Project :
Subject
Job No.
SS EN 1990: 2010, SS EN 1993-1-1: 2010
Design code
Design of Steel Column (Hollow Sections)
-
Client
Designed
Date
Checked
Rev: No.
13/10/2023
-
Design of Steel Column
Member Name (ID):
Section / Location:
DESIGN INFORMATION
Proposed Section
=
Steel Grade
=
CF RHS 150X100X6
SECTION PASS
S275
Design Yield Strength,
fy
=
275 N/mm2
Modulus of elasticity,
E
=
210000 N/mm2
Shear modulus,
G
=
81000 N/mm2
Column height,
L
=
3.50 m
γGk
=
1.35
γQk
=
1.50
γm0
Partial Factors
For Actions,
[NA TO SS EN 1990: 2010]
=
1.00
γm1
=
1.00
γm2
=
1.10
Dead load,
DL
=
Live load,
LL
=
Design Shear Force,
VEd,y
=
VEd,z
=
10.0 kN
=
200.0 kN
For Material Resistance,
[NA.2.15 NA TO SS EN 1993-1-1: 2010]
DESIGN FORCES:
Ned
Design Axial Force,
5.0 kN/m
5.0 kN/m
20.0 kN
PROPOSED SECTION PROPERTIES
Selfweight of single section,
Section area,
Ws
=
21.70
kg/m
Radius of gyration,
iyy
=
55.00
mm
Ag
=
2760
mm
2
Radius of gyration,
izz
=
40.10
mm
Section depth,
h
=
150
mm
Elastic Modulus of section,
Wely
=
111000
mm3
Section width,
b
=
100
mm
Elastic Modulus of section,
Welz
=
88800
mm3
Flange thickness,
tf
=
6.0
mm
Plastic Modulus of section,
Wply
=
137000
mm3
Web thickness,
tw
=
6.0
mm
Plastic Modulus of section,
Wplz
=
103000
mm3
Depth between fillet,
c
=
132.0
mm
Second Moment of Area,
Iy
=
4
8350000 mm
Root radius,
r
=
6.0
mm
Second Moment of Area,
Izz
=
4
4440000 mm
Torsional Constant,
IT
Warping Constant,
Iw
=
6
=
948.0
ɛ = (235/fy)0.5
=
0.92
cw = h - 3 tf
=
132
cf = b - 3 tw
=
82
mm
lw = min[(h - 3 tf)+( NEd/2twfy)]
=
61
mm
α = min[(cw / 2 + lw / 2) / cw,1]
=
0.73
ψ = 2NEd/Afy -1
=
-1.00
cm
MEMBER CLASSIFICATION
Web Classification
mm
>
0.50
==> Internal Part subject to Pure Compression
limit cw/tw
=
33 ε
=
cw/tw
30.5
= [h - 3 ( tf )] / tw
=
22.00
Web is Class 1.
<
33 ε
0.00
mm6
Project :
Job No.
SS EN 1990: 2010, SS EN 1993-1-1: 2010
Design code
Design of Steel Column (Hollow Sections)
Subject
-
Client
Designed
Date
Checked
Rev: No.
Flange Classification ==> Internal Part subject to Pure Compression
limit cf / tf
=
33 ε
=
30.5
= [b - 3 tw ] / tf
cf / tf
=
13.67
33 ε
<
Flange is Class 1.
Therefore, the proposed Section is Class 1.
CHECK COMPRESSION RESISTANCE
Max compressive force,
NEd
=
Compressive Resistance,
Nc,Rd
= Ag fy/γm0
=
D/C ratio =
200.00 kN
>
759.00 kN
NEd
=
200.0 kN
[OK]
=
200.0 kN
[OK]
0.26
CHECK FLEXURAL BUCKLING RESISTANCE ABOUT MAJOR AXIS (Y-Y)
Column height,
L =
3.50 m
Effective length factor,
K =
1.00
Buckling length,
Elastic critical buckling force,
Lcr = KL =
Ncr = π2E Iy/Lcr2
=
Slenderness buckling ratio,
Buckling curve
Imperfection Factor,
Determination factor,
λ
=
0.73
h/b =
=
1.50
α
=
>
a
1.2
(Table 6.2)
0.21
(Table 6.1)
2
Φ = 0.5 [1 + α (λ-0.2) + λ ]
0.82
2 2
χ = 1/(Φ+√(Φ -λ ))
=
Buckling Resistance,
1412.76 kN
= √(Ag fy/Ncr)
=
Buckling reduction factor,
3.50 m
0.832
≤
1.0
Nb,Rd = χ (A fy/ γm1)
=
D/C ratio =
631.27 kN
>
NEd
0.32
CHECK FLEXURAL BUCKLING RESISTANCE ABOUT MINOR AXIS (Z-Z)
Column height,
L =
3.50 m
Effective length factor,
K =
1.00
Buckling length,
Elastic critical buckling force,
Lcr = KL =
Ncr = π2E Iy/Lcr2
=
Slenderness buckling ratio,
λ
Determination factor,
= √(Ag fy/Ncr)
1.01
h/b =
1.50
=
a
(Table 6.2)
=
0.21
(Table 6.1)
α
Φ
χ
1.2
1.09
= 1/(Φ+√(Φ2-λ2))
=
Buckling Resistance,
>
= 0.5 [1 + α (λ-0.2) + λ2]
=
Buckling reduction factor,
751.22 kN
=
Buckling curve
Imperfection Factor,
3.50 m
0.662
Nb,Rd = χ (A fy/ γm1)
≤
1.0
13/10/2023
-
Project :
Design code
Subject
Job No.
SS EN 1990: 2010, SS EN 1993-1-1: 2010
Design of Steel Column (Hollow Sections)
=
D/C ratio =
502.45 kN
-
Client
Designed
Date
Checked
Rev: No.
>
NEd
=
200.0 kN
[OK]
>
VEd
=
20.0
kN
[OK]
>
VEd
=
10.0
kN
[OK]
0.40
CHECK SHEAR RESISTANCE ABOUT MAJOR AXIS (Y-Y)
Shear area,
Av = Ah / (b +h)
=
Shear Resistance,
1656 mm2
Vpl,Rd = Av (fy/√3)/γm0
=
D/C ratio =
262.93 kN
0.08
CHECK SHEAR RESISTANCE ABOUT MINOR AXIS (Z-Z)
Shear area,
Av = Ab / (b +h)
=
Shear Resistance,
1104 mm2
Vpl,Rd = Av (fy/√3)/γm0
=
D/C ratio =
175.28 kN
0.06
13/10/2023
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