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• • <br /> • <br /> Date: <br /> 4/27/2022 Check Overturning <br /> Total Load on Base <br /> Rt= 8.51 Kips Single Side Loaded <br /> m <br /> Reaction From Moments(Axial+Seismic) <br /> Rs=(Sum Cvx'Hi +Gravity Moment)/Dn <br /> a <br /> Rs= 4.29 Kips <br /> Rsultent= 4.22 Kips r No Uplift <br /> If Negative No Uplift <br /> 1 <br /> Solve For Reaction Location <br /> X=(M-Anchor resistance)/Total Reaction <br /> 4. <br /> X= 29.34 Inches Ok <br /> , Single Side Rack na <br /> I Reaction Anchor Bolt Tension= 3.33 Kips <br /> ,< ..a ., ',*„ k., ,,, u-,0., Sum Moments at Toe No.of bolts <br /> X ► 41 ilk 2.00 Inches Ok <br /> 53.09 Single Side Rack <br /> 4 .4 <br /> important Input <br /> Single Side Rack Base <br /> Check Base Design 1111 W10x22 <br /> :'S''F_qca • <br /> ,,4 $ <br /> 6.15 Kips <br /> 10.17 — — — —x <br /> ,Y +1 178.3 In-Kips y <br /> ,:Oe ASO 5.75 —*I i 11-- <br /> 1.5 1 '::-,- Ix= 118.00 In <br /> S'' 4 Sx= 23.20 Ina <br /> 4 ..-s y <br /> 10.17 Fy= 50 Ksi <br /> w ,A <br /> 1 <br /> I , 24 <br /> 5.085 0I 48 Allowable Bending Moment <br /> I Ma=Mn112 0 = 1.67 C3.1-1 <br /> I 53.085 Mn=Se*Fy compact <br /> op- <br /> Mn= 1160.00 In-Kips <br /> Bending Moment At Face of Base Ma= 694.61 In-Kips <br /> Mf= 146.98 In-Kips Ok Reaction= 8.15 Kips <br /> Ma= 694.61 In-Kips <br /> Allowable Bending Moment ratio 0.212 Ok <br />