TWI714858B - An Analytical Method to Calculate the Stress Variation of Tunnel Lining by Deflection - Google Patents

Abstract

An analytical method for estimating the stress change of the tunnel lining through displacement. It includes the following steps: (S1) Provide a simulation model, including three-dimensional tunnel elements, as the boundary of the model, and the number of different sections that are sufficient for detection The displacement mode formed by the measured variables of the tunnel deformation phenomenon and the change of its specific section; (S2) calculate the relative displacement of the tunnel unit and the displacement mode based on the measured values of the displacement of the sections (S3) Compare the stress change of the lining with the crack distribution on the wall, and modify the calculated value of the relative displacement and the displacement mode according to the situation to obtain the value of the crack distribution. The stress changes. The invention can predict the development trend of cracks, simulate the effects of reinforcement construction methods, evaluate the soundness and safety of the tunnel under long-term monitoring, and provide substantial suggestions for the optimization of tunnel maintenance and management.

Description

An Analytical Method to Calculate the Stress Change of the Tunnel Lining Through the Deflection

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

The tunnel lining is an artificial structure composed of brick, stone, concrete or concrete and steel wire mesh, steel bar, steel fiber and other materials on the surface of the tunnel. The modern tunnel construction method continuously monitors the deformation of the tunnel during the construction of the tunnel. When the deformation becomes stable, the lining is applied Therefore, the lining was originally constructed for aesthetics and additional protection, and theoretically will not bear excessive stress. However, nearly two-thirds of the tunnels in Taiwan have abnormal conditions in the lining after operation. The most common types are deformation and cracks. Therefore, in recent years, research has begun to pay attention to lining displacement and cracks, which are regarded as tunnel structural deterioration and assist in the study of deterioration. An important indicator of the cause.

Known tunnel displacement analysis methods are mostly aimed at the deformation behavior of the monitoring section itself. However, the analysis results of the three-dimensional absolute displacement monitoring data of the tunnel in recent years show that except for the two-dimensional deformation behavior that can be seen in a single monitoring section, which is compressed inward or protruded outward In addition, there is still considerable three-dimensional deformation between the monitored sections. The section deformation considered in the past only affects the lining cracks in a local area. Oblique and longitudinal cracks that continue from several meters to tens of meters are observed in the field. 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 numerical model of the tunnel, and gives the external force or displacement conditions to obtain the tunnel strain and stress distribution. It uses continuum analysis to describe the tunnel lining with the elastic-plastic composition law, and regards the part that enters the plasticity as the lining material damage crack Raw. The simulation results can be compared with the surface subsidence monitored by the on-site tunnel, the displacement of the tunnel space, or with the force-strain curve monitored by the indoor tunnel scale test for numerical model verification. In other words, the known technologies mostly use the stress-strain curve of multiple points in the tunnel during the loading process, or the displacement of several positions in or above the tunnel to confirm the correctness of the numerical model. The location of tunnel cracks is determined by In the numerical model, the grid representation entering the plastic zone rarely compares the simulation results directly with the crack pattern of the actual tunnel.

The main purpose of the present invention is to provide an analytical method for estimating the stress change of the tunnel lining through the displacement, which includes the following steps: (S1) Provide a simulation model, including three-dimensional tunnel elements, as a plurality of different sections of the model boundary , And the displacement mode constituted by the measured variables and their specific cross-sectional changes sufficient to detect the tunnel deformation phenomenon; (S2) Calculate the relative displacement of the tunnel unit based on the displacement measured values of the cross-sections And get the value of the stress change of the lining; (S3) compare the stress change of the lining with the crack distribution on the wall, and modify the calculated value of the relative displacement and the displacement mode as appropriate Obtain the stress change consistent with the crack distribution.

The present invention is an analytical method for estimating the stress change of the tunnel lining through the displacement, wherein the wall is the lining wall, the displacement is the change in the space position of the lining wall at different times, and the section is the tunnel as the change The monitoring cross section of the measurement target, the section contains a plurality of monitoring points enough to detect the deformation phenomenon of the tunnel. The tunnel unit is the tunnel range with the two tunnel monitoring sections as the boundary, and all the monitoring points of the section The set of changes in the spatial position at different times is the section displacement. The specific section change is the displacement mode, which is the rigid body motion and section deformation of the section. The displacement mode corresponds to the known displacement. And the lining stress change, the section rigid body movement includes all the monitoring points consistent and equal movement is the translational displacement mode, all the monitoring points are consistent with the section centroid Equivalent rotation is a rotational displacement mode. The cross-section deformation mode includes a uniform deformation and displacement mode where the monitoring point of the cross-section is enlarged or reduced relative to the cross-section centroid, and the deformation relative to the cross-section centroid is an ellipse The deformation mode is a triangular deformation mode with respect to the centroid of the section, a quadrilateral deformation mode with respect to the centroid of the section, and a deformation mode with respect to the centroid of the section The five-sided deformation mode, and even the multiple deformation modes of the polygonal deformation mode relative to the centroid of the section, or called the deformation mode, and the direction of passage in the tunnel in the three-dimensional space is the axis The direction of gravity is the vertical direction, and the other direction orthogonal to the axial and vertical direction is the lateral direction. The rigid body motion of the three-dimensional space interruption surface includes axial translation, lateral translation, vertical translation and relative axial rotation, relative Lateral axis rotation and relative vertical axis rotation.

The present invention is an analytical method for estimating the stress change of the tunnel lining through displacement. Step S1 includes the following steps: (S10) An initial simulation model is established, and the simulation model includes three-dimensional tunnel elements as a plurality of different model boundaries Section, its measurement variables and displacement mode; (S11) Apply the section displacement of the rigid body movement displacement mode to the boundary of the simulation model to obtain the stress change of the tunnel element relative to the rigid body movement; (S12) Judge whether the measurement variables and stress changes of the initial simulation model are uniform, if not, go to step S10, if yes, go to step S13; (S13) respectively apply the cross-section displacement of the deformation displacement mode to the boundary of the simulation model 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, go to step S10, if yes, go to step S15; and (S15) establish a simulation based on the displacement modal simulation result model.

The present invention is an analytical method for estimating the stress change of the tunnel lining through displacement. Step S2 includes the following steps: (S20) Obtain the measured values of the displacements of the sections; (S21) Obtain the displacements of the sections (S22a) Based on the displacement modal composition quantity of the measured value of the displacement mode composition quantity; (S22a) Based on the displacement modal composition quantity, the composition quantity of the displacement mode belonging to the section rigid body motion is obtained; (S23a) Based on the section rigid body as the boundary of the tunnel element Motion to obtain the relative rigid body motion composition of the tunnel unit, and based on the group Sort the relative rigid body motion types quantitatively; (S24a) zero the measurement variables of the simulation model, and apply the value of the relative rigid body motion to the boundary of the simulation model to obtain the stress change of the tunnel element relative to the rigid body motion; and (S22b) Obtain the component quantities of the deformation deformation modes belonging to the section based on the component quantity of the displacement mode; (S23b) Obtain the component quantity of the tunnel element deformation based on the section deformation as the boundary of the tunnel element, and sort the deformation based on the component quantity Mode; (S24b) Go to page 4, 12 pages in total (Instructions of Invention) 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 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 yes, go to step S3, if not, go 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 not, go to step S24b.

The present invention is an analytical method for estimating the stress change of the tunnel lining through displacement. Step S3 includes the following steps: (S30) Zero the measurement variables of the simulation model, and apply the measurement value of the displacement of the boundary section of the tunnel unit to the Simulate the model boundary to obtain the total stress change of the tunnel unit due to the measured value of the section displacement; (S31) judge whether the measured variables and stress change of the initial simulation model are uniform, if yes, proceed to step S32, if not, proceed to step S34; (S32) Determine whether the lining stress exceeds the strength position and the lining crack position is consistent, if yes, proceed to step S34, if not, proceed to step S33; (S33) obtain the analysis result if the lining stress is close to the strength and does not exceed, reduce six types Relative rigid body motion value and boundary displacement corresponding to various deformation modes, and adjust the input sequence of boundary displacement according to the situation, so far the lining stress exceeds the strength position and the lining crack position is consistent, then step S30; and (S34) are analyzed. The stress increment and displacement of the tunnel unit lining.

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

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

Figure 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 the analytical method for estimating the stress change of the tunnel lining through displacement of the present invention.

Figure 3 is a schematic diagram of a plurality of section displacements and relative displacements of tunnel units in any tunnel.

Figure 4 is a flowchart of further steps included in step S1.

Page 5 of 12 (Invention Specification)

Figure 5 is a schematic diagram of the construction of the front and rear monitoring sections of 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.

Figure 7 is a schematic diagram of the forced displacement distribution in the simulation model.

Figure 8 is a flowchart of further steps included in step S2.

Figure 9 is a flowchart of further steps included in step S3.

Fig. 10 is a schematic diagram showing examples of lining crack patterns caused by measurement variables of various displacement modes.

Figure 11 is an example of simulation and actual results of lining cracks caused by the relative movement of the front and rear monitoring sections of the tunnel unit.

In order to describe in detail the technical content, the achieved purpose and the effect of the present invention, the following examples are given in conjunction with the drawings for detailed description.

Figure 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 flow chart of the analytical method for estimating the stress change of the tunnel lining through the displacement 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 sections as the boundary of the model, and the number is sufficient to detect The displacement mode formed by the measurement variable of the tunnel deformation phenomenon and its specific section change. Specifically, in step S1, a numerical test model can be established and adjusted. The three-dimensional model can be a three-dimensional tunnel unit, and the wall can be a lining wall of the tunnel. The measurement variable can be the displacement of the section, and furthermore, it can be the displacement of various displacement modes. Figure 3 is a schematic diagram of obtaining a plurality of different monitoring sections for the establishment of simulation models, measurement values of section displacements, etc.

In step S2, the relative displacement of the tunnel unit and the composition of the displacement mode are calculated according to the measured values of displacement of the sections, and the value of the stress change of the lining of the tunnel unit is obtained. In particular, step 6, page 6, a total of 12 pages (instruction manual) S2 can calculate the displacement modal composition of the monitored section displacements, and calculate the value between The relative displacements of the tunnel units between the monitoring sections are further applied to the simulation model boundary to measure the displacements and the stress changes due to the relative displacements are obtained.

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

Figure 4 is a flowchart of further steps included in step S1. As shown in Fig. 4, step S1 includes step S10 to step 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 the boundary of the model, and measurement variables and displacement modes. In particular, the establishment/adjustment of the numerical model should at least consider the tunnel geometry, structure, location of monitoring sections, grid size, etc. The 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 Figure 5 State, ellipse deformation mode, triangle deformation mode, four-sided deformation mode, five-sided deformation mode, etc.

In step S11, the section displacement of the rigid body movement displacement mode can be applied to the mode The boundary of the pseudo-model is obtained, and the stress change of the tunnel element relative to the rigid body movement is obtained. Specifically, the displacement amount of the displacement mode can be applied to the model boundary, that is, one (distal) end of the numerical model boundary is fixed, and the other (near) end is applied with the simulated unit displacement value, and then the tunnel lining change is read Bit result. In detail, the present invention may take the adjacent monitoring section as a tunnel unit, and regard one end as a fixed end to force the displacement to zero, and then calculate the relative displacement of the adjacent monitoring section, and assume that the two monitoring sections The displacement between the planes is linearly distributed (Figure 5 and Figure 7). Input the relative movement of the monitored section before and after the tunnel unit into the numerical model to simulate the lining cracks. If there are multiple phases of displacement and crack monitoring, the previous monitoring results can be used to check and revise the numerical model again, and used to predict future displacements and The development trend of cracks (Figure 10 and Figure 11).

In step S12, it can be judged whether the measured variables and stress changes of the initial simulation model are uniform, if not, go to step S10, if yes, go to step S13. Specifically, the numerical model can be used to check whether the deformation of the tunnel lining and the stress changes of the tunnel wall and surrounding rock 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. Specifically, the distal end of the boundary of the numerical model can be fixed in a required manner, and the proximal end can be applied to the proximal end such as uniform compression, ellipse, triangle, four-sided deformation and displacement mode displacement, and read the tunnel wall displacement and Changes in lining stress.

In step S14, it can be judged whether the deformation mode is consistent with the condition imposed on the boundary of the simulation model, if not, go to step S10, if yes, go to step S2. Specifically, the numerical model can be used to check whether the tunnel wall displacement and the stress changes of the tunnel lining and surrounding rock are uniform.

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

In step S21, the displacement modal composition of the measured value of the displacement of the sections can be obtained, and furthermore, the displacement modal composition of the measured value of the displacement of the section can be obtained. Specifically, the component quantity of the displacement mode can be calculated based on the displacement measurement value monitored by the monitoring section.

In step S22a, the composition quantity belonging to the displacement mode of the section rigid body motion can be obtained based on the displacement mode composition quantity. Specifically, there are six types of displacement modes including axial translation, lateral translation, vertical translation and relative axial rotation, relative lateral axis rotation and relative vertical axis rotation. The numerical value of the composition 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 are sorted based on the composition. Page 8 of 12 (Invention Specification) Furthermore, the relative rigid body motion modal composition of the tunnel element can be obtained based on the rigid body motion displacement modal composition of the two sections of the tunnel element boundary, and the relative rigid body motion types can be sorted based on the composition value. Specifically, the rigid body movement value based on one of the sections can be obtained, and the displacement values of the six relative rigid body movement displacements of the tunnel unit are sorted according to the magnitude.

In step S24a, the measurement variables of the simulation model can be zeroed, and the value of the relative rigid body motion 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. Furthermore, the simulation model can be reset to zero Measure the variables, and apply the displacement value corresponding to the modal composition of the tunnel unit relative to the rigid body motion to the boundary of the simulation model. Specifically, the displacement of the numerical model can be zeroed, and the displacement value corresponding to the displacement mode of the relative rigid body motion is applied to the boundary of the numerical model. That is, according to the composition of the rigid body movement displacement mode, starting from the rigid body movement displacement mode that occupies the largest composition of the section displacement measurement value, the corresponding displacement value is applied to the numerical model boundary in sequence.

In step S22b, the composition of the deformation and displacement mode belonging to the section can be obtained based on the composition of the displacement mode. Specifically, the uniform deformation mode that is enlarged or reduced with respect to the centroid of the section in the composition of the displacement mode from which the measured value of the section displacement can be obtained, and the deformation relative to the centroid of the section is The elliptical deformation mode is a triangular deformation mode relative to the cross-section centroid, the deformation relative to the cross-section centroid is a four-sided deformation mode, and the deformation relative to the cross-section centroid is a five-sided deformation mode, and even relative The deformation at the centroid of the section is the numerical magnitude of the composition corresponding to the multiple deformation modes of the polygonal deformation mode.

In step S23b, the deformation composition 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. Further, the deformation displacement of the two sections of the boundary of the tunnel element can be sorted. The modal composition quantity obtains the deformation composition quantity of the tunnel unit, and the deformation modalities are sorted based on the composition quantity. In particular, the results of the multiple deformation modes of the tunnel unit sorted by size can be obtained.

In step S24b, the measurement variables of the simulation model can be zeroed, and the value of the deformation mode can be applied to the boundary of the simulation model at the same time to obtain the stress change of the tunnel element deformation. Furthermore, the measurement variables of the simulation model can be zeroed , And apply the displacement value corresponding to the deformation modal composition of the tunnel element to the boundary of the simulation model. Specifically, 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 simulation model boundary and the deformation mode at the simulation model boundary, from the largest composition The deformation mode starts, and the deformation amount corresponding to the deformation mode is sequentially applied to the boundary of the simulation model to the deformation mode with the smallest scale. Specifically, 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. Starting from the ready-to-scale maximum deformation mode, the displacement of the corresponding mode is sequentially applied to the model boundary.

Taking a circular tunnel as an example, when the first measurement is performed, the absolute coordinates of each monitoring point on the A and B sections are obtained. The cross section can be calculated from the absolute coordinates of the monitoring point, and Subtract the monitored value obtained from the second measurement with the first value, and then subtract the monitored value of section A from the value of section B. In this way, the relative monitoring points of section A can be obtained during the two measurements. The displacement situation of each monitoring point on section B is expressed as ( ui , vi , wi )AB,12. Sectional displacement can be separated into rigid body motion and deformation, and rigid body motion can be separated into rigid body translational motion and rigid body rotational motion.

In detail, from the concept of decomposition and displacement, there are six rigid body movements, including axial unit translation, lateral unit translation, vertical translation and relative axial rotation, relative lateral axis rotation and relative vertical axis rotation, plus uniform Deformation mode, ellipse deformation mode, triangular deformation mode, four-sided deformation mode, five-sided deformation mode and other multiple deformations, such as multilateral deformation relative to the cross-section centroid, etc., respectively. Give different boundary conditions to explore the individual stress changes and crack patterns of the tunnel wall. The rigid body translation system uniformly applies a forced displacement of 1 unit length on the front section of the surrounding rock model, that is, forces the front section to move uniformly in the axial (Y-axis), lateral (X-axis) or vertical directions (Z-axis) , The lateral surface assumes a linear gradual change, so that the displacements between the front and rear sections are continuously distributed (Figure 7(a) takes the lateral translation as an example); the rigid body rotation means that the front section rotates around the X axis, Y axis, and Z axis. The side also assumes a linear gradual change, connecting the front and rear sections (Figure 7(b) takes the rotation around the Z axis as an example); the deformation is to force the front and rear sections to be forced displacement, and the lateral displacement is evenly distributed (Figure 7) (c) Take elliptical deformation as an example), and apply forced displacement on the front section, assuming a linear gradual change on the side, connecting the front and rear sections. The boundary conditions are set on the front and back sections of the lining and surrounding rock model. In short, the wall surface is the lining wall surface, the displacement is the spatial position change of the lining wall surface at different times, the cross section is the monitoring cross section used as the displacement measurement target in the tunnel, and the cross section contains the quantity Multiple monitoring points that are sufficient to detect tunnel deformation phenomena. The tunnel unit is the tunnel area bounded by the two tunnel monitoring sections. The collection of the spatial position changes of all monitoring points of the section at different times is the section displacement , The specific section change is the displacement mode, which is the section rigid body movement and section deformation. The displacement mode corresponds to the known displacement and lining stress change. The section rigid body motion includes all the monitoring points consistent Equivalent movement is the translational displacement mode, all the monitoring points are consistent with the cross-section centroid and rotate the same as the rotational displacement mode. The cross-sectional deformation displacement mode includes the enlargement of the monitoring point relative to the cross-section centroid Or reduced uniform deformation mode, and the change relative to the cross-section centroid The shape is an elliptical deformation mode, the deformation relative to the cross-section centroid is a triangular deformation mode, the deformation relative to the cross-section centroid is a four-sided deformation mode, and the deformation relative to the cross-section centroid is a five-sided deformation The modal, and even the multiple deformation modals of the polygonal deformation modal with respect to the centroid of the section, and the direction of passage in the tunnel in the three-dimensional space is the axial direction, the direction of gravity is the vertical direction, and the other is the same as the axial direction. The direction perpendicular to the orthogonal is the lateral direction. The rigid body motion of the three-dimensional space interruption surface includes axial translation, lateral translation, vertical translation and relative axial rotation, relative lateral axis rotation and relative vertical axis rotation.

After one or both of steps S24a and S24b are completed, in step S25, it can be determined whether the measured variables and stress changes of the simulation model in step S24a are uniform, if yes, go to step S3, if not, go to step S24a , And determine whether the measured variables and stress changes of the simulation model in step S24b are uniform, if yes, proceed to step S3, if not, proceed to step S24b. Steps S22a to S24a are performed before, after, or at the same time as steps S22b to S24b.

In step S30, the measurement variables of the simulation model can be zeroed, and the measured value of the displacement of the tunnel unit boundary section is applied to the boundary of the simulation model to obtain the measured value of the tunnel unit due to the displacement of the section. Page 11 of 12 The total amount of stress changes caused by pages (invention specification). Specifically, the lining stress change caused by the measured value of the section displacement can be calculated.

In step S31, it can be judged whether the measured variables and stress changes of the initial simulation model are uniform, if yes, go to step S32, if not, go to step S34.

As described above, step S3 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 of the lining stress exceeding the strength of step S32 matches the position of the lining crack, the result of analyzing the stress increment and displacement of the tunnel unit lining 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 that the lining stress is close to the strength and does not exceed it, and 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, so far the lining stress exceeds the strength The position matches the lining crack position, and then step S30 is performed. Furthermore, the space position of the wall surface where the stress exceeds the strength of the lining material and is close to or equal to the strength of the lining material can be obtained, and a plurality of relative measurement variables and the section displacement corresponding to the displacement mode can be reduced The value of is applied to the boundary of the simulation model with the reduced displacement modal section displacement, until the lining stress is less than the strength of the lining material or the lining stress is greater than the strength of the lining material and the position of the lining crack is consistent. Specifically, the analysis result can be obtained if the lining stress is close to the strength of the lining material and does not exceed the value, the six relative unit displacement components and the corresponding boundary displacement and deformation input values corresponding to the deformation mode are reduced. The location where the strength of the lining material or the lining stress exceeds the strength of the lining material is consistent with the location of the lining crack. An example of the lining crack pattern caused by measurement variables is shown in Figure 10. Figure 11 shows the comparison between the simulation example of the lining cracks caused by the relative movement of the front and rear monitoring sections of the tunnel unit and the actual case.

To sum up, the present invention can help to clarify the two important indicators of tunnel deterioration, namely the interactive influence of displacement and cracks. Input the displacement monitoring results to obtain the induced stress, strain distribution and crack pattern of the tunnel lining. After verification and correction, a 12-page (invention manual) numerical model that can describe the tunnel displacement-crack mechanism of the case is obtained, which can be used to predict the development trend of cracks under long-term monitoring, simulate the effectiveness of reinforcement construction methods, evaluate tunnel soundness and Security, etc., provide substantial suggestions for the optimization of tunnel maintenance and management.

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

S1, S2, S3: steps

Claims (4)

An analytical method for estimating the stress change of the tunnel lining through displacement, which includes the following steps: (S1) Provide a simulation model, including a three-dimensional tunnel unit, as the boundary of the model, and the number of different sections, and the number is sufficient for detection The displacement mode formed by the measured variables of the tunnel deformation phenomenon and the changes of specific sections; (S2) Calculate the relative displacement of the three-dimensional tunnel unit and the displacement mode based on the measured values of the displacements of the sections (S3) Compare the lining stress change with the wall crack distribution, and modify the calculated value of the relative displacement as appropriate to obtain a stress change consistent with the crack distribution. ; Among them, the wall surface is the lining wall surface, the displacement is the spatial position change of the lining wall at different times, the cross section is the monitoring cross-section used as the displacement measurement target in the tunnel, and the cross section contains enough to detect Multiple monitoring points for measuring tunnel deformation phenomena. The tunnel unit is the tunnel area bounded by the two tunnel monitoring sections. The collection of the spatial position changes of all monitoring points of this section at different times is the section displacement, which is specified The section change is the displacement mode, which is the section rigid body motion and section deformation. The displacement mode corresponds to the known displacement and lining stress change. The section rigid body motion includes all the monitoring points consistent and equivalent The movement is a translational displacement mode, and all the monitoring points are uniformly rotated to the cross-section centroid as a rotation displacement mode. The cross-sectional deformation displacement mode includes the enlargement or reduction of the monitoring point relative to the cross-section centroid. The deformation mode of uniform deformation, and the deformation relative to the centroid of the section is an elliptical deformation mode, and the deformation relative to the centroid of the section is a triangular deformation mode, which is relative to the centroid of the section The deformation is a four-sided deformation displacement mode, the deformation relative to the cross-section centroid is a five-sided deformation displacement mode, and even the deformation relative to the cross-section centroid is a multiple deformation deformation mode of a polygonal deformation displacement mode. Position mode, and the direction of passage in the tunnel in three-dimensional space is the axial direction, the direction of gravity is the vertical direction, and the other is orthogonal to the axial and vertical directions The direction is lateral, and the rigid body motion of the three-dimensional interruption surface includes axial translation, lateral translation, vertical translation and relative axial rotation, relative lateral axis rotation and relative vertical axis rotation. As described in claim 1, an analytical method for estimating the stress change of the tunnel lining through displacement, step S1 includes the following steps: (S10) establishing an initial simulation model, and the simulation model includes a three-dimensional tunnel element as the boundary of the model Displacement modals formed by different pluralities of cross-sections and their quantities sufficient to detect tunnel deformation phenomena and their specific cross-section changes; (S11) Displacement of cross-sections of rigid body motion displacement modes are respectively applied Obtain the stress change of the tunnel element relative to the rigid body motion at the boundary of the simulation model; (S12) determine whether the measured variables and stress changes of the initial simulation model are uniform, if not, go to step S10, if yes, go to step S13; (S13) Apply the section displacement of the deformation and displacement mode to the boundary of the simulation model 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, go to step S10 If yes, proceed to step S15; and (S15) establish a simulation model based on the displacement modal simulation result. As described in claim 1, a simulation method for the stress change of the wall caused by the displacement, step S2 includes the following steps: (S20) obtain the measured value of the displacement of the sections; (S21) obtain the measurement values of the sections Displacement modal composition of the measured value of displacement; (S22a) Based on the displacement modal composition, obtain the composition of the displacement mode belonging to the rigid body motion of the section; (S23a) Based on the fracture as the boundary of the tunnel element Surface rigid body movement to obtain the relative rigid body movement composition quantity of the tunnel unit, and sort the relative rigid body movement types based on the composition quantity; (S24a) Zero the measurement variables of the simulation model, and apply the value of the relative rigid body motion to the boundary of the simulation model to obtain the stress change of the tunnel element relative to the rigid body motion; and (S22b) obtain based on the displacement modal composition quantity The component quantity of the deformation mode belonging to the section deformation; (S23b) obtain the deformation component quantity of the tunnel element based on the section deformation as the boundary of the tunnel element, and sort the deformation modes based on the component quantity; (S24b) reset the Simulate the measurement variables of the model, and simultaneously apply the value of the deformation mode to the boundary of the simulation model to obtain the stress change of the tunnel element deformation. Steps S22a to S24a are performed before, after or at the same time as steps S22b to S24b; (S25) ) After one or both of steps S24a and S24b are completed, determine whether the measured variables and stress changes of the simulation model in step S24a are uniform, if yes, proceed to step S3, if not, proceed to step S24a, and determine step S24b Whether the measured variables and stress changes of the simulation model are uniform, if yes, proceed to step S3, if not, proceed to step S24b. As described in claim 4, an analytical method for estimating the stress change of the tunnel lining through displacement, if one or both of step S24a and step S24b are judged as yes, step S3 includes the following steps: (S30) Zero the measurement variables of the simulation model, and apply the measured value of the displacement of the tunnel unit boundary to the boundary of the simulation model to obtain the total stress change of the tunnel unit due to the measured value of the displacement of the tunnel unit; (S31) judge the Whether the measured variables and stress changes of the initial simulation model are uniform, if yes, go to step S32, if not, go to step S34; (S32) judge whether the lining stress exceeds the strength position and the lining crack position is consistent, if yes, go to step S34, if not, Proceed to step S33; (S33) to obtain the analysis result that the lining stress is close to the strength and does not exceed, the input sequence of the boundary displacement and deformation corresponding to the six relative rigid body motion values and multiple deformation modes is reduced, so far the lining stress exceeds If the strength position is consistent with the lining crack position, then step S30 is performed; (S34) the analysis tunnel unit lining stress increment and displacement amount are obtained.

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