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0 • <br /> • <br /> Date: <br /> 4/27/2022 Check Overturning <br /> Total Load on Base <br /> 1.` Rt= 8.45 Kips Single Side Loaded <br /> Reaction From Moments(Axial+Seismic) <br /> Rs=(Sum Cvx*Hi +Gravity Moment)/Dn <br /> A <br /> Rs= 4.29 Kips <br /> Y <br /> Iii Rsultant= -4.16 Kips o Uplift / <br /> If Negative No Uplift _ _ <br /> 4' Solve For Reaction Location <br /> X=(M-Anchor resistance)/Total Reaction <br /> 0 <br /> X= 34.59 Inches Ok <br /> Single Side Rack na <br /> w Reaction Anchor Bolt Tension= 3.33 Kips <br /> Sum Moments at Toe No.of bolts <br /> X 4 2.00 Inches Ok <br /> 64.07 Single Side Rack <br /> Important Input <br /> Single Side Rack Base <br /> Check Base Design W8x18 <br /> A <br /> 6.15 Kips <br /> 8.14 -- — — —x <br /> i'e34*•' <br /> 208.8 In-Kips y <br /> 4,, k , ASD 5.25 _*1 <br /> 1.5 ;� -'• lx= 61.90 In4 <br /> 4°'y;148 Sx= 15.20 Ina <br /> pvQ <br /> y `� 8 `6 8.14 Fy= 50 Ksi <br /> r, i <br /> j i 30 <br /> 4.07 o.I 60 Allowable Bending Moment <br /> I Ma=Mn/c o = 1.67 C3.1-1 <br /> I 64.07 Mn=Se*Fy compact <br /> vp <br /> Mn= 760.00 In-Kips <br /> Bending Moment At Face of Base Ma= 455.09 In-Kips <br /> Mf= 183.78 In-Kips Ok Reaction= 8.15 Kips <br /> Ma= 455.09 In-Kips <br /> Allowable Bending Moment ratio 0.404 Ok <br />