CN111859728A - Surface Deformation Calculation Method and Settlement Fit Analysis Method for Shield Tunneling - Google Patents
Surface Deformation Calculation Method and Settlement Fit Analysis Method for Shield Tunneling Download PDFInfo
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Abstract
本发明公开了盾构掘进的地表变形计算方法及沉降量拟合度分析方法，其地表变形计算方法，包括以下步骤：获取的勘测数据；对盾构掘进的地表变形进行竖向位移分析；获得开挖面附加推力引起的地表沉降；获得盾壳摩擦力引起的地表沉降；获得尾注浆压力引起的地表沉降；获得刀盘超挖所引起的地层损失而导致的地表沉降；获得地表变形沉降。其沉降量拟合度分析方法，包括以下步骤：获得地表总变形；建立有限元模型得到有限元结果；布设监测点采集相应的沉降变形数据；进行拟合度分析。本发明减少监测频率缩短监测周期，能够准确的确定路基沉降区域，提出相应的加固方案后对区域土体进行有效加固，节约施工成本加快施工进度。The invention discloses a surface deformation calculation method and a settlement fit analysis method for shield tunneling. The surface deformation calculation method includes the following steps: acquiring survey data; performing vertical displacement analysis on the surface deformation of shield tunneling; obtaining The surface subsidence caused by the additional thrust of the excavation surface; the surface subsidence caused by the friction of the shield shell is obtained; the surface subsidence caused by the tail grouting pressure is obtained; the surface subsidence caused by the stratum loss caused by the over-excavation of the cutter head is obtained; the surface deformation settlement is obtained . The method for analyzing the fitting degree of settlement amount includes the following steps: obtaining total surface deformation; establishing a finite element model to obtain finite element results; arranging monitoring points to collect corresponding settlement deformation data; and performing fitting degree analysis. The invention reduces the monitoring frequency and shortens the monitoring period, can accurately determine the subgrade settlement area, and effectively reinforce the regional soil after a corresponding reinforcement plan is proposed, thereby saving the construction cost and speeding up the construction progress.
Description
技术领域technical field
本发明属于沉降量检测领域，具体涉及一种盾构掘进的地表变形计算方法及沉降量拟合度分析方法。The invention belongs to the field of settlement amount detection, and particularly relates to a surface deformation calculation method and a settlement amount fitting degree analysis method for shield tunneling.
背景技术Background technique
随着我国地下工程的不断发展，出现了许多盾构隧道下穿既有铁路等近接工程，为了解决此类穿越工程对已有铁路路基沉降区域的确定和加固问题，常规的施工方法为随机选取地表部分区域进行变形计算，从而确定路基的沉降范围和加固方式，这样的代表性不强，带来了很大的盲目性和不确定性。With the continuous development of underground engineering in our country, there have been many shield tunnels underpassing existing railways and other proximity projects. In order to solve the problem of determining and reinforcing the settlement area of the existing railway subgrade for such crossing projects, the conventional construction method is to randomly select Deformation calculation is performed in part of the surface area to determine the settlement range and reinforcement method of the subgrade, which is not representative and brings great blindness and uncertainty.
有改进的施工方法是将三维数值模拟结果与监测数据进行拟合，虽然成效明显，但是实时监测花费大量时间以及需要第三方的参与，对施工进度和成本有着很大的影响，并且缺乏理论的验算，无法直接根据短时间内的实时监测数据来准确调整有限元模型参数。An improved construction method is to fit the three-dimensional numerical simulation results with the monitoring data. Although the results are obvious, real-time monitoring takes a lot of time and requires the participation of a third party, which has a great impact on the construction progress and cost, and lacks theoretical knowledge. It is impossible to accurately adjust the parameters of the finite element model directly according to the real-time monitoring data in a short period of time.
发明内容SUMMARY OF THE INVENTION
本发明为解决现有技术存在的问题而提出，其目的是提供一种盾构掘进的地表变形计算方法及沉降量拟合度分析方法。The invention is proposed to solve the problems existing in the prior art, and its purpose is to provide a surface deformation calculation method and a settlement fit analysis method for shield tunneling.
本发明的技术方案是：一种盾构掘进的地表变形计算方法，包括以下步骤：The technical scheme of the present invention is: a surface deformation calculation method for shield tunneling, comprising the following steps:
ⅰ.获取的围岩等级、地质构造、岩性交界面、主应力方向ⅰ. Obtained surrounding rock grade, geological structure, lithological interface, principal stress direction
ⅱ.对盾构掘进的地表变形进行竖向位移分析ⅱ. Vertical displacement analysis for the surface deformation of shield tunneling
ⅲ.获得开挖面附加推力引起的地表沉降ⅲ. Obtain the surface subsidence caused by the additional thrust of the excavation face
ⅳ.获得盾壳摩擦力引起的地表沉降iv. Obtaining the surface subsidence caused by the friction of the shield shell
ⅴ.获得尾注浆压力引起的地表沉降ⅴ. Obtaining the surface subsidence caused by tail grouting pressure
ⅵ.获得刀盘超挖所引起的地层损失而导致的地表沉降ⅵ. Obtain the surface subsidence caused by the loss of the stratum caused by the over-excavation of the cutter head
ⅶ.整合沉降数据，获得地表变形沉降。ⅶ. Integrate settlement data to obtain surface deformation settlement.
步骤ⅱ中竖向位移的分解过程如下：The decomposition process of vertical displacement in step ii is as follows:
在弹性半无限空间内的任一点，其在竖直集中力量和水平集中力作用下，基于弹性力学Mindlin解的竖向位移分别为ω1和ω2，具体如下：At any point in the elastic semi-infinite space, under the action of the vertical concentrated force and the horizontal concentrated force, the vertical displacements based on the Mindlin solution of elastic mechanics are ω 1 and ω 2 respectively, as follows:
其中，
式中，R1为集中力作用点到沉降量计算点的距离，R2为集中力作用点沿坐标系水平面的对称点到沉降量计算点的距离。G为土体剪切模量，μ为泊松比，a为作用点到水平地面的距离。In the formula, R 1 is the distance from the point of application of the concentrated force to the calculation point of settlement, and R 2 is the distance from the symmetrical point of the point of application of the concentrated force along the horizontal plane of the coordinate system to the calculation point of settlement. G is the shear modulus of the soil, μ is the Poisson's ratio, and a is the distance from the action point to the level ground.
步骤ⅲ中获得开挖面附加推力引起的地表沉降过程如下：The surface subsidence process caused by the additional thrust of the excavation face obtained in step iii is as follows:
开挖面附加推力q引起地表沉降，且q＝qi-K′0q′v-qw+2πRLf，其中qi为开挖面的支护压力，K0为有效静止土压力系数，q′v为隧道轴线处的垂直有效应力，qw为隧道轴线上的孔隙水压力，在开挖面任意取一微元，其面积为dA＝rdrdθ，r为该微元至开挖面中心距离，θ为该微元与开挖面中心水平面夹角，因而该微元所受集中力为dPh＝qrdrdθ，开挖面半径也就是盾壳半径为R，经过坐标变换，可得：The surface subsidence caused by the additional thrust q of the excavation surface, and q=q i -K′ 0 q′ v -q w +2πRLf, where q i is the support pressure of the excavation surface, K 0 is the effective static earth pressure coefficient, q ′ v is the vertical effective stress at the axis of the tunnel, q w is the pore water pressure on the axis of the tunnel, arbitrarily take a micro-element on the excavation face, and its area is dA=rdrdθ, r is the distance from the micro-element to the center of the excavation surface , θ is the angle between the element and the horizontal plane of the center of the excavation surface, so the concentrated force on the element is dP h = qrdrdθ, and the radius of the excavation surface, that is, the radius of the shield shell, is R. After coordinate transformation, we can get:
其中，Rq1为集中力作用点到沉降量计算点的距离，Rq2为集中力作用点沿坐标系水平面的对称点到沉降量计算点的距离。G为土体剪切模量，μ为泊松比，H为开挖面中心至水平地面的距离。Among them, R q1 is the distance from the concentrated force acting point to the settlement calculation point, and R q2 is the distance from the symmetrical point of the concentrated force acting point along the horizontal plane of the coordinate system to the settlement calculation point. G is the shear modulus of the soil, μ is the Poisson's ratio, and H is the distance from the center of the excavation surface to the horizontal ground.
步骤ⅳ获得盾壳摩擦力引起的地表沉降，具体过程如下：Step ⅳ Obtain the surface subsidence caused by the friction of the shield shell. The specific process is as follows:
在盾壳上任意取一微元，其面积为dA＝Rdθds，R为盾壳半径，s 为该微元至开挖面的轴向距离，该微元所受的集中力为dPh＝fRdθds，经过坐标变换，可得：A micro-element is arbitrarily taken on the shield shell, and its area is dA=Rdθds, R is the radius of the shield shell, s is the axial distance from the micro-element to the excavation surface, and the concentrated force on the micro-element is dP h =fRdθds , after coordinate transformation, we can get:
式中，Rf1为集中力作用点到沉降量计算点的距离，Rf2为集中力作用点沿坐标系水平面的对称点到沉降量计算点的距离。G为土体剪切模量，μ为泊松比，H为开挖面中心至水平地面的距离。In the formula, R f1 is the distance from the point of application of the concentrated force to the calculation point of settlement, and R f2 is the distance from the symmetrical point of the point of application of the concentrated force along the horizontal plane of the coordinate system to the calculation point of settlement. G is the shear modulus of the soil, μ is the Poisson's ratio, and H is the distance from the center of the excavation surface to the horizontal ground.
步骤ⅴ获得尾注浆压力引起的地表沉降，具体过程如下：Step ⅴ Obtain the surface settlement caused by the pressure of tail grouting. The specific process is as follows:
盾尾注浆段的长度为m，在注浆段任意取一微元，其面积为 dA＝Rdθds，R为盾壳半径，s为该微元至开挖面的轴向距离，该微元所受的集中力dPv＝psinθRdsθd，经过坐标变换，可推到得：The length of the grouting section of the shield tail is m, and a micro-element is arbitrarily selected in the grouting section, and its area is dA=Rdθds, R is the radius of the shield shell, s is the axial distance from the micro-element to the excavation surface, and the micro-element The concentrated force dP v =psinθRdsθd, after coordinate transformation, can be deduced:
式中，Rp1为集中力作用点到沉降量计算点的距离，Rp2为集中力作用点沿坐标系水平面的对称点到沉降量计算点的距离。G为土体剪切模量，μ为泊松比，H为开挖面中心至水平地面的距离。In the formula, R p1 is the distance from the point of application of the concentrated force to the calculation point of settlement, and R p2 is the distance from the symmetrical point of the point of action of the concentrated force along the horizontal plane of the coordinate system to the calculation point of settlement. G is the shear modulus of the soil, μ is the Poisson's ratio, and H is the distance from the center of the excavation surface to the horizontal ground.
步骤ⅵ获得刀盘超挖所引起的地层损失而导致的地表沉降，按照如下公式进行计算：Step ⅵ Obtain the surface subsidence caused by the stratum loss caused by the over-excavation of the cutter head, and calculate according to the following formula:
式中，Vloss为隧道单位长度的地层损失量，单位为m3·m-1，其中 Vloss＝πR2V1,V1为根据以往的施工经验确定的地层损失率。where V loss is the formation loss per unit length of the tunnel, in m 3 ·m -1 , where V loss =πR 2 V 1 , and V 1 is the formation loss rate determined based on previous construction experience.
获取步骤(ⅲ)、步骤(ⅳ)、步骤(ⅴ)、步骤(ⅵ)的地表沉降，得地表的整体变形沉降，其公式如下：Obtain the surface subsidence of step (iii), step (iv), step (ⅴ), and step (ⅵ) to obtain the overall deformation subsidence of the surface, and its formula is as follows:
由于盾构施工引起的地表总变形ω的计算公式为：The formula for calculating the total surface deformation ω due to shield construction is:
ω＝ωq+ωf+ωp+ωv。ω=ω q +ω f +ω p +ω v .
在尾注浆压力引起的地表沉降计算过程中，忽略注浆压力水平分量引起的竖向位移，只考虑竖直分量引起的地表位移变形。In the calculation of the surface settlement caused by the tail grouting pressure, the vertical displacement caused by the horizontal component of the grouting pressure is ignored, and only the surface displacement deformation caused by the vertical component is considered.
一种沉降量拟合度分析方法，包括以下步骤：A method for analyzing the fitting degree of settlement, comprising the following steps:
首先，应用上述盾构掘进的地表变形计算方法获得地表总变形；First, the total surface deformation is obtained by applying the above-mentioned surface deformation calculation method of shield tunneling;
然后，盾构隧道三维有限元模型，并得到有限元计算结果；Then, the three-dimensional finite element model of the shield tunnel is obtained, and the finite element calculation results are obtained;
再后，布设监测点并在盾构掘进过程中采集相应的沉降变形数据；Then, set up monitoring points and collect the corresponding settlement deformation data during the shield tunneling process;
最后，将上述地表总变形、有限元计算结果、沉降变形数据进行拟合度分析。Finally, the above-mentioned total surface deformation, finite element calculation results, and settlement deformation data are analyzed for the degree of fit.
本发明的有益效果如下：The beneficial effects of the present invention are as follows:
本发明综合考虑盾构施工过程中开挖面附加推力、盾壳与土体间摩擦力、盾尾注浆压力以及刀盘超挖所引起的地层损失对地表变形的影响，基于弹性力学Mindlin解推导盾构掘进施工引起的地表变形计算公式进行土体变形的理论计算，为拟合度分析加入了理论支持。The invention comprehensively considers the influence of the additional thrust of the excavation surface, the friction between the shield shell and the soil body, the grouting pressure of the shield tail and the stratum loss caused by the over-excavation of the cutter head on the surface deformation during the shield construction process. The calculation formula of the surface deformation caused by shield tunneling was deduced for the theoretical calculation of soil deformation, and theoretical support was added to the analysis of the degree of fit.
本发明减少监测频率缩短监测周期，可以快速确定参数并建立适用的有限元模型来进行地表沉降的预测，从而确定路基沉降区域，提出相应的加固方案后对区域土体进行有效加固，节约施工成本加快施工进度。The invention reduces the monitoring frequency and shortens the monitoring period, can quickly determine the parameters and establish a suitable finite element model to predict the surface settlement, so as to determine the subgrade settlement area, and put forward a corresponding reinforcement plan to effectively reinforce the regional soil, saving construction costs. Speed up construction progress.
附图说明Description of drawings
具体实施方式Detailed ways
以下，参照实施例对本发明进行详细说明：Below, with reference to embodiment, the present invention is described in detail:
一种盾构掘进的地表变形计算方法，包括以下步骤：A surface deformation calculation method for shield tunneling, comprising the following steps:
ⅰ.获取的围岩等级、地质构造、岩性交界面、主应力方向ⅰ. Obtained surrounding rock grade, geological structure, lithological interface, principal stress direction
ⅱ.对盾构掘进的地表变形进行竖向位移分析ⅱ. Vertical displacement analysis for the surface deformation of shield tunneling
ⅲ.获得开挖面附加推力引起的地表沉降ⅲ. Obtain the surface subsidence caused by the additional thrust of the excavation face
ⅳ.获得盾壳摩擦力引起的地表沉降iv. Obtaining the surface subsidence caused by the friction of the shield shell
ⅴ.获得尾注浆压力引起的地表沉降ⅴ. Obtaining the surface subsidence caused by tail grouting pressure
ⅵ.获得刀盘超挖所引起的地层损失而导致的地表沉降ⅵ. Obtain the surface subsidence caused by the loss of the stratum caused by the over-excavation of the cutter head
ⅶ.整合沉降数据，获得地表变形沉降。ⅶ. Integrate settlement data to obtain surface deformation settlement.
步骤ⅱ中竖向位移的分解过程如下：The decomposition process of vertical displacement in step ii is as follows:
在弹性半无限空间内的任一点，其在竖直集中力量和水平集中力作用下，基于弹性力学Mindlin解的竖向位移分别为ω1和ω2，具体如下：At any point in the elastic semi-infinite space, under the action of the vertical concentrated force and the horizontal concentrated force, the vertical displacements based on the Mindlin solution of elastic mechanics are ω 1 and ω 2 respectively, as follows:
其中，
式中，R1为集中力作用点到沉降量计算点的距离，R2为集中力作用点沿坐标系水平面的对称点到沉降量计算点的距离。G为土体剪切模量，μ为泊松比，a为作用点到水平地面的距离。In the formula, R 1 is the distance from the point of application of the concentrated force to the calculation point of settlement, and R 2 is the distance from the symmetrical point of the point of application of the concentrated force along the horizontal plane of the coordinate system to the calculation point of settlement. G is the shear modulus of the soil, μ is the Poisson's ratio, and a is the distance from the action point to the level ground.
步骤ⅲ中获得开挖面附加推力引起的地表沉降过程如下：The surface subsidence process caused by the additional thrust of the excavation face obtained in step iii is as follows:
开挖面附加推力q引起地表沉降，且q＝qi-K′0q′v-qw+2πRLf，其中qi为开挖面的支护压力，K0为有效静止土压力系数，q′v为隧道轴线处的垂直有效应力，qw为隧道轴线上的孔隙水压力，在开挖面任意取一微元，其面积为dA＝rdrdθ，r为该微元至开挖面中心距离，θ为该微元与开挖面中心水平面夹角，因而该微元所受集中力为dPh＝qrdrdθ，开挖面半径也就是盾壳半径为R，经过坐标变换，可得：The surface subsidence caused by the additional thrust q of the excavation surface, and q=q i -K′ 0 q′ v -q w +2πRLf, where q i is the support pressure of the excavation surface, K 0 is the effective static earth pressure coefficient, q ′ v is the vertical effective stress at the axis of the tunnel, q w is the pore water pressure on the axis of the tunnel, a micro-element is arbitrarily taken on the excavation surface, and its area is dA=rdrdθ, r is the distance from the micro-element to the center of the excavation surface , θ is the angle between the element and the horizontal plane of the center of the excavation surface, so the concentrated force on the element is dP h = qrdrdθ, and the radius of the excavation surface, that is, the radius of the shield shell, is R. After coordinate transformation, we can get:
其中，Rq1为集中力作用点到沉降量计算点的距离，Rq2为集中力作用点沿坐标系水平面的对称点到沉降量计算点的距离。G为土体剪切模量，μ为泊松比，H为开挖面中心至水平地面的距离。Among them, R q1 is the distance from the concentrated force acting point to the settlement calculation point, and R q2 is the distance from the symmetrical point of the concentrated force acting point along the horizontal plane of the coordinate system to the settlement calculation point. G is the shear modulus of the soil, μ is the Poisson's ratio, and H is the distance from the center of the excavation surface to the horizontal ground.
步骤ⅳ获得盾壳摩擦力引起的地表沉降，具体过程如下：Step ⅳ Obtain the surface subsidence caused by the friction of the shield shell. The specific process is as follows:
在盾壳上任意取一微元，其面积为dA＝Rdθds，R为盾壳半径，s 为该微元至开挖面的轴向距离，该微元所受的集中力为dPh＝fRdθds，经过坐标变换，可得：A micro-element is arbitrarily taken on the shield shell, and its area is dA=Rdθds, R is the radius of the shield shell, s is the axial distance from the micro-element to the excavation surface, and the concentrated force on the micro-element is dP h =fRdθds , after coordinate transformation, we can get:
式中，Rf1为集中力作用点到沉降量计算点的距离，Rf2为集中力作用点沿坐标系水平面的对称点到沉降量计算点的距离。G为土体剪切模量，μ为泊松比，H为开挖面中心至水平地面的距离。In the formula, R f1 is the distance from the point of application of the concentrated force to the calculation point of settlement, and R f2 is the distance from the symmetrical point of the point of application of the concentrated force along the horizontal plane of the coordinate system to the calculation point of settlement. G is the shear modulus of the soil, μ is the Poisson's ratio, and H is the distance from the center of the excavation surface to the horizontal ground.
步骤ⅴ获得尾注浆压力引起的地表沉降，具体过程如下：Step ⅴ Obtain the surface settlement caused by the pressure of tail grouting. The specific process is as follows:
盾尾注浆段的长度为m，在注浆段任意取一微元，其面积为 dA＝Rdθds，R为盾壳半径，s为该微元至开挖面的轴向距离，该微元所受的集中力dPv＝psinθRdsθd，经过坐标变换，可推到得：The length of the grouting section of the shield tail is m, and a micro-element is arbitrarily selected in the grouting section, and its area is dA=Rdθds, R is the radius of the shield shell, s is the axial distance from the micro-element to the excavation surface, and the micro-element The concentrated force dP v =psinθRdsθd, after coordinate transformation, can be deduced:
式中，Rp1为集中力作用点到沉降量计算点的距离，Rp2为集中力作用点沿坐标系水平面的对称点到沉降量计算点的距离。G为土体剪切模量，μ为泊松比，H为开挖面中心至水平地面的距离。In the formula, R p1 is the distance from the point of application of the concentrated force to the calculation point of settlement, and R p2 is the distance from the symmetrical point of the point of application of the concentrated force along the horizontal plane of the coordinate system to the calculation point of settlement. G is the shear modulus of the soil, μ is the Poisson's ratio, and H is the distance from the center of the excavation surface to the horizontal ground.
步骤ⅵ获得刀盘超挖所引起的地层损失而导致的地表沉降，按照如下公式进行计算：Step ⅵ Obtain the surface subsidence caused by the stratum loss caused by the over-excavation of the cutter head, and calculate according to the following formula:
式中，Vloss为隧道单位长度的地层损失量，单位为m3·m-1，其中 Vloss＝πR2V1,V1为根据以往的施工经验确定的地层损失率。where V loss is the formation loss per unit length of the tunnel, in m 3 ·m -1 , where V loss =πR 2 V 1 , and V 1 is the formation loss rate determined according to previous construction experience.
获取步骤(ⅲ)、步骤(ⅳ)、步骤(ⅴ)、步骤(ⅵ)的地表沉降，得地表的整体变形沉降，其公式如下：Obtain the surface subsidence of step (iii), step (iv), step (ⅴ), and step (ⅵ) to obtain the overall deformation subsidence of the surface, and its formula is as follows:
由于盾构施工引起的地表总变形ω的计算公式为：The formula for calculating the total surface deformation ω due to shield construction is:
ω＝ωq+ωf+ωp+ωv。ω=ω q +ω f +ω p +ω v .
在尾注浆压力引起的地表沉降计算过程中，忽略注浆压力水平分量引起的竖向位移，只考虑竖直分量引起的地表位移变形。In the calculation of the surface settlement caused by the tail grouting pressure, the vertical displacement caused by the horizontal component of the grouting pressure is ignored, and only the surface displacement deformation caused by the vertical component is considered.
一种沉降量拟合度分析方法，包括以下步骤：A method for analyzing the fitting degree of settlement, comprising the following steps:
首先，应用上述盾构掘进的地表变形计算方法获得地表总变形；First, the total surface deformation is obtained by applying the above-mentioned surface deformation calculation method of shield tunneling;
然后，盾构隧道三维有限元模型，并得到有限元计算结果；Then, the three-dimensional finite element model of the shield tunnel is obtained, and the finite element calculation results are obtained;
再后，布设监测点并在盾构掘进过程中采集相应的沉降变形数据；Then, set up monitoring points and collect the corresponding settlement deformation data during the shield tunneling process;
最后，将上述地表总变形、有限元计算结果、沉降变形数据进行拟合度分析。Finally, the above-mentioned total surface deformation, finite element calculation results, and settlement deformation data are analyzed for the degree of fit.
建立盾构隧道三维有限元模型，具体如下：A three-dimensional finite element model of the shield tunnel is established, as follows:
土体基本假定：假设围岩材料为均质、各向同性的连续介质；盾构隧道变形按平面应变问题考虑，计算结果偏安全；在初始应力模拟时不考虑构造应力，仅考虑自重应力的影响；管片按均质弹性圆环模拟，考虑管片接缝的刚度折减系数为η＝0.8。Basic assumptions of soil: Assume that the surrounding rock material is a homogeneous and isotropic continuous medium; the deformation of the shield tunnel is considered according to the plane strain problem, and the calculation results are relatively safe; in the initial stress simulation, the tectonic stress is not considered, only the self-weight stress is considered. The segment is simulated as a homogeneous elastic ring, and the stiffness reduction coefficient of the segment joint is considered to be η=0.8.
模型假定：考虑盾构过程中对5倍洞径以外的土体基本无影响，故限制模型各面垂直面方向的位移，为了减少边界效应的影响，故取模型的计算范围：水平方向上，模型宽度取11倍隧道洞径；竖直方向上，若埋深大于5倍洞径则取模型高度为11倍洞径，若埋深小于5倍洞径则取模型高度为埋深与6倍洞径之和。围岩服从摩尔库伦屈服准则，单元类型均采用实体单元和弹性材料模拟，管片采用壳单元模拟；初步确定土层参数：重度、粘聚力、内摩擦角、变形模量、泊松比。Assumptions of the model: Considering that the shield tunneling process basically has no effect on the soil beyond 5 times the hole diameter, the displacement in the vertical direction of each surface of the model is limited. In order to reduce the influence of boundary effects, the calculation range of the model is taken as: The model width is 11 times the tunnel diameter; in the vertical direction, if the burial depth is greater than 5 times the tunnel diameter, the model height is 11 times the tunnel diameter; if the burial depth is less than 5 times the tunnel diameter, the model height is 6 times the burial depth and The sum of the hole diameters. The surrounding rock obeys the Moore-Coulomb yield criterion, the element types are simulated by solid elements and elastic materials, and the segment is simulated by shell elements; the soil parameters are preliminarily determined: gravity, cohesion, internal friction angle, deformation modulus, and Poisson's ratio.
根据实际工程的施工顺序，模拟步骤为：围岩自重应力场的模拟；模型位移清零；盾构隧道开挖，施加盾构管片；模型运算，计算至平衡收敛状态。According to the construction sequence of the actual project, the simulation steps are: simulation of the self-weight stress field of the surrounding rock; zero displacement of the model; excavation of the shield tunnel, applying the shield segment; model operation, calculation to the equilibrium convergence state.
在所选取试验段地表布设监测点，在选取的试验段布设监测点，在沿隧道轴线方向的地表布设间距为1/10试验段长度的监测点，在垂直于隧道轴线方向上布设间距为1/10试验段长度的监测点，监测初始值采集需要进行三次或三次以上并取其平均值。The monitoring points are arranged on the surface of the selected test section, and the monitoring points are arranged in the selected test section. The monitoring points are arranged on the ground along the axis of the tunnel with an interval of 1/10 of the length of the test section, and the distance between them is 1 in the direction perpendicular to the axis of the tunnel. For monitoring points with a length of /10 test section, the initial monitoring value collection needs to be carried out three or more times and the average value is taken.
其中，获取的围岩等级、地质构造、岩性交界面、主应力方向，是用来确定公式计算中的有效静止土压力系数、隧道轴线处的垂直有效应力、隧道轴线上的孔隙水压力以及盾壳与土体间摩擦力。Among them, the obtained surrounding rock grade, geological structure, lithological interface, and principal stress direction are used to determine the effective static earth pressure coefficient in the formula calculation, the vertical effective stress at the tunnel axis, the pore water pressure on the tunnel axis, and the shield Friction between shell and soil.
对盾构掘进的地表变形进行竖向位移分析指只分析盾构掘进过程中引起的竖向地表变形分析。The vertical displacement analysis of the surface deformation of shield tunneling refers to only analyzing the vertical surface deformation caused by the shield tunneling process.
使用本发明对地表变形做出预测，之后对既有铁路路基进行沉降区域的确定和土体加固的实施步骤如下：The present invention is used to predict the surface deformation, and then the determination of the settlement area of the existing railway subgrade and the implementation steps of soil reinforcement are as follows:
a.根据勘察阶段所获取的围岩等级、地质构造、岩性交界面、主应力方向等，综合考虑盾构施工过程中开挖面附加推力、盾壳与土体间摩擦力、盾尾注浆压力以及刀盘超挖所引起的地层损失对地表变形的影响，基于弹性力学Mindlin解推导盾构掘进施工引起的地表变形计算公式ω＝ωq+ωf+ωp+ωv进行土体变形的理论计算，其中ωq为开挖面附加推力引起的地表变形，ωf为盾壳与土体间摩擦力引起的地表变形，ωp为盾尾注浆压力引起的地表变形，ωv为刀盘超挖造成地层损失而引起的地表变形，将计算结果制成表格。a. According to the surrounding rock grade, geological structure, lithological interface, principal stress direction, etc. obtained in the investigation stage, comprehensively consider the additional thrust of the excavation surface, the friction between the shield shell and the soil, and the grouting at the shield tail during the shield construction process. The influence of pressure and stratum loss caused by cutter head over-excavation on surface deformation, the calculation formula of surface deformation caused by shield tunneling construction is derived based on the Mindlin solution of elastic mechanics ω = ω q + ω f + ω p + ω v for soil deformation The theoretical calculation of The surface deformation caused by the stratum loss caused by the over-excavation of the cutter head, the calculation results are tabulated.
b.建立盾构隧道三维有限元模型，考虑盾构过程中对5倍洞径以外的土体基本无影响，同时为了减少边界效应的影响，故取模型的计算范围：水平方向上，模型宽度取11倍隧道洞径；竖直方向上，若埋深大于5倍洞径则取模型高度为11倍洞径，若埋深小于5倍洞径则取模型高度为埋深与6倍洞径之和，假设围岩为均质、各项同性的连续介质，并且服从摩尔库伦屈服准则，围岩单元类型均采用实体单元和弹性材料模拟，在初始应力模拟时不考虑构造应力，仅考虑自重应力的影响，盾构隧道管片采用壳单元模拟，同时考虑管片接缝的刚度折减系数η＝0.8，进行有限元计算后导出结果并制成表格。b. Establish a three-dimensional finite element model of the shield tunnel. Considering that the shield has no effect on the soil beyond 5 times the hole diameter, and in order to reduce the influence of the boundary effect, the calculation range of the model is taken: in the horizontal direction, the width of the model Take 11 times the tunnel diameter; in the vertical direction, if the burial depth is greater than 5 times the hole diameter, the model height is 11 times the hole diameter; if the burial depth is less than 5 times the hole diameter, the model height is the burial depth and 6 times the hole diameter It is assumed that the surrounding rock is a homogeneous and isotropic continuum and obeys the Moore-Coulomb yield criterion. The surrounding rock unit types are simulated by solid elements and elastic materials. In the initial stress simulation, the tectonic stress is not considered, but only the self-weight is considered. For the influence of stress, the shield tunnel segment is simulated by shell elements, and the stiffness reduction coefficient of the segment joint is considered to be η=0.8. After the finite element calculation, the results are derived and tabulated.
c.在选取的试验段布设监测点，在沿隧道轴线方向的地表布设间距为1/10试验段长度的监测点，在垂直于隧道轴线方向上布设间距为1/10试验段长度的监测点，在盾构掘进过程中采集相应的沉降变形数据并以表格形式记录。c. Set up monitoring points in the selected test section, lay monitoring points with a spacing of 1/10 of the length of the test section on the ground along the axis of the tunnel, and set up monitoring points with a spacing of 1/10 of the length of the test section in the direction perpendicular to the axis of the tunnel , in the process of shield tunneling, the corresponding settlement and deformation data are collected and recorded in tabular form.
d.将理论解析解、数值模拟结果以及实时监测数据表格导入数理统计软件SPSS中进行分析。同时需要注意在进行数据对比分析时，当三组数据中理论解析解和实时监测数据不能拟合时，排除理论计算误差后可以确定是监测点数据有误造成的，如监测仪器故障、施工时人为因素干扰等，去除实时监测干扰点后，若三组数据可以拟合，则参数确定合理，若三组数据中只有理论解析解数据和实时监测数据可以拟合，则可以确定有限元模型参数选取不当，之后通过不断调整有限元模型参数来获取新的沉降数据，再次导入数理统计软件SPSS中进行对比分析，直至拟合成功；从而确定土层重度、粘聚力、内摩擦角、变形模量以及泊松比等有限元模型参数。d. Import theoretical analytical solutions, numerical simulation results and real-time monitoring data tables into mathematical statistics software SPSS for analysis. At the same time, it should be noted that when comparing and analyzing the data, when the theoretical analytical solution and the real-time monitoring data in the three sets of data cannot be fitted, after eliminating the theoretical calculation error, it can be determined that the monitoring point data is wrong, such as monitoring equipment failure, construction Human factor interference, etc. After removing the real-time monitoring interference points, if the three sets of data can be fitted, the parameters are reasonable. If only the theoretical analytical solution data and real-time monitoring data can be fitted in the three sets of data, the finite element model parameters can be determined. If the selection is improper, new settlement data are obtained by continuously adjusting the parameters of the finite element model, and then imported into the mathematical statistics software SPSS for comparative analysis until the fitting is successful; thus the soil layer weight, cohesion, internal friction angle, deformation mode are determined. parameters and finite element model parameters such as Poisson's ratio.
e.根据确定的有限元模型参数建立实际施工适用的完整有限元模型，进行有限元计算，提取出地表变形数据，对相应的铁路路基影响区域进行定位和土体加固,有效地降低监测频率缩短监测周期，在提高准确性的同时，节约了施工成本，加快了施工进度。e. Establish a complete finite element model suitable for actual construction according to the determined finite element model parameters, carry out finite element calculation, extract the surface deformation data, locate the corresponding railway subgrade affected area and reinforce the soil, effectively reducing the monitoring frequency and shortening The monitoring period not only improves the accuracy, but also saves the construction cost and speeds up the construction progress.
本发明综合考虑盾构施工过程中开挖面附加推力、盾壳与土体间摩擦力、盾尾注浆压力以及刀盘超挖所引起的地层损失对地表变形的影响，基于弹性力学Mindlin解推导盾构掘进施工引起的地表变形计算公式进行土体变形的理论计算，为拟合度分析加入了理论支持。The invention comprehensively considers the influence of the additional thrust of the excavation surface, the friction between the shield shell and the soil body, the grouting pressure of the shield tail and the stratum loss caused by the over-excavation of the cutter head on the surface deformation during the shield construction process. The calculation formula of the surface deformation caused by shield tunneling was deduced for the theoretical calculation of soil deformation, and theoretical support was added to the analysis of the degree of fit.
本发明减少监测频率缩短监测周期，可以快速确定参数并建立适用的有限元模型来进行地表沉降的预测，从而确定路基沉降区域，提出相应的加固方案后对区域土体进行有效加固，节约施工成本加快施工进度。The invention reduces the monitoring frequency and shortens the monitoring period, can quickly determine the parameters and establish a suitable finite element model to predict the surface settlement, so as to determine the subgrade settlement area, and put forward a corresponding reinforcement plan to effectively reinforce the regional soil, saving construction costs. Speed up construction progress.
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