各向异性地基中盾构隧道开挖面稳定性分析

doi:10.3969/j.issn.1674-0696.2018.07.03

重庆交通大学学报（自然科学版） ›› 2018, Vol. 37 ›› Issue (07): 14-19.DOI: 10.3969/j.issn.1674-0696.2018.07.03

各向异性地基中盾构隧道开挖面稳定性分析

刘文洁1，王同华2，肖建勋3

(1.南京科技职业学院，江苏南京 210048；2.北京城建设计发展集团股份有限公司，浙江杭州 310000； 3.江苏省地质工程有限公司，江苏南京 210018)

收稿日期:2017-05-11 修回日期:2017-10-16 出版日期:2018-07-09 发布日期:2018-07-09
作者简介:刘文洁(1983—)，女，江苏南京人，讲师，工程师，主要从事施工技术、地下工程等方面的教学工作。E-mail：283227116@qq.com。
基金资助:
南京科技职业学院校级科研项目(NHKY-2017-13)

Analysis of Shield Tunnel Excavation Surface Stability in Anisotropic Foundations

LIU Wenjie1， WANG Tonghua2， XIAO Jianxun3

(1. Nanjing Polytechnic Institute, Nanjing 210048, Jiangsu, P. R. China; 2. Beijing Urban Construction Design and Development Group Co., Ltd., Hangzhou 310000, Zhejiang, P. R. China; 3. Jiangsu Geological Engineering Co., Ltd., Nanjing 210018, Jiangsu, P.R.China)

Received:2017-05-11 Revised:2017-10-16 Online:2018-07-09 Published:2018-07-09

摘要/Abstract

摘要： 将盾构开挖面卸荷引起的主应力轴旋转考虑到“楔形体-棱柱体”极限平衡模型中，基于Casagrande各向异性强度公式，推导得到各向异性地基中盾构开挖面极限支护压力的极限平衡解，最后结合算例分析了各计算参数对极限支护压力的影响。算例分析表明：盾构开挖面极限支护压力随各向异性比的增大而线性减小，在各向异性比小于1时，若不考虑土体强度的各向异性会偏于不安全；在各向异性比大于1时，盾构开挖面极限支护压力随埋深比的增大而先减小后稳定，在各向异性比小于1时，规律则相反，且土体强度各向异性越明显，其变化的幅度越大；盾构开挖面极限支护压力随土体黏聚力的增大而线性减小，随土体内摩擦角的增大而非线性减小。

关键词: 隧道工程, 盾构开挖面, 极限支护压力, 各向异性, 极限平衡法

Abstract: The main stress axis rotation caused by the unloading of the shield excavation plane was taken into account in the “wedge-prism” limit equilibrium model. Based on the Casagrande formula, the limit equilibrium solution of the limit support pressure of shield excavation in anisotropic foundation was deduced. Finally, the influence of each calculation parameter on the limit support pressure was analyzed by examples. The results are shown below: the limit supporting pressure of tunnel surface decreases linearly with the increase of the anisotropic ratio k, and it would be unsafe to ignore the anisotropic of strength, especially when the anisotropic ratio k is less than 1; While the k is more than 1, the limit supporting pressure of tunnel face would decrease first with the increase of cover-to-diameter ratio C/D and then tend to be constant contrary to what happened when k is less than 1. Furthermore, the variations of the limit support pressure along with the increase of C/D will be more obvious as the strength of soil shows much more significant anisotropic properties; the limit support pressure of tunnel face decreases linearly along with the increase of cohesion and decreases nonlinearly with the increase of internal friction angle.

Key words: tunnel engineering, tunnel face, limit support pressure, anisotropic, limit equilibrium method

中图分类号:

TU43

刘文洁1，王同华2，肖建勋3. 各向异性地基中盾构隧道开挖面稳定性分析[J]. 重庆交通大学学报（自然科学版）, 2018, 37(07): 14-19.

LIU Wenjie1， WANG Tonghua2， XIAO Jianxun3. Analysis of Shield Tunnel Excavation Surface Stability in Anisotropic Foundations[J]. Journal of Chongqing Jiaotong University(Natural Science), 2018, 37(07): 14-19.

参考文献

［1］竺维彬, 鞠世建. 地铁盾构施工风险源及典型事故分析的研究［M］. 广州: 暨南大学出版社, 2009:78-86.
ZHU Weibin, JU Shijian.Research on Risk Sources and Typical Accidents in Tunneling Construction［M］. Guangzhou: Jinan
University Press, 2009: 78-86.
［2］ ANAGNOSTOU G, KOVáRI K. Face stability conditions with earth-pressure-balanced shields［J］. Tunnelling and
Underground Space Technology, 1996, 11(2):165-173.
［3］秦建设. 盾构施工开挖面变形与破坏机理研究［D］. 南京: 河海大学, 2005.
QIN Jianshe. Study on Faee Deformation and Collapse of Earth Pressure Shield Tunnel［D］. Nanjing: Hohai University, 2005.
［4］魏纲, 贺峰. 砂性土中顶管开挖面最小支护压力的计算［J］. 地下空间与工程学报, 2007, 3(5): 903-908.
WEI Gang, HE Feng. Calculation of minimal support pressure acting on shield face during pipe jacking in sandy soil［J］.
Chinese Journal of Underground Space and Engineering, 2007, 3(5): 903-908.
［5］ ANAGNOSTOU G. The contribution of horizontal arching to tunnel face stability［J］. Geotechnik, 2012, 35(1):34-44.
［6］ CHEN R P, TANG L J, YIN X S. An improved 3d wedge-prism model for the face stability analysis of the shield tunnel
in cohesionless soils［J］. Acta Geotechnica, 2015, 10(5): 683-692.
［7］ LECA E, DORMIEUX L. Upper and lower bound solutions for the face stability of shallow circular tunnels in frictional
material = Limites supérieures et inférieures pour la stabilité du front de tunnels circulaires peu profonds, dans un maté
riau frottant［J］. Geotechnique, 1990,40(4):581-606.
［8］ MOLLON G, DIAS D, SOUBRA A H. Face stability analysis of circular tunnels driven by a pressurized shield［J］.
Journal of Geotechnical and Geoenvironmental Engineering, 2010, 136(1): 215-229.
［9］吕玺琳, 王浩然, 黄茂松. 盾构隧道开挖面稳定极限理论研究［J］. 岩土工程学报, 2011, 31(1): 57-62.
LV Xilin, WANG Haoran, HUANG Maosong. Limit theoretical study on face stability of shield tunnels［J］. Chinese Journal of
Geotechnical Engineering,2011,31(1):57-62.
［10］ KIRSCH A. Experimental investigation of face stability of shallow tunnels in sand［J］. Acta Geotechnica, 2010, 5
(1): 43-62.
［11］ CHENABAA R P. Experimental study on face instability of shield tunnel in sand［J］. Tunnelling & Underground Space
Technology Incorporating Trenchless Technology Research, 2013, 33(1):12-21.
［12］ IDINGER G, AKLIK P, WU W, et al. Centrifuge model test on the face stability of shallow tunnel［J］. Acta
Geotechnica, 2011, 6(2): 105-117.
［13］ CASAGRANDE A. Shear failure of anisotropic materials［J］. Journal of the Boston Society of Civil
Engineers,1944,31(4):74-87.
［14］ LO K Y. Stability of slopes in anisotropic soils［J］. Journal of the Soil Mechanics and Foundations
Division,2014,91(4):85-106.
［15］ Al-KARNI A A, Al-SHAMRANI M A. Study of the effect of soil anisotropy on slope stability using method of slices［J
］. Computers and Geotechnics, 2000, 26(2): 83-103.
［16］黄茂松, 于胜兵, 秦会来. 基于上限法的K0固结黏土基坑抗隆起稳定分析［J］. 土木工程学报, 2011, 44(3): 101-108.
HUANG Maosong, YU Shengbing, QIN Huilai. Upper bound method for basal stability analysis of braced excavations in K0-
consolidated clays［J］. Chinese Civil Engineering Journal, 2011, 44(3): 101-108.
［17］ Reddy A S, Rao K N V. Bearing capacity of strip footing on anisotropic and nonhomogeneous clay［J］. Soils &
Foundations, 2008, 21(1):1-6.
［18］吕玺琳, 王浩然. 软土盾构隧道开挖面支护压力极限上限解［J］. 土木建筑与环境工程, 2011, 33(2): 65-69.
LV Xilin, WANG Haoran. Upper bound solution of the Limit support pressure during shield tunneling in soft clay［J］.
Journal of Civil Architectural and Environmental Engineering,2011,33(2):65-69.
［19］ PAN Q, DIAS D. Face Stability Analysis for a shield-driven tunnel in anisotropic and nonhomogeneous soils by the
kinematical approach［J］. International Journal of Geomechanics, 2015, 16(3):04015076.

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各向异性地基中盾构隧道开挖面稳定性分析

Analysis of Shield Tunnel Excavation Surface Stability in Anisotropic Foundations

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