r - The Hong Kong Polytechnic University

(8)
(10)
(12) B
(6)
(4)
(2)
A
C
D
Figue.4 Cable net layout
Table.2 the initial pre-stress of the cable nets
Location
RIC
1 2 3 4 5 6
Pre- stress( 103kN ) 51.05~54.60 21.57~22.65 19.64~20.83 17.42~18.39 17.30~18.16 16.89~17.61
RIC
Location
RAC
7 8 9 10
Pre- stress( 103kN ) 16.15~16.72 15.04~15.49 14.91~15.29 14.59~14.91 5.91~26.64
Deflexion (m)
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
Load step
1
2
3
4
5
Link A
1 2 3 4 5 6 7 8 9 10 11
Node
Figure.5 Deflection of cable nets
Tension (kN)
51110
51100
1
51090
51080
51070
51060
51050
1/5 2/5 3/5 4/5 1
Load Step
Figure.6 Tension of cable nets
In the case of uniform loading condition as dead load plus snow, 0.55kN/m2, and nonlinear static analysis was
carried out with load increment of five steps. Figure.5 shows the deflection of cable link-A. The maximum is
about 0.4m, less 1/250 cover span, and the deflection increase approximated to linear with load add, but increase
fairly small from outer to opening unlike cantilever behaviour. Figure.6 shows the inner ring cable tension with
respect to loading, which increase un-strong nonlinearly.
WIND-INDUCED DYNAMIC PERFORMANCE
The light structure is proved sensitive to wind action. The basic dynamic structural performance needs
evaluating in structural design. The static nonlinear analysis results indicated the pre-stressed cable net does not
behaviour strong nonlinearly. The frequency domain method was employed to calculate the response. The
modal analysis was thus performed firstly.
-454-