V. AS4600 2018 - C With Lips Tension Check
Verify the tension capacity of a channel section with lips per the AS/NZS 4600:2018 code.
References
-
技术委员会 BD-082. 冷弯钢结构 AS/NZS 4600:2018. 悉尼, 新南威尔士州. 2012.
- OneSteel Market Mills. Cold Formed Structural Hollow Sections & Profiles. Fourth Edition. 2003. p.46
Details
An AISI 12CS4x105 section (stud section with lips) is subject to 500 kN of tensile force. The material is steel with a fy = 450 MPa and fu = 500 MPa. Assume that the full section is avaialble (i.e., no reduction for net area).
Section Properties
From reference #2:
- Thickness, t = 2.67 mm (0.105 in)
- Full area of section, Af = 1,420 mm2 (2.20 in2)
Calculations
Calculations
Tension Yielding
Capacity ratio for tension yielding
Tension Rupture
Capacity ratio for tension yielding
Results
| Result Type | Reference | STAAD.Pro | Difference | Comments |
|---|---|---|---|---|
| Tension yielding capacity, ϕNt (kN) | 574.8 | 574.838 | negligible | |
| Ratio for tension yielding | 0.870 | 0.870 | none | |
| Tension rupture capacity (kN) | 542.9 | 542.902 | negligible | |
| Ratio for tension rupture | 0.921 | 0.921 | none |
Input
The file C:\Users\Public\Public Documents\STAAD.Pro 2026\Samples\Verification Models\09 Steel Design\Australia\AS4600 2018 - C With Lips Tension Check.STD is typically installed with the program.
The following design parametersdesign parameters are used:
- The steel yield strength is directly specified:
FYLD 450000andFU 500000
STAAD
STAAD SPACE
START JOB INFORMATION
ENGINEER DATE 23-Jun-24
END JOB INFORMATION
INPUT WIDTH 79
UNIT METER KN
JOINT COORDINATES
1 0 0 0; 2 2 0 0;
MEMBER INCIDENCES
1 2 1;
DEFINE MATERIAL START
ISOTROPIC STEEL
E 2e+08
POISSON 0.3
DENSITY 76.8195
ALPHA 1.2e-05
DAMP 0.03
TYPE STEEL
STRENGTH RY 1.5 RT 1.2
ISOTROPIC STEEL_50_KSI
E 1.99947e+08
POISSON 0.3
DENSITY 76.8191
ALPHA 6.5e-06
DAMP 0.03
G 7.7221e+07
TYPE STEEL
STRENGTH FY 344736 FU 427473 RY 1.5 RT 1.2
END DEFINE MATERIAL
MEMBER PROPERTY 'US Cold Formed (AISI 2023).db3'
1 TABLE 'C With Lips' ST '12CS4x105'
CONSTANTS
MATERIAL STEEL ALL
SUPPORTS
1 PINNED
2 FIXED BUT FX MY MZ
LOAD 2 LOADTYPE None TITLE LOAD CASE 2
JOINT LOAD
2 FX 500
PERFORM ANALYSIS
PARAMETER 1
CODE AS NZS 4600 2018
FYLD 450000 ALL
FU 500000 ALL
TRACK 2 ALL
CHECK CODE ALL
FINISH
Output
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***STAAD.PRO DESIGN RESULTS SUMMARY***
Code: AS/NZS 4600:2018 [v1.0]
All units are in kN-m unless otherwise noted
--------------------------------------------------------------------------------
--------------------------------------------------------------------------------
MEMBER: 1 PROFILE: 12CS4x105
CRITICAL RATIO: 9.210E-1 | STATUS: PASS | GOVERNING CRITERIA: STRENGTH
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STRENGTH:
Status: PASS Ratio: 0.921 Loadcase: 2
Location: 0.0 Reference: Eq. 3.2.1
Fx: 500.000 Fy: 0.0 Fz: 0.0
Mx: 0.0 My: 0.0 Mz: 0.0
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SECTION PROPERTIES:
Ag: 0.142E-02
Ix: 0.336E-08 Iy: 0.178E-05 Iz: 0.198E-04
Sy: 0.237E-04 Sz: 0.130E-03 Cw: 0.328E-07
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SLENDERNESS RATIO:
Ratio: 0.283 Actual: 56.5 Allowable: 200.000
Ky.Ly/ry: 56.5 Ky: 1.00 Ly: 2.00
Kz.Lz/rz: 16.9 Kz: 1.00 Lz: 2.00
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DIMENSIONAL:
Web depth to thickness ratio:
Ratio: 0.544 [PASS] Actual: 108.714 Allowable: 200.000
Width to thickness ratio:
Ratio: 0.542 [PASS] Actual: 32.5 Allowable: 60.0
Stiffened width to thickness ratio:
Ratio: 0.542 [PASS] Actual: 32.5 Allowable: 60.0
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TENSION:
(Gross Section) Yielding:
Ratio: 0.870 Demand: 500.000 Capacity: 574.838
Ref.: Eq. 3.2.1 LoadCase: 2 Section: 1
Intermediate results:
Nominal section capacity, Nt: 638.708
(Net Section) Rupture:
Ratio: 0.921 Demand: 500.000 Capacity: 542.902
Ref.: Eq. 3.2.1 LoadCase: 2 Section: 1
Intermediate results:
Net area, An: 0.142E-02
Nominal section capacity, Nt: 603.225
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STAAD SPACE -- PAGE NO. 4
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***STAAD.PRO DESIGN RESULTS SUMMARY***
Code: AS/NZS 4600:2018 [v1.0]
All units are in kN-m unless otherwise noted
--------------------------------------------------------------------------------
***Contd. Member: 1 | Ratio: 9.210E-1 [P] | Profile: 12CS4x105
COMPRESSION:
Member Capacity:
Ratio: 0.0 Demand: 0.0 Capacity: 219.265
Ref.: Cl. 3.4.1 LoadCase: 2 Section: 1
Intermediate results:
Nominal member capacity, Nc: 257.959
Effective area, Ae: 0.795E-03
Critical stress, fn: 3.24E+05
Flexural/torsional stress, foc: 5.76E+05
Section Capacity:
Ratio: 0.0 Demand: 0.0 Capacity: 269.443
Ref.: Cl. 3.4.1 LoadCase: 2 Section: 1
Intermediate results:
Nominal section capacity, Ns: 316.992
Effective area, Ae: 0.704E-03
Distortional Member Capacity:
Ratio: 0.0 Demand: 0.0 Capacity: 234.159
Ref.: Cl. 3.4.1 LoadCase: 2 Section: 1
Intermediate results:
Nominal member capacity, Nc: 275.481
Distortional buckling stress, fod: 1.52E+05
α1: 0.310E-06
α2: 0.404E-05
α3: 0.103E-11
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STAAD SPACE -- PAGE NO. 5
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***STAAD.PRO DESIGN RESULTS SUMMARY***
Code: AS/NZS 4600:2018 [v1.0]
All units are in kN-m unless otherwise noted
--------------------------------------------------------------------------------
***Contd. Member: 1 | Ratio: 9.210E-1 [P] | Profile: 12CS4x105
FLEXURE:
(Local Z) Section Capacity:
Ratio: 0.0 Demand: 0.0 Capacity: 44.9
Ref.: Eq. 3.3.1(1) LoadCase: 2 Section: 1
Intermediate results:
Nominal section capacity, Ms: 47.3
Effective section modulus, Ze: 0.105E-03
(Local Z) Member Capacity:
Ratio: 0.0 Demand: 0.0 Capacity: 41.7
Ref.: Eq. 3.3.1(2) LoadCase: 2 Section: 1
Intermediate results:
Nominal member capacity, Mb: 46.3
Effective section modulus, Zc: 0.107E-03
Full unreduced section modulus, Zf: 0.130E-03
Critical moment, Mc: 56.0
Moment for section yielding, My: 58.4
Elastic buckling moment, Mo: 120.027
(Local Y) Section Capacity:
Ratio: 0.0 Demand: 0.0 Capacity: 9.24
Ref.: Eq. 3.3.1(1) LoadCase: 2 Section: 1
Intermediate results:
Nominal section capacity, Ms: 9.72
Effective section modulus, Ze: 0.216E-04
Distortional Member Capacity:
Ratio: 0.0 Demand: 0.0 Capacity: 35.7
Ref.: Eq. 3.3.1(2) LoadCase: 2 Section: 1
Intermediate results:
Nominal member capacity, Mb: 39.7
Distortional buckling stress, fod: 3.11E+05
α1: 0.602E-06
α2: 0.572E-05
α3: 0.299E-11
Reduced Member Capacity:
Ratio: 0.0 Demand: 0.0 Capacity: 36.2
Ref.: Eq. 3.3.1(2) LoadCase: 2 Section: 1
Intermediate results:
Nominal member capacity, Mb: 40.2
Reduction factor, R: 0.850
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STAAD SPACE -- PAGE NO. 6
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***STAAD.PRO DESIGN RESULTS SUMMARY***
Code: AS/NZS 4600:2018 [v1.0]
All units are in kN-m unless otherwise noted
--------------------------------------------------------------------------------
***Contd. Member: 1 | Ratio: 9.210E-1 [P] | Profile: 12CS4x105
SHEAR:
(Local Z) Shear Capacity:
Ratio: 0.0 Demand: 0.0 Capacity: 119.926
Ref.: Cl. 3.3.4.1 LoadCase: 2 Section: 1
Intermediate results:
Nominal shear capacity, Vv: 133.251
Shear buckling coefficient, kv: 5.34
Depth of flat portion of web, d1: 0.867E-01
(Local Y) Shear Capacity:
Ratio: 0.0 Demand: 0.0 Capacity: 56.9
Ref.: Cl. 3.3.4.1 LoadCase: 2 Section: 1
Intermediate results:
Nominal shear capacity, Vv: 63.2
Shear buckling coefficient, kv: 5.34
Depth of flat portion of web, d1: 0.290
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INTERACTION:
Flexure-Tension (Reduced):
Ratio: 0.921
Ref.: Eq. 3.5.2(1) LoadCase: 2 Section: 1
Flexure-Tension (Unreduced):
Ratio: 0.921
Ref.: Eq. 3.5.2(2) LoadCase: 2 Section: 1
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