COMO 1720 – 2010 Verificação de código usando The Timber Design Handbook HB-108 – 2013 by Standards Australia
As informações apresentadas nesta página têm como objetivo demonstrar a concordância nos resultados entre uma fonte confiável e os que foram calculados no módulo de design de membros. All examples are taken from The Timber Design Handbook HB-108-2013 published by Standards Australia.
NOTA: Cálculos no Timber Design Handbook HB-108 – 2013 valores arredondados para 3 significant figures however, SkyCiv does use this approach. Values in SkyCiv are calculated with maximum accuracy and reported to 3 decimal places which may cause some minor disagreement between values in the following comparisons.
Design of Tension Members
Exemplo 3.3 – Tension capacity of a bottom chord in a roof truss
| Variable | HB-108 | SkyCiv | Diferença (%) |
|---|---|---|---|
| UMAt | 5.11 x 103milímetros2 | 5.11 x 103milímetros2 | 0 |
| Ndtk1 | 25.4kN | 25.397kN | -0.0118 |
Design of Compression Members
Exemplo 4.1 – Compression capacity of a bottom chord in a roof truss subject to wind uplift
| Variable | HB-108 | SkyCiv | Diferença (%) |
|---|---|---|---|
| r |
1 | 1 | 0 |
| ρc | 0.86 | 0.864 | 0.465 |
| S3 | 14.7 | 14.74 | 0.272 |
| S4 | 80 | 80 | 0 |
| k12 | 0.042 | 0.042 | 0 |
| Ndc | 3.54kN | 3.505kN | -0.989 |
Observações: Neste exemplo, r has been set to 1 for the purpose of checking the accuracy of the calculated results however, normally SkyCiv assumes a value of 0.25 which is conservative an may reduce the capacity of the member by approximately 15-20% if there is a stress reversal in the member for the governing load combination or if the member is designed to carry mostly temporary loads. Future versions of the software may include the calculation of r.
Exemplo 4.3 – Compression capacity of stud in frame
| Variable | HB-108 | SkyCiv | Diferença (%) |
|---|---|---|---|
| r |
0.25 | 0.25 | 0 |
| ρb | 1.08 | 1.082 | 0.185 |
| S3 | 20.1 | 20.20 | 0.496 |
| S4 | 35.1 | 35.11 | 0.0285 |
| k1 | 0.57 | 0.57 | 0 |
| k4 | 1.1 | 1.11 | 0 |
| k12 | 0.139 | 0.139 | 0 |
| Ndc | 7.05kN | 7.023kN | -0.383 |
Design of Bending Members
Exemplo 5.6 – Design of a floor beam for strength
| Variable | HB-108 | SkyCiv | Diferença (%) |
|---|---|---|---|
| r |
0.25 | 0.25 | 0 |
| ρb | 0.84 | 0.844 | 0.476 |
| S3 | 20.1 | 20.20 | 0.496 |
| S4 | 35.1 | 35.11 | 0.0285 |
| k12 | 1.0 | 1.0 | 0 |
| Mdzk1 | 44.4kNm | 44.627kNm | 0.0511 |
