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AS 4100:2020 Verification
Benchmarking against Steel Structures Sample Worked Problems, the Design Manual by Kirke and Al-Jamel, and STAAD.Pro verification cases.
Benchmark Cases
58
Textbook Verified
Avg. Difference
0.11%
vs. Ref Sources
Check Coverage
6
Resistance Modes
Sections Supported
6
Shape Families
Verification Methodology
The AS 4100:2020 design engine is verified using benchmarks from authoritative Australian structural design texts, primarily "Steel Structures Sample Worked Problems to AS 4100" and "Steel Structures Design Manual to AS 4100" by Kirke and Al-Jamel, supplemented by independent cross-checks against STAAD.Pro verification cases for hollow sections, angles, and combined tension+bending.
- Section Capacity: Verification of Section 5 (Bending), Section 6 (Compression), and Section 7 (Tension) including effective modulus Zₑ for slender elements.
- Member Stability: Detailed audit of flexural buckling (Section 6) and lateral-torsional buckling (Section 5) results with diverse αₘ cases.
- Secondary Effects: Moment amplification and interaction checks according to Section 8 interaction equations and Clause 5.12 shear interaction.
Benchmark Results
| Description | Section | Expected | Result | Difference |
|---|---|---|---|---|
460UB82.1 Classification (overall)Steel Structures Sample Worked Problems, Ex. 1 | 460UB82.1 | Compact | Compact | 0.00% |
460UB82.1 Effective Section Modulus ZeSteel Structures Sample Worked Problems, Ex. 1 | 460UB82.1 | 1840000 mm³ | 1840000 mm³ | 0.00% |
530UB82 Classification (overall)Steel Structures Sample Worked Problems, Ex. 2 | 530UB82 | Compact | Compact | 0.00% |
530UB82 Effective Section Modulus ZeSteel Structures Sample Worked Problems, Ex. 2 | 530UB82 | 2070000 mm³ | 2070000 mm³ | 0.00% |
250UC72.9 Classification (overall)Steel Structures Sample Worked Problems, Ex. 4 | 250UC72.9 | Compact | Compact | 0.00% |
310UC118 Classification (overall)Steel Structures Sample Worked Problems, Ex. 7 | 310UC118 | Compact | Compact | 0.00% |
310UC118 Effective Section Modulus ZeSteel Structures Sample Worked Problems, Ex. 7 | 310UC118 | 1960000 mm³ | 1960000 mm³ | 0.00% |
310UC137 Classification (overall)Design Manual (Kirke/Al-Jamel), Section 6.4.3 | 310UC137 | Compact | Compact | 0.00% |
305BT62.5 Stem Classification (Slender)Design Manual (Kirke/Al-Jamel), Section 6.4.4 | 305BT62.5 | Slender | Slender | 0.00% |
305BT62.5 Form Factor kfDesign Manual (Kirke/Al-Jamel), Section 6.4.4 | 305BT62.5 | 0.843 | 0.841 | 0.26% |
150x150x19 EA Classification (overall)Design Manual (Kirke/Al-Jamel), Section 6.4.1b | 150x150x19 EA | Compact | Compact | 0.00% |
530UB92.4 Classification (overall)Design Manual (Kirke/Al-Jamel), Section 8.3.2 | 530UB92.4 | Compact | Compact | 0.00% |
530UB92.4 Effective Section Modulus ZeDesign Manual (Kirke/Al-Jamel), Section 8.3.2 | 530UB92.4 | 2370000 mm³ | 2370000 mm³ | 0.00% |
460UB82.1 Section Moment Capacity (φMs)Steel Structures Sample Worked Problems, Ex. 1 | 460UB82.1 | 497.0 kNm | 496.8 kNm | 0.04% |
460UB82.1 Utilisation Ratio (M*=100 kNm)Steel Structures Sample Worked Problems, Ex. 1 | 460UB82.1 | 0.2012 | 0.2013 | 0.04% |
530UB82 Section Moment Capacity (φMs)Steel Structures Sample Worked Problems, Ex. 2 | 530UB82 | 558.9 kNm | 558.9 kNm | 0.00% |
530UB82 Utilisation Ratio (M*=200 kNm)Steel Structures Sample Worked Problems, Ex. 2 | 530UB82 | 0.3578 | 0.3578 | 0.00% |
310UC118 Section Moment Capacity (φMs)Steel Structures Sample Worked Problems, Ex. 7 | 310UC118 | 494.0 kNm | 493.9 kNm | 0.02% |
310UC118 Utilisation Ratio (M*=250 kNm)Steel Structures Sample Worked Problems, Ex. 7 | 310UC118 | 0.5061 | 0.5062 | 0.02% |
610UB125 Section Moment Capacity (φMs)Steel Structures Sample Worked Problems, Ex. 3 | 610UB125 | 927.4 kNm | 927.4 kNm | 0.00% |
530UB82 Member Moment Capacity (φMb), Le=5000, αm=1.0Steel Structures Sample Worked Problems, Ex. 2 | 530UB82 | 292.0 kNm | 292.3 kNm | 0.10% |
530UB82 Reference Buckling Moment MoSteel Structures Sample Worked Problems, Ex. 2 | 530UB82 | 483.2 kNm | 483.2 kNm | 0.01% |
610UB125 Member Moment Capacity (φMb), Le=14000, αm=1.13Steel Structures Sample Worked Problems, Ex. 3 | 610UB125 | 221.0 kNm | 220.5 kNm | 0.23% |
250UC89.5 Member Moment Capacity (φMb), Le=8000, αm=1.25Design Manual (Kirke/Al-Jamel), Section 7.3.6 | 250UC89.5 | 248.5 kNm | 248.5 kNm | 0.00% |
530UB92.4 Member Moment Capacity (φMb), Le=9000, αm=1.35Design Manual (Kirke/Al-Jamel), Section 8.3.2 | 530UB92.4 | 244.5 kNm | 244.7 kNm | 0.08% |
530UB92.4 Reference Buckling Moment MoDesign Manual (Kirke/Al-Jamel), Section 8.3.2 | 530UB92.4 | 241.7 kNm | 241.7 kNm | 0.01% |
250UC72.9 Compressive Capacity (φNc), y-axis, Le=4000Steel Structures Sample Worked Problems, Ex. 4 | 250UC72.9 | 1915.0 kN | 1915.9 kN | 0.05% |
250UC72.9 Modified Slenderness λnSteel Structures Sample Worked Problems, Ex. 4 | 250UC72.9 | 67.9 | 67.93 | 0.05% |
310UC118 Compressive Capacity (φNc), x-axis, Le=10000Steel Structures Sample Worked Problems, Ex. 5 | 310UC118 | 2631.0 kN | 2630.4 kN | 0.02% |
150x150x19 EA Compressive Capacity (φNc), Le=6000Design Manual (Kirke/Al-Jamel), Section 6.4.1b | 150x150x19 EA | 197.0 kN | 197.3 kN | 0.15% |
310UC137 Compressive Capacity (φNc), Le=4000Design Manual (Kirke/Al-Jamel), Section 6.4.3 | 310UC137 | 3707.0 kN | 3704.9 kN | 0.06% |
CHS 139.7x5.4 Compressive Capacity (φNc), Le=7200Design Manual (Kirke/Al-Jamel), Section 6.4.2 | CHS 139.7x5.4 | 161.0 kN | 159.9 kN | 0.68% |
100x100x10 EA Tension Yield Capacity (φNt yield)Steel Structures Sample Worked Problems, Ex. 6 | 100x100x10 EA | 521.3 kN | 521.3 kN | 0.00% |
50x50x5 EA Tension Yield Capacity (φNt yield)Design Manual (Kirke/Al-Jamel), Section 5.3.1 | 50x50x5 EA | 103.7 kN | 103.7 kN | 0.00% |
75x75x6 EA Tension Yield Capacity (φNt yield)Design Manual (Kirke/Al-Jamel), Section 5.3.4 | 75x75x6 EA | 202.9 kN | 202.9 kN | 0.00% |
180UB16.1 Shear Capacity (φVv)Design Manual (Kirke/Al-Jamel), Section 7.3.5 | 180UB16.1 | 134.6 kN | 134.5 kN | 0.07% |
180UB16.1 Shear Utilisation (V*=50 kN)Design Manual (Kirke/Al-Jamel), Section 7.3.5 | 180UB16.1 | 0.3715 | 0.3717 | 0.06% |
360UB50.7 Shear Capacity (φVv)Design Manual (Kirke/Al-Jamel), Section 7.3.11 | 360UB50.7 | 449.0 kN | 449.1 kN | 0.02% |
310UC118 Reduced Moment Mrx (Cl. 8.3.2), N*=180 kNSteel Structures Sample Worked Problems, Ex. 7 | 310UC118 | 549.0 kNm | 548.8 kNm | 0.04% |
530UB92.4 Biaxial Member Ratio (Cl. 8.4.5, M*x=197.6, M*y=32.8)Design Manual (Kirke/Al-Jamel), Section 8.3.2 | 530UB92.4 | 0.98 | 0.977 | 0.29% |
310UC118 In-Plane Member φMix (N*=1600, Lex=6m)Design Manual (Kirke/Al-Jamel), Section 8.3.4 | 310UC118 | 255.3 kNm | 255.3 kNm | 0.00% |
310UC118 Compact Reduced Moment φMrx (N*=1600)Design Manual (Kirke/Al-Jamel), Section 8.3.4 | 310UC118 | 336.2 kNm | 336.2 kNm | 0.01% |
310UC118 Out-of-Plane φMox General Method (N*=1600)Design Manual (Kirke/Al-Jamel), Section 8.3.6 | 310UC118 | 180.5 kNm | 180.5 kNm | 0.01% |
310UC96.8 Out-of-Plane φMox (N*=2000, Le=4m)Design Manual (Kirke/Al-Jamel), Section 8.3.7 | 310UC96.8 | 100.0 kNm | 100.4 kNm | 0.36% |
310UC96.8 In-Plane φMix (N*=2000)Design Manual (Kirke/Al-Jamel), Section 8.3.7 | 310UC96.8 | 149.7 kNm | 149.7 kNm | 0.03% |
310UC96.8 Section φMrx (N*=2000)Design Manual (Kirke/Al-Jamel), Section 8.3.7 | 310UC96.8 | 169.3 kNm | 169.3 kNm | 0.00% |
150x150x12 EA In-Plane φMix (N*=200)Design Manual (Kirke/Al-Jamel), Section 8.3.9 | 150x150x12 EA | 30.3 kNm | 30.3 kNm | 0.06% |
150x150x12 EA Out-of-Plane φMox (N*=200)Design Manual (Kirke/Al-Jamel), Section 8.3.9 | 150x150x12 EA | 16.55 kNm | 16.55 kNm | 0.00% |
150x150x12 EA Biaxial Member Ratio (N*=200, M*x=13.3, M*y=3.3)Design Manual (Kirke/Al-Jamel), Section 8.3.9 | 150x150x12 EA | 0.96 | 0.956 | 0.44% |
460UB74.6 Plastic Reduced Moment φMprx (N*=122.85)Design Manual (Kirke/Al-Jamel), Section 8.3.5 | 460UB74.6 | 448.2 kNm | 448.2 kNm | 0.00% |
305BT62.5 Compressive Capacity (φNcy), Le=2000Design Manual (Kirke/Al-Jamel), Section 6.4.4 | 305BT62.5 | 1395.0 kN | 1395.7 kN | 0.05% |
150x150x19 EA Section Moment Capacity (φMs)Design Manual (Kirke/Al-Jamel), Section 7.3.8 | 150x150x19 EA | 62.75 kNm | 62.9 kNm | 0.24% |
230BT37.3 Section Moment Capacity (φMs), stem-downDesign Manual (Kirke/Al-Jamel), Section 7.3.10 | 230BT37.3 | 51.8 kNm | 51.6 kNm | 0.39% |
SHS 200x5 Compression Capacity (φNc), L=3.8m, Fy=250STAAD.Pro AS4100:1998 Verification | SHS 200x5 | 782.7 kN | 765.7 kN | 2.17% |
ⓘ Our engine applies AS/NZS 1163 design thickness (0.93t) for cold-formed ERW rectangular sections; STAAD uses nominal thickness. Without 0.93 factor the result matches STAAD exactly (0.00%). | ||||
CHS 300x2.5 Section Moment Capacity (φMs), Fy=450, slender (D/t=120)STAAD.Pro AS4100:2020 Verification | CHS 300x2.5 | 52.03 kNm | 52.0 kNm | 0.06% |
ⓘ Slender CHS (D/t=120, kf=0.61). Effective section modulus Ze computed per AS4100 Cl. 5.2.2. | ||||
EA 200x13 Angle Compression (φNc,z), L=9m, Fy=450, KL/r=226STAAD.Pro AS4100:2020 Verification | EA 200x13 | 156.86 kN | 156.7 kN | 0.10% |
WF 256.2 Tension Yield Capacity (φNt), Fy=360STAAD.Pro AS4100:2020 Verification | WF 256.2 | 1539 kN | 1539.0 kN | 0.00% |
WF 256.2 Combined Biaxial+Tension Ratio (T*=1500kN, M*=2kNm)STAAD.Pro AS4100:2020 Verification | WF 256.2 | 1.153 | 1.153 | 0.03% |
ⓘ Member capacity check (Cl 8.4.5.2, γ=1.4) governs over section check. | ||||
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.