λ
ef
= 150 |
---|
| 1 | 2 | 3 | 4 | 5 |
---|
\(V_{p}^{a}\)
| 2.66 | 0.38 | 0.47 | 0.41 | 0.44 |
\(V_{p}^{e}\)
| 0.12 | 0.12 | 0.12 | 0.12 |
\(V_{p,\max }^{a}\)
| 2.66 | 2.81 | 2.70 | 2.77 | 2.74 |
\(V_{p,\max }^{e}\)
| 3.11 | 3.18 | 3.14 | 3.16 |
- In Tables 5, 6 and 7:
- – Item 1: calculations of columns, based on the formulae applied as per EN-1995 Eurocode 5 [4]
- – Items 2, 3, 4, 5: calculations with the formulae based on the theory presented in Timoshenko and Gere [3], where:
- 2: Calculations of columns with timber gussets
- 3: Calculations of columns with plywood gussets
- 4: Calculations of columns with chipboard gussets
- 5: Calculations of columns with fiberboard gussets
-
\(V_{p}^{a}\) – maximum shear force, caused by compressive force P, for a column with its initial curvature described with a sinusoid
- \(V_{p}^{e}\) – maximum shear force, caused by compressive force P, for a column, where force P acts on eccentric e
- \(V_{p,\max }^{a}\) – maximum shear force a column can carry, for a column with its initial curvature described with a sinusoid
- \(V_{p,\max }^{e}\) – maximum shear force a column can carry, for a column, where force P acts on eccentric e