AS 4100-1998 Design Code Verification
Information presented on this page is intended to demonstrate the section design convergence that can be achived with SkyCiv. All examples are taken from the Steel Structures Design Manual To AS 4100 (authors Brian Kirke, Iyad Hassan Al-Jamel). Current manual consists description of algorithm of manual calculations.
Example 6.4.3: Sizing an Intermediate Column in a Multistory Building (members subject to axial compression)
| Design Case | Manual | SkyCiv |
|---|---|---|
| Nominal section capacity ΦN s, kN | 4410.00 | 4410.00 |
| Nominal member capacity ΦN c, kN | 3706.61 | 3704.84 |
Example 7.3.6: Checking a Simply Supported Beam with Overhang (members subject to bending)
| Design Case | Manual | SkyCiv |
|---|---|---|
| Nominal section moment capacity ΦM sz, kN-m: Segment (A-B) & Segment (D-E) | 309.96 | 309.96 |
| Nominal member moment capacity ΦM b, kN-m: Segment (A-B) & Segment (D-E) | 248.46 | 246.90 |
| Nominal section moment capacity ΦM sz, kN-m: Segment (A-B) & Segment (B-D) | 309.96 | 309.96 |
| Nominal member moment capacity ΦM b, kN-m: Segment (A-B) & Segment (B-D) | 265.96 | 263.42 |
Example 7.3.11: Steel Beam Complete Design Check (members subject to bending)
| Design Case | Manual | SkyCiv |
|---|---|---|
| Nominal section moment capacity ΦM sz, kN-m | 242.2 | 241.65 |
| Nominal shear capacity of the web ΦV vy, kN | 449.0 | 447.95 |
Example 8.3.2: Biaxial Bending Member Capacity
| Design Case | Manual | SkyCiv |
|---|---|---|
| Nominal section moment capacity ΦM sx, kN-m | 639.90 | 639.90 |
| Nominal section moment capacity ΦM sy, kN-m | 92.34 | 92.49 |
| Nominal member moment capacity ΦM bx, kN-m | 244.50 | 241.81 |
| Nominal shear capacity of the web ΦV vy, kN | 939.40 | 939.62 |
| Biaxial bending member capacity | 0.98 | 0.98 |
