土工基础

土工基础 ›› 2026, Vol. 40 ›› Issue (3): 518-524.

• 专题论述 • 上一篇    下一篇

软土双排桩结合被动区加固参数与变形控制研究

熊宗海1,2，熊鹤2，谢武军2，张晓华2，张红章2   

  1. （1.武汉科技大学资源与环境工程学院，武汉 430081；2.武汉丰达地质工程有限公司，武汉 430223）
  • 收稿日期:2025-12-27 修回日期:2026-01-09 出版日期:2026-06-30 发布日期:2026-06-25
  • 作者简介:熊宗海（1986-），男，博士，高级工程师，研究方向为岩土、矿山、地下工程的勘察、设计、安全控制。
  • 基金资助:
    武汉市城建局科技计划项目（202360，202361）；武汉市市政建设集团有限公司科技计划项目（wszky202523）

Parameter Optimization and Deformation Control of Integrated Double-Row Piles and Passive Zone Reinforcement in Soft Soil

XIONG Zonghai1,2, XIONG He2, XIE Wujun2, ZHANG Xiaohua2, ZHANG Hongzhang2   

  1. (1.School of Resources and Environmental Engineering, Wuhan University of Science and Technology, Wuhan 430081;
    2.Wuhan Fengda Geological Engineering Co. Ltd., Wuhan 430223)
  • Received:2025-12-27 Revised:2026-01-09 Online:2026-06-30 Published:2026-06-25

摘要： 针对武汉软土地区深基坑变形控制问题，以洪山区某居住项目基坑为背景，为量化被动区加固参数对支护变形的影响，采用PLAXIS有限元软件，分别采用Mohr-Coulomb与Hardening Soil本构模型刻画加固土体与周围软土的特性，通过参数化分析，系统探讨了加固体宽度（2~14 m）、高度（2~12 m)及截面形式（横、竖向矩形，底、顶部变阶）对双排桩支护体系水平位移的调控机制。分析表明，加固体宽度的增大会显著抑制桩身侧移，且位移衰减效应在宽度达到约8 m后趋于稳定，故从控制效率与经济性角度综合判定，8 m为此工程条件下的最优加固宽度；加固体高度在6~8 m范围内控制效果最佳，超过8 m后因下层土体性质较好，加固效果不再明显提升；加固形式方面，在相同加固体量下，竖向矩形优于横向矩形，变阶形式较矩形更经济，且底部变阶控制效果最优。综合提出“底部变阶、宽度8.65 m、高度6 m”的被动区加固组合方案，可将支护桩最大水平位移控制在规范要求以内，满足工程变形控制要求。研究结果可为类似软土地区深基坑被动区加固设计提供定量参考。

关键词: 深基坑支护, 被动区加固, 双排桩, 变形控制, 软土地区

Abstract: For the deformation-control challenges of deep excavations in the soft-soil regions of Wuhan, this study examines a residential project in Hongshan District as a case background. To quantify how passive-zone reinforcement parameters influence support deformation, PLAXIS finite-element software was employed. The Mohr-Coulomb and Hardening Soil constitutive models were used to represent the mechanical behavior of the reinforced soil mass and the surrounding soft soil. Through parametric analysis, the study systematically investigates how reinforcement width (2~14 m), height (2~12 m), and cross-sectional configuration (horizontal and vertical rectangles, as well as stepped forms at the top or bottom) regulate the lateral displacement of a double-row pile support system. Results show that increasing reinforcement width significantly suppresses pile lateral movement, with the displacement-reduction effect stabilizing once the width reaches approximately 8 m. Considering both control efficiency and economic performance, 8 m is identified as the optimal reinforcement width for this project. Reinforcement height performs best within the 6~8 m range; beyond 8 m, improvements diminish because deeper soil layers possess better inherent properties. Regarding reinforcement configuration, vertical rectangular sections outperform horizontal ones for the same reinforcement volume, stepped configurations are more economical than simple rectangles, and bottom-stepped reinforcement provides the most effective control. A combined reinforcement scheme—bottom-stepped configuration, 8.65 m width, and 6 m height—is proposed, which limits the maximum lateral displacement of the support piles within code-specified limits and satisfies overall deformation-control requirements. The findings offer quantitative guidance for passive-zone reinforcement design in deep excavations within similar soft-soil environments.

Key words: Deep Excavation Support, Passive Zone Reinforcement, DoubleRow Piles, Deformation Control, Soft Soil Area

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