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CSA S16-19 Verification
Benchmarking against S-FRAME CSA S16-14 Examples, STAAD.Pro CSA S16-19 Verification, and Kulak & Grondin textbook examples.
Benchmark Cases
50
Textbook Verified
Avg. Difference
0.16%
vs. Ref Sources
Check Coverage
6
Resistance Modes
Sections Supported
6
Shape Families
Verification Methodology
The CSA S16 design engine is rigorously verified against three independent reference sources: S-FRAME CSA S16-14 Design Examples, STAAD.Pro CSA S16-19 Verification Manual, and Kulak & Grondin, “Limit States Design in Structural Steel” (8th Ed, CISC 2006).
- Standard Adherence: Logic follows CSA S16:19 (and S16-14) for all member resistance and stability checks.
- Automated Testing: Over 160 unit tests covering cross-section classification, member capacity, and combined effects.
- Industry Cross-Check: Results compared against major FEA packages to ensure consistent and reliable design outputs.
- Textbook Verification: 17 additional benchmarks from a university-level structural steel design textbook, covering compression (short/intermediate/slender/built-up/WWF/FTB), tension, flexure, LTB (elastic and inelastic), and beam-column interaction.
Benchmark Results
| Description | Section | Expected | Result | Difference |
|---|---|---|---|---|
Major-axis compression resistance (W360x134, KL=9000)S-FRAME CSA S16-14 Example E.1D | W360x134 | 3940 kN | 3955 kN | 0.38% |
HSS compression resistance (HSS305x203x9.5, K=0.8, L=6000)S-FRAME CSA S16-14 Example E.9 | HSS305x203x9.5 | 2116 kN | 2114 kN | 0.08% |
Lambda intermediate (HSS305x203x9.5)S-FRAME CSA S16-14 Example E.9 | HSS305x203x9.5 | 0.772 | 0.771 | 0.11% |
Minor-axis compression governs (W360x196, KL=9000)S-FRAME CSA S16-14 Example E.1C | W360x196 | 3608 kN | 3602 kN | 0.16% |
Tension yield resistance, no bolt holes (W200x31)S-FRAME CSA S16-14 Example D.1 | W200x31 | 1250.6 kN | 1250.6 kN | 0.00% |
Tension yield resistance (L102x102x13, Fy=300)S-FRAME CSA S16-14 Example D.2 | L102x102x13 | 653.4 kN | 653.4 kN | 0.00% |
Tension rupture with bolt holes (W200x31, An=3113, Fu=450)S-FRAME CSA S16-14 Example D.1 | W200x31 | 1050 kN | 1051 kN | 0.06% |
Tension rupture with shear lag (L102x102x13, Ane=1717)S-FRAME CSA S16-14 Example D.2 | L102x102x13 | 579.5 kN | 579.5 kN | 0.00% |
Classification WT180x22.5 Class 4, slender stemS-FRAME CSA S16-14 Example E.8 | WT180x22.5 | Class 4 | Class 4 | 0.00% |
Classification WT180x50.5 non-slender (Class 3)S-FRAME CSA S16-14 Example E.7 | WT180x50.5 | Class 3 | Class 3 | 0.00% |
Flexural resistance, Class 1 continuously braced (W460x74)S-FRAME CSA S16-14 Example F.1-1B | W460x74 | 512.3 kNm | 512.3 kNm | 0.00% |
Flexural resistance, Class 3 channel (C380x50)S-FRAME CSA S16-14 Example F.2-1B | C380x50 | 216.4 kNm | 216.4 kNm | 0.00% |
Flexural resistance, Class 3 (W530x72)S-FRAME CSA S16-14 Example F.3B | W530x72 | 475.1 kNm | 475.1 kNm | 0.01% |
Flexural resistance, Class 2 HSS (HSS254x152x4.8)S-FRAME CSA S16-14 Example F.7B | HSS254x152x4.8 | 99.9 kNm | 99.9 kNm | 0.05% |
LTB resistance, braced at third points (W460x74, Lb=3333)S-FRAME CSA S16-14 Example F.1-2B | W460x74 | 467.9 kNm | 467.9 kNm | 0.00% |
Mu intermediate (W460x74, Lb=3333)S-FRAME CSA S16-14 Example F.1-2B | W460x74 | 744.5 kNm | 744.5 kNm | 0.01% |
LTB resistance, Class 3, top-flange loading (W250x49, Lb=5160)S-FRAME CSA S16-14 Example H.4 | W250x49 | 147 kNm | 146.6 kNm | 0.29% |
Shear resistance W-shape (W610x92)S-FRAME CSA S16-14 Example G.1B | W610x92 | 1366 kN | 1366 kN | 0.03% |
Shear resistance channel (C250x37)S-FRAME CSA S16-14 Example G.2B | C250x37 | 606.5 kN | 606.5 kN | 0.00% |
Shear resistance RHS (HSS152x102x9.5)S-FRAME CSA S16-14 Example G.4 | HSS152x102x9.5 | 451 kN | 451 kN | 0.06% |
Shear resistance W-shape STAAD (W530x82)STAAD.Pro CSA S16-19 Verification | W530x82 | 1043 kN | 1043 kN | 0.02% |
ω2 center segment, UDL braced at thirds (W460x74)S-FRAME CSA S16-14 Example F.1-2B | W460x74 | 1.01 | 1.01 | 0.41% |
ω2 end segment, UDL braced at thirds (W460x74)S-FRAME CSA S16-14 Example F.1-2B | W460x74 | 1.51 | 1.51 | 0.30% |
Interaction Cf/Cr + Mfx/Mrx + Mfy/Mry (W360x147)S-FRAME CSA S16-14 Example H.2 | W360x147 | 0.957 | 0.957 | 0.02% |
Cross-section interaction ratio (W250x49, U1x=1.013)S-FRAME CSA S16-14 Example H.4 | W250x49 | 0.812 | 0.812 | 0.06% |
Overall member interaction ratio (W250x49)S-FRAME CSA S16-14 Example H.4 | W250x49 | 0.860 | 0.860 | 0.04% |
LTB strength interaction ratio (W250x49, Mr_ltb=147)S-FRAME CSA S16-14 Example H.4 | W250x49 | 0.965 | 0.965 | 0.09% |
Compression major axis, short member STAAD (W250x73, L=1100)STAAD.Pro CSA S16-19 Verification | W250x73 | 2914 kN | 2913 kN | 0.02% |
Compression minor axis, short member STAAD (W250x73, L=1100)STAAD.Pro CSA S16-19 Verification | W250x73 | 2884 kN | 2883 kN | 0.03% |
Tee flexural X-axis compression (WT180x50.5, L=6000)S-FRAME CSA S16-14 Example E.7 | WT180x50.5 | 581.6 kN | 579.9 kN | 0.29% |
Fe_x intermediate (WT180x50.5, KL/rx=130)S-FRAME CSA S16-14 Example E.7 | WT180x50.5 | 116.8 MPa | 116.5 MPa | 0.23% |
Effective area for Class 4 slender stem (WT180x22.5)S-FRAME CSA S16-14 Example E.8 | WT180x22.5 | 2511 mm² | 2511 mm² | 0.01% |
FTB compression with Class 4 Ae (WT180x22.5, L=6000)S-FRAME CSA S16-14 Example E.8 | WT180x22.5 | 154 kN | 154 kN | 0.01% |
Compression slender column KL/ry=170 (W250x73, L=11000)Kulak & Grondin, Limit States Design in Structural Steel, 8th Ed — Ex 4.2 (p.81) | W250x73 | 529 kN | 525 kN | 0.67% |
Compression intermediate column KL/ry=94 (W250x73, L=6100)Kulak & Grondin, Limit States Design in Structural Steel, 8th Ed — Ex 4.3 (p.82) | W250x73 | 1350 kN | 1339 kN | 0.83% |
Compression built-up column, major axis governs (W310x283 + plates)Kulak & Grondin, Limit States Design in Structural Steel, 8th Ed — Ex 4.4 (p.83) | W310x283 built-up | 14000 kN | 14062 kN | 0.44% |
Compression double angle KL/ry=134 (2L89x64x9.5, Fy=300)Kulak & Grondin, Limit States Design in Structural Steel, 8th Ed — Ex 4.5 (p.85) | 2L89x64x9.5 | 226 kN | 226.3 kN | 0.12% |
Compression WWF n=2.24 curve, KL/ry=27 (WWF500x456, Fy=300)Kulak & Grondin, Limit States Design in Structural Steel, 8th Ed — Ex 4.6 (p.87) | WWF500x456 | 15700 kN | 15665 kN | 0.23% |
Flexural-torsional buckling, singly symmetric built-up sectionKulak & Grondin, Limit States Design in Structural Steel, 8th Ed — Ex 4.7 (p.89) | Built-up (singly sym.) | 1690 kN | 1694 kN | 0.22% |
ⓘ Only independent FTB test in the suite. Verifies the quadratic Fe formula (Cl. 13.3.2) with textbook intermediates: ro²=32940, H=0.739, Fey=395, Fez=318, Fe=232 MPa. | ||||
Tension yield, welded double angle (2L76x64x9.5, Fy=300)Kulak & Grondin, Limit States Design in Structural Steel, 8th Ed — Ex 3.1 (p.52) | 2L76x64x9.5 | 670 kN | 669.6 kN | 0.06% |
Flexural resistance, Class 2 beam (W310x52, Zx=841×10³)Kulak & Grondin, Limit States Design in Structural Steel, 8th Ed — Ex 5.1 (p.113) | W310x52 | 265 kNm | 264.9 kNm | 0.03% |
Flexural resistance, Class 2 beam (W530x82, Zx=2060×10³)Kulak & Grondin, Limit States Design in Structural Steel, 8th Ed — Ex 5.2 (p.114) | W530x82 | 649 kNm | 648.9 kNm | 0.02% |
LTB elastic regime, Mu < 0.67Mp (W310x52, L=7300)Kulak & Grondin, Limit States Design in Structural Steel, 8th Ed — Ex 5.5 (p.126) | W310x52 | 100 kNm | 100.3 kNm | 0.27% |
LTB inelastic regime, Mu > 0.67Mp (W310x79, L=7300)Kulak & Grondin, Limit States Design in Structural Steel, 8th Ed — Ex 5.6 (p.128) | W310x79 | 297 kNm | 296.6 kNm | 0.15% |
LTB with ω2=1.69, capped by section capacity (W530x82, L=2500)Kulak & Grondin, Limit States Design in Structural Steel, 8th Ed — Ex 5.7 (p.130) | W530x82 | 649 kNm | 648.9 kNm | 0.02% |
Cross-section strength check, Cf=900 kN, Mfx=180 kNm (W250x73)Kulak & Grondin, Limit States Design in Structural Steel, 8th Ed — Ex 8.3 (p.242) | W250x73 | 0.80 | 0.80 | 0.22% |
In-plane member check, equal end moments, U1x=1.06 (W250x73)Kulak & Grondin, Limit States Design in Structural Steel, 8th Ed — Ex 8.5 (p.249) | W250x73 | 0.85 | 0.86 | 0.76% |
In-plane member check, moment at one end, U1x=0.63 (W250x73)Kulak & Grondin, Limit States Design in Structural Steel, 8th Ed — Ex 8.6 (p.251) | W250x73 | 0.64 | 0.64 | 0.67% |
Out-of-plane LTB check, laterally unbraced, U1x=1.06 (W250x73)Kulak & Grondin, Limit States Design in Structural Steel, 8th Ed — Ex 8.7 (p.253) | W250x73 | 0.93 | 0.93 | 0.24% |
Out-of-plane check, moment at one end, ω2=1.75 (W250x73)Kulak & Grondin, Limit States Design in Structural Steel, 8th Ed — Ex 8.8 (p.256) | W250x73 | 0.90 | 0.90 | 0.29% |
Disclaimer: This verification page is provided for informative purposes only and does not constitute a guarantee of accuracy for all possible configurations. While we strive to ensure the correctness of our calculations through rigorous benchmarking, 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.