深基坑支护施工技术及稳定性分析
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摘要
近年来我国的经济建设和城市建筑发展迅速,人们的生活水平也不断提高,各类建筑与市政工程得到了飞速发展,高层建筑不断增加,深基坑工程愈来愈多。在城市深基坑施工过程中,基坑开挖需要考虑对周边建筑物的影响,位移和应力检测就显得特别重要。本文以北京铁科院工程为背景,运用FLAC有限差分法建立模型对其进行施工阶段的模拟分析,对沉降和位移进行观察,通过和监测数据的对比,提出改进建议。
首先,本文论述了深基坑工程的发展状况,深基坑支护常见的问题和未来的发展趋势。对基坑支护结构设计计算理论进行了总结,目前常用的解析法是极限平衡法和弹性抗力法,随着计算机的应用,有限元分析也越来越普遍。
其次,以铁科院深基坑工程为背景,对其进行了实际开挖和支护施工过程模拟,对基坑围护结构的水平位移、竖向沉降变形等作了分析研究。模拟结果显示基坑的最大竖向沉降值为10mm,围护结构最大水平位移为20mm。
最后,对实际监测数据进行对比分析,监测数据显示地表竖向沉降最大值为24mm,围护结构水平位移最大值为19mm。基坑变形模拟值与监测值存在一定的差异,原因是由于实际工程中受到的施工扰动较大,地下水、施工季节、气候,荷载分布等因素对工程施工影响较大,而模拟时对模型进行了不同程度的简化,计算参数的选取也对模拟结果有一定的影响。
These years, with the flourishing development of China's economy, and urban construction and people's standard of living, various buildings and municipal projects have developed rapidly, deep excavation engineering comes more and more. We need to consider the effects on the buildings around when deep foundation pits being constructed, displacement and stress tests becomes particularly important. This paper is based on the Beijing china academy of railway sciences , using software FLAC to establish model of the construction phase simulation analysis, then observe the settlement and displacement, compare with monitoring data, make recommendations for improvement.
Firstly, the paper discussed the development of deep excavation works, common problems of supporting and the future development trend. Then it summarized the design theories of deep foundation pits. The most commonly used analytical method are limit equilibrium method and elastic resistance. With the application of computer, finite element analysis has become increasingly popular.
Secondly, the paper simulated the actual excavation and the step-by-step support of the construction process, analysed the horizontal displacement of support structure and the ground surface sedimentation. Simulation result showed that the greatest vertical pit settlement is 10mm, the maximum of the support structure horizontal distortion is 20 mm.
Finally, the paper analysed the actual monitoring data. The data showed that the maximum monitoring vertical surface subsidence is 24mm, the maximum horizontal displacement is19mm. There were some differences between the monitoring data and simulation data, it was because the actual project was affected by the construction disturbance and also the environment、groundwater、the construction season、climate、load distribution and other factors, when the simulation model had varying degrees of simplification, and the selection of parameters in simulation also have an effect on the results.
首先,本文论述了深基坑工程的发展状况,深基坑支护常见的问题和未来的发展趋势。对基坑支护结构设计计算理论进行了总结,目前常用的解析法是极限平衡法和弹性抗力法,随着计算机的应用,有限元分析也越来越普遍。
其次,以铁科院深基坑工程为背景,对其进行了实际开挖和支护施工过程模拟,对基坑围护结构的水平位移、竖向沉降变形等作了分析研究。模拟结果显示基坑的最大竖向沉降值为10mm,围护结构最大水平位移为20mm。
最后,对实际监测数据进行对比分析,监测数据显示地表竖向沉降最大值为24mm,围护结构水平位移最大值为19mm。基坑变形模拟值与监测值存在一定的差异,原因是由于实际工程中受到的施工扰动较大,地下水、施工季节、气候,荷载分布等因素对工程施工影响较大,而模拟时对模型进行了不同程度的简化,计算参数的选取也对模拟结果有一定的影响。
These years, with the flourishing development of China's economy, and urban construction and people's standard of living, various buildings and municipal projects have developed rapidly, deep excavation engineering comes more and more. We need to consider the effects on the buildings around when deep foundation pits being constructed, displacement and stress tests becomes particularly important. This paper is based on the Beijing china academy of railway sciences , using software FLAC to establish model of the construction phase simulation analysis, then observe the settlement and displacement, compare with monitoring data, make recommendations for improvement.
Firstly, the paper discussed the development of deep excavation works, common problems of supporting and the future development trend. Then it summarized the design theories of deep foundation pits. The most commonly used analytical method are limit equilibrium method and elastic resistance. With the application of computer, finite element analysis has become increasingly popular.
Secondly, the paper simulated the actual excavation and the step-by-step support of the construction process, analysed the horizontal displacement of support structure and the ground surface sedimentation. Simulation result showed that the greatest vertical pit settlement is 10mm, the maximum of the support structure horizontal distortion is 20 mm.
Finally, the paper analysed the actual monitoring data. The data showed that the maximum monitoring vertical surface subsidence is 24mm, the maximum horizontal displacement is19mm. There were some differences between the monitoring data and simulation data, it was because the actual project was affected by the construction disturbance and also the environment、groundwater、the construction season、climate、load distribution and other factors, when the simulation model had varying degrees of simplification, and the selection of parameters in simulation also have an effect on the results.
引文
[1]龚晓南.深基坑工程设计施工手册[M].北京:中国建筑工业出版社,1998
[2]李欢秋,吴祥云,袁诚祥等.基坑附近楼房基础综合托换及边坡加固技术[J].岩石力学与工程学报,2003,22(1):153～156
[3]娄奕红,俞三溥,王秉勇.基坑支护结构内力及变形动态分析[J].岩石力学与工程学报,2003,22(3):462～466
[4]何昌荣,李彤,陈群等.新型预应力锚拉式桩板墙的三维有限元计算分析[J].岩石力学与工程学报,2003,22(5):843～848
[5]何思明,朱平一,张小刚.带抗滑键的挡土墙设计[J].岩石力学与工程学报,2003,22(7):1211～1215
[6]徐至钧,赵锡宏.深基坑支护设计理论与技术新进展—逆作法设计与施工[M].北京:机械工业出版社,2002
[7]陈忠汉,程丽萍.深基坑工程[M].北京:机械工业出版社,1999
[8]Terzaghi.K,Peck R B.Soil Mechanics in Engineering Practice [M].New York:[s.n.],1948
[9]Joseph E,Bowles.Foundation Analysis and Design.Thind Edition,McGraw-Hill Book Company,1982,35~40
[10] Capse M.S.Surface Settlement Adjacent to Braced Opentcuts. JSMFD.ASCE,1996,Vol.92(SM4),51~59
[11]仲颐,叶书麟主编.基础工程学[M].北京:中国建筑工业出版社,1990
[12]杨光华.深基坑支护结构的实用计算方法及其应用[J].岩土力学,2004,25(12):1885～1902
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[15]方江华.深基坑支护技术综述[J].西部探矿工程,2003(3):53~55
[16]林鸣,徐伟.深基坑工程信息化施工技术[M].北京:中国建筑工业出版社,2006
[17]周益强,游猛.悬臂式护坡桩设计与施工方法探讨[J].中南工学院学报,1999,13(1):34~37
[18]蒋天涛.刚架护坡桩边坡支护技术[J].岩土工程技术,2001,2:112~117
[19]候兆霞,石立成.深基坑中的综合支护技术[J].土工基础,2000,14(3):23~27
[20]陈谭生.锚固悬臂的护坡桩设计和施工的探讨[J].建筑科学,1999,15(1):34~36
[21]建筑基坑支护技术规程JGJ120-99[S].北京:中国建筑工业出版社,1999
[22]程丽萍.深基坑支护设计中的参数研究[D].同济大学,1998
[23]侯学渊,陈永福.深基坑开挖引起周围地基土沉陷的计算[J].岩土工程界,1989, 1(1):48～53
[24]李爱荣.人工神经网络技术在深基坑信息化施工中的应用[D].河海大学,2002
[25]张武刚,郭志昆等.桩—锚—喷在基坑边坡支护中的应用[J].基坑与边坡工程,2001,4(1):48~49
[26]杨敏,艾智勇.柔性挡土结构弹性支点法的改进[J].岩石力学与工程学报,2000,19(4):513~516
[27]艾智勇,杨敏.考虑摩擦效应时柔性挡土结构的弹性支点法[J].同济大学学报,1999,27(4):393~396
[28]张永谋,郭志勇等.对地下连续墙弹性支点法的改进[J].西安矿业学院学报,1998,18(3):222~225
[29]杨敏,艾智勇等.考虑空间作用对地下连续墙弹性支点法的改进[J].岩石力学与工程学报,1998,17(4):440~445
[30]朱彦鹏,张安疆等.m法求解桩身内力与变形的幂级数解[J].甘肃工业大学学报,1997,23(3):77~82
[31]罗河炎.基坑支护计算m法应用探讨[J].工程勘察,1998,6
[32]余志成,施文华.深基坑支护设计与施工[M].北京:中国建筑工业出版社,1997
[33]戴自航,陈林靖.多层地基中水平荷载桩计算m法的两种数值解[J].岩土工程学报,2007,29(5):690~696
[34]邹洪海.关于深基坑支护结构方案的优选和优化设计探讨[D].中国海洋大学,2005
[35]王洪臣,褚玲,谷拴成.有限元法在深基坑支护中的应用[J].建筑技术开发,2001,28(3):5~7
[36]彭明祥,毛艳荣.深基坑桩墙支护结构数值分析实用方法[J].广东土木与建筑,2001,2:7~12
[37]海传书,严驰等.高层建筑基坑开挖的数值分析研究及工程应用分析[J].建筑结构学报,2001,22(3):81~87
[38]李云安,张鸿昌等.深基坑工程变形控制及其影响因素的有限元分析[J].水文地质工程地质,2001,4:1~6
[39]杨光华,陆培炎.深基坑开挖中考虑施工过程多撑或多锚式地下连续墙增量计算法[J].建筑结构,1996,4:12~13
[40]杨光华.深基坑开挖中预应力锚杆或预应力支撑支护结构计算分析[J].建筑结构,1996,4:21~23
[41]陈光敬,胡中雄.采用分层地基系数的多支撑支护结构分析[J].岩土力学,1997,18(4):1~7
[42]罗河炎.基坑支护计算中的m法探讨[J].工程勘察,1998,6:16~18
[43]金亚兵.深基坑开挖边坡锚杆桩支护系统的有限元分析[J].土木工程,1999,4:3~4
[44]赵永伦,赵亮.考虑施工因素的弹性杆系有限元修正计算方法[J].土工基础,1999,13(3):1~4
[45]潘泓,吴世明.支护结构内支撑内力、变形分析[J].工业建筑,1999,5:5~9
[46]杨敏,冯又全,王瑞祥.深基坑支护结构的力学分析及实测结果的比较[J].建筑结构学报,1999,2:68~77
[47]潘培强.深基坑支护技术在广州地铁建设中的应用[D].湖南大学,2004
[48]刘才,王英杰等.可视化空间杆系结构有限元程序设计[J].燕山大学学报,2000,24(4):290~293
[49]张义维.水泥土深层搅拌桩挡墙在基坑之护中应用[J].施工技术,1995,2:39~41
[50]周顺华等.水泥土-灌注桩基坑围护结构的试验与现场实测[J].岩土工程学报,1998,20(2):51~54
[51]吴正发等.高悬臂钻孔灌注桩在深基坑支护中的应用[J].施工技术,1999,7:15~16
[52]崔江余,梁仁旺.建筑基坑设计计算与施工[M].北京:中国建材工业出版社,1999
[53] Potts D M,Flourie A B.The Effect of Wall on the Behaviour of a Propped Retaining Wall[J].Geotechnique,1985,35:347~352
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[55]许德慧.深基坑支护方案优选方法研究[D].中南大学,2002
[2]李欢秋,吴祥云,袁诚祥等.基坑附近楼房基础综合托换及边坡加固技术[J].岩石力学与工程学报,2003,22(1):153～156
[3]娄奕红,俞三溥,王秉勇.基坑支护结构内力及变形动态分析[J].岩石力学与工程学报,2003,22(3):462～466
[4]何昌荣,李彤,陈群等.新型预应力锚拉式桩板墙的三维有限元计算分析[J].岩石力学与工程学报,2003,22(5):843～848
[5]何思明,朱平一,张小刚.带抗滑键的挡土墙设计[J].岩石力学与工程学报,2003,22(7):1211～1215
[6]徐至钧,赵锡宏.深基坑支护设计理论与技术新进展—逆作法设计与施工[M].北京:机械工业出版社,2002
[7]陈忠汉,程丽萍.深基坑工程[M].北京:机械工业出版社,1999
[8]Terzaghi.K,Peck R B.Soil Mechanics in Engineering Practice [M].New York:[s.n.],1948
[9]Joseph E,Bowles.Foundation Analysis and Design.Thind Edition,McGraw-Hill Book Company,1982,35~40
[10] Capse M.S.Surface Settlement Adjacent to Braced Opentcuts. JSMFD.ASCE,1996,Vol.92(SM4),51~59
[11]仲颐,叶书麟主编.基础工程学[M].北京:中国建筑工业出版社,1990
[12]杨光华.深基坑支护结构的实用计算方法及其应用[J].岩土力学,2004,25(12):1885～1902
[13]刘建航,刘国彬等.软土工程中时空效应理论与实践(上)[J].地下工程与隧道,1999,3:7~12
[14]刘建航,刘国彬等.软土工程中时空效应理论与实践(下)[J].地下工程与隧道,1999,4:10~14
[15]方江华.深基坑支护技术综述[J].西部探矿工程,2003(3):53~55
[16]林鸣,徐伟.深基坑工程信息化施工技术[M].北京:中国建筑工业出版社,2006
[17]周益强,游猛.悬臂式护坡桩设计与施工方法探讨[J].中南工学院学报,1999,13(1):34~37
[18]蒋天涛.刚架护坡桩边坡支护技术[J].岩土工程技术,2001,2:112~117
[19]候兆霞,石立成.深基坑中的综合支护技术[J].土工基础,2000,14(3):23~27
[20]陈谭生.锚固悬臂的护坡桩设计和施工的探讨[J].建筑科学,1999,15(1):34~36
[21]建筑基坑支护技术规程JGJ120-99[S].北京:中国建筑工业出版社,1999
[22]程丽萍.深基坑支护设计中的参数研究[D].同济大学,1998
[23]侯学渊,陈永福.深基坑开挖引起周围地基土沉陷的计算[J].岩土工程界,1989, 1(1):48～53
[24]李爱荣.人工神经网络技术在深基坑信息化施工中的应用[D].河海大学,2002
[25]张武刚,郭志昆等.桩—锚—喷在基坑边坡支护中的应用[J].基坑与边坡工程,2001,4(1):48~49
[26]杨敏,艾智勇.柔性挡土结构弹性支点法的改进[J].岩石力学与工程学报,2000,19(4):513~516
[27]艾智勇,杨敏.考虑摩擦效应时柔性挡土结构的弹性支点法[J].同济大学学报,1999,27(4):393~396
[28]张永谋,郭志勇等.对地下连续墙弹性支点法的改进[J].西安矿业学院学报,1998,18(3):222~225
[29]杨敏,艾智勇等.考虑空间作用对地下连续墙弹性支点法的改进[J].岩石力学与工程学报,1998,17(4):440~445
[30]朱彦鹏,张安疆等.m法求解桩身内力与变形的幂级数解[J].甘肃工业大学学报,1997,23(3):77~82
[31]罗河炎.基坑支护计算m法应用探讨[J].工程勘察,1998,6
[32]余志成,施文华.深基坑支护设计与施工[M].北京:中国建筑工业出版社,1997
[33]戴自航,陈林靖.多层地基中水平荷载桩计算m法的两种数值解[J].岩土工程学报,2007,29(5):690~696
[34]邹洪海.关于深基坑支护结构方案的优选和优化设计探讨[D].中国海洋大学,2005
[35]王洪臣,褚玲,谷拴成.有限元法在深基坑支护中的应用[J].建筑技术开发,2001,28(3):5~7
[36]彭明祥,毛艳荣.深基坑桩墙支护结构数值分析实用方法[J].广东土木与建筑,2001,2:7~12
[37]海传书,严驰等.高层建筑基坑开挖的数值分析研究及工程应用分析[J].建筑结构学报,2001,22(3):81~87
[38]李云安,张鸿昌等.深基坑工程变形控制及其影响因素的有限元分析[J].水文地质工程地质,2001,4:1~6
[39]杨光华,陆培炎.深基坑开挖中考虑施工过程多撑或多锚式地下连续墙增量计算法[J].建筑结构,1996,4:12~13
[40]杨光华.深基坑开挖中预应力锚杆或预应力支撑支护结构计算分析[J].建筑结构,1996,4:21~23
[41]陈光敬,胡中雄.采用分层地基系数的多支撑支护结构分析[J].岩土力学,1997,18(4):1~7
[42]罗河炎.基坑支护计算中的m法探讨[J].工程勘察,1998,6:16~18
[43]金亚兵.深基坑开挖边坡锚杆桩支护系统的有限元分析[J].土木工程,1999,4:3~4
[44]赵永伦,赵亮.考虑施工因素的弹性杆系有限元修正计算方法[J].土工基础,1999,13(3):1~4
[45]潘泓,吴世明.支护结构内支撑内力、变形分析[J].工业建筑,1999,5:5~9
[46]杨敏,冯又全,王瑞祥.深基坑支护结构的力学分析及实测结果的比较[J].建筑结构学报,1999,2:68~77
[47]潘培强.深基坑支护技术在广州地铁建设中的应用[D].湖南大学,2004
[48]刘才,王英杰等.可视化空间杆系结构有限元程序设计[J].燕山大学学报,2000,24(4):290~293
[49]张义维.水泥土深层搅拌桩挡墙在基坑之护中应用[J].施工技术,1995,2:39~41
[50]周顺华等.水泥土-灌注桩基坑围护结构的试验与现场实测[J].岩土工程学报,1998,20(2):51~54
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