深基坑桩锚支护有限元分析
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摘要
桩锚支护是一种常用的深基坑支护方式,传统方法采用静力平衡难以准确得出整个支护体系的内力与变形,计算结果偏于保守。有限元法的显著特点是处理非线性、非均质和复杂的边界条件,而土体的应力、应变分析恰恰就是存在这些困难。计算模型的建立应取决于工程本身特点,其复杂程度应当与所解决工程问题相适应,模型应尽量简单,参数物理意义要明确且易于确定,所以本文运用ANSYS软件以一个工程实例建立一个较为理想的平面应变模型,并通过与现场实测值进行对比,以验证模型的合理性,希望能够为以后桩锚支护的设计提供一定的指导意义。
Pile-Anchor Protection is a commonly used in Deep Foundation Pit.The traditional way is to adopt silent equilibrium method,through which the inner force and the deformation of the supporting system can be hardly got and the reckoning tends to be conservative.The distinction of FEM is to well deal with the boundary condition of the non-linearity,heterogeneity and complex boundary condition.However,these problems just exist in the analysis of soil's stress and strain.The building of computing models should depend on the project itself,its complexity should fit with the problem.The models should be as simple as possible and the physical meaning of parameters should be definite and easy to define.The paper builds an ideal plane strain model by ANSYS for a project in the hope of providing guidance in the later design of Pile-Anchor Protection and verifying the rationality of the model by contrasting with the measured date.
Pile-Anchor Protection is a commonly used in Deep Foundation Pit.The traditional way is to adopt silent equilibrium method,through which the inner force and the deformation of the supporting system can be hardly got and the reckoning tends to be conservative.The distinction of FEM is to well deal with the boundary condition of the non-linearity,heterogeneity and complex boundary condition.However,these problems just exist in the analysis of soil's stress and strain.The building of computing models should depend on the project itself,its complexity should fit with the problem.The models should be as simple as possible and the physical meaning of parameters should be definite and easy to define.The paper builds an ideal plane strain model by ANSYS for a project in the hope of providing guidance in the later design of Pile-Anchor Protection and verifying the rationality of the model by contrasting with the measured date.
引文
1余志成,施文花.深基坑支护设计与施工[M].北京:中国建筑工业出版社,1997.
2刘国彬,王卫东.基坑工程手册[M].第二版.北京:中国建筑工业出版社,2009.
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4朱伯芳.有限元法原理与应用[M].中国水利水电出版社,1997.
5 DRJ欧文,E辛顿著.曾国平,刘忠等译.塑性力学有限元——理论与应用[M].北京:兵器工业出版社,1989.
6张朝晖.ANSYS结构分析及实例解析[M].北京:机械工业出版社,2005.
7李好,周绪红.深基坑桩锚支护的弹塑性有限元分析[J].湖南大学学报,2003,30(3):86-89.
8 Bjerrum L,clausen CJF,Duncan JM.Earth Pressure onFlexible Structures-A state of the Art Report[C].In:Fith European Conference on Soil Mechanice anFoundation Engineering,1972,214-232.
2刘国彬,王卫东.基坑工程手册[M].第二版.北京:中国建筑工业出版社,2009.
3秦四海.深基坑工程优化设计[M].北京:地震出版社,1998.
4朱伯芳.有限元法原理与应用[M].中国水利水电出版社,1997.
5 DRJ欧文,E辛顿著.曾国平,刘忠等译.塑性力学有限元——理论与应用[M].北京:兵器工业出版社,1989.
6张朝晖.ANSYS结构分析及实例解析[M].北京:机械工业出版社,2005.
7李好,周绪红.深基坑桩锚支护的弹塑性有限元分析[J].湖南大学学报,2003,30(3):86-89.
8 Bjerrum L,clausen CJF,Duncan JM.Earth Pressure onFlexible Structures-A state of the Art Report[C].In:Fith European Conference on Soil Mechanice anFoundation Engineering,1972,214-232.
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