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Study on the Design Method for the Deformation State Control of Pile-Anchor Structures in Deep Foundation Pits

机译：深基坑桩桩结构变形状态控制设计方法研究

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摘要

At present, the design of pile-anchor structures for deep foundation pits can be divided into the limit state control design of the bearing capacity and the limit state control design in normal use (i.e., "deformation state control design"). Strength design focuses on the strength control of supporting structures and rock-soil masses, while deformation design focuses on the deformation and environmental impact control of supporting structures and rock-soil masses. However, since a rock-soil mass, especially a soil mass, is a rheid, the strength control design process is not completely reliable, and the deformation control design is also required when the rheological behavior is prominent. A pile-anchor structure can limit the deformation of supporting structures by applying a prestress, with good technical and economic benefits; therefore, it has been widely used in the support engineering of deep foundation pits. In this paper, the objective of the deformation state control of pile-anchor structures for deep foundation pits, the corresponding stress level thresholds, and the determination of the bearing capacity checkpoint are studied based on the strength parameters of the soil deformation state and by combining a theoretical calculation analysis of the stress mode of pile-anchor structures, the calculations of previous engineering cases, and finite element simulation. Based on the depth of the plastic zone of the soil in the built-in section of the foundation pit supporting the structure, the position of the deformation state checkpoint of the soil in the built-in section inside the foundation pit is determined as one-third of the length h(d) of the built-in section below the bottom of the foundation pit; the stress level threshold lambda((2)) corresponding to the slow, steady state is determined as approximately 30%-60% based on the curve characteristics of the relationship between the deformation and the stress level of the soil in the built-in section (1/3)h(d) below the bottom of the foundation pit. Based on the stress mode and deformation control requirements of the anchorage section of the pile-anchor structure and the Mohr-Coulomb strength criterion, the deformation state control design method of the pile-anchor structure is constructed by taking the deformation state bearing capacity at (1/3)h(d) as the checkpoint and the stress level threshold lambda((2)) corresponding to the slow, steady state.
机译：目前，深基坑坑桩锚结构的设计可分为轴承容量的极限状态控制设计和正常使用中的极限状态控制设计（即“变形状态控制设计”）。强度设计侧重于配套结构和岩石土群的强度控制，而变形设计则侧重于配套结构和岩土群体的变形和环境冲击控制。然而，由于岩土质量，尤其是土壤质量，是rheid，强度控制设计过程不完全可靠，并且当流变行为突出时，也需要变形控制设计。桩锚结构可以通过施加预应力来限制支撑结构的变形，具有良好的技术和经济效益;因此，它已广泛用于深基坑的支持工程。本文研究了深基坑桩锚杆结构的变形状态控制，基于土壤变形状态的强度参数和组合研究了对深基坑的桩锚结构，相应的应力水平阈值和轴承能力检查点的确定桩锚结构应力模式，先前工程案例计算的理论计算分析，有限元模拟。基于地基坑的塑料区的深度基于支撑结构的基础部分，基础坑内置部分中的土壤变形状态检查点的位置确定为一个 - 在基坑底部下方的内置部分的三分之一H（d）;对应于缓慢，稳态的应力水平阈值λ（（2））基于内置部分中土壤的变形和应力水平之间的关系的曲线特征确定约30％-60％ （1/3）H（d）在基坑底部下方。基于桩锚结构的锚固部分和MoHR-Coulomb强度标准的应力模式和变形控制要求，通过采用变形状态承载能力来构造桩锚结构的变形状态控制设计方法（ 1/3）H（d）作为检查点和应力水平阈值Lambda（（2））对应于缓慢，稳态。

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  • 来源
    《Advances in civil engineering》 |2019年第14期|9641674.1-9641674.16|共16页
  • 作者

    Sun Jinkun; Wang Senping; Shi Xinjun; Wu Feng; Zeng Liyun;

  • 作者单位

    Xihua Univ Sch Civil Engn & Environm Chengdu 610039 Sichuan Peoples R China|Panzhihua Univ Civil & Architectural Engn Inst Panzhihua 617000 Peoples R China;

    Xihua Univ Sch Civil Engn & Environm Chengdu 610039 Sichuan Peoples R China|Panzhihua Univ Civil & Architectural Engn Inst Panzhihua 617000 Peoples R China;

    Panzhihua Univ Civil & Architectural Engn Inst Panzhihua 617000 Peoples R China;

    Panzhihua Univ Civil & Architectural Engn Inst Panzhihua 617000 Peoples R China;

    Panzhihua Univ Civil & Architectural Engn Inst Panzhihua 617000 Peoples R China|Rajamangala Univ Technol Rattanakosin Rattanakosin Int Coll Creat Entrepreneurship Bangkok 10700 Thailand;

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