AS 4100:2020 Verification
Australian worked examples, capacity tables and the sourced Bentley STAAD.Pro bending example.
Verification Methodology
Published benchmark cases are compared with AutoCalcs results using the stated section, material, loading and restraint assumptions.
The table contains 38 published comparisons: 30 numerical results and 8 classification outcomes.
The displayed comparisons cover 6 section families: UB, UC, EA, CHS, RHS, BT.
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.
Verification Results
| Description | Section | Expected | Result | Difference |
|---|---|---|---|---|
460UB82.1 Classification (overall)Steel Structures Sample Worked Problems, Ex. 1 | 460UB82.1 | Compact | Compact | Match |
460UB82.1 Effective Section Modulus ZeSteel Structures Sample Worked Problems, Ex. 1 | 460UB82.1 | 1840000 mm³ | 1840000 mm³ | 0.00% |
ⓘ Section classification and effective section modulus check. Using the supplied elastic section modulus Zx = 1,610,000 mm³ and plastic section modulus Sx = 1,840,000 mm³, AutoCalcs classifies the section as compact and calculates Ze = min(Sx, 1.5Zx) = 1,840,000 mm³. This checks the compact-section rule, not the calculation of Zx or Sx from geometry or member buckling. | ||||
530UB82 Classification (overall)Steel Structures Sample Worked Problems, Ex. 2 | 530UB82 | Compact | Compact | Match |
530UB82 Effective Section Modulus ZeSteel Structures Sample Worked Problems, Ex. 2 | 530UB82 | 2070000 mm³ | 2070000 mm³ | 0.00% |
250UC72.9 Classification (overall)ASI DCT Vol 1 (1999), Table 3.1-4(B); adopted supporting-face convention | 250UC72.9 | Non-compact | Non-compact | Match |
310UC118 Classification (overall)Steel Structures Sample Worked Problems, Ex. 7 | 310UC118 | Compact | Compact | Match |
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 | Match |
305BT62.5 Stem Classification (Slender)Design Manual (Kirke/Al-Jamel), Section 6.4.4 | 305BT62.5 | Slender | Slender | Match |
305BT62.5 Form Factor kfDesign Manual (Kirke/Al-Jamel), Section 6.4.4 | 305BT62.5 | 0.843 | 0.8407898 | 0.26% |
150x150x19 EA Classification (overall)Design Manual (Kirke/Al-Jamel), Section 6.4.1b | 150x150x19 EA | Compact | Compact | Match |
530UB92.4 Classification (overall)Design Manual (Kirke/Al-Jamel), Section 8.3.2 | 530UB92.4 | Compact | Compact | Match |
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 kN·m | 496.8 kN·m | 0.04% |
530UB82 Section Moment Capacity (φMs)Steel Structures Sample Worked Problems, Ex. 2 | 530UB82 | 558.9 kN·m | 558.9 kN·m | 0.00% |
ⓘ Reference nominal Ms=621 kNm; design resistance uses the stated capacity factor of 0.9. | ||||
310UC118 Section Moment Capacity (φMs)Steel Structures Sample Worked Problems, Ex. 7 | 310UC118 | 494.0 kN·m | 493.9 kN·m | 0.02% |
530UB82 Member Moment Capacity (φMb), Le=5000, αm=1.0Steel Structures Sample Worked Problems, Ex. 2 | 530UB82 | 292.0 kN·m | 292.3 kN·m | 0.10% |
610UB125 Member Moment Capacity (φMb), Le=14000, αm=1.13Steel Structures Sample Worked Problems, Ex. 3 | 610UB125 | 221.0 kN·m | 220.5 kN·m | 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 kN·m | 248.5 kN·m | 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 kN·m | 244.7 kN·m | 0.08% |
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% |
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% |
360UB50.7 Shear Capacity (φVv)Design Manual (Kirke/Al-Jamel), Section 7.3.11 | 360UB50.7 | 449.0 kN | 449.1 kN | 0.02% |
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 kN·m | 62.9 kN·m | 0.24% |
230BT37.3 Section Moment Capacity (φMs), stem-downDesign Manual (Kirke/Al-Jamel), Section 7.3.10 | 230BT37.3 | 51.8 kN·m | 51.6 kN·m | 0.39% |
150x100x4 RHS Web Bearing Capacity (phiRb), interior loadATM Hollow Sections DCT, Sec. 5.2.3, pp. 5-10 to 5-11 | 150x100x4 RHS | 232 kN | 231.7641 kN | 0.10% |
ⓘ 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; AutoCalcs governs by yielding at 231.764 kN, rounded to the source precision. | ||||
150x100x4 RHS Bending-Bearing InteractionATM Hollow Sections DCT, Sec. 5.2.5.2, p. 5-12 | 150x100x4 RHS | 0.914 | 0.9140668 | 0.01% |
ⓘ 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; AutoCalcs reproduces 0.914 using the published rounded phiRb. | ||||
STAAD AS4100:1998 design bending capacity (kNm)Bentley STAAD.Pro, AS4100:1998 Bending Capacity; Gorenc et al., Problem 5.3 | 360UB50.7 | 137.5 | 137.4860 | 0.01% |
ⓘ Grade 300 steel, effective unbraced length 5.82 m and moment modification factor alpha_m=1.41, as specified in the reference. | ||||
STAAD AS4100:1998 maximum LC3 bending moment (kNm)Bentley STAAD.Pro, AS4100:1998 Bending Capacity; Gorenc et al., Problem 5.3 | 360UB50.7 | 124.7 | 124.7328 | 0.03% |
ⓘ Eight-metre pin-ended beam under LC3: uniform load 11.8416 kN/m and central point load 15 kN. | ||||
STAAD AS4100:1998 bending utilizationBentley STAAD.Pro, AS4100:1998 Bending Capacity; Gorenc et al., Problem 5.3 | 360UB50.7 | 0.907 | 0.9072401 | 0.03% |
ⓘ The reference uses Grade 300 steel, effective unbraced length 5.82 m and alpha_m=1.41. Utilization compares the LC3 moment with the design bending resistance. | ||||
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