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    Steel / Canada

    CSA S16 Steel Check

    Member resistance to CSA S16, the Canadian steel code. The column curve is a single continuous expression rather than a family of curves, and the resistance factor is 0.90 — close to AISC but not identical.

    Compressive resistance1575 kNSlenderness λ0.01Tension resistance1575 kN
    Compressive resistance
    1575 kN
    Cr to S16
    Slenderness λ
    0.01
    √(Fy/Fe)
    Tension resistance
    1575 kN
    Tr = φAFy
    Utilisation
    32%
    Against the demand
    Capacity against length
    Cr = φ·A·Fy·(1 + λ^2n)^(−1/n) with n = 1.34 and φ = 0.90.
    Capacity against length
    Length (mm)Cr (kN)
    10001575
    20001575
    30001575
    40001575
    60001575
    Inspect the model
    Choose a quick result view, a scaled comparison, or the complete diagnostic set.
    Column curve against slenderness
    One continuous curve replaces the AISC family of five.
    Column curve against slenderness0.000316.62633.23949.851266.471583.090.50.51.01.01.51.52.02.02.52.5CSA S16 Steel Check
    Canonical equations
    The exact relationships implemented by this engine.

    Cr = φ·A·Fy·(1 + λ^2n)^(−1/n) · CSA S16 cl. 13.3.1, n = 1.34.

    λ = √(Fy/Fe) · Fe is the Euler load.

    Tr = φ·A·Fy · φ = 0.90.

    engineering methodology

    A clear path from inputs to results.

    Member resistance to CSA S16, the Canadian steel code. The column curve is a single continuous expression rather than a family of curves, and the resistance factor is 0.90 — close to AISC but not identical.

    Step-by-step methodWorked exampleAssumptions explained

    How to use

    1. Set area a (mm²).
    2. Set inertia i (×10⁶ mm⁴).
    3. Set yield strength fy (mpa).
    4. Set unbraced length kl (mm).
    5. Read the headline metrics, then check the table for the detail.

    The formula

    Cr=φ⋅A⋅Fy⋅(1+λ2n)(−1/n)Cr = φ·A·Fy·(1 + λ^2n)^(−1/n)

    Reference: CSA S16 cl. 13.3.1 compression and cl. 13.2 tension, φ = 0.90.

    Worked example

    At the default inputs

    Inputs
    • Area A (mm²): 5000; Inertia I (×10⁶ mm⁴): 50; Yield strength Fy (MPa): 350; Unbraced length KL (mm): 4000; Axial load (kN): 500
    Calculation path
    1. 1

      Compressive resistance: 1575 kN · Slenderness λ: 0.01 · Tension resistance: 1575 kN · Utilisation: 32%

    Result

    Compressive resistance: 1575 kN · Slenderness λ: 0.01 · Tension resistance: 1575 kN

    Interpreting the result

    At λ 0.01 the member carries 1575 kN to CSA S16.

    Assumptions & limitations

    • Centrally loaded member.
    • No lateral-torsional buckling check.

    Frequently asked questions

    How does the curve differ from AISC?

    CSA uses one continuous expression rather than five curves, so there is no curve to pick.

    Is φ the same?

    0.90 for both tension and compression, close to AISC but applied differently.

    Methodology last reviewed 2026-10-22. Results are informational and not financial or engineering advice — see our disclaimer.