LRFD Compression Member Design
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PROJECT SECTION 1 CODE TITLE DATE 5/7/2022 LRFD SPECS. FILE TIME 5:08 AM SINGLE ANGLE SECTION COMPRESSION DESIGN DESCRIPTION -Check design compression strength of single angle members to AISC LRFD Single Angle Specifications 3rd Ed. -Material assumed to conform to ASTM A36 -Design Example 4.3 from AISC LRFD INPUT PARAMETERS -Factored Axial Load Pu = = 800 [kip] 3556 [kN] -Member Unbraced Length L = = 96.0 [in] 2438.4 [mm] -Member Size Des = = L4X3-1/2X5/16 [] -Table Row row = Match(Des,section,0) = 457 [] Boundary Conditions -unbraced length factor Kx = = 1.0 [] 1.0 [] -unbraced length factor Ky = = 1.0 [] 1.0 [] -unbraced length factor Kz = = 1.0 [] 1.0 [] MATERIAL -Yield strength Fy = = 36 [ksi] 248 [MPa] -Shear Modulus Gs = 11200 [ksi] 77241 [MPa] -Elastic Modulus E = = 29000 [ksi] 200000 [MPa] Section Properties -Member Designation = L4X3-1/2X5/16 [] L102X89X7.9 [] -Gross Area Ag = index(table,row,4) = 2.25 [in^2] 1451.61 [mm^2] -Flexural Constant Hc = index(table,row,48) = 0.000 [in] 0.00 [mm] -Radius of Gyration about Z RZ = index(table,row,39) = 0.72 [in] 18.31 [mm] -Radius of Gyration about Y RY = index(table,row,38) = 1.06 [in] 26.92 [mm] -Radius of Gyration about X RX = index(table,row,34) = 1.25 [in] 31.75 [mm] -Polar Radius of Gyration about shear centr ro = index(table,row,47) = 2.08 [in] 52.8 [mm] -Moment of Inertia about x-x Ix = index(table,row,31) = 3.5 [in^4] 1469297 [mm^4] -Thickness tk = index(table,row,13) = 0.313 [in] 7.94 [mm] - Leg 1 ss = index(table,row,9) = 3.5 [in] 88.90 [mm] - Leg 2 ll = index(table,row,5) = 4.0 [in] 101.60 [mm] -Moment of Inertia about y-y Iy = index(table,row,35) = 2.52 [in^4] 1048903 [mm^4] -Torsional Constant J = Ix+Iy = 6.05 [in^4] 2518200 [mm^4] -Reduction Factor for unstiffened elements Qs = index(table,row,50) = 0.997 [] 1 [] CALCULATIONS SLENDERNES -Slenderness about x-x SLx = Kx*L/RX = 76.80 [] 76.80 [] -Slenderness about z-z SLz = Kz*L/RZ = 133.15 [] 133.15 [] -Slenderness about y-y SLy = Ky*L/RY = 90.57 [] 90.57 [] -Check Slenderness Chk = = OK [] [] AXIAL COMPRESSION -Limiting Slenderness Parameter = 0.45*sqrt(E/Fy) = 12.77 [] 12.77 [] -Check if section elements comply with LRFD Sld = = Does not Comply (Table 1-14) -Buckling axis = Y-Y Buckling -Column Slenderness Parameter = = 1.4933 [] 1.493 [] -LOCAL BUCKLING -Critical Stress Fcrl = = 14.154 [ksi] 98 [MPa] (4-1,2) -Local Buckling Strength Pnl = 0.9*Fcrl*Ag = 28.7 [kip] 127 [kN] -Check for Elastic Buckling if(Pu>Pnl,"NOT OK","OK") = NOT OK s if(max(SLx, Sly,SLx)>200,"NOT OK","OK") lr if(Qs=1,"Complies with LRFD E2","Does not Comply") if(SLy>SLx, "Y-Y Buckling","X- X Buckling") lc max(SLx,SLy,SLz)*(1/ pi())*sqrt(Fy/E) if(lc*sqrt(Qs)<=1.5, (Qs*0.658^(Qs*lc^2)*Fy), (0.877/lc^2)*Fy)
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LRFD Compression Member Design
Transcript of LRFD Compression Member Design
Single AnglePROJECTSECTION1CODETITLEDATE6/9/15LRFD SPECS.FILELRFD_compression_member_design.xlsTIME10:38 AMSINGLE ANGLE SECTION COMPRESSION DESIGNDESCRIPTION-Check design compression strength of single angle members to AISC LRFD Single Angle Specifications 3rd Ed.-Material assumed to conform to ASTM A36-Design Example 4.3 from AISC LRFDINPUT PARAMETERS-Factored Axial LoadPu==800[kip]3556[kN]-Member Unbraced LengthL==96.0[in]2438.4[mm]-Member SizeDes==L4X3-1/2X5/16[]-Table Rowrow=Match(Des,section,0)=457[]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=L4X3-1/2X5/16[]L102X89X7.9[]-Gross AreaAg=index(table,row,4)=2.25[in^2]1451.61[mm^2]-Flexural ConstantHc=index(table,row,48)=0.000[in]0.00[mm]-Radius of Gyration about ZRZ=index(table,row,39)=0.72[in]18.31[mm]-Radius of Gyration about YRY=index(table,row,38)=1.06[in]26.92[mm]-Radius of Gyration about XRX=index(table,row,34)=1.25[in]31.75[mm]-Polar Radius of Gyration about shear centrero=index(table,row,47)=2.08[in]52.8[mm]-Moment of Inertia about x-xIx=index(table,row,31)=3.5[in^4]1469297[mm^4]-Thicknesstk=index(table,row,13)=0.313[in]7.94[mm]- Leg 1ss=index(table,row,9)=3.5[in]88.90[mm]- Leg 2ll=index(table,row,5)=4.0[in]101.60[mm]-Moment of Inertia about y-yIy=index(table,row,35)=2.52[in^4]1048903[mm^4]-Torsional ConstantJ=Ix+Iy=6.05[in^4]2518200[mm^4]-Reduction Factor for unstiffened elementsQs=index(table,row,50)=0.997[]1[]CALCULATIONSSLENDERNES-Slenderness about x-xSLx=Kx*L/RX=76.80[]76.80[]-Slenderness about z-zSLz=Kz*L/RZ=133.15[]133.15[]-Slenderness about y-ySLy=Ky*L/RY=90.57[]90.57[]-Check SlendernessChk=if(max(SLx, Sly,SLx)>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")=Y-Y Buckling-Column Slenderness Parameterlc=max(SLx,SLy,SLz)*(1/pi())*sqrt(Fy/E)=1.4933[]1.493[]-LOCAL BUCKLING-Critical StressFcrl=if(lc*sqrt(Qs)Pnl,"NOT OK","OK")=NOT OK
WTPROJECTSECTION1CODETITLEDATE6/9/15LRFD SPECS.FILETIME10:38 AMWT SECTION COMPRESSION DESIGNDESCRIPTION-Check design compression strength of WT members to AISC LRFD 3rd Ed.-Material assumed to conform to ASTM A992-Design Example 4.7 from AISC LRFDINPUT PARAMETERS-Factored Axial LoadPu==800[kip]3556[kN]-Member Unbraced LengthL==240.0[in]6096[mm]-Member SizeDes==WT13.5X42[]-Table Rowrow=Match(Des,section,0)=601[]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==50[ksi]345[MPa]-Shear ModulusGs=11200[ksi]77241[MPa]-Elastic ModulusE==29000[ksi]200000[MPa]Section Properties-Member Designation=WT13.5X42[]WT345X62.5[]-Gross AreaAg=index(table,row,4)=12.40[in^2]12[mm^2]-Flexural ConstantHc=index(table,row,48)=0.685[in]17[mm]-Radius of Gyration about YRY=index(table,row,38)=2.07[in]53[mm]-Radius of Gyration about XRX=index(table,row,34)=4.18[in]106[mm]-Polar Radius of Gyration about shear centrero=index(table,row,47)=5.63[]6[]-Moment of Inertia about x-xIx=index(table,row,31)=216.0[in^4]89905988[mm^4]-Moment of Inertia about y-yIy=index(table,row,35)=52.80[in^4]21977019[mm^4]-Torsional ConstantJ=index(table,row,40)=1.4[in^4]375950213[mm^4]-Warping ConstantCw=index(table,row,41)=7.8[in^6]3242443[mm^6]-Reduction Factor for unstiffened elementsQs=index(table,row,50)=0.5[]0.5[]-Flange widthbf=index(table,row,8)=10.0[in]253[mm]-Thickness of flangetf=index(table,row,12)=0.6[in]16[mm]-Stem thicknesstw=index(table,row,11)=0.5[in]12[mm]-Overall depthd=index(table,row,5)=13.4[in]340[mm]CALCULATIONSSLENDERNES-Slenderness about x-xSLx=Kx*L/RX=57.42[]57.42[]-Slenderness about y-ySLy=Ky*L/RY=115.94[]115.94[]-Check SlendernessChk=if(max(SLx, SLy)>200,"NOT OK","OK")=OK[][]AXIAL COMPRESSION-Limiting Slenderness Parameterlr=0.45*sqrt(E/Fy)=10.84[]10.84[]-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")=Y-Y BucklingFex=(pi()^2*E)/((Kx*L/Rx)^2)=86.82[ksi]598.77[Mpa](A-E3-10)Fey=(pi()^2*E)/((Ky*L/Ry)^2)=21.29[ksi]146.84[Mpa](A-E3-11)Fez=(((pi()^2*E*Cw)/(Kz*L)^2)+J*Gs)*(1/(Ag*ro^2))=39.99[ksi]275.81[Mpa](A-E3-12)-Critical flexural-torsional buckling stressFe=if(Sld="Does not Comply",min(((Fey+Fez)/(2*Hc))*(1-sqrt(1-((4*Fey*Fez*Hc)/((Fey+Fez)^2)))),((Fex+Fez)/(2*Hc))*(1-sqrt(1-((4*Fex*Fez*Hc)/((Fex+Fez)^2))))),"N/A")=17.20[ksi]118.63[Mpa](A-E3-5)-Column Slenderness Parameterlc=if(Sld="Does not Comply","N/A",max(SLx,SLy)*(1/pi())*sqrt(Fy/E))=N/A[]N/A[](E2-4),(A-E3-6)-Column Slenderness Parameterlee=if(Sld="Does not Comply",sqrt(Fy/Fe),"N/A")=1.705[]-Flexural Torsional Buckling StressesFcrz=if(Sld="Does not Comply",(Gs*J)/(Ag*ro^2),"N/A")=39.9[ksi]275.1[Mpa](E2-2,3)Fcrft=if(Sld="Does not Comply",if(Qs=1, if(lee
