CN106547986B - Shield tunnel soil pressure load calculation method - Google Patents
Shield tunnel soil pressure load calculation method Download PDFInfo
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Abstract
The invention discloses a tunnel soil pressure load calculation method which is characterized by comprising the following steps: (1) the interaction between the external soil and the tunnel structure under the real working condition is regarded as the soil pressure load acting on the tunnel structure; (2) establishing a tunnel structure physical model; (3) designing a plurality of groups of structural loads with different working conditions based on a tunnel structure physical model to obtain a plurality of different structural deformations; (4) according to the Betty theorem, the load on the original structure can be directly calculated according to the load-deformation relation of the physical model and the deformation of the original structure by establishing the physical model of the original structure. Namely the tunnel soil pressure load. The method can determine the distribution and the size of the actual soil pressure load of the tunnel, is suitable for the full-life and full-range detection of the tunnel, and has the characteristics of economy and timeliness.
Description
Technical Field
The invention relates to a basic theory of tunnels and underground engineering, in particular to a method suitable for calculating soil pressure load of tunnels in an operation period.
Background
The problems of longitudinal uneven settlement, transverse deformation, long-term leakage and the like exist after the tunnel is constructed for many years in early years, the service quality of the tunnel is reduced, and certain threats are caused to the operation safety. In the operation period, the structural performance is effectively evaluated, and reasonable measures are taken to treat the tunnel diseases, so that the method is an important guarantee for guaranteeing the safety of rail transit. And the soil pressure load is a boundary condition for the calculation and research of the tunnel structure performance.
In the existing method, a continuous medium theory takes a complex soil action and a tunnel structure as a unified mechanical system, takes contact surface stress between different materials as soil pressure, and the theoretical concept is relatively in line with the mechanical principle of underground engineering, but the problem of complex modeling exists. The existing load-structure model theory simplifies the complex soil action into the structural load, has a simpler and clearer mechanical principle, is easy to model, can adapt to complex and changeable geological environments theoretically, but needs to assume a load mode to reflect the soil action, so that the change of the soil environment cannot be reflected, and the problem that the parameters are difficult to determine exists. The existing soil pressure inverse analysis method better solves the problem of accurate parameter determination, namely, the mechanical model parameters are determined when the calculated values of certain known information approach the monitoring values of the calculated values through certain algorithms (such as a neural network method, a genetic algorithm and the like), but the root of the mechanical model parameters still belongs to a continuous medium model theory or an existing load-structure theory. In addition, the soil pressure monitoring method is suitable for complex and variable geological environments because the sensors are buried in the surface of the structure to directly measure the soil pressure, but the durability and the reliability of the sensors are seriously influenced by the underground severe environment, and the discreteness of measured data is very large.
In conclusion, the existing method is not suitable for complex and variable external environments, and tunnel soil pressure load determination in the operation period is a new problem. Therefore, the method for calculating the tunnel soil load applicable to the complex and variable environment in the operation period has important significance.
Disclosure of Invention
The invention aims to provide a method suitable for calculating the soil pressure load of a tunnel, which solves the boundary problem of the calculation of the structural performance of the tunnel and aims to achieve the purposes of detecting the deformation of the tunnel structure in time, quickly determining the soil pressure load of the tunnel and analyzing the structural performance of the tunnel in time.
In order to achieve the purpose of the invention, the technical scheme adopted by the invention is as follows:
a tunnel soil pressure load calculation method comprises the following steps:
(1) the interaction between the outside soil and the tunnel is regarded as the soil pressure load on the tunnel structure, and the soil load of the tunnel structure is 2X]n×1Under the action of (2), deformation is producedW]n×1Wherein n is equal parts of pipe pieces; [X]n×1The soil pressure load is expressed as a matrix with n rows and 1 column; [W]n×1For segment deformation, expressing the segment deformation as a matrix of n rows and 1 column;
(2) establishing a tunnel structure physical model;
(3) based on the tunnel structure physical model, n groups of different structural loads are designed to obtain n groups of different structural deformation values, and a load matrix is expressed in a matrix forms]n×nStructural deformation matrix [ alpha ]v]n×n；
(4) Based on Betty theorem theory, construction methodTerm [ u ], [ solution ]s]n×n•[X]n×1=[v]n×n•[W]n×1；
(5) Solution of [ 2 ]X i ]n×1Namely the tunnel soil pressure load.
In the above technical solution, the soil pressure load in step (1) is a load in any direction, including a surface force perpendicular to the segment or a surface force not perpendicular to the segment.
In the technical scheme, the soil pressure load in the step (1) is non-uniform load and is divided into n groups of loads with different sizes on the surface of the tunnel. When the tunnel belongs to a shield segment assembling mode, n is the number of segments; and when the tunnel belongs to a cast-in-place mode, determining the numerical value of n according to the structural characteristics.
In the technical scheme, the structural deformation in the step (1) is the circumferential deformation or the spatial deformation of the tunnel structure, and according to the tunnel model in the step (2), if the tunnel model is a plane model, the circumferential deformation is the circumferential deformation of the tunnel; if the tunnel structure is a three-dimensional model, the deformation is full-space deformation.
In the technical scheme, the deformation of the tunnel structure in the step (1) is obtained by adopting a three-dimensional laser scanner, point clouds on the surface of the tunnel structure are detected and obtained, a tunnel structure model based on the point clouds is established, and the deformation value of the tunnel structure can be obtainedW]n×1。
In the step (2), the tunnel structure physical model is a model capable of replacing the original tunnel structure to express the relationship between load and structure deformation, and is selected from the following models: an inertial homogeneous ring model, a modified inertial homogeneous ring model, a multi-hinge ring model, a beam-spring model, a beam-joint model, and a solid model.
And (4) a matrix formed by the multiple groups of load-deformation relations in the step (3) is a non-singular matrix.
And (3) the dimension of the matrix in the step (3) is larger than or equal to the load number in the step (1).
Due to the application of the technical scheme, compared with the prior method and the prior art, the method has the following characteristics:
1. compared with the traditional load structure theory, the method simplifies the tunnel soil load into any different loads, and the stress mode is more reasonable. The problems of assumed load distribution, load formula and symmetrical distribution of the traditional load structure theory can be avoided, and the complex and changeable external environment can be truly embodied.
2. Compared with the traditional continuous medium theory, the method simplifies the soil action into any load, and is suitable for complex environments. The problems of complex constitutive relation, complex modeling and low calculation efficiency of the traditional continuous medium theory can be solved.
3. Compared with the traditional soil pressure inversion theory, the method for acquiring the tunnel structure load through tunnel deformation belongs to a real inversion calculation theory. The theory of the traditional soil inversion theory is that a certain algorithm (such as a neural network method, a genetic algorithm and the like) is used for determining the parameters of a mechanical model when the calculated value of certain known information approaches to the monitoring value of the calculated value, but the root of the model still belongs to a continuous medium model theory or a current load-structure theory.
4. Compared with the traditional soil pressure detection method, the method disclosed by the invention is applied to the whole life cycle and the whole range, and has the characteristics of economy and timeliness. In the traditional soil pressure detection method, sensors need to be arranged, and the traditional soil pressure detection method cannot be applied to all parts and the service life of a tunnel due to the problems of economy and durability. No matter in the construction period or the operation period, the method is not influenced by external building activities and environments, is not influenced by complex processes, is not limited to the durability and the economical efficiency of the sensor, and can calculate the soil pressure load of the tunnel as long as the tunnel structure exists and the structural deformation of the tunnel structure can be obtained in time.
5. Compared with the traditional method, the method adopts the tunnel physical model and the tunnel deformation data. The traditional method ignores or weakens the influence of deformation and lining rigidity (structural model), so that the condition of tunnel soil pressure load can be accurately reflected.
Drawings
FIG. 1 is a diagram of the relationship between the load and deformation of a tunnel structure in an actual environment of the present invention;
FIG. 2 is a structural load-deformation relationship diagram based on a tunnel structure physical model according to the present invention;
FIG. 3 is a three-dimensional finite element tunnel structure model in an embodiment of the present invention;
fig. 4 is a schematic diagram of structural deformation under a real working condition obtained by a three-dimensional laser scanning method.
Fig. 5 is a calculated value of tunnel soil pressure according to the method of the present invention, wherein fig. 5a is a distribution trend of tunnel soil pressure, and fig. 5b is a magnitude of tunnel soil pressure.
Detailed Description
The invention is further described with reference to the following figures and examples:
example (b):
a tunnel soil pressure load calculation method comprises the following steps:
(1) and expressing the relation between the tunnel soil pressure load and the structural deformation under the real working condition. As shown in fig. 1, the soil load including the foundation resistance, the soil pressure, and the like is regarded as the load of the full space structure outside the tunnel. Dividing all load into n unknown force actionX iAt a predetermined location, generating a corresponding full spatial displacementW i}. i-denotes the tunnel at the ith position. Instant bookX iA great moment is a load at the i-th positionW iThe displacement at the i-th position. Use 2X]n×1Full space load representing true working condition, useW]n×1Representing the full spatial deformation of the real operating conditions.
(2) And expressing the relation between the tunnel soil pressure load and the structural deformation under the design working condition. And establishing a tunnel structure model (shown in figure 3) of the three-dimensional finite element, so that the load-deformation relation can be reflected more truly. Design n groups of load combinationS ijGet n groups of structure deformationV ij}. i-represents the ith position of the tunnel, and j-represents the jth group of design working conditions. Instant bookS ijIs the load at the ith position under the jth group load working conditionV ijAnd the deformation of the ith position under the jth group of load working conditions is obtained. Use 2s]n×nThe total space load representing the design condition, usev]n×nRepresenting the full spatial deformation of the design condition.
(3) FIG. 4 is a diagram of the method for obtaining the deformation of the full-space structure under the real working condition by using the three-dimensional laser scanning methodW]n×1。
(4) Construction based on Betty's theoremS ij]n×n•[X i]n×1=[V ij]n×n•[W i]n×1
(5) Solution of [ 2 ]X i]n×1Namely the tunnel soil pressure load. The equation (2) can be solved by a matrix method only by making the equation (2) full rank to obtain the load [ q ]]n×1. And obtaining the tunnel soil pressure load. The method of the present invention calculates the earth pressure as shown in fig. 5. Wherein, fig. 5a is the distribution trend of tunnel soil, and fig. 5b is the magnitude of tunnel soil pressure value.
Claims (8)
1. A method for calculating soil pressure load of a shield tunnel is characterized by comprising the following steps:
(1) the interaction between the outside soil and the tunnel is regarded as the soil pressure load on the tunnel structure, and the tunnel structure is under the soil pressure loadX]n×1Under the action of (2), deformation is producedW]n×1Wherein n is equal parts of pipe pieces; [X]n×1The soil pressure load is expressed as a matrix with n rows and 1 column; [W]n×1For segment deformation, expressing the segment deformation as a matrix of n rows and 1 column;
(2) establishing a tunnel structure physical model;
(3) based on the tunnel structure physical model, n groups of different loads are designed to obtain n groups of different deformation values, and a load matrix is expressed in a matrix forms]n×nStructural deformation matrix [ alpha ]v]n×n；
(4) Based on the Betty theorem, the equation 2 is constructeds]n×n•[X]n×1=[v]n×n•[W]n×1；
(5) Solution of [ 2 ]X]n×1Namely the tunnel soil pressure load.
2. The method for calculating the soil pressure load of the shield tunnel according to claim 1, characterized in that: the soil pressure load in the step (1) includes a plane force perpendicular to the pipe piece or a plane force not perpendicular to the pipe piece.
3. The method for calculating the soil pressure load of the shield tunnel according to claim 1, characterized in that: the earth pressure load in the step (1) is non-uniform load, the earth pressure load is divided into n groups of loads with different sizes on the surface of the tunnel, and when the tunnel is in a shield segment assembling mode, n is the number of segments; and when the tunnel is in a cast-in-place mode, determining the numerical value of n according to the structural characteristics.
4. The method for calculating the soil pressure load of the shield tunnel according to claim 1, characterized in that: the structural deformation in the step (1) is the circumferential deformation or the spatial deformation of the tunnel structure, and according to the tunnel model in the step (2), if the tunnel model is a plane model, the circumferential deformation is the circumferential deformation of the tunnel; if the tunnel structure is a three-dimensional model, the deformation is full-space deformation.
5. The method for calculating the soil pressure load of the shield tunnel according to claim 4, wherein: in the step (1), the deformation of the tunnel structure is obtained by adopting a three-dimensional laser scanner, point clouds on the surface of the tunnel structure are detected and obtained, a tunnel structure model based on the point clouds is established, and the deformation value of the tunnel structure can be obtainedW]n×1。
6. The method for calculating the soil pressure load of the shield tunnel according to claim 1, characterized in that: in the step (2), the tunnel structure physical model is a model capable of replacing an original tunnel structure to express a relationship between load and structural deformation, and can be selected from: an inertial homogeneous ring model, a modified inertial homogeneous ring model, a multi-hinge ring model, a beam-spring model, a beam-joint model, and a solid model.
7. The method for calculating the soil pressure load of the shield tunnel according to claim 1, characterized in that: and (4) a matrix formed by the multiple groups of load-deformation relations in the step (3) is a non-singular matrix.
8. The method for calculating the soil pressure load of the shield tunnel according to claim 1, characterized in that: and (3) the dimension of the matrix in the step (3) is larger than or equal to the load number in the step (1).
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| US11118988B2 (en) * | 2016-11-12 | 2021-09-14 | Soochow University | Method for calculating earth pressure load on a tunnel |
| CN107153770B (en) * | 2017-05-16 | 2020-01-21 | 宁波市交通建设工程试验检测中心有限公司 | Method for predicting surface subsidence deformation of shallow-buried bias tunnel |
| CN109101744B (en) * | 2018-08-28 | 2022-05-03 | 华东交通大学 | Method for calculating tunnel deformation and stress under action of non-uniform explosive load |
| CN109685268B (en) * | 2018-12-24 | 2023-07-18 | 中国铁路设计集团有限公司 | Safety evaluation method for influence of external operation on rail transit |
| CN109740251B (en) * | 2018-12-30 | 2023-07-07 | 中铁十四局集团有限公司 | Method and device for selecting parameters of secondary lining, memory and processor |
| CN110059370B (en) * | 2019-03-28 | 2022-03-08 | 中铁第四勘察设计院集团有限公司 | Base load calculation method suitable for tunnel penetrating through composite stratum |
| CN110442979B (en) * | 2019-08-08 | 2021-04-13 | 山东大学 | BP neural network-based shield construction tunnel total deformation prediction method and system |
| CN110737960B (en) * | 2019-11-14 | 2022-06-10 | 西南交通大学 | Shield tunnel segment design parameter optimization method |
| CN111539057B (en) * | 2020-04-30 | 2022-12-02 | 燕山大学 | Method and system for determining soil pressure of foundation pit soil body |
| CN114112174B (en) * | 2021-12-02 | 2023-07-21 | 华设设计集团股份有限公司 | Tunnel water and soil pressure monitoring method based on strain measurement |
| CN116541945B (en) * | 2023-07-07 | 2023-09-05 | 交通运输部公路科学研究所 | Method for perceptively evaluating bearing capacity of highway tunnel lining structure |
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