AS 4100:2020 Verification
Benchmarking against Steel Structures Sample Worked Problems, the Design Manual by Kirke and Al-Jamel, independent benchmark cases, and ASI/ATM Design Capacity Table bearing examples.
Verification Cases
60
reference comparisons
Avg Difference
0.17%
vs. reference
Check Types
7
verification categories
Section Types
7
section families
Methodology
The AS 4100:2020 design engine is benchmarked against 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 Design Capacity Table bearing examples and independent benchmark 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.
- Local Bearing: Clause 5.13 web bearing capacity and hollow-section bending-bearing interaction are checked against ASI/ATM Design Capacity Table worked examples.
- Secondary Effects: Moment amplification and interaction checks according to Section 8 interaction equations and Clause 5.12 shear interaction.
Verification Results
Demand rows compare the engine to a published number. Capacity-policy rows are labelled as a split, not scored as a percent fail.
| ID | Description | Section | Expected | Result | Diff % |
|---|---|---|---|---|---|
| AS4100-01 | 460UB82.1 Classification (overall) Steel Structures Sample Worked Problems, Ex. 1 | 460UB82.1 | Compact | Compact | 0.00% |
| AS4100-02 | 460UB82.1 Effective Section Modulus Ze Steel Structures Sample Worked Problems, Ex. 1 | 460UB82.1 | 1840000 mm³ | 1840000 mm³ | 0.00% |
| AS4100-04 | 530UB82 Classification (overall) Steel Structures Sample Worked Problems, Ex. 2 | 530UB82 | Compact | Compact | 0.00% |
| AS4100-05 | 530UB82 Effective Section Modulus Ze Steel Structures Sample Worked Problems, Ex. 2 | 530UB82 | 2070000 mm³ | 2070000 mm³ | 0.00% |
| AS4100-06 | 250UC72.9 Classification (overall) Steel Structures Sample Worked Problems, Ex. 4 | 250UC72.9 | Compact | Compact | 0.00% |
| AS4100-08 | 310UC118 Classification (overall) Steel Structures Sample Worked Problems, Ex. 7 | 310UC118 | Compact | Compact | 0.00% |
| AS4100-09 | 310UC118 Effective Section Modulus Ze Steel Structures Sample Worked Problems, Ex. 7 | 310UC118 | 1960000 mm³ | 1960000 mm³ | 0.00% |
| AS4100-11 | 310UC137 Classification (overall) Design Manual (Kirke/Al-Jamel), Section 6.4.3 | 310UC137 | Compact | Compact | 0.00% |
| AS4100-13 | 305BT62.5 Stem Classification (Slender) Design Manual (Kirke/Al-Jamel), Section 6.4.4 | 305BT62.5 | Slender | Slender | 0.00% |
| AS4100-14 | 305BT62.5 Form Factor kf Design Manual (Kirke/Al-Jamel), Section 6.4.4 | 305BT62.5 | 0.843 | 0.841 | 0.26% |
| AS4100-15 | 150x150x19 EA Classification (overall) Design Manual (Kirke/Al-Jamel), Section 6.4.1b | 150x150x19 EA | Compact | Compact | 0.00% |
| AS4100-17 | 530UB92.4 Classification (overall) Design Manual (Kirke/Al-Jamel), Section 8.3.2 | 530UB92.4 | Compact | Compact | 0.00% |
| AS4100-18 | 530UB92.4 Effective Section Modulus Ze Design Manual (Kirke/Al-Jamel), Section 8.3.2 | 530UB92.4 | 2370000 mm³ | 2370000 mm³ | 0.00% |
| AS4100-19 | 460UB82.1 Section Moment Capacity (φMs) Steel Structures Sample Worked Problems, Ex. 1 | 460UB82.1 | 497.0 kN·m | 495.0 kN·m | 0.40% |
| AS4100-20 | 460UB82.1 Utilisation Ratio (M*=100 kN·m) Steel Structures Sample Worked Problems, Ex. 1 | 460UB82.1 | 0.2012 | 0.2020 | 0.40% |
| AS4100-21 | 530UB82 Section Moment Capacity (φMs) Steel Structures Sample Worked Problems, Ex. 2 | 530UB82 | 558.9 kN·m | 557.6 kN·m | 0.23% |
| AS4100-22 | 530UB82 Utilisation Ratio (M*=200 kN·m) Steel Structures Sample Worked Problems, Ex. 2 | 530UB82 | 0.3578 | 0.3587 | 0.25% |
| AS4100-23 | 310UC118 Section Moment Capacity (φMs) Steel Structures Sample Worked Problems, Ex. 7 | 310UC118 | 494.0 kN·m | 494.1 kN·m | 0.02% |
| AS4100-24 | 310UC118 Utilisation Ratio (M*=250 kN·m) Steel Structures Sample Worked Problems, Ex. 7 | 310UC118 | 0.5061 | 0.5060 | 0.02% |
| AS4100-25 | 610UB125 Section Moment Capacity (φMs) Steel Structures Sample Worked Problems, Ex. 3 | 610UB125 | 927.4 kN·m | 927.9 kN·m | 0.05% |
| AS4100-26 | 530UB82 Member Moment Capacity (φMb), Le=5000, αm=1.0 Steel Structures Sample Worked Problems, Ex. 2 | 530UB82 | 292.0 kN·m | 292.2 kN·m | 0.07% |
| AS4100-27 | 530UB82 Elastic Buckling Moment Mo Steel Structures Sample Worked Problems, Ex. 2 | 530UB82 | 483.2 kN·m | 483.2 kN·m | 0.01% |
| AS4100-28 | 610UB125 Member Moment Capacity (φMb), Le=14000, αm=1.13 Steel Structures Sample Worked Problems, Ex. 3 | 610UB125 | 221.0 kN·m | 220.7 kN·m | 0.14% |
| AS4100-29 | 250UC89.5 Member Moment Capacity (φMb), Le=8000, αm=1.25 Design Manual (Kirke/Al-Jamel), Section 7.3.6 | 250UC89.5 | 248.5 kN·m | 248.0 kN·m | 0.20% |
| AS4100-30 | 530UB92.4 Member Moment Capacity (φMb), Le=9000, αm=1.35 Design Manual (Kirke/Al-Jamel), Section 8.3.2 | 530UB92.4 | 244.5 kN·m | 244.7 kN·m | 0.08% |
| AS4100-31 | 530UB92.4 Elastic Buckling Moment Mo Design Manual (Kirke/Al-Jamel), Section 8.3.2 | 530UB92.4 | 241.7 kN·m | 241.7 kN·m | 0.01% |
| AS4100-32 | 250UC72.9 Compressive Capacity (φNc), y-axis, Le=4000 Steel Structures Sample Worked Problems, Ex. 4 | 250UC72.9 | 1915.0 kN | 1916.7 kN | 0.09% |
| AS4100-33 | 250UC72.9 Modified Slenderness λn Steel Structures Sample Worked Problems, Ex. 4 | 250UC72.9 | 67.9 | 67.93 | 0.05% |
| AS4100-34 | 310UC118 Compressive Capacity (φNc), x-axis, Le=10000 Steel Structures Sample Worked Problems, Ex. 5 | 310UC118 | 2631.0 kN | 2632.8 kN | 0.07% |
| AS4100-35 | 150x150x19 EA Compressive Capacity (φNc), Le=6000 Design Manual (Kirke/Al-Jamel), Section 6.4.1b | 150x150x19 EA | 197.0 kN | 197.3 kN | 0.15% |
| AS4100-36 | 310UC137 Compressive Capacity (φNc), Le=4000 Design Manual (Kirke/Al-Jamel), Section 6.4.3 | 310UC137 | 3707.0 kN | 3699.3 kN | 0.21% |
| AS4100-37 | CHS 139.7x5.4 Compressive Capacity (φNc), Le=7200 Design Manual (Kirke/Al-Jamel), Section 6.4.2 | CHS 139.7x5.4 | 161.0 kN | 159.1 kN | 1.18% |
| AS4100-38 | 100x100x10 EA Tension Yield Capacity (φNt yield) Steel Structures Sample Worked Problems, Ex. 6 | 100x100x10 EA | 521.3 kN | 525.0 kN | 0.71% |
| AS4100-39 | 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% |
| AS4100-40 | 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% |
| AS4100-44 | 180UB16.1 Shear Capacity (φVv) Design Manual (Kirke/Al-Jamel), Section 7.3.5 | 180UB16.1 | 134.6 kN | 134.5 kN | 0.07% |
| AS4100-45 | 180UB16.1 Shear Utilisation (V*=50 kN) Design Manual (Kirke/Al-Jamel), Section 7.3.5 | 180UB16.1 | 0.3715 | 0.3717 | 0.06% |
| AS4100-46 | 360UB50.7 Shear Capacity (φVv) Design Manual (Kirke/Al-Jamel), Section 7.3.11 | 360UB50.7 | 449.0 kN | 449.1 kN | 0.02% |
| AS4100-47 | 310UC118 Reduced Moment Mrx (Cl. 8.3.2), N*=180 kN Steel Structures Sample Worked Problems, Ex. 7 | 310UC118 | 549.0 kN·m | 548.8 kN·m | 0.04% |
| AS4100-49 | 530UB92.4 Biaxial Member Ratio (Cl. 8.4.5, Mz*=197.6, My*=32.8) Design Manual (Kirke/Al-Jamel), Section 8.3.2 | 530UB92.4 | 0.98 | 0.977 | 0.29% |
| AS4100-51 | 310UC118 In-Plane Member φMix (N*=1600, Lex=6m) Design Manual (Kirke/Al-Jamel), Section 8.3.4 | 310UC118 | 255.3 kN·m | 255.3 kN·m | 0.00% |
| AS4100-52 | 310UC118 Compact Reduced Moment φMrx (N*=1600) Design Manual (Kirke/Al-Jamel), Section 8.3.4 | 310UC118 | 336.2 kN·m | 336.2 kN·m | 0.01% |
| AS4100-53 | 310UC118 Out-of-Plane φMox General Method (N*=1600) Design Manual (Kirke/Al-Jamel), Section 8.3.6 | 310UC118 | 180.5 kN·m | 180.5 kN·m | 0.01% |
| AS4100-54 | 310UC96.8 Out-of-Plane φMox (N*=2000, Le=4m) Design Manual (Kirke/Al-Jamel), Section 8.3.7 | 310UC96.8 | 100.0 kN·m | 100.4 kN·m | 0.36% |
| AS4100-55 | 310UC96.8 In-Plane φMix (N*=2000) Design Manual (Kirke/Al-Jamel), Section 8.3.7 | 310UC96.8 | 149.7 kN·m | 149.7 kN·m | 0.03% |
| AS4100-56 | 310UC96.8 Section φMrx (N*=2000) Design Manual (Kirke/Al-Jamel), Section 8.3.7 | 310UC96.8 | 169.3 kN·m | 169.3 kN·m | 0.00% |
| AS4100-57 | 150x150x12 EA In-Plane φMix (N*=200) Design Manual (Kirke/Al-Jamel), Section 8.3.9 | 150x150x12 EA | 30.3 kN·m | 30.3 kN·m | 0.06% |
| AS4100-58 | 150x150x12 EA Out-of-Plane φMox (N*=200) Design Manual (Kirke/Al-Jamel), Section 8.3.9 | 150x150x12 EA | 16.55 kN·m | 16.55 kN·m | 0.00% |
| AS4100-59 | 150x150x12 EA Biaxial Member Ratio (N*=200, Mz*=13.3, My*=3.3) Design Manual (Kirke/Al-Jamel), Section 8.3.9 | 150x150x12 EA | 0.96 | 0.956 | 0.44% |
| AS4100-60 | 460UB74.6 Plastic Reduced Moment φMprx (N*=122.85) Design Manual (Kirke/Al-Jamel), Section 8.3.5 | 460UB74.6 | 448.2 kN·m | 448.2 kN·m | 0.00% |
| AS4100-61 | 305BT62.5 Compressive Capacity (φNcy), Le=2000 Design Manual (Kirke/Al-Jamel), Section 6.4.4 | 305BT62.5 | 1395.0 kN | 1372.8 kN | 1.59% |
| AS4100-62 | 150x150x19 EA Section Moment Capacity (φMs) Design Manual (Kirke/Al-Jamel), Section 7.3.8 | 150x150x19 EA | 62.75 kN·m | 62.7 kN·m | 0.08% |
| AS4100-63 | 230BT37.3 Section Moment Capacity (φMs), stem-down Design Manual (Kirke/Al-Jamel), Section 7.3.10 | 230BT37.3 | 51.8 kN·m | 51.6 kN·m | 0.39% |
| AS4100-64 | SHS 200x5 Compression Capacity (φNc), L=3.8m, Fy=250 Independent AS4100:1998 benchmark | 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; this benchmark is based on nominal thickness. Without the 0.93 factor the result matches the nominal-thickness value exactly (0.00%). | |||||
| AS4100-65 | CHS 300x2.5 Section Moment Capacity (φMs), Fy=450, slender (D/t=120) Independent AS4100:2020 benchmark | CHS 300x2.5 | 52.03 kN·m | 52.0 kN·m | 0.06% |
| Slender CHS (D/t=120, kf=0.61). Effective section modulus Ze computed per AS4100 Cl. 5.2.5. | |||||
| AS4100-67 | WF 256.2 Tension Yield Capacity (φNt), Fy=360 Independent AS4100:2020 benchmark | WF 256.2 | 1539 kN | 1539.0 kN | 0.00% |
| AS4100-68 | WF 256.2 Combined Biaxial+Tension Ratio (T*=1500kN, M*=2kN·m) Independent AS4100:2020 benchmark | WF 256.2 | 1.153 | 1.1533 | 0.03% |
| Member capacity check (Cl 8.4.5.2, γ=1.4) governs over section check. | |||||
| AS4100-69 | 530UB92.4 Web Bearing Capacity (phiRb), end reaction AISC/ASI DCT Vol 1, Sec. 5.2.3, pp. 5-12 to 5-13 | 530UB92.4 | 397 kN | 397 kN | 0.00% |
| Textbook inputs: Grade 300, R*=300 kN, bs=150 mm, D=533 mm, tf=15.6 mm, tw=10.2 mm, fyw=320 MPa, bbf=189 mm, bb=440 mm. Source gives phiRby=694 kN, phiRbb=397 kN, phiRb=397 kN; engine gives 694.008 kN and 397.042 kN, rounded to the source precision. | |||||
| AS4100-70 | 150x100x4 RHS Web Bearing Capacity (phiRb), interior load ATM Hollow Sections DCT, Sec. 5.2.3, pp. 5-10 to 5-11 | 150x100x4 RHS | 232 kN | 232 kN | 0.00% |
| Textbook inputs: Grade C450L0, R*=150 kN, V*=75 kN, D=150 mm, B=100 mm, t=4 mm, fy=450 MPa, bs=100 mm, 5rext=50 mm, rext=10 mm, d5=130 mm, bbw=65 mm, bbf=150 mm, bb=280 mm. Source gives phiRby/bb=0.828 kN/mm, phiRbb/bb=0.860 kN/mm, phiRb=232 kN; engine governs by yielding at 231.764 kN, rounded to the source precision. | |||||
| AS4100-71 | 150x100x4 RHS Bending-Bearing Interaction ATM Hollow Sections DCT, Sec. 5.2.5.2, p. 5-12 | 150x100x4 RHS | 0.914 | 0.914 | 0.00% |
| Textbook inputs: R*=150 kN, phiRb=232 kN, M*=15.0 kNm, phiMs=37.8 kNm, bs=100 mm, bs/b=1.0, d1/t=35.5. Source expression 0.8*150/232 + 15.0/37.8 = 0.914; engine reproduces 0.914 using the published rounded phiRb. | |||||
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.