DESIGN OF TEMPORARY TRESTLES FOR LARGE STEEL STRUCTURE CONSTRUCTIONS

Tian E; Yang Zheng-jun; Li Yi; Lv Huang-bing; Peng Pai

doi:10.13204/j.gyjz201209033

Volume 42 Issue 9

Dec. 2014

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Article Navigation > INDUSTRIAL CONSTRUCTION > 2012 > 42(9): 157-161

Tian E, Yang Zheng-jun, Li Yi, Lv Huang-bing, Peng Pai. DESIGN OF TEMPORARY TRESTLES FOR LARGE STEEL STRUCTURE CONSTRUCTIONS[J]. INDUSTRIAL CONSTRUCTION, 2012, 42(9): 157-161. doi: 10.13204/j.gyjz201209033

Citation:

Tian E, Yang Zheng-jun, Li Yi, Lv Huang-bing, Peng Pai. DESIGN OF TEMPORARY TRESTLES FOR LARGE STEEL STRUCTURE CONSTRUCTIONS[J]. INDUSTRIAL CONSTRUCTION, 2012, 42(9): 157-161. doi: 10.13204/j.gyjz201209033

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DESIGN OF TEMPORARY TRESTLES FOR LARGE STEEL STRUCTURE CONSTRUCTIONS

doi: 10.13204/j.gyjz201209033

1.
1. Beijing Union University,Beijing 100020,China;
2.
2. China Construction Steel Structure Corp.Ltd,Beijing 100084,China

Received Date: 2012-04-08
Publish Date: 2012-09-20

Abstract

Abstract

For a high-rise building, a large steel trestle was designed, complex support between the column spacing was erected; connect boom connecting with column at the support plane was set, horizontal connecting rod and inclined plane pole were also set to ensure the stability of support.Midas Gen Ver.780 software was used to check and analyze the trestle, the result was that the maximum beam stress was 112.7 MPa, the maximum deformation was 14.3 mm, which showed that the steel trestle structure was safe and reliable.The monitoring data during construction showed that the maximum beam stress was 99.2 MPa, the maximum deformation was 12.2 mm, Actual stress and deformation were smaller than the software simulation, mostly because the role of the stiffening plate was ignored and the most unfavorable load combination effects were larger than the actual load etc．
- steel trestle,
- in-depth design,
- checking calculation

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References(7)

References

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