超高大跨模板支撑体系现场实测及承载力公式修正方法探讨

庄金平; 蔡雪峰; 林曾忠; 周继忠; 林华强

doi:10.13204/j.gyjz201109021

超高大跨模板支撑体系现场实测及承载力公式修正方法探讨

doi: 10.13204/j.gyjz201109021

1.
1. 福建工程学院土木工程系,福州 350108;
2.
2. 福州大学土木学院,福州 350108;
3.
3. 福建省质量安全监督总站,福州 350000

基金项目:

福建省发改委技术开发项目(闽发改[2007]877号);福建省教育厅海西项目(GY-HX09007);福建工程学院科研启动基金(GY-Z0813)

详细信息

作者简介:
庄金平，男，1978年出生，博士研究生，讲师。E－mail:yixiong1978@163.com

中图分类号: TU755.2
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- 被引次数: 0
出版历程
- 收稿日期: 2011-05-13
- 刊出日期: 2011-09-20

SITE MEASUREMENT AND DISCUSSION ON MODIFYING METHOD OF BEARING CAPACITY FORMULA OF SUPER HIGH OR LARGE-SPAN FORM STRUT SYSTEM

1.
1. Department of Civil Engineering,Fujian University of Technology,Fuzhou 350108,China;
2.
2. College of Civil Engineering,Fuzhou University,Fuzhou 350108,China;
3.
3. Fujian Construction Engineering Quality and Safety Supervision Station,Fuzhou 350000,China

摘要

摘要: 通过对3个超高大跨模板支撑立杆内力的现场实测，分析不同浇筑方式、楼(屋)面形式对支撑立杆内力变化的影响。实测结果表明：浇捣方式、屋(楼)面形式对超高大跨模板支撑体系立杆内力变化有较大的影响；比较人工浇捣方式，泵送方式不仅有水平冲击力，在竖向荷载上也带有一定的冲击性；比较平楼面，斜屋面立杆内力分布更加不均匀，相差达到2倍左右。针对实测结果，对超高大跨模板支撑体系计算公式的修正提出了研究思路，并利用有限元软件对试验结果进行初步的模拟。
- 超高大跨模板支撑体系 /
- 现场实测 /
- 立杆轴力 /
- ABAQUS
Abstract: According to three sites measurement to axial force of vertical strut of superhigh or large-span form strut system, the influences on internal force of vertical strut by different pouring methods of concrete and structure type of floor system were analyzed. The results showed that pouring method and floor system had significant effect on high or large-span form strut axial force. Compared to manual pouring, pumping had not only horizontal impact force but also vertical impact force. Compared to flat roof, the axial force of vertical strut in sloping roof form strut system was more uneven and the maximal difference reached about 2 times. According to the measured results, the present formula should be revised and corresponding research methods were put forward. In the end, the finite element simulation was done by ABAQUS.
- super high or large-span form strut system /
- site measurement /
- axial force of vertical strut /
- ABAQUS