CSA S16-19 Verification
Published S-FRAME and Kulak and Grondin examples, with their original standard editions and published component inputs retained.
Verification Methodology
Published benchmark cases are compared with AutoCalcs results using the stated section, material, loading and restraint assumptions.
The table contains 44 published comparisons: 42 numerical results and 2 classification outcomes.
The average is the mean absolute percentage difference across numerical comparisons, calculated before rounding. Classification outcomes show Match or Mismatch and are excluded from the numerical average.
S-FRAME examples use CSA S16-14; Kulak and Grondin examples use CSA S16-01. The cited edition, calculation method and supplied inputs apply to each component comparison.
Verification Results
| Description | Section | Expected | Result | Difference |
|---|---|---|---|---|
Major-axis compression resistance (W360x134, KL=9000)S-FRAME CSA S16-14 Example E.1D | W360x134 | 3940 kN | 3955.029 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 | 2114.348 kN | 0.08% |
Minor-axis compression governs (W360x196, KL=9000)S-FRAME CSA S16-14 Example E.1C | W360x196 | 3608 kN | 3602.355 kN | 0.16% |
Tension yield resistance, no bolt holes (W200x31)S-FRAME CSA S16-14 Example D.1 | W200x31 | 1250.6 kN | 1250.55 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 | 1050.638 kN | 0.06% |
Tension rupture with shear lag (L102x102x13, Ane=1717)S-FRAME CSA S16-14 Example D.2 | L102x102x13 | 579.5 kN | 579.4875 kN | 0.00% |
Classification WT180x22.5 Class 4, slender stemS-FRAME CSA S16-14 Example E.8 | WT180x22.5 | Class 4 | Class 4 | Match |
Classification WT180x50.5 non-slender (Class 3)S-FRAME CSA S16-14 Example E.7 | WT180x50.5 | Class 3 | Class 3 | Match |
Flexural resistance, Class 1 continuously braced (W460x74)S-FRAME CSA S16-14 Example F.1-1B | W460x74 | 512.3 kN·m | 512.325 kN·m | 0.00% |
Flexural resistance, Class 3 channel (C380x50)S-FRAME CSA S16-14 Example F.2-1B | C380x50 | 216.4 kN·m | 216.405 kN·m | 0.00% |
Flexural resistance, Class 3 (W530x72)S-FRAME CSA S16-14 Example F.3B | W530x72 | 475.1 kN·m | 475.065 kN·m | 0.01% |
Flexural resistance, Class 2 HSS (HSS254x152x4.8)S-FRAME CSA S16-14 Example F.7B | HSS254x152x4.8 | 99.9 kN·m | 99.855 kN·m | 0.05% |
LTB resistance, braced at third points (W460x74, Lb=3333)S-FRAME CSA S16-14 Example F.1-2B | W460x74 | 467.9 kN·m | 467.8866 kN·m | 0.00% |
LTB resistance, Class 3, top-flange loading (W250x49, Lb=5160)S-FRAME CSA S16-14 Example H.4 | W250x49 | 147 kN·m | 146.5684 kN·m | 0.29% |
Shear resistance W-shape (W610x92)S-FRAME CSA S16-14 Example G.1B | W610x92 | 1366 kN | 1366.464 kN | 0.03% |
Shear resistance channel (C250x37)S-FRAME CSA S16-14 Example G.2B | C250x37 | 606.5 kN | 606.5215 kN | 0.00% |
Shear resistance RHS (HSS152x102x9.5)S-FRAME CSA S16-14 Example G.4 | HSS152x102x9.5 | 451 kN | 451.2579 kN | 0.06% |
ω2 center segment, UDL braced at thirds (W460x74)S-FRAME CSA S16-14 Example F.1-2B | W460x74 | 1.01 | 1.014097 | 0.41% |
ω2 end segment, UDL braced at thirds (W460x74)S-FRAME CSA S16-14 Example F.1-2B | W460x74 | 1.51 | 1.505534 | 0.30% |
Interaction Cf/Cr + Mfx/Mrx + Mfy/Mry (W360x147)S-FRAME CSA S16-14 Example H.2 | W360x147 | 0.957 | 0.9568097 | 0.02% |
Cross-section interaction ratio (W250x49, U1x=1.013)S-FRAME CSA S16-14 Example H.4 | W250x49 | 0.812 | 0.81252 | 0.06% |
Overall member interaction ratio (W250x49)S-FRAME CSA S16-14 Example H.4 | W250x49 | 0.860 | 0.8603033 | 0.04% |
LTB strength interaction ratio (W250x49, Mr_ltb=147)S-FRAME CSA S16-14 Example H.4 | W250x49 | 0.965 | 0.9659161 | 0.09% |
Tee flexural X-axis compression (WT180x50.5, L=6000)S-FRAME CSA S16-14 Example E.7 | WT180x50.5 | 581.6 kN | 579.9409 kN | 0.29% |
Effective area for Class 4 slender stem (WT180x22.5)S-FRAME CSA S16-14 Example E.8 | WT180x22.5 | 2511 mm² | 2510.853 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 | 153.9843 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 | 525.4678 kN | 0.67% |
ⓘ Source edition: CSA S16-01. This comparison covers the cited component resistance with its published inputs. | ||||
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 | 1338.793 kN | 0.83% |
ⓘ Source edition: CSA S16-01. This comparison covers the cited component resistance with its published inputs. | ||||
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 | 14061.65 kN | 0.44% |
ⓘ Source edition: CSA S16-01. This comparison covers the cited component resistance with its published inputs. | ||||
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 | 226.2607 kN | 0.12% |
ⓘ Source edition: CSA S16-01. This comparison covers the cited component resistance with its published inputs. | ||||
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 | 15664.59 kN | 0.23% |
ⓘ Source edition: CSA S16-01. This comparison covers the cited component resistance with its published inputs. | ||||
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 | 1693.654 kN | 0.22% |
ⓘ Source edition: CSA S16-01. Flexural-torsional buckling inputs: ro^2=32940 mm^2, H=0.739, Fey=395 MPa and Fez=318 MPa; reference 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% |
ⓘ Source edition: CSA S16-01. This comparison covers the cited component resistance with its published inputs. | ||||
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 kN·m | 264.915 kN·m | 0.03% |
ⓘ Source edition: CSA S16-01. This comparison covers the cited component resistance with its published inputs. | ||||
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 kN·m | 648.9 kN·m | 0.02% |
ⓘ Source edition: CSA S16-01. This comparison covers the cited component resistance with its published inputs. | ||||
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 kN·m | 100.2668 kN·m | 0.27% |
ⓘ Source edition: CSA S16-01. This comparison covers the cited component resistance with its published inputs. | ||||
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 kN·m | 296.5642 kN·m | 0.15% |
ⓘ Source edition: CSA S16-01. This comparison covers the cited component resistance with its published inputs. | ||||
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 kN·m | 648.9 kN·m | 0.02% |
ⓘ Source edition: CSA S16-01. This comparison covers the cited component resistance with its published inputs. | ||||
Cross-section strength check, Cf=900 kN, Mfx=180 kN·m (W250x73)Kulak & Grondin, Limit States Design in Structural Steel, 8th Ed, Ex 8.3 (p.242) | W250x73 | 0.80 | 0.8017676 | 0.22% |
ⓘ Source edition: CSA S16-01. This comparison covers the cited component resistance with its published inputs. | ||||
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 | 0.8564946 | 0.76% |
ⓘ Source edition: CSA S16-01. This comparison covers the cited component resistance with its published inputs. | ||||
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 | 0.6442688 | 0.67% |
ⓘ Source edition: CSA S16-01. This comparison covers the cited component resistance with its published inputs. | ||||
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 | 0.9322522 | 0.24% |
ⓘ Source edition: CSA S16-01. This comparison covers the cited component resistance with its published inputs. | ||||
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 | 0.9026393 | 0.29% |
ⓘ Source edition: CSA S16-01. This comparison covers the cited component resistance with its published inputs. | ||||
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