Volume 39 Issue 9
Sep.  2024
Turn off MathJax
Article Contents
Shenghui Wu, Yongxuan Li, Jun Liu, Zhihua Fu, Chengjie Wu, Zichuan Xia, Yuchen Guan, Yurong Zhang. Key Construction Techniques for Steel Truss of Transfer Floor in Super High Rise Tower[J]. STEEL CONSTRUCTION(Chinese & English), 2024, 39(9): 52-59. doi: 10.13206/j.gjgS23083001
Citation: Shenghui Wu, Yongxuan Li, Jun Liu, Zhihua Fu, Chengjie Wu, Zichuan Xia, Yuchen Guan, Yurong Zhang. Key Construction Techniques for Steel Truss of Transfer Floor in Super High Rise Tower[J]. STEEL CONSTRUCTION(Chinese & English), 2024, 39(9): 52-59. doi: 10.13206/j.gjgS23083001

Key Construction Techniques for Steel Truss of Transfer Floor in Super High Rise Tower

doi: 10.13206/j.gjgS23083001
  • Received Date: 2023-08-30
    Available Online: 2024-09-19
  • The transfer floor of super high-rise tower in Hangzhou West Railway Station TOD project adopts the reinforced steel-concrete structure with large steel truss prefabricated, and the construction quality of the steel truss is crucial for the long-term performance of the structure.To ensure precise control of steel truss construction, three key technologies for steel truss construction are carried out. Firstly, based on the basic parameters of steel structure segmented weight, lifting arm length, lifting capability, the suitable tower crane model is selected through comparative analysis of lifting weight. Theoretical analysis and load bearing capacity verification of the basement roof is conducted. With the consideration of load distribution on simply-supported two-way slabs, the bearing capacity of the basement roof at the most unfavorable state during the driving conditions is analyzed. The site load deployment is clarified and the steel structure lifting capacity meets the requirements. Secondly, a three-dimensional model of the steel structure is built and information are integrated. Based on visualized complex steel structure model, the difficulty of pouring construction is judged by checking the enclosed compartments. In the original plan, two closed compartments are formed due to the interlacing of multiple web plates and transverse partitions; and a secondary pouring construction method was designed by grouting the closed compartments first and then uniformly pouring other steel reinforced concrete structures. Based on three-dimensional model and the principle of improving pouring quality, the concept to enlarge pouring holes on the top surface of the steel column diaphragm, remain flow holes on the inner cabin web, and change the outer sealed plate to several battens is proposed and discussed carefully, thereby greatly reducing the enclosed space. At the same time, the diaphragm holes enlarged, one-time-concreting shaping plan is proposed by changing the concrete flow direction from top to bottom, as an alternative method of secondary pouring plan from bottom to top, optimizing the steel structure structure to ensure pouring molding. Finally, with consideration of the lifting capacity of tower crane, the construction and installation process of the steel truss structures is designed. Based on the truss installation process, analyze the components that affect mid span deformation is analyzed and calculate the key parameter of mid span camber in the process is calculated. The initial preset height of the bed frame should be composed of three parts of displacement, those are, the mid span deflection caused by the self weight of the half truss when supported by the bed frame, deflection caused by the self weight of the overall truss after welding and dismantling the bed frame, and displacement designed at the mid span for the pre-arch structure when reinforced concrete is considered in the structural design. A three-dimensional solid nonlinear finite element model is established by ABAQUS, and the deflection of 16.2 m span truss structure under the construction state considering the support stiffness for the aforementioned key construction processes.The results show that when installing the half truss, the maximum mid span deflection of the structure is 6.41 mm; after removing the jig frame, the structure undergoes a further downward deflection of 1.53 mm in the span. Therefore, based on the finite element calculation results, the pre arch value is determined to be 24.1 mm, which is approximately 1.5/1 000 of the span. This article determines the tower crane model through numerical analysis, optimizes the steel structure layout through three-dimensional models, and clarifies key construction parameters through numerical simulation, ensuring the accuracy and quality of truss layer construction. The relevant experience can be used as a reference for similar projects.
  • loading
  • [1]
    沈朝勇,黄襄云,周福霖,等.带SRC桁架转换层及钢加强层高层建筑抗震性能研究[J].地震工程与工程振动, 2004,24(6):83-88.
    [2]
    张良,张莉莉,张玉品,等.超高层桁架转换层钢结构施工技术[J].建筑技术, 2015,46(4):334-337.
    [3]
    赵东明,王鹃,张欣,等.超高层钢结构转换层施工技术[J].钢结构, 2014,29(7):67-69.
    [4]
    李冬梅. BIM技术在超高层建筑施工中的应用研究[J].钢结构, 2018,33(9):122-126.
    [5]
    唐俊峰,汪浩. BIM技术在成都环球贸易广场超高层建筑施工中的应用[J].施工技术, 2017,46(11):151-153.
    [6]
    万炜凡.大悬挑钢结构桁架层关键施工技术应用分析[J].建设科技, 2021(9):102-108.
    [7]
    蒋金生,叶可名.上海新国际博览中心钢桁架结构的施工及临时支承拆除的卸载过程分析[J].建筑结构学报, 2006, 27(5):118-122.
    [8]
    刘勇.超高层建筑转换层的施工技术研究[J].山东农业大学学报(自然科学版), 2018,51(3):537-541.
    [9]
    沙志国,沙安.建筑结构荷载设计手册[M]. 4版.北京:中国建筑工业出版社,2022.
  • 加载中

Catalog

    通讯作者: 陈斌, bchen63@163.com
    • 1. 

      沈阳化工大学材料科学与工程学院 沈阳 110142

    1. 本站搜索
    2. 百度学术搜索
    3. 万方数据库搜索
    4. CNKI搜索

    Article Metrics

    Article views (53) PDF downloads(15) Cited by()
    Proportional views
    Related

    /

    DownLoad:  Full-Size Img  PowerPoint
    Return
    Return