Beam Column (LRFD, Anwar) (www.theengineeringcommunity.org).xlsx

	A	B	C	D	E	F	G	H	I	J	K	L
1	Design of Columns Under Axial Loads
2
3	Project:		Jeddah Stadium Extension
4	Location:		KSA
5
6	Frame:		Frame No ( )
7	Column:		Column on Axis (H-3)
8
9	Data
10	Column Loads:			Pu =	2000	KN
11				Qu =	208	KN
12
13	Materials			Steel Fy =	280	Mpa	Fu=	520	Mpa
14
15	Column Buckling Length			Lx=	6	m	Kx=	1	Lbx=	6	m
16				Ly=	6	m	Ky=	1	Lby=	6	m
17				Lz=	6	m	Kz=	1	Lbz=	6	m
18
19	Proposed Column Dimensions			Overall web depth d =	320	mm	Proprties of section
20				Web thick tw =	11,5	mm	A=	15508,5	mm2	Cw=	2068712015625	mm6
21				Flange Width bf=	300	mm	Ix=	296641006,1	mm4	rx=	138,3027117	mm
22				Flange thick tf=	20,5	mm	Iy=	92250000	mm4	ry=	77,12555286	mm
23				Clear web depth dw =	238	mm	J=	1885063,142	mm4
24
25	Local Buckling
26				Flange lf=	7,317073171		lp=	9,143498861	lr=	16,73320053	Compact
27				Web lw=	20,69565217		lp=	34,66162967	lr=	38,2473155	Compact
28				Effective flange be=	300	mm
29				Effective Web de=	279	mm
30				Effective area Ae	15508,5	mm2		Effective Area Factor (Q)=			1
31	Results
32		Flexural Buckling
33				lx =	43,3830973
34				ly =	77,79522839
35				Fe=	342,4625765	N/mm2
36		Torsional Buckling
37				Ft=	697,4342725	N/mm2
38
39		Column Strength
40				lc =	0,9042165584
41				lc *Q=	0,9042165584
42				Fcr=	192,0908325	N/mm2
43
44			fcPn=0.8Fcr*A=		2383,232541	KN
45
46		Then the Column Ultimate Capacity is			2383,232541	KN
47
48		Stress Ratio =			0,8391963293		Safe and Economic
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