基坑开挖与降水对支护结构受力及地面变形影响的研究
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摘要
在地下水位较高的场地进行深基坑工程的设计及施工,降水开挖引起局部水文地质条件的变化与支护结构及周边环境之间是相互制约、相互作用的。
本文首先对太原市汾河低阶地地层进行了分类整理,按照地层变化规律、粒径组成、渗透性质及帷幕底部可能嵌固进入地层透水性质的不同,将基坑止水帷幕分为三类嵌固模式。每种模式给出了相应的渗流变化特征及其对支护结构及地面变形的影响程度。
本文对太原市中环壹号深基坑工程监测资料进行整理分析,依此为模拟基础,以比奥固结理论为基础利用Flac3D的cysoil模型进行数值模拟,深入研究了止水帷幕为第二类嵌固模式时,水头边界条件下分别采用侧向和上部两种不同水头补给位置时,降水回灌四种组合方式的渗流条件与支护结构及地面变形之间的相互作用；并对地下水位改变、土体性质改变、渗透系数改变、回灌条件改变引起基坑周边地面沉降的影响规律进行了分析研究。
最后对渗透系数与降水前后土体的力学性质测试的试验方法及参数的变化规律进行了深入的分析研究。
通过以上分析研究获得的主要认识及结论为：
1、材料本构关系cysoil模型是摩尔-库仑的衍生模型,采用定律为增量弹性法则、破坏准则和流动准则。运用该模型将降水回灌的渗流变化与土力学有机地组合起来,与比奥固结理论相结合能很好反映地下水的渗流特征及开挖应力改变之间的作用。模拟结果与中环壹号监测资料对比,地面沉降的模拟吻合率高达90%以上,地下连续墙墙体水平位移的吻合率为60%-80%,水平支撑的撑力吻合率达80%以上,说明该模型适用于本论文研究的基坑开挖降水工程。
2、通过对各项水文参数改变的模拟得出：
1)水头边界条件的侧向固定水头补给位置适用于第一类、第二类嵌固模式,上部固定水头补给位置适用于第三类嵌固模式。
2)分步降水加回灌的降水开挖工况对基坑周边地面变形控制最为有利。回灌是控制地面沉降的有效手段,回灌井位置在基坑开挖深度(0.5～1.0)H范围内最佳。
3)根据正交水平原理提供了回灌井深度、回灌压力、回灌井数量及排数、帷幕深度各因素及因素组合对地面沉降的贡献系数表,来评价各参数及参数组合对地面沉降的影响程度,以便设计施工中采用最优最经济的回灌组合方式。
4)降水引起基坑外地面沉降曲线为“凹”形：从基坑边至最大沉降点处为对数曲线,从最大沉降点至降水影响范围的最外边界处为线性关系。利用回归关系给出第二类嵌固模式下基坑外地面变形与渗透系数变化关系的计算公式。
5)考虑回灌渗流应力场作用比不考虑渗流作用,地表沉降降低50%,坑底隆起增35%,支护结构的水平位移增加30%,水平支撑轴力增加15%。设计中需考虑回灌渗流作用,以降低支护结构的风险。
6)墙体水平位移受水平侧向支撑的限制,同一断面出现两头小中间大的鼓肚子挠曲形状。墙体的最大水平位移位置在墙顶下0.85H处,在开挖深度(0.4-0.85)H水平位移增量大,该段落为支护结构的最薄弱部位,是设置支撑及施工监测的重点部位。
7)地表沉降量随着土体弹性模量的增大而减小；地表最大沉降和弹性模量曲线大致呈折线形分布。随着土体模量的提高,土体变形滑移面的斜率在增大,滑移面越来越陡,土体的变形影响范围在减小。但土体模量的提高对支护结构的变形影响不大。
3、对水文参数的试验研究得出：
1)综合考虑取样过程中土样的扰动程度、取土深度、土样应力释放情况、孔隙水压力消散程度及渗透系数对土层影响的权重等因素,提出对室内试验测出的渗透系数的修正公式。
2)降水过程相当于给土体一个预压加固作用,降水后土体压缩模量ES1-2增大25%；粘聚力增大33%；内摩擦角增大8%。
3)高压固结多级卸荷回弹试验土体均出现“回滞圈”,卸荷曲线的斜率不一致,但回弹的路径几乎是一组平行线。
本文的研究成果是对太原市中环壹号工程的支护体系研究中得出的,对水位较高的河流一级阶地基坑开挖的设计及施工具有一定的借鉴和指导作用,对深大基坑中渗流场与支护结构、周边环境的相互作用理论的研究具有一定的意义。
Local variations of hydrogeological conditions due to precipitation and excavation, support structures and ambient environment constraint and interact each other during design and construction of deep foundation pit works at sites with high water level.
First of all, this article sorted the low-terrace strata in Fen River, Taiyuan city, and classified the foundation pits into three embedding modes according to stratigraphic variation rule, particle size composition, permeability property and different water permeability when the curtain bottom might be embedded into layers. For each mode, it presented its characteristics of seepage variation and the respective influences on support structure and ambient environment.
This article still systematically sorted and analyzed monitoring information for the deep foundation pit works of Zhonghuan No.1residential project in Taiyuan, China; and makes in-depth study on interactions among precipitation-reinjection combinations, variation in seepage condition, support structure and ambient environment through numerical simulation using Flac3D Cysoil model based on Biot's consolidation theory; studies laws of influences of variations in water table, soil properties, permeability coefficient and reinjection condition on land subsidence around the foundation pit.
Finally, in-depth studies have been made for different methods to test permeability coefficient and soil mechanical properties before and after precipitation..
The main conclusions from above studies are as follows:
1. The Cysoil model for material constitutive relationship is a derived Mohr-Coulomb model, the laws adopted are incremental elasticity rule, failure criterion and flow criterion. Studies demonstrate that, this model integrates precipitation-reinjection-induced seepage variation and soil mechanics constructively, coupled with Biot's consolidation theory, it is able to reflect interaction between groundwater seepage characteristics and excavation stress change very well. By applying this model, simulation of ground subsidence can match up to90%, the horizontal displacement of the underground continuous wall can match up to60%to80%, and the support of horizontal support structures can match up to above80%, all of the above studies prove that this model is suitable for foundation pit excavation and precipitation works studied in this paper.
2. Through simulation of the change of each hydrological parameter, we can see that:
1) The laterally fixed hydraulic head applies to the first and second types of embedding modes, while the top-fixed hydraulic head applies to the third type of embedding mode.
2) The mode of multi-step precipitation plus reinjection is most favorable for control of ground deformation. Reinjection is an effective means to control ground subsidence. It is optimum to place a reinjection well within depths0.5-1.0times the excavation depth of foundation pit.
3) In order to evaluate attribution of depth of recharge well, recharge pressure, number of recharge well and curtain depth to the ground subsidence, the parameters and different combination of parameters have been provided according to orthogonal level principle, and therefore the optimum recharge combination can then be selected.
4) Owing to precipitation, the curve of subsidence outside the foundation pit is "concave" shaped:The segment from foundation pit edge to the maximum subsidence point is logarithmic curve, while the segment from the maximum subsidence point to the outermost boundary of precipitation scope is linear relationship. A calculation formula for permeability coefficient versus ground deformation outside foundation pit in the second type of embedding mode was given.
5) Compared with the case of not taking seepage effect into account, the case of taking seepage stress field into account shows ground subsidence decreasing by50%, pit bottom upheaval rising by35%, horizontal displacement of support structure increasing by30%, and axial force of foundation pit support structure increasing by15%. It is therefore necessary to take seepage into account during design.
6) The wall horizontal displacement is limited by horizontal lateral braces, and a plump buckling shape smaller at two ends and larger at the center appears at one section. The maximum horizontal displacement of wall occurs at a distance of17m below the wall top, the horizontal displacement increment gets larger at excavation depth of8-17m, the interval with excavation depth being0.4-0.85times depth of foundation pit is the weakest portion of support structure and the key position of monitoring and supporting.
7) The maximum land subsidence curve and elasticity modulus curve roughly exhibit fold-line distribution. With increase in soil modulus, the slip surface of soil deformation gets steeper and steeper with increasing slope, and the influencing scope of soil deformation is reduced. However, the increase in soil modulus has not much impact on deformation of support structure.
3. From the tests and studies of hydrological parameters, we can see that:
1) This article takes into account such factors as disturbance of soil sample during sampling, depth of borrow pit, stress release of soil sample, dissipation of pore water pressure, and weight of permeability coefficient on soil layer, and put forward a correction formula for permeability coefficient measured in laboratory test.
2) The precipitation process is equivalent to a preloading effect of soil, which change the effective stress in soil, and after precipitation, compression modulus Es1-2increases by25%, cohesive force rises by33%, and internal friction angle increases by8%.
3)"Hysteresis loops" appear for all soil samples in multi-stage high pressure consolidation and rebound test, in which slopes of unloading curves are not consistent, but rebound paths are almost a group of parallel lines.
The research achievements in this article are obtained from a study on the support system of Zhonghuan No.1residential project in Taiyuan City, China; they have certain reference and guidance values for design and construction of foundation pit excavation works on the first-level terrace of any high-water-level river, and are of certain significance to the theoretical research of interactions among the seepage field in a large deep foundation pit, support structure and ambient environment.
本文首先对太原市汾河低阶地地层进行了分类整理,按照地层变化规律、粒径组成、渗透性质及帷幕底部可能嵌固进入地层透水性质的不同,将基坑止水帷幕分为三类嵌固模式。每种模式给出了相应的渗流变化特征及其对支护结构及地面变形的影响程度。
本文对太原市中环壹号深基坑工程监测资料进行整理分析,依此为模拟基础,以比奥固结理论为基础利用Flac3D的cysoil模型进行数值模拟,深入研究了止水帷幕为第二类嵌固模式时,水头边界条件下分别采用侧向和上部两种不同水头补给位置时,降水回灌四种组合方式的渗流条件与支护结构及地面变形之间的相互作用；并对地下水位改变、土体性质改变、渗透系数改变、回灌条件改变引起基坑周边地面沉降的影响规律进行了分析研究。
最后对渗透系数与降水前后土体的力学性质测试的试验方法及参数的变化规律进行了深入的分析研究。
通过以上分析研究获得的主要认识及结论为：
1、材料本构关系cysoil模型是摩尔-库仑的衍生模型,采用定律为增量弹性法则、破坏准则和流动准则。运用该模型将降水回灌的渗流变化与土力学有机地组合起来,与比奥固结理论相结合能很好反映地下水的渗流特征及开挖应力改变之间的作用。模拟结果与中环壹号监测资料对比,地面沉降的模拟吻合率高达90%以上,地下连续墙墙体水平位移的吻合率为60%-80%,水平支撑的撑力吻合率达80%以上,说明该模型适用于本论文研究的基坑开挖降水工程。
2、通过对各项水文参数改变的模拟得出：
1)水头边界条件的侧向固定水头补给位置适用于第一类、第二类嵌固模式,上部固定水头补给位置适用于第三类嵌固模式。
2)分步降水加回灌的降水开挖工况对基坑周边地面变形控制最为有利。回灌是控制地面沉降的有效手段,回灌井位置在基坑开挖深度(0.5～1.0)H范围内最佳。
3)根据正交水平原理提供了回灌井深度、回灌压力、回灌井数量及排数、帷幕深度各因素及因素组合对地面沉降的贡献系数表,来评价各参数及参数组合对地面沉降的影响程度,以便设计施工中采用最优最经济的回灌组合方式。
4)降水引起基坑外地面沉降曲线为“凹”形：从基坑边至最大沉降点处为对数曲线,从最大沉降点至降水影响范围的最外边界处为线性关系。利用回归关系给出第二类嵌固模式下基坑外地面变形与渗透系数变化关系的计算公式。
5)考虑回灌渗流应力场作用比不考虑渗流作用,地表沉降降低50%,坑底隆起增35%,支护结构的水平位移增加30%,水平支撑轴力增加15%。设计中需考虑回灌渗流作用,以降低支护结构的风险。
6)墙体水平位移受水平侧向支撑的限制,同一断面出现两头小中间大的鼓肚子挠曲形状。墙体的最大水平位移位置在墙顶下0.85H处,在开挖深度(0.4-0.85)H水平位移增量大,该段落为支护结构的最薄弱部位,是设置支撑及施工监测的重点部位。
7)地表沉降量随着土体弹性模量的增大而减小；地表最大沉降和弹性模量曲线大致呈折线形分布。随着土体模量的提高,土体变形滑移面的斜率在增大,滑移面越来越陡,土体的变形影响范围在减小。但土体模量的提高对支护结构的变形影响不大。
3、对水文参数的试验研究得出：
1)综合考虑取样过程中土样的扰动程度、取土深度、土样应力释放情况、孔隙水压力消散程度及渗透系数对土层影响的权重等因素,提出对室内试验测出的渗透系数的修正公式。
2)降水过程相当于给土体一个预压加固作用,降水后土体压缩模量ES1-2增大25%；粘聚力增大33%；内摩擦角增大8%。
3)高压固结多级卸荷回弹试验土体均出现“回滞圈”,卸荷曲线的斜率不一致,但回弹的路径几乎是一组平行线。
本文的研究成果是对太原市中环壹号工程的支护体系研究中得出的,对水位较高的河流一级阶地基坑开挖的设计及施工具有一定的借鉴和指导作用,对深大基坑中渗流场与支护结构、周边环境的相互作用理论的研究具有一定的意义。
Local variations of hydrogeological conditions due to precipitation and excavation, support structures and ambient environment constraint and interact each other during design and construction of deep foundation pit works at sites with high water level.
First of all, this article sorted the low-terrace strata in Fen River, Taiyuan city, and classified the foundation pits into three embedding modes according to stratigraphic variation rule, particle size composition, permeability property and different water permeability when the curtain bottom might be embedded into layers. For each mode, it presented its characteristics of seepage variation and the respective influences on support structure and ambient environment.
This article still systematically sorted and analyzed monitoring information for the deep foundation pit works of Zhonghuan No.1residential project in Taiyuan, China; and makes in-depth study on interactions among precipitation-reinjection combinations, variation in seepage condition, support structure and ambient environment through numerical simulation using Flac3D Cysoil model based on Biot's consolidation theory; studies laws of influences of variations in water table, soil properties, permeability coefficient and reinjection condition on land subsidence around the foundation pit.
Finally, in-depth studies have been made for different methods to test permeability coefficient and soil mechanical properties before and after precipitation..
The main conclusions from above studies are as follows:
1. The Cysoil model for material constitutive relationship is a derived Mohr-Coulomb model, the laws adopted are incremental elasticity rule, failure criterion and flow criterion. Studies demonstrate that, this model integrates precipitation-reinjection-induced seepage variation and soil mechanics constructively, coupled with Biot's consolidation theory, it is able to reflect interaction between groundwater seepage characteristics and excavation stress change very well. By applying this model, simulation of ground subsidence can match up to90%, the horizontal displacement of the underground continuous wall can match up to60%to80%, and the support of horizontal support structures can match up to above80%, all of the above studies prove that this model is suitable for foundation pit excavation and precipitation works studied in this paper.
2. Through simulation of the change of each hydrological parameter, we can see that:
1) The laterally fixed hydraulic head applies to the first and second types of embedding modes, while the top-fixed hydraulic head applies to the third type of embedding mode.
2) The mode of multi-step precipitation plus reinjection is most favorable for control of ground deformation. Reinjection is an effective means to control ground subsidence. It is optimum to place a reinjection well within depths0.5-1.0times the excavation depth of foundation pit.
3) In order to evaluate attribution of depth of recharge well, recharge pressure, number of recharge well and curtain depth to the ground subsidence, the parameters and different combination of parameters have been provided according to orthogonal level principle, and therefore the optimum recharge combination can then be selected.
4) Owing to precipitation, the curve of subsidence outside the foundation pit is "concave" shaped:The segment from foundation pit edge to the maximum subsidence point is logarithmic curve, while the segment from the maximum subsidence point to the outermost boundary of precipitation scope is linear relationship. A calculation formula for permeability coefficient versus ground deformation outside foundation pit in the second type of embedding mode was given.
5) Compared with the case of not taking seepage effect into account, the case of taking seepage stress field into account shows ground subsidence decreasing by50%, pit bottom upheaval rising by35%, horizontal displacement of support structure increasing by30%, and axial force of foundation pit support structure increasing by15%. It is therefore necessary to take seepage into account during design.
6) The wall horizontal displacement is limited by horizontal lateral braces, and a plump buckling shape smaller at two ends and larger at the center appears at one section. The maximum horizontal displacement of wall occurs at a distance of17m below the wall top, the horizontal displacement increment gets larger at excavation depth of8-17m, the interval with excavation depth being0.4-0.85times depth of foundation pit is the weakest portion of support structure and the key position of monitoring and supporting.
7) The maximum land subsidence curve and elasticity modulus curve roughly exhibit fold-line distribution. With increase in soil modulus, the slip surface of soil deformation gets steeper and steeper with increasing slope, and the influencing scope of soil deformation is reduced. However, the increase in soil modulus has not much impact on deformation of support structure.
3. From the tests and studies of hydrological parameters, we can see that:
1) This article takes into account such factors as disturbance of soil sample during sampling, depth of borrow pit, stress release of soil sample, dissipation of pore water pressure, and weight of permeability coefficient on soil layer, and put forward a correction formula for permeability coefficient measured in laboratory test.
2) The precipitation process is equivalent to a preloading effect of soil, which change the effective stress in soil, and after precipitation, compression modulus Es1-2increases by25%, cohesive force rises by33%, and internal friction angle increases by8%.
3)"Hysteresis loops" appear for all soil samples in multi-stage high pressure consolidation and rebound test, in which slopes of unloading curves are not consistent, but rebound paths are almost a group of parallel lines.
The research achievements in this article are obtained from a study on the support system of Zhonghuan No.1residential project in Taiyuan City, China; they have certain reference and guidance values for design and construction of foundation pit excavation works on the first-level terrace of any high-water-level river, and are of certain significance to the theoretical research of interactions among the seepage field in a large deep foundation pit, support structure and ambient environment.
引文
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