Cross H Column Calculation Data

SongDo Partners

Design Information
Design Code	KDS 14 31 00 (LRFD), BS 5950-1:2000
Major Section	450×200×9×14	Minor Section	450×200×9×14
Add.Plate on Major	Not Supported.

Steel Material	SM355		Fy	355	MPa
E	210,000	MPa	ν	0.3
Unbraced Length			Effective Length Factor
Lx	9.050	m	Kx	0.8
Ly	9.050	m	Ky	0.8
Lb	9.050	m	Kz	0.8
Lateral Buckling Mod. Factor	Cb	1
Design Load
Pu	4,453	kN	Vux	0.00	kN
Mux	0.00	kN·m	Vuy	0.00	kN
Muy	0.00	kN·m

Section Properties

H1

B1

H2

H1	450.0	mm	H2	450.0	mm
B1	200.0	mm	B2	200.0	mm
tw1	9.0	mm	tw2	9.0	mm
tf1	14.0	mm	tf2	14.0	mm
r1	18.0	mm	r2	18.0	mm

Ag	19,271.2 mm²
Ix	353,065,694	mm⁴	Iy	353,065,694	mm⁴
Zx	1,901,489	mm³	Zy	1,901,489	mm³
Sx	1,569,181	mm³	Sy	1,569,181	mm³
rx	135.4	mm	ry	135.4	mm
J	936,825 mm⁴

1. SUMMARY

Compressive Strength	Pu / φPn	=	4,453	/	5,015.36	=	0.888	≤	1.000	→ O.K
Bending Strength	Mux / φMnx	=	0.00	/	607.53	=	0.000	≤	1.000	→ O.K
	Muy / φMny	=	0.00	/	607.53	=	0.000	≤	1.000	→ O.K
P-M-M Combination	Pu / φcPn					=	0.888	≥	0.20	→ O.K
	Pu/φPn + 8/9*(Mux/φMnx + Muy/φMny)					=	0.888	<	1.000	→ O.K
Shear Strength	Vux / φVnx	=	0.00	/	2,055.45	=	0.000	≤	1.000	→ O.K
	Vuy / φVny	=	0.00	/	2,055.45	=	0.000	≤	1.000	→ O.K

2. Compressive Strength

Slenderness ratio for Compression

KL / (r, min) = 53.49 < 200 → O.K

Plate-Thickness ratio for Compression in Minor Section

λcfr = 0.56 √(E / Fy) = 13.62

λcf = B2 / 2 / tf2 = 7.14 < λcfr = 13.62 → No Slender

λcwr = 1.49 √(E / Fy) = 36.24

λcw = {H2-2(tf2+r2)-tw2}/2/tw2 = 20.94 < λcwr = 36.24 → No Slender

Flexural Buckling Stress, Fe1

4.71 √(E / Fy) = 114.56

KL / (r, min) = 53.49 < 4.71√(E/Fy) = 114.56

Fe1 = π²E / {KL/(r,min)}² = 724.42 MPa

Torsional Buckling Stress, Fe2

G = E / 2(1 + ν) = 80,769.23 MPa

Fe2 = {π²ECw/(KzL)² + GJ}/(Ix+Iy) = 939.56 MPa

Compressive Strength, φPn

Fcr = 0.658^(Fy/Fe,min) × Fy = 289.17 MPa

φc = 0.90

φcPn = φc × Ag × Fcr = 5,015.36 kN > Pu = 4,453 → O.K