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0 • <br /> • <br /> Date: <br /> 4/27/2022 Check Overturning <br /> Total Load on Base <br /> Rt= 8.51 Kips Single Side Loaded <br /> Reaction From Moments(Axial+Seismic) <br /> Rs=(Sum Cvx*Hi +Gravity Moment)/Dn <br /> t Rs= 5.28 Kips <br /> rI <br /> Rsultant= -3.23 Kips No Uplift <br /> t <br /> If Negative No Uplift �� f <br /> -10 <br /> LA <br /> Solve For Reaction Location <br /> ^` X=(M-Anchor resistance)/Total Reaction <br /> 4.4 <br /> X= 36.10 Inches Ok <br /> Single Side Rack na <br /> Reaction Anchor Bolt Tension= 3.33 Kips <br /> ,,-=,,,,,. ,-. + , .r, Sum Moments at Toe No.of bolts <br /> 14 <br /> X 2.00 Inches Ok <br /> 53.09 Single Side Rack <br /> Important Input <br /> Single Side Rack Base <br /> Check Base Design III W10x22 <br /> 6.15 Kips <br /> 10.17 —x <br /> 219.4 In-Kips <br /> 1"4' ASD 5.75 — +1 i 14- <br /> 1.5 r•',. ',r lx= 118.00 In4 <br /> q . Sx= 23.20 Ina <br /> „, k,,"; t 10.17 Fy= 50 Ksi <br /> I <br /> 5.085 I Allowable Bending Moment <br /> I Ma=Mn/D. D = 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= 188.10 In-Kips Ok Reaction= 8.15 Kips <br /> Ma= 694.61 In-Kips <br /> Allowable Bending Moment ratio 0.271 Ok <br />