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• <br /> SEIZMIC <br /> INC. PROJECT Cross Dock <br /> MATERIAL HANDLING ENGINEERING FOR Tuff Shed <br /> TEL:(909)869-0989 SHEET NO. 27 <br /> 1130 E.CYPRESS STREET,COVINA,CA 91724 CALCULATED BY TC <br /> DATE 6/11/2024 <br /> ARM ANALYSIS: <br /> 1)CHECK BENDING <br /> wLL+wDL+I=W= 2,375 LB IMPACT LOAD, 1= 25%*wLL <br /> Marm= W* L/2 <br /> = 2375 LB*(102 IN)/2 <br /> = 121,125 IN-LB <br /> Fb= 12,000*Cb/(L*d/Af)<_0.6*Fy <br /> = 12000*1/(102*5.02) <br /> = 23,436 PSI <br /> fb= M/S <br /> = 121125 IN-LB/7.37 IN^3 ARM:S 6x12.5 <br /> = 16,435 PSI A= 6.0 IN <br /> B= 3.33 IN <br /> fb/Fb= 0.70 <_1.0 OK Ix= 22.10 IN^4 <br /> Sx= 7.370IN^3 <br /> 2)CHECK DEFLECTION Fy= 50,000 PSI <br /> wLL+wDL=W= 1,925 LB Lmax= 102.0 IN <br /> Lunsup= 102.0 IN <br /> DEFLECTION= WL^3/8E1 <br /> = 0.398 IN <br /> ALLOWABLE DEFLECTION= L/180 <br /> = 0.567IN OK <br /> 3)CHECK CONNECTION <br /> CHECK EFFECT OF ARM MOMENT ON BOLTED CONNECTION <br /> BOLT DIAM= 0.750 IN <br /> #BOLT= 4 <br /> Ft= 44,000 PSI r(T)= 0.79 <br /> Fu= 65,000 PSI <br /> BEARING PLATE <br /> THICK.=tmin= 0.500 IN <br /> P1 IS MINIMUM OF TENSION AND BEARING CAPACITY <br /> TENSION CAP= Ft*BOLT AREA*2 <br /> = 44000 PSI*(0.75 IN)^2*(f(/4)*2 <br /> = 38,877 LB <br /> BEARING CAP= Fu*BEARING AREA*2 <br /> =65000 PSI*0.75 IN*0.5 IN*2 <br /> = 48,750 LB <br /> P1= 38,877 LB <br /> Mcap= P1*D1 D1= 4.5 IN <br /> = 174,947 IN-LB OK <br />