超大直径盾构隧道工作井深基坑变形预测
孙敬轩1苏秀婷1,2陈健1,3张亚男2孙文景1刘涛1,4,5
Deformation Prediction of Ultralarge Diameter Shield Tunnel Work Shaft Deep Foundation Pit
SUN JingxuanCHEN JianZHANG Ya’nanSUN WenjingLIU Tao
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作者信息:1.中国海洋大学环境科学与工程学院， 266100， 青岛
2.上海勘察设计研究院（集团）有限公司， 200335， 上海
3.中铁十四局集团有限公司， 250101， 济南
4.山东省海洋环境地质工程重点实验室， 266100， 青岛
5.青岛海洋科学与技术国家实验室， 266061， 青岛
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Affiliation:College of Environmental Science and Engineering, Ocean University of China, 266100, Qingdao, China
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关键词:
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Key words:
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DOI:10.16037/j.1007-869x.2023.09.009
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中图分类号/CLCN:TU433
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栏目/Col:研究报告
摘要:
深基坑的变形预测是岩土工程领域的一大关键问题，为了高效、准确地预测深基坑工程的变形情况，提出一种优化 MSD(可发挥强度设计) 基坑变形预测法（以下简称“MSD法”）。方法:基于现有的 MSD法，引入围护结构弯曲变形能和内支撑压缩弹性势能，将围护结构纳入计算体系；介绍了基于优化 MSD法的各阶段基坑变形计算步骤；以济南黄河隧道北岸盾构工作井基坑工程为例，对深基坑变形进行有限元模拟；以基坑长边中点位置处的测点为例，将施作内支撑后的实际监测结果、优化MSD法所得计算结果和有限元模型获得的数值模拟结果进行对比分析。结果及结论：随着围护结构埋深的增加，围护结构的变形呈现先增大后减小的趋势；围护结构水平变形峰值约为30 mm,出现在围护结构埋深25 m处；在围护结构埋深大于10 m处，优化MSD法的计算结果与实际监测结果的吻合程度高于数值模拟结果；优化MSD法的计算值与现场实测值在趋势上高度相同，但二者的数值仍有偏差。
Abstracts:
Deep foundation pit deformation prediction is a crucial issue in geotechnical engineering. To efficiently and accurately predict the deformation conditions of deep foundation pit engineering, an optimized foundation pit deformation prediction method called MSD (mobilizable strength design) is proposed. Method: Based on the existing MSD method, the bending deformation energy of the retaining structure and the compressive elastic potential energy of internal supports are introduced to incorporate the retaining structure into the calculation system. The calculation steps for foundation pit deformation at different stages based on the optimized MSD method are presented. Taking the north shore shield work shaft foundation pit engineering of Ji’nan Yellow River Tunnel as an example, finite element simulation is conducted to analyze the deep foundation pit deformation. Taking measuring points at the midpoint on foundation pit long side as example, comparative analysis is carried out among the fieldmonitored results after internal support installation, the calculated results using optimized MSD method, and the numerical simulation results obtained from the finite element model. Result & Conclusion: With the increase of retaining structure buried depth, its deformation shows a trend of initial increase followed by a decrease. The peak horizontal deformation of the retaining structure is approximately 30 mm and occurs at a buried depth of 25 m. For a buried depth greater than 10 m, the calculated results using optimized MSD method align better with the fieldmonitored results than the numerical simulation results do. The calculated values using optimized MSD method and the fieldmeasured values exhibit a highly similar trend, although there still exists numerical deviation.
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