc <br /> = 12785 LB/1.92 <br /> = 6,659 LB <br /> fa/Fa= 0.15 <1.0 OK AREA= 0.484 INA2 <br /> r min= 0.626 IN <br /> Diagonal Braces Fy= 36,000 PSI <br /> Ldiag= [YA2+D^2]^0.5 Oc= 1.92 <br /> 94.0 IN <br /> Vdiag= (V*Ldiag/D)/Set Diagonal Member <br /> = (1009 LB*94 IN/72 IN)/1 1-1/2x1/8 <br /> = 1,317 LB <===TENSION(T)ON DIAGONAL <br /> Set= 1 <br /> Tallow= AREA*0.6* Fy Area= 0.188 INA2 <br /> = 0.188 INA2*0.6*36000 PSI Fy= 36,000 PSI <br /> = 4,061 LB <br /> T/Ta= 0.32 <_ 1.0 OK <br /> Connection Check: <br /> Shear Capacity of Bolt <br /> Vcap= Fv* Bolt Area <br /> = 21000 psi*0.196 inA2 Bolt Specifications <br /> = 4,123 lb Bolt 0= 0.500 in <br /> Bearing Capacity Hole= 0.563 in <br /> Vcap= 1.2* Fu * Bearing Area tmin= 0.125 in <br /> = 1.2*65000 psi*0.063 inA2 Bolt Area= 0.196 inA2 <br /> = 4,875 lb Bearing Area= 0.063 inA2 <br /> Resistance to Block Shear Fv= 21,000 psi <br /> Av= (1-0.5*Hole)*Thk Fu= 65,000 psi <br /> = 0.090 inA2 <br /> At= (0.75-0.5*Hole)*Thk <br /> = 0.059 inA2 <br /> Vcab= 0.3AvFu+0.5AtFu <br /> = 1,931 lb <br /> CONN STRESS= 1317 LB/1931 LB <br /> = 0.68 1.0 OK <br />