CALCS PROC014
MEMBER, ARBITRARY SECTION, COMBINED LOADING

NOTATION

Aarea-cross section
Iz Iy2nd moment of area-about z axis
Iyy
zsz coordinate-section side
yty coordinate-section top
ybbottom
1MAz1st moment of area-about z axis
1MAyy
Ttthickness-top of section
Tbbottom
Tsside
Ktorfactor-torsion
Px y zforces-parallel to x y z axes
Mx y zmoments-parallel to x y z axes
fa.trstress-axial,top right
fa.brbottom right
fa.blbottom left
fa.tltop left
fs.rstress-shear,right
fs.bbottom
fs.lleft
fs.ttop

APPLICATION

Box Beam type member with one cross sectional axis of symmetry

OUTPUT

Direct, transverse & batho shear stresses

SEE ALSO

BAS007 BAS008 PROC022 PROC030 PROC035 PROC036 PROC039

THEORY

Engineering Properties of Sections

GUIDANCE

Axi-symmetry and side, top & bottom plating of the section is assumed. For sections deviating from this due account should be paid.

INPUT FORMAT

LET Nm=:Nk=:A=:Iz=:Iy=:zs=:yt=:yb=:MA1z=:MA1y=:Tt=:Tb=:Ts=:Ktor=:Px=:Py=:Pz=:Mx=:My=:Mz=:PROC014

EXAMPLE

Call Statement

LET Nm=1:Nk=1:A=69.94:Iz=3612:Iy=1046:zs=5.3:yt=7.44:yb=9.86:MA1z=197:MA1y=86:Tt=2.5:Tb=1.5:Ts=.9:Ktor=3365:Px=9.6:Py=7.5:Pz=4.8:Mx=112:My=150:Mz=780:PROC014

Output

PROC014 MEMBER, ARBITRARY SECTION, COMB.LOADING, Rev 220196
ftr= (Px/A+(-Mz*yt/Iz+My*zs/Iy))= -0.7093
fbr= (Px/A+(+Mz*yb/Iz+My*zs/Iy))= 3.027
fbl= (Px/A+(+Mz*yb/Iz-My*zs/Iy))= 1.506
ftl= (Px/A+(-Mz*yt/Iz-My*zs/Iy))= -2.229
fsr= (Py*MA1z/(2*Ts*Iz)-Mx/(Ts*Ktor))= 0.1903
fsb= (Pz*MA1y/(2*Tb*Iy)-Mx/(Tb*Ktor))= 0.1094
fsl= (Py*MA1z/(2*Ts*Iz)+Mx/(Ts*Ktor))= 0.2642
fst= (Pz*MA1y/(2*Tt*Iy)+Mx/(Tt*Ktor))= 0.09224
UF= FNmax(ftr,fbr,fbl,ftl,0)/(Kd(Nk)*Fy(Nm))= 1.2911.291
UF= FNmax(fsr,fsb,fsl,fst,0)/(Ks(Nk)*Fy(Nm))= 0.1943
END014