LRFD Beam Column Design

Single Angle (Eq. Legs Comp )PROJECTSECTION1CODETITLEDATE11/6/02LRFD SPECS.FILELRFD_beam_column_design.xlsTIME3:37 PMSINGLE ANGLE (EQUAL LEGS ONE IN COMPRESSION) SECTION BEAM COLUMN DESIGNDESCRIPTION-Check design combined compression and bending strength of single angle member with equal legs to AISC LRFD 3rd Ed.-Material assumed to conform to ASTM A36-Refer to LRFD Specifications for Single Angles Chapter 16.3-Angle leg is assumed to be in compressionINPUT PARAMETERS-Factored Maximum Moment about x-xMux==108.5[kp-ft]145[kN-m]-Factored Maximum Moment about y-yMuy==109.5[kp-ft]146[kN-m]-Factored Axial LoadPu==800[kp]3556[kN]-Member Unbraced LengthL==50.0[in]1270[mm]-Member SizeDes==L8X8X9/16[]-Angle SeparationAs==0.375[in]10[mm]-Table Rowrow=Match(Des,section,0)=389[]BOUNDARY CONDITIONS-unbraced length factorKx==1.0[]1.0[]-unbraced length factorKy==1.0[]1.0[]-unbraced length factorKz==1.0[]1.0[]MATERIAL-Yield strengthFy==36[ksi]248[MPa]-Shear ModulusGs=11200[ksi]77241[MPa]-Elastic ModulusE==29000[ksi]200000[MPa]SECTION PROPERTIES-Member Designation=L8X8X9/16[]L203X203X14.3[]-Gross AreaAg=index(table,row,4)=8.77[in^2]5658.05[mm^2]-Radius of Gyration about ZRZ=index(table,row,39)=1.58[in]40.13[mm]-Radius of Gyration about YRY=index(table,row,38)=2.49[in]63.25[mm]-Radius of Gyration about XRX=index(table,row,34)=2.49[in]63.25[mm]-Polar Radius of Gyration about shear centrero=index(table,row,47)=4.43[in]112.5[mm]-Moment of Inertia about x-xIx=index(table,row,31)=54.2[in^4]22559743[mm^4]-Thicknesstk=index(table,row,13)=0.563[in]14.29[mm]- Leg 1ss=index(table,row,9)=8.0[in]203.20[mm]- Leg 2ll=index(table,row,5)=8.0[in]203.20[mm]-Moment of Inertia about y-yIy=index(table,row,35)=54.20[in^4]22559743[mm^4]-Torsional ConstantJ=index(table,row,40)=0.96[in^4]399998[mm^4]-Elastic Modulus about x-xSx=index(table,row,33)=9.3[in^3]-Elastic Modulus about y-ySy=index(table,row,37)=9.3[in^3]CALCULATIONSSLENDERNES-Slenderness about x-xSLx=Kx*L/RX=20.08[]20.08[]-Slenderness about z-zSLz=Kz*L/RZ=31.65[]31.65[]-Slenderness about y-ySLy=Ky*L/RY=20.08[]20.08[]-Check SlendernessChk1=if(max(SLx, Sly,SLz)>200,"NOT OK","OK")=OK[][]AXIAL COMPRESSION-Limiting Slenderness Parameterlr=0.45*sqrt(E/Fy)=12.77[]12.77[]-Check if section elements comply with LRFD E2Sld=if(Qs=1,"Complies with LRFD E2","Does not Comply")=Does not Comply(Table 1-14)-Buckling axisif(SLy>SLx, "Y-Y Buckling","X-X Buckling")=X-X Buckling-Column Slenderness Parameterlc=max(SLx,SLy,SLz)*(1/pi())*sqrt(Fy/E)=0.3549[]0.355[](E2-4)-LOCAL BUCKLING-Critical Stress-Local Buckling StrengthFcrl=if(lc*sqrt(Qs)Pn,"NOT OK","OK")=NOT OKFLEXURELOCAL BUCKLING MOMENT-Reduction Factor for local bucklingQs=(0.534*E)/(Fy*(ll/tk)^2)=2.127[]2[](4-3c)-Factored Nominal moment about x-xMnx1=(1/12)*0.9*if(ll/tk0.54*sqrt(E/Fy),ll/tk