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• <br /> Date: <br /> 3/28/2022 Check Overturning <br /> Total Load on Base <br /> Rt= 12.69 Kips Single Side Loaded <br /> Reaction From Moments(Axial+Seismic) <br /> Rs=(Sum Cvx*Hi +Gravity Moment)/Dn <br /> Rs= 7.15 Kips <br /> Rsultant= -5.54 Kips o Uplift <br /> If Negative No Uplift <br /> Solve For Reaction Location <br /> X=(M-Anchor resistance)/Total Reaction <br /> X= 32.78 Inches Ok <br /> Single Side Rack na <br /> ). Reaction Anchor Bolt Tension= 3.33 Kips <br /> f ::- , k, ,Xii> 1 Sum Moments at Toe No.of bolts <br /> 1 <br /> X 4 2.00 Inches Ok <br /> 53.09 Single Side Rack <br /> t <br /> Important Input <br /> Single Side Rack Base <br /> Check Base Design W10x22 <br /> ti` •r A <br /> 10.25 Kips <br /> 10.17 <br /> „ 297.1 In-Kips T <br /> ^. ASD 5.75 -*1 i <br /> 1.5 1 * lx= 118.00 In4 <br /> k Sx= 23.20 In3 <br /> na.t a T <br /> �, f 10.17 Fy= 50 Ksi <br /> j 24 ► <br /> 5.085 ►I 48 ► Allowable Bending Moment <br /> Ma=Mn/ 0 = 1.67 C3.1-1 <br /> 53.085 Mn=Se*Fy compact <br /> Mn= 1160.00 In-Kips <br /> Bending Moment At Face of Base Ma= 694.61 In-Kips <br /> Mf= 244.97 In-Kips Ok Reaction= 12.25 Kips <br /> Ma= 694.61 In-Kips <br /> Allowable Bending Moment ratio 0.353 Ok <br />