| 三维盾构隧道开挖面极限支护压力数值及理论解 |
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| 引用本文： | 吕玺琳,李冯缔,黄茂松,万家亮.三维盾构隧道开挖面极限支护压力数值及理论解[J].同济大学学报(自然科学版),2012,40(10):1469-1473. |
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| 作者姓名： | 吕玺琳 李冯缔 黄茂松 万家亮 |
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| 作者单位： | 同济大学地下建筑与工程系,上海200092;同济大学岩土及地下工程教育部重点实验室,上海200092 |
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| 基金项目： | 国家自然科学基金项目（项目编号）,国家杰出青年科学基金（项目编号）,上海市教委各类项目（项目编号） |
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| 摘 要： | 对盾构隧道开挖面稳定性进行三维弹塑性有限元数值模拟,获得了维持开挖面稳定最小极限支护压力随隧道埋深比及土体强度参数的变化特性.将极限支护压力值表示为土体粘聚力、上覆荷载、土体重度与其影响系数乘积的三项叠加,并通过数值模拟获得了各影响系数随隧道埋深比及土体内摩擦角的变化规律.利用数值模拟结果对三维楔形体模型进行对比验证,结果表明楔形体模型得到的各影响系数在规律上与数值模拟结果相符,但在数值上,土体重度影响系数与数值模拟结果更接近,而粘聚力和上覆荷载影响系数则存在一定偏差.
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| 关 键 词： | 盾构隧道 开挖面稳定 极限支护压力 数值模拟 极限平衡法 |
| 收稿时间： | 2011/7/18 0:00:00 |
| 修稿时间： | 7/6/2012 1:57:29 PM |
Three dimensional Numerical and Analytical Solutions of Limit Support Pressure at Shield Tunnel Face |
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| L Xilin
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LI Fengdi
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HUANG Maosong
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WAN Jialiang.Three dimensional Numerical and Analytical Solutions of Limit Support Pressure at Shield Tunnel Face[J].Journal of Tongji University(Natural Science),2012,40(10):1469-1473. |
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| Authors: | L Xilin LI Fengdi HUANG Maosong WAN Jialiang |
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| Institution: | Department of Geotechnical Engineering, Tongji University, Shanghai 200092, China;Key Laboratory of Geotechnical and Underground Engineering of the Ministry of Education, Tongji University, Shanghai 200092, China;Department of Geotechnical Engineering, Tongji University, Shanghai 200092, China;Key Laboratory of Geotechnical and Underground Engineering of the Ministry of Education, Tongji University, Shanghai 200092, China;Department of Geotechnical Engineering, Tongji University, Shanghai 200092, China;Key Laboratory of Geotechnical and Underground Engineering of the Ministry of Education, Tongji University, Shanghai 200092, China;Department of Geotechnical Engineering, Tongji University, Shanghai 200092, China;Key Laboratory of Geotechnical and Underground Engineering of the Ministry of Education, Tongji University, Shanghai 200092, China |
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| Abstract: | The elasto plasticity finite element method was used to study the face stability of shield tunnel in three dimensional condition, the relationship between the limit support pressures and the tunnel depth to diameter ratio and soil strength was obtained. The limit support pressure was rewritten as the summation of cohesion, overlying surcharge load and soil weight multiplied by their corresponding influence coefficients. The varying characteristics of influence coefficients with the friction angle of soil and tunnel depth to diameter ratio were obtained. A comparison with the numerical results validated the 3D wedge limit equilibrium model. Results show that the influence coefficient of soil weight obtained from 3D wedge model agrees well with numerical results, while the influence coefficients of soil cohesion and surcharge load deviate from the numerical results slightly. |
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| Keywords: | shield tunnel face stability limit support pressure numerical simulation limit equilibrium |
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