
CALCS	PROC022 BOX MEMBER, COMBINED LOADING



	NOTATION
	B	breadth-top & bottom plates
	D	depth-between top & bottom flange plates outer surface
	b	breadth-between web plates outer surfaces
	d	depth-web plates
	Tt Tb Ts	thickness, top bottom & side plates
	Px Py Pz	force-applied-parallel to x y & z axes
	Mx My Mz	moment-parallel to x y & z axes
	A	area-cross section
	1MAz'	1st moment of area-on axis thru bottom plate top surfa
	1MAz	above lateral z neutral axis
	1MAy	to right of vert y axis
	ybar	y coord-of z axis from bottom plate top surface
	Abatho	area-batho shear flow
	Iz Iy	2MofA-about z & y axes
	yt yb	y coords of top (& bottom) plate mid plane from NAs
	fa.tr .br .bl .tl	direct stress, top right , bottom right, bottom left & top left
	fs.r .b .l .t	right bottom left & top

Four sided rectangular box beam type member

Direct, shear & batho shear stresses

Engineer's Theory of Bending

Member depth D not presently part of formulation

LET Nm=:Nk=:B=:D=:b=:d=:Tt=:Tb=:Ts=:Px=:Py=:Pz=:Mx=:My=:Mz=:PROC022


EXAMPLE
Call Statement
LET Nm=1:Nk=1:B=10.6:D=19.3:b=10.6:d=15.3:Tt=2.5:Tb=1.5: Ts=.9:Px=21:Py=10.3:Pz=5.6:Mx=357:My=109:Mz=146:PROC022
Output
PROC022 MEMBER, BOX, COMB.LOADS, Rev 020399
A	= B(Tt+Tb)+2d*Ts	= 69.94
MAZ1	= BTt(d+Tt/2)+2d^2Ts/2-B*Tb^2/2	= 637.3
ybar	= MAZ1/A	= 9.113
MAz1	= BTt(d+Tt/2-ybar)+2Ts(d-ybar)^2/2	= 231.5
MAy1	= dTs(b-Ts)/2+B^2*(Tt+Tb)/8	= 123
Abatho	= (b-Ts)*(d+Tt/2+Tb/2)	= 167.8
Iz	= BTt(d+Tt/2)^2+2Tsd^3/3+BTb^3/3-Aybar^2	= 3612
Iy	= 2dTs(b-Ts)^2/4+(Tt+Tb)B^3/12	= 1045
yt	= d+Tt/2-ybar	= 7.437
yb	= ybar+Tb/2	= 9.863
ftr	= (Px/A+(-Mzyt/Iz+MyB/(2*Iy)))	= 0.5525
fbr	= (Px/A+(+Mzyb/Iz+MyB/(2*Iy)))	= 1.252
fbl	= (Px/A+(+Mzyb/Iz-MyB/(2*Iy)))	= 0.146
ftl	= (Px/A+(-Mzyt/Iz-MyB/(2*Iy)))	= -0.5533
fsr	= (PyMAz1/(2TsIz)-Mx/(2Ts*Abatho))	= -0.815
fsb	= (PzMAy1/(2TbIy)-Mx/(2Tb*Abatho))	= -0.4894
fsl	= (PyMAz1/(2TsIz)+Mx/(2Ts*Abatho))	= 1.549
fst	= (PzMAy1/(2TtIy)+Mx/(2Tt*Abatho))	= 0.5573
UF	= fd/(Kd(Nk)*Fy(Nm))	= 0.5338
UF	= fs/(Ks(Nk)*Fy(Nm))	= 1.139	1.139
END022