软土地层中格形地下连续墙围护结构性状研究
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摘要
格形地下连续墙是上海软土地区近年来出现的一种新型围护结构型式,既可以用作无内支撑体系基坑工程的围护结构,亦可以作为竖向承载结构。由于在变形控制、可持续发展等方面的诸多优点,格形地下连续墙目前已经在多个基坑工程中得到应用。深基坑工程中,兼作竖向承载结构的围护结构的受力变形特性是设计和施工中最为关心的问题。作为一种新型的、结构型式比较复杂的围护结构,目前已有的关于传统基坑围护结构受力、变形性状和竖向承载特性的认识无法直接应用到格形地下连续墙中,在很大程度上限制了这种新型围护结构的应用和推广。鉴于目前对格形地下连续墙的研究比较匮乏,本文结合原位试验、室内模型试验、理论研究、数值模拟和现场监测等手段,对格形地下连续墙的围护结构工作性状、竖向承载特性和关键节点的结构强度进行系统地研究,为格形地下连续墙的设计和施工提供了参考。主要内容包括如下几个方面:
1.采用有限元方法分析格形地下连续墙典型受力、变形特征。建立以格形地下连续墙为围护结构的深基坑的切片模型和全三维模型,系统地分析了上海地区以格形地下连续墙为围护结构的深基坑开挖过程中格形地下连续墙的变形、墙后地表横向与纵向沉降、墙侧土压力分布和墙身弯矩分布的典型特征。引入平面应变比(PSR)的概念,研究了以格形地下连续墙为围护结构的基坑变形的空间效应。利用参数分析研究了格形地下连续墙几何尺寸(包括连续墙厚度、深度、隔墙长度、隔墙间距)、连续墙接头型式、坑底加固、坑内桩基以及基坑底板对基坑受力、变形的影响,并给出一些简化计算公式。探讨了在广泛的参数影响下基坑的变形特征变量(包括围护结构的最大侧移和地表最大沉降),得到其变化范围的上限,并将分析结果与采用传统围护结构的基坑工程的统计结果进行对比,从而为设计施工提供了理论参考。
2.利用原位试验和荷载传递法分析单幅地下连续墙槽段的竖向承载机理。对格形地下连续墙的单幅连续墙槽段进行原位静载试验,系统地研究了竖向加载作用下单幅地下连续墙墙身沉降、墙身轴力分布、墙侧摩阻力分布和发展、墙端阻力发展等竖向承载特性,并探讨了墙端注浆对单幅地下连续墙竖向承载特性的影响。基于荷载传递法,采用双曲线理想弹塑性荷载传递函数反映墙侧摩阻力的发挥情况,三折线荷载传递模型反映墙端阻力的发展,得到了单幅地下连续墙荷载传递法的半解析解。通过对比计算结果和原位试验数据,验证了荷载传递法在单幅地下连续墙竖向承载特性分析中的适用性。
3.结合原位试验数据,采用有限元方法对格形地下连续墙竖向承载机理进行分析。首先对单幅地下连续墙原位静载试验进行模拟,通过将计算结果与原位试验结果进行对比,确定所采用数值方法的正确性。在此基础上,建立格形地下连续墙的竖向承载模型,研究了格形地下连续墙侧摩阻力、端阻力的分布和发展情况,并系统分析了墙侧和墙端土体的力学性质、墙土接触面的力学特性和格形地下连续墙的尺寸等因素对其竖向承载特性的影响,揭示了格形地下连续墙的竖向承载机理。通过引入墙芯土体端应力系数η和隔墙端应力系数δ的概念,给出格形地下连续墙竖向承载力的建议计算公式。
4.结合室内模型试验和数值模型试验,研究格形地下连续墙横隔墙槽段间的十字钢板接头的抗剪强度和剪切破坏机理。对以十字钢板接头连接的地下连续墙试件进行室内剪切破坏试验,对比分析不同试件的实验数据,研究了十字钢板接头的剪切破坏模式和各设计参数对其抗剪强度的影响。结合室内模型试验和数值试验手段,揭示了十字钢板接头的剪切破坏机理,在此基础上,引入抗剪强度发挥程度的概念,分析了纵向钢板刚度对十字钢板接头抗剪强度的影响,进一步参考Oguejiofor和Hosain提出的穿孔钢板接头的抗剪强度公式,提出了能够反映十字钢板接头剪切破坏机理的抗剪强度计算方法。
5.对上海长兴岛造船基地某采用格形地下连续墙作为围护结构和竖向承载结构的船坞基坑工程进行了实测研究,验证前述理论研究成果。对实测结果的分析表明,格形地下连续墙在各个工况下的最大侧移全部位于理论研究给出的范围之内,当开挖深度为5m和10m时,实测的格形地下连续墙各测点最大侧移平均值与根据第二章理论公式计算得到的最大侧移接近,当开挖深度为14.7m时,实测最大侧移平均值要小于计算得到的最大侧移。表明根据理论研究成果制定的施工方法可以有效利用基坑底板支撑作用,限制格形地下连续墙的变形。格形地下连续墙墙顶位移、墙侧土压力和墙身弯矩的监测结果亦与理论研究结果吻合,表明理论研究成果对于从总体上理解格形地下连续墙围护结构的工作性状有积极的意义,可以用于指导今后类似工程的设计和施工。
Cellular diaphragm wall is a novel structure, which could be used as the horizontal retaining structure and the vertical bearing structure for deep excavation, simultaneously. Due to its advantages such as the capability of deformation control and the benefit of sustainable development, cellular diaphragm wall has been recently applied in several excavation cases. For this type of structure used as both the horizontal retaining and vertical bearing structure, a major concern is to predict the force, deformation and bearing behavior in the design and construction stages. However, a fundamental study of this type of structure is relatively limited and infrequently reported in the literature. The analysis method of the traditional retaining structure is insufficient for this type of structure. In order to extend and develope this type of novel structure in deep excavation, this thesis evaluates the force, deformation, and bearing behavior of cellular diaphragm wall in Shanghai soft deposit, based on a series of in-situ tests, indoor model tests, three dimensional (3D) finite element analysis, and field monitoring. The main contributions of this thesis are described in the following:
1. Finite element method is used to analyze the typical retaining behavior of the cellular diaphragm wall. Both a slicing finite element model and a 3D finite element model are proposed to simulate the construction procedures of a deep unbraced excavation supported by the cellular diaphragm wall in typical Shanghai stratum. Force and deformation behaviors including the wall deflection, ground settlement, earth pressure, and bending moment of the wall due to deep excavation are investigated in details. 3D effects of the force and deformation behaviors are studied by comparing the results computed by the slicing model and 3D model. The plane strain ratio (PSR) is used to reflect the relationship of the maximum wall deflcetion between the plane strain and 3D finite element results. By performing a series of parametric studies, the influence of the geometry size of the cellular diaphragm wall, wall construction joint, soil reinforcement, pile spacing, and the bottom plate on the behavior of the cellular diaphragm wall are investigated. General trends of the maximum lateral displacement of wall and maximum ground settlement are obtained by analyze the computed results from the numerical experiments. The general trends provide a reference for the design and construction of the celluar diaphragm wall.
2. The in-situ static load tests of two cellular diaphragm wall panels are performed. Vertical bearing behavior of the single diaphragm wall panel including the ultimate bearing capacity, the evolution of the skin friction and toe resistance, and the effect of the toe-grouting are studied according to the tested data. The load transfer behavior of single diaphragm wall panel in soft soil is analyzed by the load transfer method. A hyperbolic ideal elastic-plastic model is presented as the load transfer function of the wall-side, while a tri-linear model is introduced to simulate the load transfer behavior of wall end. The load transfer method is validated to be suitable for the bearing behavior analysis of the single diaphragm wall panel by comparing the calculated results with the tested data.
3. Finite element method is used to analyze the bearing mechanism of the cellular diaphragm wall. Firstly, a 3D finite element model is used to simulate the in-situ static load test of single diaphragm wall panel. The parameters of this model is ajusted by comparing the computed results and tested data. Based on these parameters, a 3D finite element analysis of the static load test of the cellular diaphragm wall is carried out. By performing a series of parametric studies, the influence of the soil properties, the interface properties between the wall and soil, and the geometry size of the cellular diaphragm wall on the vertical bearing behavior of the cellular diaphragm wall are investigated. By introducing the concepts of the tip stress coefficient of the soil core and the tip stress coefficient of the partition wall, a general formula for the calculation of the vertical bearing capacity of the cellular diaphragm wall is proposed.
4. Indoor model tests are conducted to test four 1/2-scale diaphragm wall specimens which panels are connected by the cross-plate joints. Three significant design parameters of the cross-plate joint are considered: the thickness, the length, and the number of the holes of the longitudinal plate of the joint. Effect of these design parameters on the vertical shear strength of the cross-plate joint are presented and discussed in detail. A numerical model is carried out to study the crack propagation and failure mechanism of the cross-plate joint. Through the results from experimental study and explicit finite-element modeling, the concept of the exerting ratio of the shear strength is introduced. Based on this concept, the shear resistance of Perfobond connectors derived by Oguejiofor and Hosain is modified to be suitable for the calculation of the shear strength of the cross-plate joint by considering the influence of the opening ratio of the longitudinal plate of the joint.
5. Comprehensive monitoring systems are installed on an unbraced excavation which is retained by cellular diaphragm wall. Field monitoring results show that maximum lateral displacements of all the inclinometers in walls at different stages fall in the range proposed by theoretical analysis. Furthermore, monitored displacement evolution of the wall top and distribution of earth pressure and bending moment are similar to the theoretical analyzing results. This confirms the validity of the theoretical analyzing results to predict force and deformation behavior of the cellular diaphragm wall.
1.采用有限元方法分析格形地下连续墙典型受力、变形特征。建立以格形地下连续墙为围护结构的深基坑的切片模型和全三维模型,系统地分析了上海地区以格形地下连续墙为围护结构的深基坑开挖过程中格形地下连续墙的变形、墙后地表横向与纵向沉降、墙侧土压力分布和墙身弯矩分布的典型特征。引入平面应变比(PSR)的概念,研究了以格形地下连续墙为围护结构的基坑变形的空间效应。利用参数分析研究了格形地下连续墙几何尺寸(包括连续墙厚度、深度、隔墙长度、隔墙间距)、连续墙接头型式、坑底加固、坑内桩基以及基坑底板对基坑受力、变形的影响,并给出一些简化计算公式。探讨了在广泛的参数影响下基坑的变形特征变量(包括围护结构的最大侧移和地表最大沉降),得到其变化范围的上限,并将分析结果与采用传统围护结构的基坑工程的统计结果进行对比,从而为设计施工提供了理论参考。
2.利用原位试验和荷载传递法分析单幅地下连续墙槽段的竖向承载机理。对格形地下连续墙的单幅连续墙槽段进行原位静载试验,系统地研究了竖向加载作用下单幅地下连续墙墙身沉降、墙身轴力分布、墙侧摩阻力分布和发展、墙端阻力发展等竖向承载特性,并探讨了墙端注浆对单幅地下连续墙竖向承载特性的影响。基于荷载传递法,采用双曲线理想弹塑性荷载传递函数反映墙侧摩阻力的发挥情况,三折线荷载传递模型反映墙端阻力的发展,得到了单幅地下连续墙荷载传递法的半解析解。通过对比计算结果和原位试验数据,验证了荷载传递法在单幅地下连续墙竖向承载特性分析中的适用性。
3.结合原位试验数据,采用有限元方法对格形地下连续墙竖向承载机理进行分析。首先对单幅地下连续墙原位静载试验进行模拟,通过将计算结果与原位试验结果进行对比,确定所采用数值方法的正确性。在此基础上,建立格形地下连续墙的竖向承载模型,研究了格形地下连续墙侧摩阻力、端阻力的分布和发展情况,并系统分析了墙侧和墙端土体的力学性质、墙土接触面的力学特性和格形地下连续墙的尺寸等因素对其竖向承载特性的影响,揭示了格形地下连续墙的竖向承载机理。通过引入墙芯土体端应力系数η和隔墙端应力系数δ的概念,给出格形地下连续墙竖向承载力的建议计算公式。
4.结合室内模型试验和数值模型试验,研究格形地下连续墙横隔墙槽段间的十字钢板接头的抗剪强度和剪切破坏机理。对以十字钢板接头连接的地下连续墙试件进行室内剪切破坏试验,对比分析不同试件的实验数据,研究了十字钢板接头的剪切破坏模式和各设计参数对其抗剪强度的影响。结合室内模型试验和数值试验手段,揭示了十字钢板接头的剪切破坏机理,在此基础上,引入抗剪强度发挥程度的概念,分析了纵向钢板刚度对十字钢板接头抗剪强度的影响,进一步参考Oguejiofor和Hosain提出的穿孔钢板接头的抗剪强度公式,提出了能够反映十字钢板接头剪切破坏机理的抗剪强度计算方法。
5.对上海长兴岛造船基地某采用格形地下连续墙作为围护结构和竖向承载结构的船坞基坑工程进行了实测研究,验证前述理论研究成果。对实测结果的分析表明,格形地下连续墙在各个工况下的最大侧移全部位于理论研究给出的范围之内,当开挖深度为5m和10m时,实测的格形地下连续墙各测点最大侧移平均值与根据第二章理论公式计算得到的最大侧移接近,当开挖深度为14.7m时,实测最大侧移平均值要小于计算得到的最大侧移。表明根据理论研究成果制定的施工方法可以有效利用基坑底板支撑作用,限制格形地下连续墙的变形。格形地下连续墙墙顶位移、墙侧土压力和墙身弯矩的监测结果亦与理论研究结果吻合,表明理论研究成果对于从总体上理解格形地下连续墙围护结构的工作性状有积极的意义,可以用于指导今后类似工程的设计和施工。
Cellular diaphragm wall is a novel structure, which could be used as the horizontal retaining structure and the vertical bearing structure for deep excavation, simultaneously. Due to its advantages such as the capability of deformation control and the benefit of sustainable development, cellular diaphragm wall has been recently applied in several excavation cases. For this type of structure used as both the horizontal retaining and vertical bearing structure, a major concern is to predict the force, deformation and bearing behavior in the design and construction stages. However, a fundamental study of this type of structure is relatively limited and infrequently reported in the literature. The analysis method of the traditional retaining structure is insufficient for this type of structure. In order to extend and develope this type of novel structure in deep excavation, this thesis evaluates the force, deformation, and bearing behavior of cellular diaphragm wall in Shanghai soft deposit, based on a series of in-situ tests, indoor model tests, three dimensional (3D) finite element analysis, and field monitoring. The main contributions of this thesis are described in the following:
1. Finite element method is used to analyze the typical retaining behavior of the cellular diaphragm wall. Both a slicing finite element model and a 3D finite element model are proposed to simulate the construction procedures of a deep unbraced excavation supported by the cellular diaphragm wall in typical Shanghai stratum. Force and deformation behaviors including the wall deflection, ground settlement, earth pressure, and bending moment of the wall due to deep excavation are investigated in details. 3D effects of the force and deformation behaviors are studied by comparing the results computed by the slicing model and 3D model. The plane strain ratio (PSR) is used to reflect the relationship of the maximum wall deflcetion between the plane strain and 3D finite element results. By performing a series of parametric studies, the influence of the geometry size of the cellular diaphragm wall, wall construction joint, soil reinforcement, pile spacing, and the bottom plate on the behavior of the cellular diaphragm wall are investigated. General trends of the maximum lateral displacement of wall and maximum ground settlement are obtained by analyze the computed results from the numerical experiments. The general trends provide a reference for the design and construction of the celluar diaphragm wall.
2. The in-situ static load tests of two cellular diaphragm wall panels are performed. Vertical bearing behavior of the single diaphragm wall panel including the ultimate bearing capacity, the evolution of the skin friction and toe resistance, and the effect of the toe-grouting are studied according to the tested data. The load transfer behavior of single diaphragm wall panel in soft soil is analyzed by the load transfer method. A hyperbolic ideal elastic-plastic model is presented as the load transfer function of the wall-side, while a tri-linear model is introduced to simulate the load transfer behavior of wall end. The load transfer method is validated to be suitable for the bearing behavior analysis of the single diaphragm wall panel by comparing the calculated results with the tested data.
3. Finite element method is used to analyze the bearing mechanism of the cellular diaphragm wall. Firstly, a 3D finite element model is used to simulate the in-situ static load test of single diaphragm wall panel. The parameters of this model is ajusted by comparing the computed results and tested data. Based on these parameters, a 3D finite element analysis of the static load test of the cellular diaphragm wall is carried out. By performing a series of parametric studies, the influence of the soil properties, the interface properties between the wall and soil, and the geometry size of the cellular diaphragm wall on the vertical bearing behavior of the cellular diaphragm wall are investigated. By introducing the concepts of the tip stress coefficient of the soil core and the tip stress coefficient of the partition wall, a general formula for the calculation of the vertical bearing capacity of the cellular diaphragm wall is proposed.
4. Indoor model tests are conducted to test four 1/2-scale diaphragm wall specimens which panels are connected by the cross-plate joints. Three significant design parameters of the cross-plate joint are considered: the thickness, the length, and the number of the holes of the longitudinal plate of the joint. Effect of these design parameters on the vertical shear strength of the cross-plate joint are presented and discussed in detail. A numerical model is carried out to study the crack propagation and failure mechanism of the cross-plate joint. Through the results from experimental study and explicit finite-element modeling, the concept of the exerting ratio of the shear strength is introduced. Based on this concept, the shear resistance of Perfobond connectors derived by Oguejiofor and Hosain is modified to be suitable for the calculation of the shear strength of the cross-plate joint by considering the influence of the opening ratio of the longitudinal plate of the joint.
5. Comprehensive monitoring systems are installed on an unbraced excavation which is retained by cellular diaphragm wall. Field monitoring results show that maximum lateral displacements of all the inclinometers in walls at different stages fall in the range proposed by theoretical analysis. Furthermore, monitored displacement evolution of the wall top and distribution of earth pressure and bending moment are similar to the theoretical analyzing results. This confirms the validity of the theoretical analyzing results to predict force and deformation behavior of the cellular diaphragm wall.
引文
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