CSA S16-24 Verification
Most member checks are unchanged from S16-19 and are covered by the S16-19 verification. This page adds a published S16-24 example and checks of the provisions that changed.
Open CSA S16-24 Calculator · Full-page verification report
Methodology
S16-24 keeps most member provisions of S16-19 unchanged, and AutoCalcs designs both editions with the same engine. Tension, compression, flexure, lateral-torsional buckling, I-section and CHS shear, and the beam-column interaction equations are therefore covered by the CSA S16-19 verification (44 published comparisons).
The results table below compares the CISC Handbook S16-24 beam-column example with AutoCalcs, using the published section, material, loading and restraint assumptions. Its checks are the same in both editions, so it confirms the S16-24 design path end to end. The average is the mean absolute percentage difference across numerical comparisons, calculated before rounding.
Verification Results
Demand rows compare AutoCalcs to a published number. Capacity-check rows are labelled as a split, not scored as a percent fail.
| ID | Description | Section | Expected | Result | Diff % |
|---|---|---|---|---|---|
| CSA-S16-24-01 | Beam-column cross-sectional strength, 13.8.2(a) (W310x118, Cf = 2000 kN, Mf = 300/200 kN m double curvature, L = 3.7 m, braced) CISC Handbook of Steel Construction, 13th ed., pp. 4-129 to 4-130 | W310x118 | 0.850 | 0.851 | 0.07% |
| CSA-S16-24-02 | Beam-column overall member strength, 13.8.2(b), braced-frame U1 from 13.8.5 (W310x118) CISC Handbook of Steel Construction, 13th ed., pp. 4-129 to 4-130 | W310x118 | 0.625 | 0.628 | 0.41% |
| The handbook rounds intermediate values; its printed equations evaluate to 0.628. | |||||
| CSA-S16-24-03 | Beam-column lateral-torsional buckling strength, 13.8.2(c) (W310x118) CISC Handbook of Steel Construction, 13th ed., pp. 4-129 to 4-130 | W310x118 | 0.940 | 0.941 | 0.08% |
The provisions that changed from S16-19 are checked against independent hand calculations:
| Provision | Example | Hand calculation | AutoCalcs (S16-24) | S16-19 result |
|---|---|---|---|---|
| Tables 1 and 2: flange outstand Class 3 limit 250/√Fy (S16-19: 200/√Fy) | Welded I 400 x 300, tf = 12 mm, tw = 10 mm, Fy = 350 MPa. Flange b/t = 12.5 lies between 200/√Fy = 10.7 and 250/√Fy = 13.4, so the section is Class 3 and Mr = φSFy (13.5(b)). | Class 3, Mr = 496.7 kN·m | Class 3, Mr = 496.7 kN·m | Class 4, effective section (13.5(c)) |
| Clause 13.4.1.2: Class 1 and 2 RHS shear, Av = Agd/(d + b) | RHS 300 x 200 x 10, Fy = 350 MPa, shear parallel to the 300 mm side. Av = 9600 x 300/500 = 5760 mm², Vr = 0.66φAvFy. | Vr = 1197.5 kN | Vr = 1197.5 kN | Vr = 1081.1 kN (13.4.1.1 web method) |
| Clause 13.4.1.1 and 14.6: Class 3 and 4 RHS webs, Aw = 2ht with h = D − 4t | RHS 300 x 200 x 6 (Class 3), Fy = 350 MPa. Aw = 2 x 276 x 6. | Aw = 3312 mm² | Aw = 3312 mm² | 14.6 not applied to RHS |
S16-24 also reletters some clauses (biaxial bending with lateral-torsional buckling is 13.6.1(g) and single angles are 13.6.1(h); hollow-section shear is 13.4.1.2; tension and bending of Class 1 and 2 I-sections is 13.9.1 and of other members 13.9.2). Results and calculation reports use the S16-24 numbering.
Disclaimer: This verification page is provided for informative purposes only and does not constitute a guarantee of accuracy for all possible configurations. While we use automated verification checks to help find defects, no software is entirely free of defects. Engineers must exercise independent professional judgement and verify results through their own checks before relying on any output for design or construction decisions. AutoCalcs accepts no liability for errors, omissions, or any consequences arising from the use of this software.