CALCS PROC035RECTANGULAR PLATE, ELASTIC STABILITY, COMPRESSION SHEAR BENDING  #### NOTATION

alength of plate, parallel with the comp & bending stresses
bwidth of plate, normal to comp & bending stresses
beeffective width of plate for bend buckling, normal to bending stresses
tthickness, plate
fd1 fd2direct stresses at edges, greater & lesser
fsshear stress
Kccompressive stability coefficient
Ksshear stability coefficient
Kbbending stability coefficient
Fcccompression critical stress
Fscshear critical stress
Fbcbending critical stress

#### APPLICATION

Thin webs of generally rectangular shape

#### OUTPUT

Stability critical stress

#### SEE ALSO

PROC14 PROC022 PROC031 PROC039

#### THEORY

Roark5 Table35 Item1a Item4a & LR LAMH Code Para2.22

#### GUIDANCE

Formula for Fcr varies with Fcr < or > .5*Fy
The conditions for compression & bending buckling are taken to be:
+fd1 +fd2 no buckling
-fd2 & fd1+fd2>=0 then bend buckling, be=2x(etb comp part width)
-fd2 & fd1+fd2<0 then comp & bend buckling, be=b

#### INPUT FORMAT

LET Nm=:Nk=:a=:b=:t=:fd=:PROC035

#### Call Statement

LET Nm=1:Nk=1:a=53:b=26:t=.6:fc=1.9:PROC035

#### Output

PROC035 EL.STABILITY, RECT.PLATE, COMPRESSION, Rev 180995
Kc= 3.29= 3.29
Fcr= Kc*E(Nm)*(t/b)^2/(1-v(Nm)^2)= 3.985
Fcr= Fy(Nm)*(1-Fy(Nm)*(1-v(Nm)^2)/(4*Kc*E(Nm)*(t/b)^2))= 2.732
UF= ABS(fd)/(Kcr(Nk)*Fcr)= 0.684
END035