TW202001624A - Analytical method for estimating stress change of tunnel lining through displacements providing substantial suggestions for the optimization of tunnel maintenance and management - Google Patents

Abstract

Disclosed is an analytical method for estimating a stress change of a tunnel lining through displacements. The method includes the following steps: (S1) providing a simulation model, wherein the simulation model includes a three-dimensional tunnel unit, a plurality of different sections as a boundary of the model, and a measurement variable and a displacement mode thereof; (S2) calculating a relative displacement of the tunnel unit and a composition amount of the displacement mode according to the measured displacement values of these sections and obtaining a value of the stress change of the wall surface; and (S3) comparing the stress change of the wall surface with the crack distribution of the wall surface, and modifying the calculated value of the relative displacement when necessary to obtain the stress change commensurate with the crack distribution. This invention may predict the development trend of cracks under long-term monitoring, simulate the effectiveness of a reinforcement method, evaluate the integrity and safety of the tunnel, and the like, thereby providing substantial suggestions for the optimization of tunnel maintenance and management.

Description

An analytical method for inferring the stress change of tunnel lining through displacement

The invention relates to a method for simulating civil engineering, and is especially suitable for simulating the change of stress on the tunnel wall surface caused by displacement.

Tunnel lining is an artificial structure made of brick, stone, concrete or concrete with steel wire net, steel bar, steel fiber and other materials on the surface of the tunnel. The modern tunnel construction method continuously monitors the tunnel deformation during tunnel construction and applies the lining after the deformation becomes stable. Therefore, the lining was originally designed for aesthetics and to provide additional protection, in theory it will not withstand excessive stress. Although nearly two-thirds of tunnels in Taiwan have abnormal lining after operation, the most common type is deformation and cracks, so in recent years, research has begun to pay attention to lining displacement and cracks, and regard it as the deterioration of the tunnel structure and assist in the judgment of deterioration. Important indicators.

The known methods of tunnel displacement analysis are mostly aimed at monitoring the deformation behavior of the cross section itself. However, in recent years, the analytical results of the three-dimensional absolute displacement monitoring data show that in addition to the inward squeezing or outward protruding 2D deformation behavior seen on a single monitoring cross section In addition, there are still considerable three-dimensional deformations between the monitoring sections. The section deformations considered in the past only affect the lining cracks in the local area. Oblique and longitudinal crack types extending from several meters to tens of meters are observed on the spot. The state is caused by the relative displacement of adjacent monitoring sections.

It is known that the tunnel lining crack pattern simulation system establishes a two-dimensional or three-dimensional tunnel numerical model, gives external force or displacement conditions, and obtains the tunnel strain and stress distribution. It uses continuum analysis to describe the tunnel lining with a plastic composition rate, and the part that enters the plastic is regarded as the lining material damage crack. The simulation results can be compared with the amount of ground subsidence monitored by the existing tunnel, the empty displacement in the tunnel, or compared with the stress-strain curve monitored by the indoor tunnel scale test to verify the numerical model. In other words, the known technology mostly confirms the correctness of the numerical model through the stress-strain curve of the multiple points in the tunnel during the loading process, or the displacement of several positions in or above the tunnel, and the location of the tunnel crack occurs with In the numerical model, the grids that enter the plastic zone are rarely compared with the actual tunnel crack patterns.

The main object of the present invention is to provide a method for simulating the stress change of a wall caused by a displacement, which includes the following steps: (S1) providing a simulation model including a three-dimensional tunnel element, a plurality of different cross sections as model boundaries, and Its measurement variables and displacement modes; (S2) Calculate the relative displacement of the tunnel element and the composition of the displacement mode based on the measured displacement values of these sections and obtain the stress change of the wall surface Value; (S3) Compare the stress change on the wall surface with the crack distribution on the wall surface, and modify the calculated value of the relative displacement as appropriate to obtain the stress change consistent with the crack distribution.

A method for simulating the stress change of a wall surface caused by a displacement amount of the present invention, wherein the wall surface is a lining wall surface, the displacement amount is a spatial position change of the lining wall surface at different times, and the cross section is a displacement amount in a tunnel The monitoring cross-section of the target, the cross-section contains a number of monitoring points sufficient to detect the deformation of the tunnel. The tunnel unit is a tunnel area bordered by the second tunnel monitoring cross-section. All the monitoring points of the cross-section are different. The set of spatial position changes in time is the cross-section displacement, and the specific cross-section displacement is the displacement mode, which is the rigid body motion and cross-section deformation. The displacement mode corresponds to the known displacement and wall surface. Stress change, the rigid body motion of the cross section includes all the monitoring points that are uniformly moved to the translational displacement mode, and all the monitoring points are uniformly rotated to the centroid of the cross section to the rotational displacement mode, and the cross section deformation displacement mode Including the uniform deformation displacement mode of the cross section monitoring point enlarged or reduced relative to the cross section centroid, and the deformation relative to the cross section centroid is elliptical deformation displacement mode, relative to the cross section centroid The deformation is a triangle deformation displacement mode, the deformation relative to the centroid of the cross section is the quadrilateral deformation displacement mode, and the deformation relative to the cross section centroid is the pentagonal deformation displacement mode, and even relative to the fracture The deformation of the face centroid is a plurality of displacement modes of the polygon deformation displacement mode, and the passage direction in the three-dimensional space is the axial direction, the gravity direction is the vertical direction, and the other direction is orthogonal to the axial direction and the vertical direction For the lateral direction, the three-dimensional space interruption rigid body motion includes axial translation, lateral translation, vertical translation and relative axial rotation, relative lateral axis rotation and relative vertical axis rotation.

A method for simulating the stress change of a wall surface caused by displacement of the present invention. Step S1 includes the following steps: (S10) Establish an initial simulation model, and the simulation model includes a three-dimensional tunnel element as a plurality of different cross sections of the model boundary , And its measurement variables and displacement modes; (S11) Apply the displacement of the rigid body motion displacement mode to the boundary of the simulation model to obtain the stress change of the tunnel element relative to the rigid body motion; (S12) Whether the measured variables and stress changes of the initial simulation model are uniform, if not, proceed to step S10, and if so, proceed to step S13; (S13) Apply the cross-sectional displacement of the deformation displacement mode to the boundary of the simulation model to obtain the tunnel element Deformation stress change; (S14) determine whether the measured variables and stress changes of the initial simulation model are uniform, if not, go to step S10, if yes, proceed to step S15; and (S15) establish a simulation model based on the displacement modal simulation results.

A method for simulating the stress change of a wall surface caused by a displacement amount of the present invention, step S2 includes the following steps: (S20) obtaining the measured values of the displacements of the sections; (S21) obtaining the measured displacements of the sections The value of the displacement modal composition; (S22a) Based on the displacement modal composition, obtain the displacement modal composition of the section rigid body movement; (S23a) Based on the section rigid body movement as the boundary of the tunnel element Obtain the relative rigid body motion composition of the tunnel element, and sort the relative rigid body motion types based on the composition; (S24a) Zero the measurement variable of the simulation model, and apply the value of the relative rigid body motion to the simulation model boundary to obtain The stress change of the tunnel element relative to the rigid body movement; and (S22b) Based on the displacement mode composition amount, the displacement mode composition amount that belongs to the section deformation is obtained; (S23b) Based on the section deformation that is the boundary of the tunnel element, the Deformation composition of the tunnel element, and sort the deformation modes based on the composition; (S24b) Zero the measurement variables of the simulation model, and simultaneously apply the value of the deformation mode to the boundary of the simulation model to obtain the stress of the deformation of the tunnel element Change; (S25) Determine whether the measurement variables and stress changes of the simulation model in step S24a are uniform, if so, proceed to step S3, if not, proceed to step S24a, and determine whether the measurement variables and stress changes of the simulation model in step S24b are uniform If yes, go to step S3, if no, go to step S24b.

A method for simulating the stress change of the wall surface caused by the displacement of the present invention. Step S3 includes the following steps: (S30) Zeroing the measurement variable of the simulation model, applying the measurement value of the displacement of the boundary section of the tunnel element to the simulation model The boundary to obtain the total stress change of the tunnel unit due to the measurement of the displacement of the section; (S31) determine whether the measured variables and stress changes of the initial simulation model are uniform, if so, proceed to step S32, if not, proceed to step S34; (S32) Determine whether the position where the lining stress exceeds the strength is consistent with the lining crack position. If so, proceed to step S34; if not, proceed to step S33; The input sequence of boundary displacement and deformation corresponding to the amount of motion and various deformation modes, until the position where the stress of the lining exceeds the strength corresponds to the position of the crack of the lining, then proceed to step S30; Bit amount.

The above "invention content" is not intended to limit the scope of the claimed subject matter. A detailed overview of various analysis and verification operations of the present invention will be further described in the following embodiment paragraphs.

In order to explain the technical content, objectives and effects of the present invention in detail, the following examples are given in combination with the drawings for detailed description.

FIG. 1 is a schematic diagram of the relationship between the three-dimensional coordinate definition and the tunnel space of the present invention.

FIG. 2 is a flowchart of a simulation method of the wall surface stress change caused by the displacement amount of the present invention, which includes steps S1 to S3. In step S1, a simulation model is provided, and the simulation model includes a three-dimensional tunnel unit, a plurality of different cross sections as model boundaries, and measurement variables and displacement modes. Specifically, in step S1, a numerical test model can be established and adjusted, the three-dimensional model can be a tunnel unit, and the wall surface can be the lining wall surface of the tunnel. The measurement variable can be the amount of cross-sectional displacement, and further can be the displacement of various displacement modes. Fig. 3 is a schematic diagram of obtaining a plurality of different monitoring sections for the establishment of a simulation model, measurement values of section displacement, etc.

In step S2, the relative displacement amount of the tunnel element and the composition amount of the displacement mode are calculated according to the measured displacement values of the cross sections, and the value of the stress change of the wall surface is obtained. Specifically, in step S2, the displacement modality components of the monitoring cross-section displacements can be calculated, and the relative tunnel elements between the monitoring cross-sections can be solved according to the displacement modality components. The displacement amount is further applied to the displacement measurement value at the boundary of the simulation model and the stress change due to the relative displacement amounts is obtained.

In step S3, the stress change on the wall surface and the crack distribution on the wall surface are compared, and the calculated value of the relative displacement is corrected as appropriate to obtain a stress change that is consistent with the crack distribution. Specifically, in step S3, the simulation model can be adjusted according to whether the wall stress change is uniform or not and the actual crack distribution of the tunnel, and the lining stress change amount that matches the crack distribution can be obtained.

FIG. 4 is a flowchart of further steps included in step S1. As shown in FIG. 4, step S1 includes steps S10 to S15. In step S10, an initial simulation model can be established, and the simulation model includes a three-dimensional tunnel unit, a plurality of different sections as boundary of the model, and measurement variables and displacement modes. In particular, the establishment/adjustment of the numerical model should at least take into account the tunnel geometry, structure and location of the monitoring section, grid size, etc. Measurement variables and displacement modes can be, for example, relative axial translation, relative lateral translation, relative vertical translation, relative axial rotation, relative lateral axis rotation, relative vertical axis rotation, uniform deformation displacement mode in FIG. 5 State, elliptical deformation displacement mode, triangular deformation displacement mode, four-sided deformation displacement mode, five-sided deformation displacement mode, etc.

In step S11, the cross-sectional displacement of the rigid body motion displacement mode can be applied to the boundary of the simulation model to obtain the stress change of the tunnel element relative to the rigid body motion. Specifically, the displacement amount of the displacement mode can be applied to the model boundary, that is, one (far) end of the numerical model boundary is fixed, and the simulated unit displacement value is applied to the other (near) end, and then the tunnel lining deformation is read Bit results. In detail, in the present invention, the adjacent monitoring section can be regarded as a tunnel unit, one end is regarded as a fixed end and the displacement is forced to zero, the relative displacement of the adjacent monitoring section can be calculated, and it is assumed that the two monitoring sections The displacement between the surfaces is linearly distributed (Figure 5 and Figure 7). The relative movement of the monitoring section of the tunnel unit is input into the numerical model to simulate the lining cracks. If there are multiple stages of displacement and crack monitoring, the previous monitoring results can be used to recheck and revise the numerical model and used to predict the future displacement and The development trend of cracks (Figure 10 and Figure 11).

In step S12, it can be determined whether the measurement variables and stress changes of the initial simulation model are uniform. If not, proceed to step S10, and if yes, proceed to step S13. In particular, the numerical model can be used to check whether the tunnel wall displacement and the tunnel wall and surrounding rock stress changes are uniform.

In step S13, the displacement value of the deformation displacement mode can be applied to the boundary of the simulation model to obtain the stress change of the tunnel element deformation. In particular, the distal end of the numerical model boundary can be fixed as required, and the displacement amount such as uniform compression, ellipse, triangle, and four-sided deformation displacement modes can be applied at the proximal end, and the tunnel wall displacement and Changes in stress.

In step S14, it can be determined whether the deformation mode matches the conditions applied to the boundary of the simulation model. If not, proceed to step S10, and if so, proceed to step S2. In particular, the numerical model can be used to check whether the tunnel wall displacement and the tunnel wall and surrounding rock stress changes are uniform.

FIG. 8 is a flowchart of further steps included in step S2. As shown in FIG. 8, step S2 includes steps S20 to S21, steps S22a to S24a, and steps S22b to S24b. In step S20, the measured values of the displacements of the cross sections can be obtained. Further, the measured values of the displacements of the cross sections can be obtained based on a high-precision tunnel displacement monitoring technology. In particular, the measured value of the tunnel section displacement can be calculated based on the measured values of the three-dimensional coordinate of the tunnel monitoring section.

In step S21, the displacement modal composition of the measured values of the displacement of the cross-sections can be obtained. Further, the displacement modal composition can be obtained based on the measurement of the displacement of the cross-section. In particular, the composition of the displacement mode can be calculated based on the displacement measurement value monitored by the monitoring section.

In step S22a, the composition amount of the displacement mode belonging to the movement of the rigid body of the cross section can be obtained based on the composition amount of the displacement mode. In particular, the displacement modal components that can obtain the measured value of the cross-section displacement include six types of changes: axial translation, lateral translation, vertical translation and relative axial rotation, relative lateral axis rotation and relative vertical axis rotation The numerical value of the component quantity corresponding to the bit mode.

In step S23a, the relative rigid body motion composition of the tunnel element can be obtained based on the section rigid body motion as the boundary of the tunnel element, and the relative rigid body motion types can be sorted based on the composition amount. The constitutive quantities of the rigid body motion displacement modal components of each section are obtained as the relative rigid body motion modal components of the tunnel element, and the relative rigid body motion types are sorted based on the size of the constituent components. In particular, the magnitude of rigid body motion based on one of the cross-sections can be obtained, and the six relative rigid body motion displacement values of the tunnel unit are sorted according to size.

In step S24a, the measurement variable of the simulation model can be zeroed, and the value of the relative rigid body motion is applied to the boundary of the simulation model to obtain the stress change of the tunnel element relative to the rigid body motion. Further, the simulation model can be zeroed. The variable is measured, and the displacement value corresponding to the composition amount of the tunnel element relative to the rigid body motion modal is applied to the boundary of the simulation model. In particular, the displacement of the numerical model can be reset to zero, and the displacement value corresponding to the displacement mode of the rigid body motion is applied to the boundary of the numerical model. That is, according to the composition of the rigid body motion displacement mode, starting from the rigid body motion displacement mode that occupies the largest component of the cross-sectional displacement measurement value, the corresponding displacement value is applied in sequence at the boundary of the numerical model.

In step S22b, the composition amount of the displacement mode belonging to the cross-sectional deformation can be obtained based on the displacement mode composition amount. In particular, in the composition of the displacement mode that can obtain the measurement value of the displacement of the cross section, the uniform deformation displacement mode is enlarged or reduced relative to the centroid of the cross section, and the deformation relative to the centroid of the cross section is the elliptical displacement mode. Mode, the deformation relative to the centroid of the cross section is the triangle displacement mode, the deformation relative to the centroid of the cross section is the quadrangular displacement mode, and the deformation relative to the centroid of the cross section is the pentagon displacement mode, or even relative The deformation at the centroid of the cross section is the numerical value of the composition of the plural displacement modes of the polygon displacement mode.

In step S23b, the deformation composition amount of the tunnel element can be obtained based on the deformation of the section as the boundary of the tunnel element, and the deformation modes can be sorted based on the composition amount. Further, the deformation displacement of the two sections of the tunnel element boundary can be based on The modal composition quantity obtains the deformation composition quantity of the tunnel element, and the deformation modalities are sorted based on the composition quantity magnitude. In particular, the results of sorting multiple deformation modes of the tunnel element according to size can be obtained.

In step S24b, the measurement variable of the simulation model can be zeroed, and the value of the deformation mode is applied to the boundary of the simulation model at the same time to obtain the stress change of the tunnel element deformation. Further, the measurement variable of the simulation model can be zeroed , And the displacement value corresponding to the deformation mode composition of the tunnel element is applied to the boundary of the simulation model. In particular, the displacement of the numerical model can be reset to zero, and the displacement corresponding to the deformation mode is applied based on the composition of the boundary of the simulation model and the deformation mode at the boundary of the simulation model, from the largest The deformation mode starts, and the displacement corresponding to the deformation mode is sequentially applied to the deformation mode with the smallest ratio at the boundary of the simulation model. In particular, the displacement of the corresponding deformation mode can be applied to the model boundary according to the composition of the boundary and the lining deformation mode, and the displacement of the corresponding mode can be applied in sequence from the model boundary starting from the ready-made maximum deformation mode.

Taking the circular tunnel as an example, when the first measurement is performed, the absolute coordinates of each monitoring point of the A and B cross sections are obtained. The cross-sectional centroid position can be calculated by the absolute coordinates of the monitoring points, and Subtract the monitoring value obtained from the second phase measurement with the first value, and then subtract the monitoring value of section A from the value of section B, so as to obtain the relative monitoring points of section A during these two measurements The displacement of each monitoring point on Section B is expressed as (𝑢_𝑖,𝑣_𝑖,𝑤_𝑖 ) ^AB,12 . The cross-section displacement can be separated into rigid body motion and deformation, of which rigid body motion can be separated into rigid body translational motion and rigid body rotational motion.

In detail, six rigid body motions, such as axial unit translation, lateral unit translation, vertical translation and relative axial rotation, relative lateral axis rotation and relative vertical axis rotation, plus uniform Deformation displacement mode, ellipse deformation displacement mode, three-sided deformation displacement mode, four-sided deformation displacement mode, five-sided deformation displacement mode, etc. For the deformation, different boundary conditions are given for the multiple displacement patterns, and the stress changes and crack patterns of the tunnel wall caused by individual are discussed. The rigid body translation system applies a forced displacement of 1 unit length uniformly on the front section of the surrounding rock model, that is, the front section is forced to move uniformly in the axial direction (Y axis), lateral (X axis), or vertical direction (Z axis) Assuming a linear gradation on the side, the displacement between the front and back sections is continuously distributed (Figure 7(a) uses lateral translation as an example); rigid body rotation is the rotation of the front section around the X axis, Y axis and Z axis, respectively. The side also assumes a linear gradient, connecting the front and rear sections (Figure 7(b) takes the rotation around the Z axis as an example); the deformation is to force displacements on both the front and rear sections, and the side displacements are evenly distributed (Figure 7 (c) Take the elliptical deformation as an example), and apply a forced displacement to the front section. The side is assumed to have a linear gradient, connecting the front and back sections. The boundary conditions are set on the front and rear sections of the lining and surrounding rock models. In short, the wall is a lining wall, and the displacement is the spatial position of the lining wall at different times. The cross section is a monitoring cross section used as a displacement measurement target in the tunnel. A plurality of monitoring points sufficient to detect tunnel deformation. The tunnel unit is a tunnel area with the monitoring cross section of the second tunnel as the boundary. The set of all the monitoring points of the cross section changing in space at different times is the displacement of the cross section. , The change amount of a specific section is the displacement mode, which is the movement of the rigid body and the deformation of the section. The displacement mode corresponds to the known displacement and the change of the wall stress. The movement of the rigid body of the section includes all the monitoring points The equivalent movement is the translational displacement mode, and all the monitoring points are consistent with the centroid of the section. The equivalent rotation is the rotational displacement mode. The section deformation displacement mode includes the section monitoring point enlarged relative to the centroid of the section. Or reduced uniform deformation deformation mode, and the deformation relative to the centroid of the section is elliptical deformation displacement mode, and the deformation relative to the centroid of the section is triangular deformation displacement mode, relative to the fracture The deformation of the face centroid is the quadrilateral deformation displacement mode, the deformation with respect to the section centroid is the pentagonal deformation displacement mode, and the deformation with respect to the section centroid is the polygonal deformation displacement mode There are multiple displacement modes, and the passage direction in the three-dimensional space is the axial direction, the gravity direction is the vertical direction, and the other direction orthogonal to the axial direction and the vertical direction is the lateral direction. Pan translation, lateral translation, vertical translation and relative axial rotation, relative lateral axis rotation and relative vertical axis rotation.

In step S25, it can be determined whether the measurement variables and stress changes of the simulation model in step S24a are uniform. If so, proceed to step S3, if not, proceed to step S24a, and determine whether the measurement variables and stress changes of the simulation model in step S24b Uniform, if yes, go to step S3, if no, go to step S24b.

In step S30, the measurement variable of the simulation model can be reset to zero, and the measurement value of the displacement of the tunnel unit boundary section is applied to the boundary of the simulation model to obtain the total stress change of the tunnel unit due to the measurement value of the section displacement . In particular, the amount of change in wall stress caused by the measurement of the displacement of the cross-section can be calculated.

In step S31, it can be determined whether the measurement variables and stress changes of the initial simulation model are uniform. If so, proceed to step S32, if not, proceed to step S34.

Step S3 as described above can reach step S34 in different situations. In the first case, if the result of step S31 is no, the result of analyzing the stress increment and displacement of the tunnel unit lining is obtained. In the second case, if the result of step S31 is YES, and the position where the stress exceeds the strength of the lining wall in step S32 is consistent with the position of the lining crack, the result of analyzing the stress increment and displacement of the lining of the tunnel element is obtained. In the third case, if the result of step S31 is yes and the result of step S32 is no, proceed to step S33 to obtain the analysis result. If the lining stress is close to the strength and does not exceed it, the six relative rigid body motion values and multiple deformation modes are reduced. The input sequence of boundary displacement and deformation corresponding to the state corresponds to the location where the stress of the lining exceeds the strength and the location of the crack of the lining, and then step S30 is performed. Further, the spatial position of the wall with a stress exceeding the strength of the lining wall, close to or equal to the strength of the wall material can be obtained, and a plurality of relative measurement variables and cross-sectional displacements corresponding to the displacement modes can be reduced The value of, is applied to the boundary of the simulation model with the reduced displacement mode cross-sectional displacement until the wall stress is less than the wall material strength or the wall stress is greater than the wall material strength and the lining crack position matches. In particular, the analysis result can be obtained that the lining stress is close to the strength of the wall material and does not exceed the input value of the boundary displacement and deformation corresponding to the six relative unit displacement components and deformation modes, and the wall stress is less than this The position where the strength of the wall material or the stress of the lining exceeds the strength of the wall material is consistent with the position of the crack of the lining. An example of measurement variables leading to lining crack patterns is shown in Figure 10. The simulation results of the lining cracks caused by the relative movement of the cross section of the tunnel unit before and after monitoring the cross section and the actual case are shown in Figure 11.

In summary, the present invention can help to clarify the two important indicators of tunnel deterioration, namely the interaction between displacement and cracks. Input the displacement monitoring results to obtain the tunnel lining stress, strain distribution and crack pattern, which are checked by actual monitoring data. After the nuclear correction, a numerical model that can describe the tunnel displacement-crack mechanism of the case can be obtained, which can be used to predict the crack development trend under long-term monitoring, simulate the effectiveness of the reinforcement method, evaluate the tunnel health and safety, etc., and optimize the maintenance and management of the tunnel. Provide substantive suggestions.

Although the present invention is disclosed as above with specific embodiments, the disclosed specific embodiments are not intended to limit the present invention. Anyone who is familiar with this art can make various changes and modifications without departing from the spirit and scope of the present invention. The changes and retouching made by it belong to the scope of the present invention, and the scope of protection of the present invention shall be subject to the scope defined in the appended patent application.

S1, S2, S3, S10, S11, S12, S13, S14, S15, S20, S21, S22a, S23a, S24a, S22b, S23b, S24b, S25, S30, S31, S32, S33, S34

FIG. 1 is a schematic diagram of the relationship between the three-dimensional coordinate definition and the tunnel space of the present invention. FIG. 2 is a flowchart of a simulation method of the wall surface stress change caused by the displacement amount of the present invention. Figure 3 is a schematic diagram of the displacement of a plurality of cross sections and the relative displacement of tunnel units in any tunnel. FIG. 4 is a flowchart of further steps included in step S1. Figure 5 is a schematic diagram of the construction of the monitoring section before and after the tunnel unit. Figure 6 is a schematic diagram of various displacement modes, including six rigid body movement displacement modes and partial deformation displacement modes. Fig. 7 is a schematic diagram of the forced displacement distribution in the simulation model. FIG. 8 is a flowchart of further steps included in step S2. 9 is a flowchart of further steps included in step S3. FIG. 10 is a schematic diagram of an example in which the measurement variables of various displacement modes result in the cracking pattern of the lining. Figure 11 is an example of the simulation and actual results of the lining cracks caused by the relative movement of the monitoring section of the tunnel unit before and after monitoring.

S1, S2, S3 ‧‧‧ steps

Claims (5)

A method for simulating the stress change of the wall caused by the displacement, which includes the following steps: (S1) Provide a simulation model, including a three-dimensional tunnel element, a plurality of different sections as the boundary of the model, and its measurement variables and displacement mode (S2) Calculate the relative displacement of the tunnel element and the composition of the displacement mode based on the measured displacement values of the sections and obtain the value of the stress change of the wall surface; and (S3) ratio For the stress change on the wall surface and the crack distribution on the wall surface, the calculated value of the relative displacement is corrected as appropriate to obtain the stress change that is consistent with the crack distribution. A method for simulating the stress change of the wall surface caused by the displacement amount as described in item 1 of the patent application scope, wherein the wall surface is a lining wall surface, and the displacement amount is the spatial position of the lining wall surface changing at different times, and the cross section is The monitoring cross-section used as the displacement measurement target in the tunnel. The cross-section contains a plurality of monitoring points sufficient for detecting the deformation of the tunnel. The tunnel unit is a tunnel area bordered by the second tunnel monitoring cross-section. The set of changes in the spatial position of all monitoring points of the surface at different times is the cross-sectional displacement. The specific cross-sectional change is the displacement mode, which is the movement of the rigid body of the cross-section and the deformation of the cross-section. Known displacement and wall stress changes. The rigid body motion of the cross section includes all the same uniform movement of the monitoring point as the translational displacement mode. All the monitoring points rotate the displacement equivalent mode to the centroid of the cross section by the same amount. The section deformation displacement mode includes the uniform deformation displacement mode in which the section monitoring point is enlarged or reduced relative to the section centroid, and the deformation relative to the section centroid is the elliptical deformation displacement mode, relative The deformation at the centroid of the section is a triangular deformation displacement mode, the deformation relative to the centroid of the section is a quadrilateral deformation displacement mode, and the deformation relative to the centroid of the section is a pentagonal deformation displacement mode State, and the deformation relative to the centroid of the cross section is a plurality of displacement modes of the polygon deformation displacement mode, and the passage direction in the three-dimensional space is the axial direction, the gravity direction is the vertical direction, and the other is the axial direction The direction orthogonal to the vertical is lateral. The motion of the rigid body in the three-dimensional space includes axial translation, lateral translation, vertical translation and relative axial rotation, relative lateral axis rotation and relative vertical axis rotation. As described in item 1 of the patent application scope, a method for simulating the change in wall stress caused by displacement, step S1 includes the following steps: (S10) Establish an initial simulation model, and the simulation model includes a three-dimensional tunnel element as the model boundary Different multiple cross sections, and their measurement variables and displacement modes; (S11) apply the displacement of the cross section of the rigid body motion displacement mode to the boundary of the simulation model to obtain the stress of the tunnel element relative to the rigid body motion Change; (S12) determine whether the measured variables and stress changes of the initial simulation model are uniform, if not, go to step S10, and if so, proceed to step S13; (S13) apply the cross-sectional displacement of the deformation displacement mode to the Simulate the model boundary to obtain the stress change of the tunnel element deformation; (S14) determine whether the measured variables and stress changes of the initial simulation model are uniform, if not, proceed to step S10, and if so, proceed to step S15; and (S15) based on the displacement model State simulation results establish a simulation model. As described in item 1 of the patent application scope, a method for simulating the change in wall stress caused by displacement, step S2 includes the following steps: (S20) Obtain the measured values of the displacements of these sections; (S21) Obtain these The displacement modal composition of the measured value of the displacement of the section; (S22a) Based on the displacement modal composition, the composition of the displacement modal belonging to the rigid body motion of the section is obtained; (S23a) Based on the boundary of the tunnel element The relative rigid body motion of the tunnel element to obtain the relative rigid body motion composition of the tunnel element, and sort the relative rigid body motion types based on the composition; (S24a) zeroing the measurement variables of the simulation model and applying the value of the relative rigid body motion At the boundary of the simulation model, the stress change of the tunnel element relative to the rigid body movement is obtained; and (S22b) Based on the displacement mode component, the displacement mode component of the cross-sectional deformation is obtained; (S23b) Based on the tunnel element Deformation of the cross section of the boundary obtains the deformation composition of the tunnel element, and the deformation modals are sorted based on the composition; (S24b) Zero the measurement variables of the simulation model, and simultaneously apply the value of the deformation modal to the boundary of the simulation model To obtain the stress change of the tunnel element deformation; (S25) determine whether the measurement variables and stress changes of the simulation model in step S24a are uniform, if so, proceed to step S3, if not, proceed to step S24a, and determine the simulation model in step S24b It is measured whether the change of the variable and the stress is uniform, if yes, proceed to step S3, if not, proceed to step S24b. As described in item 4 of the patent application scope, a method of simulating the amount of displacement causing stress changes on the wall, if the judgment result of step S24 is yes, step S3 includes the following steps: (S30) Zeroing the measurement variables of the simulation model, Apply the measured value of the cross-sectional displacement of the tunnel element to the boundary of the simulation model to obtain the total stress change of the tunnel element due to the measured value of the cross-sectional displacement; (S31) Judge the measured variable and stress change of the initial simulation model Whether it is uniform, if yes, go to step S32, if no, go to step S34; (S32) Determine whether the position where the lining stress exceeds the strength corresponds to the lining crack position, if yes, go to step S34, if no, go to step S33; (S33) Get analysis Results If the lining stress is close to the strength but not exceeded, the input sequence of boundary displacement and deformation corresponding to the six relative rigid body motion values and various deformation modes is reduced. The position where the lining stress exceeds the strength corresponds to the position of the lining crack. S30; (S34) Obtain and analyze the stress increment and displacement of the tunnel unit lining.

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