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Core States Group <br />4240 E. Jurupa St. Suite 402 <br />Ontario, CA 91761 <br />Storage Rack Date: 2/18/2022 <br /> Calculations By: DZ <br /> Lateral Seismic Design Base Shear ( §15.4, ASCE 7-16) <br /> CASE 1 - 100% LOAD TOP SHELF ONLY <br /> ( §15.4, ASCE 7-16) <br /> CASE 1 - 100% LOAD TOP SHELF ONLY <br /> (RMI-MH16.1 ) <br />Cs1 <br />SDS <br />R <br />0.258=:=Maximum Seismic Resposne Coefficient <br />Per RMI-MH16.1, Sect. 2.6.3 Vt <br />0.4 ap( )SDS1 2 z <br />h r <br />+ <br /> <br />R <br />Ie <br /> <br /> <br />0.258=:= <br />Vt.min 0.3 SDS( )Ie( )0.3096=:= <br />Vt.max 1.6 SDS( )Ie( )1.6512=:= <br />Vused Vt Vt.min Vt<Vt.max<if <br />Vt.min Vt Vt.min<if <br />Vt.max Vt Vt.max>if <br /> <br /> <br /> <br /> <br /> <br /> <br />:= <br />Vused max Vused Cs1, ( )0.3096=:= <br />Vtd Vused WtDLN174.3lbf=:=Seismic DL Base Shear <br />Fd Vused W tDL15.8 lbf=:=DL Force per Shelf <br />Vtl Vused W tLL61.9 lbf=:=Seismic LL Base Shear <br />Fl Vused W tLL61.9 lbf=:=LL Force per Shelf <br />Vtotal Vtd( )Vtl( )+236.3 lbf=:=Total Base Shear <br />NP 4:=Post along Short <br />Side <br />Mo Vtotal <br />2 <br />3 <br /> <br /> <br />h1890.1 ft lbf=:= <br />Mres 0.9 W tDL N( )W tLL( )+d <br />2 <br />1373.6 ft lbf=:= <br />Ev <br />0.2 SDSWtDL N( )W tLL+ <br />4 <br />39.4 lbf=:=Tension <br />Ω0 MoMres-( ) <br />NP d <br /> <br />Ev+189.8 lbf=:= <br />Mt N 1-( )hsWtDLN 1-( )hsWtLL+2888.7 ft lbf=:= <br />CV1 <br />W tDL 0W tLL 0+( ) <br />Mt <br />0=:= <br />Ctop <br />W tDL N 1-( )h sW tLL N 1-( )h s+ <br />Mt <br />1=:= <br />CV1 Ctop+1=Coefficients Should Total 1 Ftop Ctop Vtotal236.3 lbf=:= <br />110 E 1st St - <br />1011174736/10/2024