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This steel section calculator allows the user to obtain key properties and assess the structural integrity of standard steel sections to ensure compliance with the Australian Standard AS 4100:2020. The calculation will identify the design capacities of steel sections to meet axial and flexural design requirements to Ultimate Limit State (ULS) methods.
❗This calculation has been written in accordance with AS 4100.
📃 List of symbols used on this page
Calculation
Inputs
Loads
M*x
:20
M*y
:10
V*x
:50kN
V*y
:50kN
N*
:45kNPositive N* is compression, negative N* is tension
Steel Properties
fy
:500MPa
L
:5000mm
Section
:200 UB 25.4
Capacity reduction factor
:0.9Modification Factors
Effective length factor in x (compression), ke,x
:1
Effective length factor in y (compression), ke,y
:1
kt
:1
Load height factor, kl
:1
Lateral rotation restraint factor, kr
:1
αm
:1As per AS4100:2020 Table 5.6.1 and Table 5.6.2.
Output
Section Properties
Geometric properties:
dp
:203mm
tw
:5.8mm
bf
:133mm
tf
:7.8mm
Ag
:3230mm2
rx
:85.4mm
ry
:30.8mm
Compression properties:
k
:1
Flexural properties:
Compactness
:N
Zx
:259mm3
Zy
:68.8mm3
Ixx
:23.6mm4
Iyy
:3.06mm4
J
:62.7mm4
Iw
:29.2mm4
Shear properties:
Number of shear sections in major axis
:1
Number of shear sections in minor axis
:2Member Properties
Compression properties:
Le,x
:5000mm
Le,y
:5000mm
λn,x
:82.799
λn,y
:229.58
αa,x
:19.05
αa,y
:8.85
αb
:0
λ,x
:82.799
λ,y
:229.58
Flexural properties:
Effective length (lateral-torsional buckling), Le
:5000mm
Mo
:42.06kN mCapacity checks
Compression Capacity
Ns
:1615kNMajor axis
αc,x
:0.66
φNc,x
:961kN
N* < φNc,x
:PASS
Minor axis
αc,y
:0.14
φNc,y
:198.49kN
N* < φNc,y
:PASSFlexural Capacity
Major axis
Ms,x
:129.5kN mMinor Axis
Ms,y
:34.4kN m
αs
:0.27
φMb
:31.73kN m
M*x < φMb
:PASSNote, Mb,x = Mb,y hence a single Mb is reported
Combined Axial and Bending - Section Capacity
Major axis
φMr,x
:112.94kN m
M*x < φMr,x
:PASS
Minor axis
φMr,y
:30kN m
M*y < φMr,y
:PASSCombined Axial and Bending - In-plane Member Capacity
Major Axis
φMi.x
:111.1kN m
M*x < φMi,x
:PASS
Minor Axis
φMi,y
:23.94kN m
M*y < φMi,y
:PASSCombined Axial and Bending - Out-of-Plane Member Capacity
φMo.x
:23.74kN m
M*x < φMo,x
:PASS
Explanation
Steel is commonly used to construct building frames, including columns, beams and trusses. These elements provide the necessary structural support for the building. Steel's high strength-to-weight ratio, durability and ductility make it an ideal material for various applications.
Ultimate Limit State (ULS) design for steel includes the following checks against failure phenomena.
Compression Check
Section capacity, Ns checks against compressive yielding (squashing) and local buckling.
- Only 'stocky' compression members fail by yielding, that is, to have a slenderness ratio l/r < 25 approximately.
- The form factor is the ratio of the effective to the gross area of the section. If the local buckling form factor, kf = 1.0 then yielding will occur before local buckling, if kf < 1.0 then local buckling will occur before yielding.
Member capacity, Nc checks against flexural buckling (or column buckling or Euler buckling).
- Flexural buckling can only occur in slender compression members, that is, when l/r >= 25 approximately.
- The theoretical buckling load, Nom, is given by the Euler Equation. The slenderness reduction factor, αc reduces the Euler equation to account for residual stresses and imperfections.
Flexural Check
Section capacity, Ms checks against yielding and local buckling of the compression flange or compression part of web.
- Effective section modulus, Ze is based on the slenderness classification of a section as either 'slender', 'compact' or 'non-compact'. The classification is used to understand whether the elastic or plastic material limits should be used. Slender sections should use an elastic approach to prevent buckling, whereas a compact section is allowed to develop full plastic capacity. All standard UB and UC sections have been sized such that they not slender.
Member capacity, Mb checks against flexural-torsional buckling which is where the beam bends in it's minor axis and twists, as this behaviour is the least stiff bending failure.
- The elastic flexural-torsional buckling equation, Mo assumes a perfectly elastic and perfectly straight member with a uniform bending moment. The moment modification factor, αm and the slenderness reduction factor, αs reduces the equation to account for non-uniform bending moment and to account for how restraints impact deformations, respectively.
- Flexural-torsional buckling won't occur in minor-axis bending as it is already bending in the less stiff axis and it won't occur in CHS or SHS sections since Ix and Iy are equal from symmetry.
Comparison of Steel and Concrete
Concrete
2,400 kg/m3
2-5MPa
20-50MPa
Brittle
Generally lower
Inherent in cover
Inherent in cover
Property
Density
Tensile strength
Compressive strength
Failure mechanism
Construction cost
Fire resistance
Durability
Steel
7,850 kg/m3
500MPa
250MPa
Ductile
Generally higher
Not inherent, needs intumescent paint
Subject to weather and rust