厦门新体育场车辐式索桁结构预应力施工全过程分析

朱明亮; 彭逸凡; 曹江; 于相平; 郭正兴

doi:10.13206/j.gjgS22100103

厦门新体育场车辐式索桁结构预应力施工全过程分析

doi: 10.13206/j.gjgS22100103

朱明亮^1,2,
彭逸凡^1,2,
曹江¹,
于相平³,
郭正兴^1,2

1. 东南大学土木工程学院, 南京 211189;
2. 国家预应力工程技术研究中心, 南京 211189;
3. 中建八局第三建设有限公司, 南京 210046

基金项目:

国家自然科学基金面上项目(51778129)。

详细信息

作者简介:
朱明亮,男,1982年出生,博士,副教授。Email:zhumingliang@seu.edu.cn

计量
- 文章访问数: 257
- HTML全文浏览量: 47
- PDF下载量: 38
- 被引次数: 0
出版历程
- 收稿日期: 2022-10-01
- 网络出版日期: 2023-06-10

Whole Process Analysis of the Prestressed Construction of the Spoke-Type Cable-Truss Structure of Xiamen New Sports Center Stadium

1. School of Civil Engineering, Southeast University, Nanjing 211189, China;
2. National Prestress Engineering Technology Research Center, Nanjing 211189, China;
3. The Third Construction Co., Ltd., of China Construction Eighth Engineering Division, Nanjing 210046, China

摘要

摘要: 近年来随着多种新型大跨度空间结构形式的不断涌现,并在大型公共建筑中得到广泛应用,现场预应力施工面临相当的挑战。通过对当前预应力张拉施工过程模拟方法的简单梳理,并结合具体工程算例,对厦门新体育场车辐式索桁结构预应力施工进行全过程分析。厦门新体育中心体育场又名白鹭体育场,建筑面积18.06万m²,预计作为2023年亚洲杯比赛足球场,由南北向巨拱、内环桁架、周边桁架、正交正放连系网架以及位于罩棚中心的马鞍形车辐式索桁结构组成。其中,车辐式索桁结构由40组索桁架和环索组成,钢屋盖东西长度为326 m,南北长度为350 m,平面投影为143 m×95 m的椭圆形,空间呈马鞍形,罩棚东西侧最大标高分别为77 m和85 m,南北侧最大标高分别为24 m和32.5 m,是国内高差最大的体育场结构。索桁结构的径向索锚固于巨拱结构和巨拱之间的连系网架上。针对该创新结构体系构造复杂、索系施工体量大、马鞍面高差大、整体提升与同步张拉协同性要求高等重、难点,创新性地提出了车辐式索桁结构的五阶段提升过程施工方案,其核心步骤为:低空组装—牵引提升—分批锚固—钢撑吊装—高空张拉。而后利用LS-DYNA动力分析软件对预应力拉索施工进行了全过程数值模拟,通过工况划分,分别对提升阶段、钢斜撑安装阶段、上径向索锚固阶段和张拉阶段进行施工模拟验算,并与设计施工阶段的结果进行对比,以验证五阶段提升方案的可操作性。研究表明:位移变形与索力云图模拟值与设计值基本吻合;五阶段提升方案与传统提升方案相比在安全、质量、临设和进度控制等方面具有一定优势;通过有限元软件进行找形分析、找力分析和荷载分析的计算简洁性与便利性仍有大幅度提升空间;采用开发集成交互分析软件进行施工过程动态模拟可以为索结构预应力全过程施工提供稳定技术保障和广阔应用前景。
- 马鞍形 /
- 车辐式 /
- 索桁结构 /
- 大高差 /
- 预应力施工
Abstract: In recent years, with the continuous emergence of a variety of new long-span spatial structure forms and their wide application in large public buildings, on-site prestressed construction is facing considerable challenges. Through a simple combing of the current prestressed tensioning construction process simulation methods, combined with specific engineering examples, the whole process of prestressed construction of the spoke-type cable-truss structure of Xiamen New Stadium was analyzed. Xiamen New Sports Center Stadium, also known as Bailu Stadium, has a construction area of 180 600 square meters. It is expected to be used as a football stadium for the 2023 Asian Cup. It is composed of north-south giant arches, inner ring trusses, peripheral trusses, orthogonal positive connection grids and a saddle-shaped spoke-type cable truss structure in the center of the shed. The spoke-type cable truss structure is composed of 40 groups of cable trusses and ring cables. The length of the steel roof is 326 m from east to west, and 350 m from north to south. The plane projection is an ellipse of 143 m×95 m, and the space is saddle-shaped. The maximum elevations on the east and west sides of the canopy are 77 m and 85 m respectively, and the maximum elevations on the north and south sides are 24 m and 32. 5 m respectively. It is the stadium structure with the largest height difference in China. The radial cables of the cable truss structure are anchored on the connection grids between the giant arch structure and the giant arch. In view of the complex structure, the enormous volume of the cable system, the large height difference of the saddle surface, and high synergy of the overall lifting and synchronous tensioning of the novel structural system, a five-stage lifting scheme of the spoke-type cable-truss structure was innovatively proposed, whose core steps were as follows:low-altitude assembling-traction lifting-batch anchoring-steel brace hoisting-high-altitude tensioning. Then, the LS-DYNA dynamic analysis software was used to carry out numerical simulation of the whole process of prestressed cable construction. Through the division of working conditions, the construction simulation check calculation was carried out for the lifting stage, the steel diagonal brace installation stage, the upper radial cable anchoring stage and the tensioning stage, and compared with the results of the design stage to verify the operability of the five-stage lifting scheme. The construction forming scheme of the saddle-shaped spoke-type cable structure of Xiamen New Sports Center Stadium with large height difference showed that:the simulated value of the displacement deformation and the cable force cloud image basically coincided with design values; Compared with the traditional lifting scheme, the five-stage lifting scheme had certain advantages in terms of safety, quality, temporary design and schedule control; the simplicity and convenience of form-finding analysis, force-finding analysis, and load analysis through finite element software still had room to be greatly improved; the development of integrated interactive analysis software for dynamic simulation of the construction process could provide stable technical support and broad application prospects for the whole process of prestressed cable structure construction.
- saddle shape /
- spoke type /
- cable truss structure /
- large height difference /
- prestressed construction

HTML全文

参考文献(19)

[1]	郭彦林,田广宇. 索杆张拉结构的位形控制及施工方案探讨[C]//第十二届空间结构学术会议论文集. 北京:2008:894-899.
[2]	Guo Y L, Jiang L X, Tian G Y, et al. Simulation tension analysis and tension scheme for wheel tension structure[J]. Construction Technology, 2009, 38(3):30-35. (in Chinese)
[2]	郭彦林,江磊鑫,田广宇,等. 车辐式张拉结构张拉过程模拟分析及张拉方案研究[J]. 施工技术,2009,38(3):30-35.
[3]	Dong S L, Luo Y Z, Zhao Y, et al. Analysis design and construction of new space structures[M]. Beijing:China Communications Press, 2006. (in Chinese)
[3]	董石麟, 罗尧治, 赵阳, 等. 新型空间结构分析、设计与施工[M]. 北京:人民交通出版社,2006.
[4]	Yuan X F, Dong S L. Inverse analysis of construction process of cable dome[J]. Journal of Building Structures, 2001(2):75-79,96. (in Chinese)
[4]	袁行飞,董石麟. 索穹顶结构施工控制反分析[J]. 建筑结构学报,2001(2):75-79,96.
[5]	郭佳民,董石麟,袁行飞,等. 索穹顶结构施工模拟分析[J]. 浙江大学学报(工学版),2009,43(10):1892-1896.
[5]	Guo J M, Dong S L, Yuan X F, et al. Simulation analysis of cable dome construction process[J]. Journal of Zhejiang University (Engineering Science), 2009, 43(10):1892-1896. (in Chinese)
[6]	Dong S L, Yuan X F, Zhao B J, et al. Construction analysis of cable-dome structures pretensioned by different schemes[J]. Spatial Structures, 2007(1):3-14,25. (in Chinese)
[6]	董石麟,袁行飞,赵宝军,等. 索穹顶结构多种预应力张拉施工方法的全过程分析[J]. 空间结构,2007(1):3-14,25.
[7]	Wu M E, Sasaki M. Structural behaviors of an arch stiffened by cables[J]. Engineering Structures, 2007, 29(4):529-541.
[7]	Wu M E, Sasaki M. Structural behaviors of an arch stiffened by cables[J]. Engineering Structures,2006,29(4):529-541.
[8]	Zhao Y, Peng T, Wang Z. Construction analysis of cable-strut tensile structures based on vector form intrinsic finite element[J]. China Civil Engineering Journal, 2013, 46(5):13-21. (in Chinese)
[8]	赵阳,彭涛,王震. 基于向量式有限元的索杆张力结构施工成形分析[J]. 土木工程学报,2013,46(5):13-21.
[9]	郝好山. ANSYS 12. 0 LS-DYNA非线性有限元分析从入门到精通[M]. 北京:机械工业出版社,2010.
[9]	Hao H S. ANSYS12. 0 LS-DYNA nonlinear finite element analysis from the entry to the master[M]. Beijing:Mechanical Industry Press Pub.,2010. (in Chinese)
[10]	Livermore Software Technology Corporation. LS-DYNA keyword user's manual volume I-III[M]. Livermore, CA:LSTC, 2021.
[10]	Livermore Software Technology Corporation. LS-DYNA keyword user's manual volume I-III[M]. Livermore, CA:LSTC,2021.[1] Guo Y L, Tian G Y. Discussion on configuration control and construction scheme of cable-strut tensile structure[C]//Proceedings of the 12th Academic Conference on Spatial Structure. Beijing:2008:894-899. (in Chinese)