Prediction of lateral displacement of retaining structure of soft soil foundation pit based on improved modified mobilizable strength design method

doi:10.3785/j.issn.1008-973X.2024.02.019

Journal of ZheJiang University (Engineering Science)

2024, Vol. 58

Issue (2): 413-425 DOI: 10.3785/j.issn.1008-973X.2024.02.019

Prediction of lateral displacement of retaining structure of soft soil foundation pit based on improved modified mobilizable strength design method

Kan XIAO1(

),Shimin ZHANG1,2,Zhi DING2,3,*(

),Xiaozhen FAN2,3,Xiao ZHANG1

1. College of Civil Engineering and Architecture, Zhejiang University, Hangzhou 310058, China
2. Department of Civil Engineering, Hangzhou City University, Hangzhou 310015, China
3. Key Laboratory of Safe Construction and Intelligent Maintenance for Urban Shield Tunnels of Zhejiang Province, Hangzhou 310015, China

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Abstract

The MSD method and its improved method (MMSD method) were modified based on the existing research and the engineering practice experience in order to further optimize the design method of foundation pit in soft soil area and improve the safety and economy of foundation pit support system. A more realistic plastic deformation mechanism was proposed based on the circular sliding mode, and the main influence depth of foundation pit excavation was introduced to quantify the size of displacement field. The method is suitable for analyzing the deformation prediction of the whole process of foundation pit excavation of multi-fulcrum flexible supporting structure in soft clay area. The calculation results of the method were compared with the measured data of six foundation pit projects in Shanghai, the calculation results of elastic fulcrum method and the calculation results of MMSD method. The parameter analysis of the maximum lateral displacement and the maximum lateral displacement depth of the retaining structure in different excavation stages was conducted. Results showed that the predicted value of the method accorded with the measured value, and the prediction accuracy was higher than that of the elastic fulcrum method and MMSD method. The practicability of this method was proved.

Key words： energy method incremental method wall deflection soft clay multi-support excavation

Received: 01 July 2023 Published: 23 January 2024

CLC:

TU 47

Fund: 浙江省“尖兵”“领雁”研发攻关计划资助项目(2023C03182)；国家自然科学基金资助项目(52178400，52278418)；浙江省自然科学基金资助项目(LHZ20E080001，LQ23E080002)；浙江省重点研发计划资助项目(2020C01102).

Corresponding Authors: Zhi DING E-mail: 22112197@zju.edu.cn;dingz@zucc.edu.cn

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Cite this article:

Kan XIAO,Shimin ZHANG,Zhi DING,Xiaozhen FAN,Xiao ZHANG. Prediction of lateral displacement of retaining structure of soft soil foundation pit based on improved modified mobilizable strength design method. Journal of ZheJiang University (Engineering Science), 2024, 58(2): 413-425.

URL:

https://www.zjujournals.com/eng/10.3785/j.issn.1008-973X.2024.02.019 OR https://www.zjujournals.com/eng/Y2024/V58/I2/413

基于改进修正动员强度设计方法的软土基坑围护结构侧移预测

为了进一步优化软土地区基坑设计方法，提升基坑支护体系的安全性与经济性，在已有研究的基础上，根据工程实践经验，修正了MSD法和其改进方法(MMSD法). 基于圆弧滑动模式提出更符合实际的塑性变形机制，引入基坑开挖主要影响深度来量化位移场尺寸. 理论计算方法适用于分析软黏土地区多支点式柔性支护结构的基坑开挖全过程的变形预测. 将该方法的计算结果与6个上海地区的基坑工程实测数据、弹性支点法的计算结果及MMSD法的计算结果进行对比分析. 对不同开挖阶段的围护结构最大侧移和最大侧移深度进行参数分析. 结果表明，利用该方法得到的预测值与实测值吻合效果更佳，预测精度高于弹性支点法和MMSD法，证明了该方法的实用性.

关键词： 能量法, 增量法, 墙体侧移, 软黏土, 多支撑开挖

Fig.1 Plastic deformation mechanism of cantilever retaining wall

Fig.2 Plastic deformation mechanism of foundation pit in MMSD method (wide excavation)

Fig.3 Plastic deformation mechanism of foundation pit in MMSD method (narrow excavation)

Fig.4 Terzaghi destruction mechanism

Fig.5 Overlapped displacement field in MMSD method

Fig.6 Arc sliding failure mechanism

Fig.7 Improved plastic deformation mechanism of foundation pit

Fig.8 Possible settlement affected zone and failure mode

Fig.9 Main influence zone based on active failure mode

Fig.10 Improved overlapping displacement field

Fig.11 Soil mobilization shear strength partition

Tab.1 Summary of design parameters of each foundation pit

Fig.12 Normalized stress-strain relationship of Shanghai K0 consolidated soft soil samples

Fig.13 Calculation procedure of improved MMSD method

Fig.14 Comparison between calculated value and measured value of narrow foundation pit

Fig.15 Comparison between calculated value and measured value of wide foundation pit

Fig.16 Prediction accuracy of maximum lateral displacement

Fig.17 Prediction accuracy of depth of maximum lateral displacement


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