软土地基狭长型深基坑性状分析
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摘要
近年来,基坑施工事故屡屡发生,特别是在软土地区,这种事故发生的概率更大,造成重大的生命财产损失。针对这一问题,有必要开展软土地基狭长型深基坑性状分析,只有对影响基坑开挖的因素有了充分了解,才能准确地预测基坑变形的发展,有效地防止事故的发生。杭州位于中国东部沿海地区,具有典型的软土地质条件,对该地区基坑开挖性状的研究可以为类似软土地区的基坑建设提供参考。本文通过数值反分析建立了硬化土小应变(HSS)模型的参数简便确定方法,并对杭州地区的内撑式基坑工程进行统计,归纳出典型的地质条件和设计参数,基于正交试验设计理念通过数值试验分析了各设计参数对基坑开挖的影响,本文的主要内容如下：
(1)对杭州高承压水地基某深基坑工程做了详细介绍,对该工程建立了包括土、围护墙、水平支撑体系和竖向支撑体系共同作用的二维有限元模型。采用能考虑塑性变形、土体硬化,并具有区分加、卸载和刚度随应力变化特性的小应变模型(HSS模型)模拟基坑开挖过程中的土体特性。考虑到HSS模型参数确定的困难性,通过数值反分析建立了一套适合工程应用的HSS模型参数简便确定方法。
(2)分有止水帷幕和坑底加固、只有坑底加固、只有止水帷幕和没有坑底加固和止水帷幕四种情况对承压水地基深基坑开挖性状进行对比分析,探讨止水帷幕和坑底加固在处理承压水地基深基坑开挖问题中的效果。通过分析指出当坑底以下至承压含水层顶面之间的土体重度不足以抵抗承压水压力时应考虑承压水的影响并对承压水进行处理,当坑底以下至承压含水层顶面之间的土体重度能够抵抗承压水压力时不需考虑承压水的影响,做常规设计即可。
(3)结合现有研究成果中关于杭州地区内撑式基坑工程的相关资料以及杭州市勘测设计研究院和杭州浙大福世德岩土工程有限公司的内部勘察报告,搜集了杭州地区65个基坑工程的地质和相关设计参数,归纳出杭州城东和城西地区典型的地质条件。指出在城东地区进行深基坑开挖时应考虑承压含水层。城西地区砂、卵、砾石层很薄或缺失,基坑设计时可不考虑承压水的影响,城西地区基岩埋藏深度较浅。
(4)基于正交试验设计理念对杭州城东和城西地区的两个典型基坑工程进行了较为全面的研究。选取围护墙墙顶侧移、围护墙墙底侧移、围护墙最大侧移、墙后地表最大沉降和坑底最大隆起量作为试验指标,围护墙插入比、首道支撑位置、坑底被动区加固体置换率、支撑水平间距和竖向间距作为试验因素,每个因素取5个水平进行正交试验,并对试验结果进行了极差分析和方差分析,总结了各设计参数对各指标影响的敏感性,指出首道支撑位置应设置在地面以下2m范围内,试图仅通过增加插入比和加固体置换率来控制基坑的变形是不可行的,另外城西地区基坑开挖范围内存在较厚的软土地基,在相同的设计条件下,基坑的变形较城东地区大很多,深基坑建设不能简单的套用城东地区的经验。
(5)对杭州地铁1号线湘湖站北2基坑从勘察、开挖、滑动面、支撑、监测以及加固等方面对事故进行分析,结果表明,由于基坑土方开挖过程中,基坑超挖,钢管支撑架设不及时,垫层未及时浇筑,钢支撑体系存在薄弱环节等因素,引起局部范围地下连续墙墙底产生过大侧向位移,造成支撑轴力过大及严重偏心。同时基坑监测失效,未采取有效补救措施。以上直接因素致使部分钢管支撑失稳,钢管支撑体系整体破坏,基坑两侧地下连续墙向坑内产生严重位移,其中西侧中部墙体横向断裂并倒塌,风情大道塌陷。
(6)为了对北2基坑破坏原因进行深入分析,采用正交试验设计思想,以连续墙最大侧移、墙后地表最大沉降、坑底最大隆起、连续墙最大弯矩和第一道支撑轴力以及第三道支撑轴力作为试验指标,对支撑刚度、不平衡堆载、坑底加固体置换率、以及超挖带来的影响进行分析,并对数值试验结果进行极差分析和方差分析,发现取消坑底加固和未设置第四道支撑开挖到底是引起这次事故的主要原因,另外第四道支撑的取消也使得第三道支撑的轴力显著加大,超出了钢支撑的承载能力。
Serious construction accidents happened in recent years, especially in soft clay ground, resulting in huge loss of lives and property. To prevent similar accidents, it is necessary to investigate the behavior of narrow-deep excavation in soft clay ground. Hangzhou is located in the east of China, facing the East China Sea, and there are thick, relatively soft to medium soft soil deposits lying in the subground. Excavation behavior studied here can help guiding excavation construction in the other region of similar geological conditions. This thesis introduces a novel approach to decide the input parameters of hardening-soil small model for engineering purpose. After collecting internally braced excavations in Hangzhou, the typical geological conditions and design parameters are concluded. In order to estimate the effectiveness of the parameters efficiently, the orthogonal array (OA) is introduced for screening the key factor in the numerical experiments. The main contributions of this thesis are described in the following:
(1) This paper presents the performance of an excavation with confined water based on field observations and numerical analysis results in Hangzhou soft clay ground. A two dimensional finite element model considering the interactions between the soil and structures is setup to simulate the construction procedures. A small strain constitutive model called hardening-soil small model is used in the analysis. Through inverse analyses, a novel approach to determine the input parameters of hardening-soil small model for engineering purpose is introduced. These parameters can conveniently be obtained by ordinary geotechnical tests.
(2) By comparing the deformations of the real case with the same case but without confined water treatment using the most appropriate input parameters introduced previously, the effectiveness of impervious curtain and ground improvement is thus evaluated. Results indicate that the deformations in this case history are substantially reduced by the installation of impervious curtain and ground improvement when the excavation depth is big, and the soil beneath the excavation bottom is insufficient to balance the confined water pressure. The difference between with and without confined water treatment appears to be insignificant when the excavation depth is small, and it is no need to take additional measurements in this situation.
(3) After investigating the journal, thesis, conference papers and the private geological reports from Hangzhou Exploration&Surveying Design Institute and Fushide Exploration&Surveying Design Co., LTD,65internally braced excavations in Hangzhou were collected, and the typical geological conditions and design parameters is concluded. The east and west of Hangzhou shares the totally different soil conditions. Confined water should be taken into considering in the east of Hangzhou, while in the west of Hangzhou, it could be not, and the bedrock is located shallow in the underground.
(4) Two typical narrow-deep excavations from east and west of Hangzhou are selected for analysis. In order to investigate the behavior of excavations efficiently, the orthogonal array (OA) was introduced for screening the key factor in the numerical experiments. The method took the maximum wall deflection, ground settlement, base heave and the deflection of the top and bottom of the wall as estimated indexes, and the embedded depth ratio of wall, cantilever excavation depth, replacement ratio in the passive zone, and vertical and horizontal spacing of the struts as factors. It is found that, to reduce the excavation deformation, the first level strut should be set no deeper than2m below the ground surface, and increasing the embedded depth ratio of wall and replacement ratio in the passive zone can help less in reducing excavation deformation. Deep excavation constructed in the west of Hangzhou should be paid more attention as the soft soil layer there is thicker than that in the east of Hangzhou.
(5) An excavation collapse at the Xianghu subway station on Hangzhou metro line1was selected for this study. Through field and document investigation, the reasons of excavation collapse were considered as the misuse of the soil parameters, over excavation, incorrect installation of steel struts, invalid monitoring data, and inadequate ground improvement. With over excavation, the deflection of the west wall is much too big, which leads to an extreme axial force rise in struts, and the bending moment of the wall increased rapidly, resulting in a ruining of the retaining system.
(6) To further investigate the reason of the collapse, the N2excavation was analyzed numerically with the program PLAXIS V8.5. In order to estimate damage efficiently, the orthogonal array (OA) was introduced for screening the key factor in the numerical experiments. Based on the previous investigation on the excavation failure, the effectiveness of the following factors is evaluated:strut stiffness, surcharge on the Fengqing Road, jet grouting improvement ratio of the subsoil under the final cutting surface, and cutting surface location of the fourth step excavation. Besides, the maximum wall deflection, ground settlement, base heave, wall bending moment and the axial force of the first and third level struts are selected as estimated indexes. The calculated results were summarized and the significance of each factor was analyzed. The primary cause of the failure was revealed. Canceling the3m thick ground improvement under the final excavation base and fourth level struts caused significant movements and internal force, respectively. When the fourth level struts canceled, the load of the third level strut increased more than the bearing capacity of the steel strut.
(1)对杭州高承压水地基某深基坑工程做了详细介绍,对该工程建立了包括土、围护墙、水平支撑体系和竖向支撑体系共同作用的二维有限元模型。采用能考虑塑性变形、土体硬化,并具有区分加、卸载和刚度随应力变化特性的小应变模型(HSS模型)模拟基坑开挖过程中的土体特性。考虑到HSS模型参数确定的困难性,通过数值反分析建立了一套适合工程应用的HSS模型参数简便确定方法。
(2)分有止水帷幕和坑底加固、只有坑底加固、只有止水帷幕和没有坑底加固和止水帷幕四种情况对承压水地基深基坑开挖性状进行对比分析,探讨止水帷幕和坑底加固在处理承压水地基深基坑开挖问题中的效果。通过分析指出当坑底以下至承压含水层顶面之间的土体重度不足以抵抗承压水压力时应考虑承压水的影响并对承压水进行处理,当坑底以下至承压含水层顶面之间的土体重度能够抵抗承压水压力时不需考虑承压水的影响,做常规设计即可。
(3)结合现有研究成果中关于杭州地区内撑式基坑工程的相关资料以及杭州市勘测设计研究院和杭州浙大福世德岩土工程有限公司的内部勘察报告,搜集了杭州地区65个基坑工程的地质和相关设计参数,归纳出杭州城东和城西地区典型的地质条件。指出在城东地区进行深基坑开挖时应考虑承压含水层。城西地区砂、卵、砾石层很薄或缺失,基坑设计时可不考虑承压水的影响,城西地区基岩埋藏深度较浅。
(4)基于正交试验设计理念对杭州城东和城西地区的两个典型基坑工程进行了较为全面的研究。选取围护墙墙顶侧移、围护墙墙底侧移、围护墙最大侧移、墙后地表最大沉降和坑底最大隆起量作为试验指标,围护墙插入比、首道支撑位置、坑底被动区加固体置换率、支撑水平间距和竖向间距作为试验因素,每个因素取5个水平进行正交试验,并对试验结果进行了极差分析和方差分析,总结了各设计参数对各指标影响的敏感性,指出首道支撑位置应设置在地面以下2m范围内,试图仅通过增加插入比和加固体置换率来控制基坑的变形是不可行的,另外城西地区基坑开挖范围内存在较厚的软土地基,在相同的设计条件下,基坑的变形较城东地区大很多,深基坑建设不能简单的套用城东地区的经验。
(5)对杭州地铁1号线湘湖站北2基坑从勘察、开挖、滑动面、支撑、监测以及加固等方面对事故进行分析,结果表明,由于基坑土方开挖过程中,基坑超挖,钢管支撑架设不及时,垫层未及时浇筑,钢支撑体系存在薄弱环节等因素,引起局部范围地下连续墙墙底产生过大侧向位移,造成支撑轴力过大及严重偏心。同时基坑监测失效,未采取有效补救措施。以上直接因素致使部分钢管支撑失稳,钢管支撑体系整体破坏,基坑两侧地下连续墙向坑内产生严重位移,其中西侧中部墙体横向断裂并倒塌,风情大道塌陷。
(6)为了对北2基坑破坏原因进行深入分析,采用正交试验设计思想,以连续墙最大侧移、墙后地表最大沉降、坑底最大隆起、连续墙最大弯矩和第一道支撑轴力以及第三道支撑轴力作为试验指标,对支撑刚度、不平衡堆载、坑底加固体置换率、以及超挖带来的影响进行分析,并对数值试验结果进行极差分析和方差分析,发现取消坑底加固和未设置第四道支撑开挖到底是引起这次事故的主要原因,另外第四道支撑的取消也使得第三道支撑的轴力显著加大,超出了钢支撑的承载能力。
Serious construction accidents happened in recent years, especially in soft clay ground, resulting in huge loss of lives and property. To prevent similar accidents, it is necessary to investigate the behavior of narrow-deep excavation in soft clay ground. Hangzhou is located in the east of China, facing the East China Sea, and there are thick, relatively soft to medium soft soil deposits lying in the subground. Excavation behavior studied here can help guiding excavation construction in the other region of similar geological conditions. This thesis introduces a novel approach to decide the input parameters of hardening-soil small model for engineering purpose. After collecting internally braced excavations in Hangzhou, the typical geological conditions and design parameters are concluded. In order to estimate the effectiveness of the parameters efficiently, the orthogonal array (OA) is introduced for screening the key factor in the numerical experiments. The main contributions of this thesis are described in the following:
(1) This paper presents the performance of an excavation with confined water based on field observations and numerical analysis results in Hangzhou soft clay ground. A two dimensional finite element model considering the interactions between the soil and structures is setup to simulate the construction procedures. A small strain constitutive model called hardening-soil small model is used in the analysis. Through inverse analyses, a novel approach to determine the input parameters of hardening-soil small model for engineering purpose is introduced. These parameters can conveniently be obtained by ordinary geotechnical tests.
(2) By comparing the deformations of the real case with the same case but without confined water treatment using the most appropriate input parameters introduced previously, the effectiveness of impervious curtain and ground improvement is thus evaluated. Results indicate that the deformations in this case history are substantially reduced by the installation of impervious curtain and ground improvement when the excavation depth is big, and the soil beneath the excavation bottom is insufficient to balance the confined water pressure. The difference between with and without confined water treatment appears to be insignificant when the excavation depth is small, and it is no need to take additional measurements in this situation.
(3) After investigating the journal, thesis, conference papers and the private geological reports from Hangzhou Exploration&Surveying Design Institute and Fushide Exploration&Surveying Design Co., LTD,65internally braced excavations in Hangzhou were collected, and the typical geological conditions and design parameters is concluded. The east and west of Hangzhou shares the totally different soil conditions. Confined water should be taken into considering in the east of Hangzhou, while in the west of Hangzhou, it could be not, and the bedrock is located shallow in the underground.
(4) Two typical narrow-deep excavations from east and west of Hangzhou are selected for analysis. In order to investigate the behavior of excavations efficiently, the orthogonal array (OA) was introduced for screening the key factor in the numerical experiments. The method took the maximum wall deflection, ground settlement, base heave and the deflection of the top and bottom of the wall as estimated indexes, and the embedded depth ratio of wall, cantilever excavation depth, replacement ratio in the passive zone, and vertical and horizontal spacing of the struts as factors. It is found that, to reduce the excavation deformation, the first level strut should be set no deeper than2m below the ground surface, and increasing the embedded depth ratio of wall and replacement ratio in the passive zone can help less in reducing excavation deformation. Deep excavation constructed in the west of Hangzhou should be paid more attention as the soft soil layer there is thicker than that in the east of Hangzhou.
(5) An excavation collapse at the Xianghu subway station on Hangzhou metro line1was selected for this study. Through field and document investigation, the reasons of excavation collapse were considered as the misuse of the soil parameters, over excavation, incorrect installation of steel struts, invalid monitoring data, and inadequate ground improvement. With over excavation, the deflection of the west wall is much too big, which leads to an extreme axial force rise in struts, and the bending moment of the wall increased rapidly, resulting in a ruining of the retaining system.
(6) To further investigate the reason of the collapse, the N2excavation was analyzed numerically with the program PLAXIS V8.5. In order to estimate damage efficiently, the orthogonal array (OA) was introduced for screening the key factor in the numerical experiments. Based on the previous investigation on the excavation failure, the effectiveness of the following factors is evaluated:strut stiffness, surcharge on the Fengqing Road, jet grouting improvement ratio of the subsoil under the final cutting surface, and cutting surface location of the fourth step excavation. Besides, the maximum wall deflection, ground settlement, base heave, wall bending moment and the axial force of the first and third level struts are selected as estimated indexes. The calculated results were summarized and the significance of each factor was analyzed. The primary cause of the failure was revealed. Canceling the3m thick ground improvement under the final excavation base and fourth level struts caused significant movements and internal force, respectively. When the fourth level struts canceled, the load of the third level strut increased more than the bearing capacity of the steel strut.
引文
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