交替提升与张拉的索穹顶结构施工优化方法

姜正荣; 苏延; 石开荣; 李之吉; 魏德敏; 梁霖

doi:10.3969/j.issn.0258-2724.20210677

交替提升与张拉的索穹顶结构施工优化方法

doi: 10.3969/j.issn.0258-2724.20210677

姜正荣^{1, 2,},
苏延¹,
石开荣^{1, 2, ,},
李之吉¹,
魏德敏^{1, 2},
梁霖¹

1.
华南理工大学土木与交通学院，广东广州 510640
2.
华南理工大学亚热带建筑科学国家重点实验室，广东广州 510640

详细信息

作者简介:
姜正荣（1971—），男，副教授，博士，研究方向为大跨度空间结构， E-mail：zhrjiang@scut.edu.cn

通讯作者:
石开荣（1978—），男，副教授，博士，研究方向为预应力钢结构， E-mail：krshi@scut.edu.cn

中图分类号: TU394
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- 文章访问数: 169
- HTML全文浏览量: 62
- PDF下载量: 55
- 被引次数: 0
出版历程
- 收稿日期: 2021-08-17
- 修回日期: 2022-01-07
- 网络出版日期: 2024-04-01
- 刊出日期: 2022-04-01

Construction Optimization Method for Cable Domes with Alternately Lifting and Tensioning

JIANG Zhengrong^{1, 2
,},
SU Yan¹,
SHI Kairong^{1, 2
, ,},
LI Zhiji¹,
WEI Demin^{1, 2},
LIANG Lin¹

1.
School of Civil Engineering and Transportation, South China University of Technology, Guangzhou 510640, China
2.
State Key Laboratory of Subtropical Building Science, South China University of Technology, Guangzhou 510640, China

摘要

摘要:
为确保索穹顶结构施工成型前索杆内力的平稳变化，提出了交替提升内拉环与张拉最外圈斜索的施工优化方法. 首先，以施工过程中的平均结构应变能最小为优化目标，对内拉环的逐级提升高度进行优化；其次，通过仿真分析得到施工过程中的索杆内力和节点位移，并与仅张拉最外圈斜索的施工方法进行对比. 结果表明：交替提升内拉环与张拉最外圈斜索的施工优化方法可有效减小施工过程中的索杆内力，降幅最大达61.83%，避免了施工成型前索杆内力的大幅波动，且结构位形变化较平缓，相邻施工步的竖向位移差最大为1.43 m，平均结构应变能较低，仅为55.03%，优化效果显著，验证了该优化方法对索穹顶结构施工模拟的适用性.
- 索穹顶结构 /
- 交替提升与张拉 /
- 施工仿真 /
- 施工优化
Abstract:
In order to ensure the smooth change of cable-strut internal forces before molding cable domes, a construction optimization method is proposed, focusing on alternately lifting the inner ring and tensioning the outermost diagonal cables. The lifting height of the inner ring is first optimized for minimizing average structural strain energy in the construction process. The cable-strut internal forces and nodal displacements from simulation are compared with those from the construction method with the tensioned outermost diagonal cables. The results show that, alternately lifting the inner ring and tensioning the outermost diagonal cables can effectively reduce the cable-strut internal forces by 61.83%, avoiding sharp fluctuation of cable-strut internal forces before molding. It causes more gentle change of structural configuration with 1.43 m maximum vertical displacement difference between adjacent construction steps, and low average structural strain energy of only 55.03%, which demonstrates its remarkable optimization effect. Thus, the proposed method is applicable to the construction simulation of cable domes.
- cable dome /
- alternately lifting and tensioning /
- construction simulation /
- construction optimization

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图 1 交替提升与张拉施工过程

Figure 1. Construction process of alternately lifting and tensioning

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图 2 施工优化流程

Figure 2. Flowchart of construction optimization

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图 3 分析模型

Figure 3. Analytical model

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图 4 施工过程中撑杆上端节点的竖向位移

Figure 4. Vertical displacements of upper nodes on struts during construction

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图 5 施工过程中的最外圈索杆内力

Figure 5. Internal forces of outermost ring members during construction

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图 6 施工过程中的中圈索杆内力

Figure 6. Internal forces of middle ring members during construction

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表 1 构件截面面积及初始预应力

Table 1. Section areas and initial prestresses of members

杆件编号	截面面积/mm²	初始预应力/kN	杆件编号	截面面积/mm²	初始预应力/kN
JS1	7260	1551.73	XS3B	9310	1636.83
JS2A	8370	521.39	HS1	10050	1294.26
JS2B	8370	1134.31	HS2	15080	3005.37
JS3A	9310	1829.04	SLH	9896	1551.55
JS3B	9310	1962.96	XLH	8262	171.97
XS1	7260	174.38	NCG	7383	−29.02
XS2A	8370	455.77	CG1	8262	−307.07
XS2B	8370	786.26	CG2A	9896	−509.03
XS3A	9310	1636.76	CG2B	9896	−509.05

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表 2 不同方案的施工步骤

Table 2. Construction procedures of different schemes

施工步骤	方案一（交替提升与张拉）	方案二（仅张拉最外圈斜索）
1	XS3 预留3% 张拉长度安装，内拉环与设计标高间距为h₁+ h₂ + h₃	XS3 预留 3% 张拉长度安装
2	内拉环提升 h₁
3	张拉 1% 索长	张拉 1% 索长
4	内拉环提升 h₂
5	张拉 1% 索长	张拉 1% 索长
6	内拉环提升 h₃，达到设计标高
7	XS3 张拉至设计长度	XS3 张拉至设计长度

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表 3 不同方案的结果对比

Table 3. Comparison of results between different schemes

方案	μ/%				平均结构应变能/（kN·m）
方案	脊索	斜索	环索	撑杆	平均结构应变能/（kN·m）
一	16.47	38.04	37.88	15.99	230.66
二	43.15	64.29	48.01	35.80	419.18

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参考文献(18)

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