λ
ef
= 150 |
---|
| 1 | 2 | 3 | 4 | 5 |
---|
λ
ef
| 150 | 149.31 | 157.32 | 152.19 | 154.70 |
k
c
| 0.135 | 0.137 | 0.124 | 0.132 | 0.128 |
n
| 1.0 | 0.988 | 1.092 | 1.024 | 1.057 |
(n − 1)⋅100% | 0% | −1.2% | 9.2% | 2.4% | 5.7% |
- In Tables 2, 3 and 4:
- – 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 fibreboard gussets
- λ
ef
– as per formulae (1) and (21)
- k
c
– instability factor
- n – load-bearing capacity of a column