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
