3D Rendered View
6.000m
H150x150x7x10
3.700m
HE120B
HE120B
Y
Z
X
Sections and dimensions - elevation view
Load 1
-5.000 kN/m
H150x150x7x10
HE120B
HE120B
Y
Z
X
Loading
Load 1
H150x150x7x10
HE120B
HE120B
Y
Z
X
Bending Moment - Mz
Load 1 : Bending Z
H150x150x7x10
HE120B
HE120B
Y
Z
X
Shear Fy
Load 1 : Shear Y
H150x150x7x10
HE120B
HE120B
Y
Z
X
Axial force Fx
Load 1 : Axial Force
H150x150x7x10
HE120B
HE120B
Y
Z
X
Load 1 : Displacement
Whole Structure Displacements 700mm:1m 1 LOAD CASE 1
Reactions
Node
L/C
Horizontal
FX
Vertical
FY
Horizontal
FZ
MX
Moment
MY
MZ
(kN)
(kN)
(kN)
(kN-m)
(kN-m)
(kN-m)
1
1:LOAD CASE
4.031
16.880
0
0
0
-4.905
2
1:LOAD CASE
-4.031
16.880
0
0
0
4.905
Utilization Ratio
Beam
Analysis
Design
Actual
Allowable
Ratio
Property
Property
Ratio
Ratio
(Act./Allow.)
1
HE120B
HE120B
0.299
1.000
0.299
Cl.F2.2
1
2
HE120B
HE120B
0.299
1.000
0.299
Cl.F2.2
1
3
H150x150
H150x150
0.327
1.000
0.327
Cl.F2.2
1
Failed Members
There is no data of this type.
Clause
L/C
Ax
Iz
Iy
Ix
(cm2)
(cm4)
(cm4)
(cm4)
34.000
864.000
318.000
13.800
34.000
864.000
318.000
13.800
39.650
1.62E+3
563.000
11.600
Steel Design (Track 2) Beam 1 Check 1
|-----------------------------------------------------------------------------|
Member No:
1
Profile:
ST
HE120B
(EUROPEAN SECTI|NS)
Status:
PASS
Ratio:
Location:
3.70
Ref:
Cl.F2.2
Vy:
-4.031
Vx:
0.000
|
My:
0.000
Mx:
10.01
|
Pz:
15.91
Tz:
0.000
C
0.299
Loadcase:
1
|
|
-----------------------------------------------------------------------------|
COMPRESSION SLENDERNESS
|
Actual Slenderness Ratio
:
120.984
Allowable Slenderness Ratio :
200.000
|
LOC
:
0.00
|
-----------------------------------------------------------------------------|
STRENGTH CHECKS
Critical L/C
:
Loc
:
|
1
Ratio
3.70
:
0.299(PASS)
Condition :
|
Cl.F2.2
|
-----------------------------------------------------------------------------|
SECTION PROPERTIES
Ag
(LOC:
3.70, PROPERTIES UNIT: CM
)
|
:
3.400E+01
Axx :
2.640E+01
Ayy :
7.800E+00
|
Ixx :
8.640E+02
Iyy :
3.180E+02
J
:
1.380E+01
|
Sxx+:
1.440E+02
Sxx-:
1.440E+02
Zxx :
1.650E+02
|
Syy+:
5.300E+01
Syy-:
5.300E+01
Zyy :
8.100E+01
|
Cw
9.410E+03
x0
0.000E+00
y0
0.000E+00
|
:
:
:
-----------------------------------------------------------------------------|
MATERIAL PROPERTIES
Fyld:
|
248211.281
Fu:
399895.938
|
-----------------------------------------------------------------------------|
Actual Member Length:
3.700
|
Design Parameters
Kx:
1.00
Ky:
(Rolled)
1.00
NSF:
1.00
SLF:
1.00
CSP:
|
0.30
|
-----------------------------------------------------------------------------|
COMPRESSION CLASSIFICATION (L/C:
l
Flange: NonSlender
Web
: NonSlender
1 LOC:
0.00)
lp
lr
|
CASE
|
5.45
N/A
16.09
Table.B4.1a.Case1
|
15.08
N/A
42.82
Table.B4.1a.Case5
|
|
FLEXURE CLASSIFICATION
Flange: Compact
Web
: Compact
(L/C:
1 LOC:
0.00)
l
lp
lr
|
CASE
|
5.45
10.92
28.74
Table.B4.1b.Case10
|
15.08
108.06
163.81
Table.B4.1b.Case15
|
-----------------------------------------------------------------------------|
-----------------------------------------------------------------------------|
CHECKS FOR AXIAL TENSION
|
-----------------------------------------------------------------------------|
TENSILE YIELDING
|
DEMAND
CAPACITY
RATIO
REFERENCE
0.000
759.5
0.000
Cl.D2
L/C
1
LOC
0.00
|
|
|
Intermediate Results :
Nom. Ten. Yld Cap
|
: Pn
=
843.92
kN
Eq.D2-1
|
-----------------------------------------------------------------------------|
TENSILE RUPTURE
|
DEMAND
CAPACITY
RATIO
REFERENCE
0.000
1020.
0.000
Cl.D2
L/C
1
LOC
0.00
|
|
|
Intermediate Results :
|
Effective area
: Ae
= 0.34000E-02 m2
Eq.D3-1
Nom. Ten. Rpt Cap
: Pn
=
Eq.D2-2
1359.6
kN
|
|-----------------------------------------------------------------------------|
CHECKS FOR AXIAL COMPRESSION
|
-----------------------------------------------------------------------------|
FLEXURAL BUCKLING X
|
DEMAND
CAPACITY
RATIO
REFERENCE
16.88
576.0
0.029
Cl.E3
L/C
1
LOC
0.00
|
|
|
Intermediate Results :
|
Effective Slenderness
: Lcx/rx =
Elastic Buckling Stress
: Fex
Crit. Buckling Stress
Nom. Flexural Buckling
73.398
Cl.E2
|
= 0.37556E+06 kN/m2
Eq.E3-4
|
: Fcrx
= 0.18823E+06 kN/m2
Eq.E3-2
|
: Pnx
=
Eq.E3-1
|
639.98
kN
-----------------------------------------------------------------------------|
FLEXURAL BUCKLING Y
|
DEMAND
CAPACITY
RATIO
REFERENCE
16.88
358.2
0.047
Cl.E3
L/C
1
LOC
0.00
|
|
|
Intermediate Results :
|
Effective Slenderness
: Lcy/ry =
Elastic Buckling Stress
: Fey
Crit. Buckling Stress
Nom. Flexural Buckling
120.98
Cl.E2
|
= 0.13823E+06 kN/m2
Eq.E3-4
|
: Fcry
= 0.11706E+06 kN/m2
Eq.E3-2
|
: Pny
=
Eq.E3-1
|
398.01
kN
-----------------------------------------------------------------------------|
FLEXURAL-TORSIONAL-BUCKLING
|
DEMAND
CAPACITY
RATIO
REFERENCE
16.88
687.2
0.025
Cl.E4
L/C
1
LOC
0.00
|
|
|
Intermediate Results :
|
Elastic F-T-B Stress
: Fe
= 0.10382E+07 kN/m2
Eq.E4-2
|
Crit. F-T-B Stress
: Fcr
= 0.22458E+06 kN/m2
Eq.E3-2
|
Nom. Flex-tor Buckling
: Pn
=
Eq.E4-1
|
763.56
kN
-----------------------------------------------------------------------------|
-----------------------------------------------------------------------------|
CHECKS FOR SHEAR
|
-----------------------------------------------------------------------------|
SHEAR ALONG X
|
DEMAND
CAPACITY
RATIO
REFERENCE
0.000
353.8
0.000
Cl.G1
L/C
1
LOC
0.00
|
|
|
Intermediate Results :
|
Coefficient Cv Along X
: Cv
=
1.0000
Eq.G2-9
|
Coefficient Kv Along X
: Kv
=
1.2000
Cl.G6
|
Nom. Shear Along X
: Vnx
=
393.17
Eq.G6-1
|
kN
-----------------------------------------------------------------------------|
SHEAR ALONG Y
|
DEMAND
CAPACITY
RATIO
REFERENCE
4.031
116.2
0.035
Cl.G1
L/C
1
LOC
0.00
|
|
|
Intermediate Results :
|
Coefficient Cv Along Y
: Cv
=
1.0000
-
|
Coefficient Kv Along Y
: Kv
=
5.3400
Eq.G2-5
|
Nom. Shear Along Y
: Vny
=
116.16
Eq.G2-1
|
kN
-----------------------------------------------------------------------------|
-----------------------------------------------------------------------------|
CHECKS FOR BENDING
|
-----------------------------------------------------------------------------|
FLEXURAL YIELDING (X)
|
DEMAND
CAPACITY
10.01
RATIO
36.86
0.272
REFERENCE
Cl.F2.1
L/C
LOC
1
3.70
|
|
|
Intermediate Results :
|
Nom Flex Yielding Along X : Mnx
=
40.955
kN-m
Eq.F2-1
|
-----------------------------------------------------------------------------|
FLEXURAL YIELDING (Y)
|
DEMAND
CAPACITY
RATIO
REFERENCE
0.000
18.09
0.000
Cl.F6.1
L/C
LOC
1
0.00
|
|
|
Intermediate Results :
|
Nom Flex Yielding Along Y : Mny
=
20.105
kN-m
Eq.F6-1
|
-----------------------------------------------------------------------------|
LAT TOR BUCK ABOUT X
|
DEMAND
CAPACITY
RATIO
REFERENCE
10.01
33.47
0.299
Cl.F2.2
L/C
LOC
1
3.70
|
|
|
Intermediate Results :
|
Nom L-T-B Cap
: Mnx
=
37.188
Mom. Distr. factor
: CbX
=
1.0000
Limiting Unbraced Length
: LpX
=
1.5469
coefficient C
: Cx
=
1.0000
Effective Rad. of Gyr.
: Rts
Limiting Unbraced Length
: LrX
Eq.F2-2
|
Custom
|
Eq.F2-5
|
Eq.F2-8a
|
= 0.34659E-01 m
Eq.F2-7
|
=
Eq.F2-6
|
10.656
kN-m
m
m
-----------------------------------------------------------------------------|
-----------------------------------------------------------------------------|
CHECKS FOR AXIAL BEND INTERACTION
|
-----------------------------------------------------------------------------|
COMBINED FORCES CLAUSE H1
|
RATIO
CRITERIA
L/C
0.321
Eq.H1-1b
1
LOC
3.70
|
|
|
Intermediate Results :
|
Axial Capacity
: Pc
=
358.21
kN
Cl.H1.1
|
Moment Capacity
: Mcx
=
33.469
kN-m
Cl.H1.1
|
Moment Capacity
: Mcy
=
18.095
kN-m
Cl.H1.1
|
-----------------------------------------------------------------------------|
COMBINED FORCES CLAUSE H13 IN PLANE
|
RATIO
CRITERIA
L/C
0.285
Eq.H1-3a(H1-1b)
LOC
1
3.70
|
|
|
Intermediate Results :
|
Axial Capacity
: Pc
=
575.98
kN
Cl.H1.3
|
Moment Capacity
: Mcx
=
36.859
kN-m
Cl.H1.3
|
Moment Capacity
: Mcy
=
18.095
kN-m
Cl.H1.3
|
-----------------------------------------------------------------------------|
COMBINED FORCES CLAUSE H13 OUT PLANE
|
RATIO
CRITERIA
L/C
0.155
Eq.H1-3b
1
LOC
3.70
|
|
|
Intermediate Results :
|
Axial Capacity
: Pc
=
358.21
kN
Cl.H1.3
|
Moment Capacity
: Mcx
=
33.469
kN-m
Cl.H1.3
|
Modification Fac
: Cb
=
1.0000
Custom
|
-----------------------------------------------------------------------------
Steel Design (Track 2) Beam 2 Check 1
|-----------------------------------------------------------------------------|
Member No:
2
Profile:
Status:
PASS
Ratio:
Location:
3.70
Ref:
Pz:
15.91
Tz:
0.000
C
ST
HE120B
(EUROPEAN SECTI|NS)
0.299
Loadcase:
1
Cl.F2.2
|
|
Vy:
4.031
Vx:
0.000
|
My:
0.000
Mx:
-10.01
|
-----------------------------------------------------------------------------|
COMPRESSION SLENDERNESS
|
Actual Slenderness Ratio
:
120.984
Allowable Slenderness Ratio :
200.000
|
LOC
:
0.00
|
-----------------------------------------------------------------------------|
STRENGTH CHECKS
Critical L/C
:
Loc
:
|
1
Ratio
3.70
:
0.299(PASS)
Condition :
|
Cl.F2.2
|
-----------------------------------------------------------------------------|
SECTION PROPERTIES
Ag
(LOC:
3.70, PROPERTIES UNIT: CM
)
|
:
3.400E+01
Axx :
2.640E+01
Ayy :
7.800E+00
|
Ixx :
8.640E+02
Iyy :
3.180E+02
J
:
1.380E+01
|
Sxx+:
1.440E+02
Sxx-:
1.440E+02
Zxx :
1.650E+02
|
Syy+:
5.300E+01
Syy-:
5.300E+01
Zyy :
8.100E+01
|
Cw
9.410E+03
x0
0.000E+00
y0
0.000E+00
|
:
:
:
-----------------------------------------------------------------------------|
MATERIAL PROPERTIES
Fyld:
|
248211.281
Fu:
399895.938
|
-----------------------------------------------------------------------------|
Actual Member Length:
3.700
|
Design Parameters
Kx:
1.00
Ky:
(Rolled)
1.00
NSF:
1.00
SLF:
1.00
CSP:
|
0.30
|
-----------------------------------------------------------------------------|
COMPRESSION CLASSIFICATION (L/C:
l
Flange: NonSlender
Web
: NonSlender
1 LOC:
0.00)
lp
lr
|
CASE
|
5.45
N/A
16.09
Table.B4.1a.Case1
|
15.08
N/A
42.82
Table.B4.1a.Case5
|
|
FLEXURE CLASSIFICATION
Flange: Compact
Web
: Compact
(L/C:
1 LOC:
0.00)
l
lp
lr
|
CASE
|
5.45
10.92
28.74
Table.B4.1b.Case10
|
15.08
108.06
163.81
Table.B4.1b.Case15
|
-----------------------------------------------------------------------------|
-----------------------------------------------------------------------------|
CHECKS FOR AXIAL TENSION
|
-----------------------------------------------------------------------------|
TENSILE YIELDING
|
DEMAND
CAPACITY
RATIO
REFERENCE
0.000
759.5
0.000
Cl.D2
L/C
1
LOC
0.00
|
|
|
Intermediate Results :
Nom. Ten. Yld Cap
|
: Pn
=
843.92
kN
Eq.D2-1
|
-----------------------------------------------------------------------------|
TENSILE RUPTURE
|
DEMAND
CAPACITY
RATIO
REFERENCE
0.000
1020.
0.000
Cl.D2
L/C
1
LOC
0.00
|
|
|
Intermediate Results :
|
Effective area
: Ae
= 0.34000E-02 m2
Eq.D3-1
Nom. Ten. Rpt Cap
: Pn
=
Eq.D2-2
1359.6
kN
|
|-----------------------------------------------------------------------------|
CHECKS FOR AXIAL COMPRESSION
|
-----------------------------------------------------------------------------|
FLEXURAL BUCKLING X
|
DEMAND
CAPACITY
RATIO
REFERENCE
16.88
576.0
0.029
Cl.E3
L/C
1
LOC
0.00
|
|
|
Intermediate Results :
|
Effective Slenderness
: Lcx/rx =
Elastic Buckling Stress
: Fex
Crit. Buckling Stress
Nom. Flexural Buckling
73.398
Cl.E2
|
= 0.37556E+06 kN/m2
Eq.E3-4
|
: Fcrx
= 0.18823E+06 kN/m2
Eq.E3-2
|
: Pnx
=
Eq.E3-1
|
639.98
kN
-----------------------------------------------------------------------------|
FLEXURAL BUCKLING Y
|
DEMAND
CAPACITY
RATIO
REFERENCE
16.88
358.2
0.047
Cl.E3
L/C
1
LOC
0.00
|
|
|
Intermediate Results :
|
Effective Slenderness
: Lcy/ry =
Elastic Buckling Stress
: Fey
Crit. Buckling Stress
Nom. Flexural Buckling
120.98
Cl.E2
|
= 0.13823E+06 kN/m2
Eq.E3-4
|
: Fcry
= 0.11706E+06 kN/m2
Eq.E3-2
|
: Pny
=
Eq.E3-1
|
398.01
kN
-----------------------------------------------------------------------------|
FLEXURAL-TORSIONAL-BUCKLING
|
DEMAND
CAPACITY
RATIO
REFERENCE
16.88
687.2
0.025
Cl.E4
L/C
1
LOC
0.00
|
|
|
Intermediate Results :
|
Elastic F-T-B Stress
: Fe
= 0.10382E+07 kN/m2
Eq.E4-2
|
Crit. F-T-B Stress
: Fcr
= 0.22458E+06 kN/m2
Eq.E3-2
|
Nom. Flex-tor Buckling
: Pn
=
Eq.E4-1
|
763.56
kN
-----------------------------------------------------------------------------|
-----------------------------------------------------------------------------|
CHECKS FOR SHEAR
|
-----------------------------------------------------------------------------|
SHEAR ALONG X
|
DEMAND
CAPACITY
RATIO
REFERENCE
0.000
353.8
0.000
Cl.G1
L/C
1
LOC
0.00
|
|
|
Intermediate Results :
|
Coefficient Cv Along X
: Cv
=
1.0000
Eq.G2-9
|
Coefficient Kv Along X
: Kv
=
1.2000
Cl.G6
|
Nom. Shear Along X
: Vnx
=
393.17
Eq.G6-1
|
kN
-----------------------------------------------------------------------------|
SHEAR ALONG Y
|
DEMAND
CAPACITY
RATIO
REFERENCE
4.031
116.2
0.035
Cl.G1
L/C
1
LOC
0.00
|
|
|
Intermediate Results :
|
Coefficient Cv Along Y
: Cv
=
1.0000
-
|
Coefficient Kv Along Y
: Kv
=
5.3400
Eq.G2-5
|
Nom. Shear Along Y
: Vny
=
116.16
Eq.G2-1
|
kN
-----------------------------------------------------------------------------|
-----------------------------------------------------------------------------|
CHECKS FOR BENDING
|
-----------------------------------------------------------------------------|
FLEXURAL YIELDING (X)
|
DEMAND
CAPACITY
-10.01
RATIO
36.86
0.272
REFERENCE
Cl.F2.1
L/C
LOC
1
3.70
|
|
|
Intermediate Results :
|
Nom Flex Yielding Along X : Mnx
=
40.955
kN-m
Eq.F2-1
|
-----------------------------------------------------------------------------|
FLEXURAL YIELDING (Y)
|
DEMAND
CAPACITY
RATIO
REFERENCE
0.000
18.09
0.000
Cl.F6.1
L/C
LOC
1
0.00
|
|
|
Intermediate Results :
|
Nom Flex Yielding Along Y : Mny
=
20.105
kN-m
Eq.F6-1
|
-----------------------------------------------------------------------------|
LAT TOR BUCK ABOUT X
|
DEMAND
-10.01
CAPACITY
RATIO
REFERENCE
33.47
0.299
Cl.F2.2
L/C
LOC
1
3.70
|
|
|
Intermediate Results :
|
Nom L-T-B Cap
: Mnx
=
37.188
Mom. Distr. factor
: CbX
=
1.0000
Limiting Unbraced Length
: LpX
=
1.5469
coefficient C
: Cx
=
1.0000
Effective Rad. of Gyr.
: Rts
Limiting Unbraced Length
: LrX
Eq.F2-2
|
Custom
|
Eq.F2-5
|
Eq.F2-8a
|
= 0.34659E-01 m
Eq.F2-7
|
=
Eq.F2-6
|
10.656
kN-m
m
m
-----------------------------------------------------------------------------|
-----------------------------------------------------------------------------|
CHECKS FOR AXIAL BEND INTERACTION
|
-----------------------------------------------------------------------------|
COMBINED FORCES CLAUSE H1
|
RATIO
CRITERIA
L/C
0.321
Eq.H1-1b
1
LOC
3.70
|
|
|
Intermediate Results :
|
Axial Capacity
: Pc
=
358.21
kN
Cl.H1.1
|
Moment Capacity
: Mcx
=
33.469
kN-m
Cl.H1.1
|
Moment Capacity
: Mcy
=
18.095
kN-m
Cl.H1.1
|
-----------------------------------------------------------------------------|
COMBINED FORCES CLAUSE H13 IN PLANE
|
RATIO
CRITERIA
L/C
0.285
Eq.H1-3a(H1-1b)
LOC
1
3.70
|
|
|
Intermediate Results :
|
Axial Capacity
: Pc
=
575.98
kN
Cl.H1.3
|
Moment Capacity
: Mcx
=
36.859
kN-m
Cl.H1.3
|
Moment Capacity
: Mcy
=
18.095
kN-m
Cl.H1.3
|
-----------------------------------------------------------------------------|
COMBINED FORCES CLAUSE H13 OUT PLANE
|
RATIO
CRITERIA
L/C
0.155
Eq.H1-3b
1
LOC
3.70
|
|
|
Intermediate Results :
|
Axial Capacity
: Pc
=
358.21
kN
Cl.H1.3
|
Moment Capacity
: Mcx
=
33.469
kN-m
Cl.H1.3
|
Modification Fac
: Cb
=
1.0000
Custom
|
-----------------------------------------------------------------------------
Steel Design (Track 2) Beam 3 Check 1
|-----------------------------------------------------------------------------|
Member No:
3
Profile:
Status:
PASS
Ratio:
Location:
3.00
Ref:
Pz:
4.031
Tz:
0.000
C
ST
H150X150X7X10
0.327
(JAPANESE SECTI|NS)
Loadcase:
1
Cl.F2.2
|
|
Vy:
0.000
Vx:
0.000
|
My:
0.000
Mx:
-13.86
|
-----------------------------------------------------------------------------|
COMPRESSION SLENDERNESS
|
Actual Slenderness Ratio
:
159.228
Allowable Slenderness Ratio :
200.000
|
LOC
:
0.00
|
-----------------------------------------------------------------------------|
STRENGTH CHECKS
Critical L/C
:
Loc
:
|
1
Ratio
3.00
:
0.327(PASS)
Condition :
|
Cl.F2.2
|
-----------------------------------------------------------------------------|
SECTION PROPERTIES
Ag
(LOC:
3.00, PROPERTIES UNIT: CM
)
|
:
3.965E+01
Axx :
3.000E+01
Ayy :
1.050E+01
|
Ixx :
1.620E+03
Iyy :
5.630E+02
J
:
1.160E+01
|
Sxx+:
2.160E+02
Sxx-:
2.160E+02
Zxx :
2.430E+02
|
Syy+:
7.507E+01
Syy-:
7.507E+01
Zyy :
1.140E+02
|
Cw
2.756E+04
x0
0.000E+00
y0
0.000E+00
|
:
:
:
-----------------------------------------------------------------------------|
MATERIAL PROPERTIES
Fyld:
|
248211.281
Fu:
399895.938
|
-----------------------------------------------------------------------------|
Actual Member Length:
6.000
|
Design Parameters
Kx:
1.00
Ky:
(Rolled)
1.00
NSF:
1.00
SLF:
1.00
CSP:
|
0.30
|
-----------------------------------------------------------------------------|
COMPRESSION CLASSIFICATION (L/C:
1 LOC:
l
Flange: NonSlender
Web
: NonSlender
236.22)
lp
|
lr
CASE
|
7.50
N/A
16.09
Table.B4.1a.Case1
|
18.57
N/A
42.82
Table.B4.1a.Case5
|
|
FLEXURE CLASSIFICATION
Flange: Compact
Web
: Compact
(L/C:
1 LOC:
l
lp
236.22)
|
lr
CASE
|
7.50
10.92
28.74
Table.B4.1b.Case10
|
18.57
108.06
163.81
Table.B4.1b.Case15
|
-----------------------------------------------------------------------------|
-----------------------------------------------------------------------------|
CHECKS FOR AXIAL TENSION
|
-----------------------------------------------------------------------------|
TENSILE YIELDING
|
DEMAND
CAPACITY
RATIO
REFERENCE
0.000
885.7
0.000
Cl.D2
L/C
1
LOC
0.00
|
|
|
Intermediate Results :
Nom. Ten. Yld Cap
|
: Pn
=
984.16
kN
Eq.D2-1
|
-----------------------------------------------------------------------------|
TENSILE RUPTURE
|
DEMAND
CAPACITY
RATIO
REFERENCE
0.000
1189.
0.000
Cl.D2
L/C
1
LOC
0.00
|
|
|
Intermediate Results :
|
Effective area
: Ae
= 0.39650E-02 m2
Eq.D3-1
Nom. Ten. Rpt Cap
: Pn
=
Eq.D2-2
1585.6
kN
|
|-----------------------------------------------------------------------------|
CHECKS FOR AXIAL COMPRESSION
|
-----------------------------------------------------------------------------|
FLEXURAL BUCKLING X
|
DEMAND
CAPACITY
RATIO
REFERENCE
4.031
563.4
0.007
Cl.E3
L/C
1
LOC
0.00
|
|
|
Intermediate Results :
|
Effective Slenderness
: Lcx/rx =
Elastic Buckling Stress
: Fex
Crit. Buckling Stress
Nom. Flexural Buckling
93.868
Cl.E2
|
= 0.22963E+06 kN/m2
Eq.E3-4
|
: Fcrx
= 0.15788E+06 kN/m2
Eq.E3-2
|
: Pnx
=
Eq.E3-1
|
626.01
kN
-----------------------------------------------------------------------------|
FLEXURAL BUCKLING Y
|
DEMAND
CAPACITY
RATIO
REFERENCE
4.031
249.7
0.016
Cl.E3
L/C
1
LOC
0.00
|
|
|
Intermediate Results :
|
Effective Slenderness
: Lcy/ry =
159.23
Cl.E2
Elastic Buckling Stress
: Fey
=
79802.
|
kN/m2
Eq.E3-4
Crit. Buckling Stress
: Fcry
=
|
69987.
kN/m2
Eq.E3-3
Nom. Flexural Buckling
: Pny
=
|
277.50
kN
Eq.E3-1
|
-----------------------------------------------------------------------------|
FLEXURAL-TORSIONAL-BUCKLING
|
DEMAND
CAPACITY
RATIO
REFERENCE
4.031
716.5
0.006
Cl.E4
L/C
1
LOC
0.00
|
|
|
Intermediate Results :
|
Elastic F-T-B Stress
: Fe
= 0.48993E+06 kN/m2
Eq.E4-2
|
Crit. F-T-B Stress
: Fcr
= 0.20078E+06 kN/m2
Eq.E3-2
|
Nom. Flex-tor Buckling
: Pn
=
Eq.E4-1
|
796.11
kN
-----------------------------------------------------------------------------|
-----------------------------------------------------------------------------|
CHECKS FOR SHEAR
|
-----------------------------------------------------------------------------|
SHEAR ALONG X
|
DEMAND
CAPACITY
RATIO
REFERENCE
0.000
402.1
0.000
Cl.G1
L/C
1
LOC
0.00
|
|
|
Intermediate Results :
|
Coefficient Cv Along X
: Cv
=
1.0000
Eq.G2-9
|
Coefficient Kv Along X
: Kv
=
1.2000
Cl.G6
|
Nom. Shear Along X
: Vnx
=
446.78
Eq.G6-1
|
kN
-----------------------------------------------------------------------------|
SHEAR ALONG Y
|
DEMAND
CAPACITY
RATIO
REFERENCE
15.91
156.4
0.102
Cl.G1
L/C
1
LOC
0.00
|
|
|
Intermediate Results :
|
Coefficient Cv Along Y
: Cv
=
1.0000
-
|
Coefficient Kv Along Y
: Kv
=
5.3400
Eq.G2-5
|
Nom. Shear Along Y
: Vny
=
156.37
Eq.G2-1
|
kN
-----------------------------------------------------------------------------|
-----------------------------------------------------------------------------|
CHECKS FOR BENDING
|
-----------------------------------------------------------------------------|
FLEXURAL YIELDING (X)
|
DEMAND
CAPACITY
-13.86
RATIO
54.28
0.255
REFERENCE
Cl.F2.1
L/C
LOC
1
3.00
|
|
|
Intermediate Results :
|
Nom Flex Yielding Along X : Mnx
=
60.315
kN-m
Eq.F2-1
|
-----------------------------------------------------------------------------|
FLEXURAL YIELDING (Y)
|
DEMAND
CAPACITY
RATIO
REFERENCE
0.000
25.47
0.000
Cl.F6.1
L/C
LOC
1
0.00
|
|
|
Intermediate Results :
|
Nom Flex Yielding Along Y : Mny
=
28.296
kN-m
Eq.F6-1
|
-----------------------------------------------------------------------------|
LAT TOR BUCK ABOUT X
|
DEMAND
-13.86
CAPACITY
RATIO
REFERENCE
42.33
0.327
Cl.F2.2
L/C
LOC
1
3.00
|
|
|
Intermediate Results :
|
Nom L-T-B Cap
: Mnx
=
47.034
Mom. Distr. factor
: CbX
=
1.0000
Limiting Unbraced Length
: LpX
=
1.9059
coefficient C
: Cx
=
1.0000
Effective Rad. of Gyr.
: Rts
Limiting Unbraced Length
: LrX
Eq.F2-2
|
Custom
|
Eq.F2-5
|
Eq.F2-8a
|
= 0.42705E-01 m
Eq.F2-7
|
=
Eq.F2-6
|
8.9297
kN-m
m
m
-----------------------------------------------------------------------------|
-----------------------------------------------------------------------------|
CHECKS FOR AXIAL BEND INTERACTION
|
-----------------------------------------------------------------------------|
COMBINED FORCES CLAUSE H1
|
RATIO
CRITERIA
L/C
0.335
Eq.H1-1b
1
LOC
3.00
|
|
|
Intermediate Results :
|
Axial Capacity
: Pc
=
249.75
kN
Cl.H1.1
|
Moment Capacity
: Mcx
=
42.330
kN-m
Cl.H1.1
|
Moment Capacity
: Mcy
=
25.466
kN-m
Cl.H1.1
|
-----------------------------------------------------------------------------|
COMBINED FORCES CLAUSE H13 IN PLANE
|
RATIO
CRITERIA
L/C
0.259
Eq.H1-3a(H1-1b)
LOC
1
3.00
|
|
|
Intermediate Results :
|
Axial Capacity
: Pc
=
563.41
kN
Cl.H1.3
|
Moment Capacity
: Mcx
=
54.284
kN-m
Cl.H1.3
|
Moment Capacity
: Mcy
=
25.466
kN-m
Cl.H1.3
|
-----------------------------------------------------------------------------|
COMBINED FORCES CLAUSE H13 OUT PLANE
|
RATIO
CRITERIA
L/C
0.131
Eq.H1-3b
1
LOC
3.00
|
|
|
Intermediate Results :
|
Axial Capacity
: Pc
=
249.75
kN
Cl.H1.3
|
Moment Capacity
: Mcx
=
42.330
kN-m
Cl.H1.3
|
Modification Fac
: Cb
=
1.0000
Custom
|
-----------------------------------------------------------------------------