Laserfiche WebLink
• . <br /> Date: <br /> 3/28/2022 Check Overturning <br /> Total Load on Base <br /> Rt= 12.69 Kips Single Side Loaded <br /> e <br /> Reaction From Moments(Axial+Seismic) <br /> Rs=(Sum Cvx*Hi +Gravity Moment)/Dn <br /> Rs= 8.75 Kips <br /> • <br /> Rsultant= -3.94 Kips - No Uplift:! <br /> #1 If Negative No Uplift // <br /> Solve For Reaction Location <br /> X=(M-Anchor resistance)/Total Reaction <br /> - X= 40.10 Inches Ok <br /> Single Side Rack na <br /> it Reaction Anchor Bolt Tension= 3.33 Kips <br /> ' ''' 4° 4. FF'. Sum Moments at Toe No.of bolts <br /> 1 <br /> X 4 2.00 Inches Ok <br /> 53.09 Single Side Rack <br /> 4 4 <br /> Important Input <br /> Single Side RackIII Base <br /> Check Base Design W10x22 <br /> A <br /> t <br /> 10.25 Kips <br /> s <br /> xr .._ 10.17 —x <br /> a$ <br /> 4'r 363.5 In-Kips y <br /> ASD 5.75 *1 1 14- <br /> 1.5 ' °„1°' lx= 118.00 In4 <br /> 4":''° Sx= 23.20 In3 <br /> s; <br /> _ ,,° <br /> ai. - � 10.17 Fy= 50 Ksi <br /> -7 , 9"3 tx.q t .."'9 <br /> ,• 7' � I <br /> j 4 24 10. <br /> 5.085 �I 48 Allowable Bending Moment <br /> I Ma=Mn/n D. = 1.67 C3.1-1 <br /> 141 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= 311.37 In-Kips Ok Reaction= 12.25 Kips <br /> Ma= 694.61 In-Kips <br /> Allowable Bending Moment ratio 0.448 Ok <br />