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• • <br /> • <br /> Date: <br /> 4/27/2022 Check Overturning <br /> Total Load on Base <br /> Rt= 8.45 Kips Single Side Loaded <br /> Reaction From Moments(Axial+Seismic) <br /> ,;770 <br /> Rs=(Sum Cvx*Hi +Gravity Moment)/Dn <br /> Rs= 4.66 Kips <br /> Rsultant= -3.80 Kips No U lift <br /> If Negative No Uplift <br /> + Solve For Reaction Location <br /> X=(M-Anchor resistance)/Total Reaction <br /> �; X= 37.54 Inches Ok <br /> Single Side Rack na <br /> rt Reaction Anchor Bolt Tension= 3.33 Kips <br /> a „,.,;•,.,7_74„, ,.:r -,,i, 74,1-4r, Sum Moments at Toe No.of bolts <br /> 141 <br /> X4 j 2.00 Inches Ok <br /> 64.07 Single Side Rack <br /> Important Input <br /> Single Side Rack Base <br /> Check Base Design 1111 W8x18 <br /> A <br /> _ V: <br /> 6.15 Kips <br /> f"' 8.14 <br /> 1 <br /> 226.6 In-Kips T <br /> ASD 5.25 —i i 4- <br /> 4 <br /> 1.5 .1 ;,:}44 Ix= 61.90 In <br /> '"y5* Sx= 15.20 In3 <br /> €F ; T <br /> 7 ... y 8.14 Fy= 50 Ksi <br /> 1 , 4 : <br /> -1 30 <br /> 4.07 I 60 Allowable Bending Moment <br /> I Ma=Mn/n Q = 1.67 C3.1-1 <br /> .ro64.07 , Mn=Se*Fy compact <br /> Mn= 760.00 In-Kips <br /> Bending Moment At Face of Base Ma= 455.09 In-Kips <br /> Mf= 201.60 In-Kips Ok Reaction= 8.15 Kips <br /> Ma= 455.09 In-Kips <br /> Allowable Bending Moment ratio 0.443 Ok <br />