A hyperboloidal lattice shell composed of six-bar tetrahedral units was proposed, which can be used as the main structure of a large steel cooling tower. The configuration of the lattice shell was discussed. It is simply formed and has both the characteristics of the single-layer lattice shell and double-layer lattice shell. Two arrangements of units as known as orthogonal ortho-laid type and orthogonal diagonal-laid type were summarized. Static, linear and nonlinear stability analysis was conducted in an orthogonal ortho-laid lattice shell. Results show that the lattice shell has clear static behavior and appropriate distribution of inner force. The structure has satisfying performance on both linear and nonlinear stability, which are not sensitive to structural imperfection. This lattice shell system has highly economical efficiency and can be easily constructed.
Tab.1Curve coefficients of mean wind pressure distribution coefficient
Fig.6Mean wind pressure distribution coefficient at upper chord nodes
Fig.7Stress contribution under dead load
Fig.8Stress contribution under temperature load
Fig.9Stress contribution under wind load
Fig.10Maximum stress distribution of 1st layer vertical members
Fig.11Internal force distribution of 0° direction vertical members
Fig.12Bending moment contribution of 15th layer horizontal members
Fig.13Internal force distribution of 0° direction horizontal members
Fig.14Maximum stress distribution of 16th layer horizontal members
Fig.15Maximum stress distribution of top circular members
Fig.16Deformation of cooling tower under wind pressure
Fig.17Deformation of cooling tower in 0°−180° section
模态阶数
特征值
模态阶数
特征值
1
7.216
11
9.339
2
7.217
12
9.342
3
7.311
13
9.491
4
7.312
14
9.499
5
7.758
15
9.772
6
7.760
16
9.785
7
8.120
17
10.132
8
8.121
18
10.140
9
9.200
19
10.287
10
9.212
20
10.302
Tab.2First 20 eigenvalues of linear buckling modes
Fig.18Buckling mode of 1st eigenvalue
Fig.19Buckling mode of quadrangular pyramid lattice shell
Fig.20Ideal elastic-plastic mode
Fig.21Load-displacement curve considering geometric and material nonlinearity
Fig.22Stress contribution at limit state
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