CN115680721A - Tunnel deformation active control supporting structure system and parameter solving method - Google Patents
Tunnel deformation active control supporting structure system and parameter solving method Download PDFInfo
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Abstract
The invention discloses a tunnel deformation active control supporting structure system and a parameter solving method, which comprise the following steps: establishing structural safety deformation control references corresponding to different tunnel deformation grades; establishing a deformation coordination equation cooperatively loaded by the active supporting member and the passive supporting member; determining active support parameters according to the deformation control effect of the active support component of the tunnel; drawing up a plurality of passive support parameters in the passive support parameter value range; outputting tunnel deformation by using a deformation coordination equation; comparing the tunnel deformation with a deformation control reference: if the tunnel deformation is within the deformation control reference, outputting corresponding passive support parameters and active support parameters; and if the tunnel deformation is not in the deformation control reference, returning to newly drawn up passive support parameters. The invention provides a method capable of accurately calculating active support and passive support parameters, so that a surrounding rock-support structure system in a tunnel reaches a stable, coordinated and safe long-term health state.
Description
Technical Field
The invention relates to the technical field of tunnel engineering, in particular to a tunnel deformation active control supporting structure system and a parameter solving method.
Background
At present, the passive supporting function of primary supporting and secondary lining is generally emphasized and emphasized in tunnel construction. However, practice proves that when the tunnel faces complex geological environments such as soft surrounding rock, water-rich stratum, high ground stress and the like, the effect of controlling the deformation of the surrounding rock is not ideal by reinforcing the passive support parameters, and a series of engineering disasters such as large deformation, steel arch frame distortion, sprayed concrete stripping, anchor rod breakage and the like still occur in the tunnel. In recent years, in order to solve the problem, active support systems are gradually adopted to realize active regulation and control of deformation at home and abroad.
The tunnel active supporting system actively regulates and controls the deformation of the surrounding rock by adopting a series of technical means, aims to achieve an ideal target value of the final displacement by artificially intervening the deformation process of the tunnel, and enables the surrounding rock-supporting structure system to achieve a stable, coordinated and safe long-term health state. Currently, active support measures are divided into two categories:
(1) Applying radial active supporting force such as a prestressed anchor rod, a prestressed anchor cable and the like to the surrounding rock;
(2) Actively modifying the surrounding rock, such as advanced small conduit/anchor rod grouting, surrounding rock radial grouting and the like.
However, for the emerging active supporting system, there is no systematic method for determining supporting parameters which can ensure the synergistic effect of active supporting and traditional passive supporting under different geological environments. The main problems in the prior art for calculating the active support system and parameters are as follows:
(1) An effective deformation control reference is not established as a determination standard of support parameters;
(2) A determination method of active support parameters is not proposed;
(3) There is no support parameter solving method that can ensure the synergistic effect of active support and traditional passive support.
Disclosure of Invention
Aiming at the defects in the prior art, the invention provides a tunnel deformation active control supporting structure system and a parameter solving method, which realize active regulation and control of surrounding rock deformation by adding an active supporting component in the existing passive supporting system, and solve the problem of solving supporting parameters of cooperative bearing of the active supporting system and the passive supporting system.
In order to achieve the purpose of the invention, the technical scheme adopted by the invention is as follows:
the method for solving the deformation active control supporting structure system of the tunnel and the parameters comprises the following steps:
s1: counting structural cracking ratios under different tunnel deformation grades, determining an upper deformation limit statistical value under the condition that the tunnel structure is not cracked, and obtaining structural safety deformation control references corresponding to the different tunnel deformation grades;
s2: establishing a deformation coordination equation cooperatively loaded by the active supporting member and the passive supporting member;
s3: determining active support parameters according to the deformation control effect of the active support component of the tunnel;
s4: establishing a passive support parameter value interval, and drawing a plurality of passive support parameters in the passive support parameter value interval;
s5: converting one of the formulated passive support parameters and active support parameters into corresponding support force, bringing the support force into a deformation coordination equation, and outputting tunnel deformation;
s6: comparing the tunnel deformation with a deformation control reference:
if the tunnel deformation is within the deformation control reference, outputting corresponding passive support parameters and active support parameters;
if the tunnel deformation is not within the deformation control reference, executing step S7;
s7: and returning to the step S5, reselecting one passive support parameter from a plurality of passive support parameters, and executing the steps S5-S6 until the passive support parameter and the active support parameter which enable the tunnel deformation to be in the deformation control reference are output.
Further, the deformation coordination equation is:
wherein the content of the first and second substances,
k and alpha are both conversion coefficients and,
is the internal angle of friction, R 0 Is the hole diameter of the tunnel, p s The supporting counter force of primary support, c rock cohesive force, p g For initial ground stress, u (∞) is the final value of the free deformation of the surrounding rock without a supporting structure, x is the distance from the face of the tunnel when the supporting structure is applied, p y For the supporting counter-force of the active supporting member,<p sa >the ultimate supporting counter force when the steel arch frame yields and in other cases<p sa >Taking out the value of 0, and then,<p rb >the ultimate supporting counter force when the anchor rod yields and in other cases<p rb >Take 0,K pr The initial support rigidity is obtained;
supporting counter force p of active supporting member y I.e. the active support parameters, (p) s -p y ) Namely the passive support parameters.
Further, step S4 includes:
s41: establishing a passive support parameter value interval by taking the designed passive support parameter as an upper limit and the passive support parameter of the next surrounding rock level as a lower limit;
s42: and drawing up a plurality of passive support parameters in an equal proportion rigidity reduction mode in the value range of the passive support parameters.
Further, step S3 comprises
S31: taking the prestressed anchor rod system parameters with comprehensive optimal deformation control effect and economic benefit as anchor rod prestressed parameters of different surrounding rock levels and different burial depth levels;
s32, taking the advanced small conduit or advanced pipe shed parameter with the comprehensive optimal deformation control effect and economic benefit as the advanced support parameter of different surrounding rock levels and different burial depth levels;
s33: the anchor rod prestress parameter and the advance support parameter are both active support parameters.
The invention has the beneficial effects that: the method is characterized in that a deformation control reference established by the cracking proportion of the structure is counted to be used as a standard for evaluating whether the supporting and passive supporting cooperative bearing structure is safe and stable, active supporting parameters are determined through the deformation control effect of a prestressed anchor rod and a small forepoling/pipe shed in an active supporting component, a deformation solving equation of active and passive cooperative bearing is established in an exploding mode, dynamic solving of tunnel deformation is achieved through regulating and controlling a single variable of passive supporting parameters, and finally final active supporting and passive supporting parameters are determined according to whether the deformation value passes through the deformation control reference. In the process of carrying out cooperative bearing on the active support and the passive support of the tunnel, the invention provides a method capable of accurately calculating the parameters of the active support and the passive support, so that a surrounding rock-support structure system in the tunnel reaches a stable, coordinated and safe long-term health state.
Drawings
Fig. 1 is a flowchart of a tunnel deformation active control supporting structure system and a parameter solving method.
Fig. 2 is a schematic diagram of determining a deformation control reference range.
Fig. 3 is a diagram of deformation control effect of different prestress of the anchor rod.
FIG. 4 is a graph showing the effect of deformation control on different lengths of the leading microcatheter.
FIG. 5 is a diagram of the results of solving the deformation coordination equation.
Detailed Description
The following description of the embodiments of the present invention is provided to facilitate the understanding of the present invention by those skilled in the art, but it should be understood that the present invention is not limited to the scope of the embodiments, and it will be apparent to those skilled in the art that various changes may be made without departing from the spirit and scope of the invention as defined and defined in the appended claims, and all matters produced by the invention using the inventive concept are protected.
As shown in fig. 1, the tunnel deformation active control supporting structure system and the parameter solving method of the present scheme include the following steps:
s1: counting structural cracking ratios under different tunnel deformation grades, determining an upper deformation limit statistical value under the condition that the tunnel structure is not cracked, and obtaining structural safety deformation control references corresponding to the different tunnel deformation grades;
s2: establishing a deformation coordination equation of cooperative bearing of the active supporting component and the passive supporting component:
wherein the content of the first and second substances,
k and alpha are both conversion coefficients and,
is the internal angle of friction, R 0 Is the hole diameter of the tunnel, p s The counter-force of the preliminary bracing, c the cohesive force of the rock, p g For initial ground stress, u (∞) is the final value of the free deformation of the surrounding rock without a supporting structure, x is the distance from the face of the tunnel when the supporting structure is applied, p y In order to support the counter-force of the active support component,<p sa >the ultimate supporting counter force when the steel arch frame yields and in other cases<p sa >Taking out the value of 0, and then,<p rb >the ultimate supporting counter force when the anchor rod yields and in other cases<p rb >Take 0,K pr The initial support rigidity is obtained;
supporting counter force p of active supporting member y I.e. the active support parameters, (p) s -p y ) Namely the passive support parameters.
S3: determining active support parameters according to the deformation control effect of the active support component of the tunnel; step S3 specifically includes:
s31: taking the prestressed anchor rod system parameters with comprehensive optimal deformation control effect and economic benefit as anchor rod prestressed parameters of different surrounding rock levels and different burial depth levels;
and S32, taking the advanced small conduit or advanced pipe shed parameter with the comprehensive optimal deformation control effect and economic benefit as the advanced support parameter of different surrounding rock levels and different burial depth levels.
S33: the anchor rod prestress parameter and the advance support parameter are both active support parameters.
S4: establishing a passive support parameter value interval, and drawing a plurality of passive support parameters in the passive support parameter value interval; step S4 specifically includes:
s41: establishing a passive support parameter value range by taking the designed passive support parameter as an upper limit and the passive support parameter of the next surrounding rock level as a lower limit;
s42: and drawing up a plurality of passive support parameters in an equal proportion rigidity reduction mode in the value range of the passive support parameters.
S5: converting one of the formulated passive support parameters and active support parameters into corresponding support force, bringing the support force into a deformation coordination equation, and outputting tunnel deformation;
s6: comparing the tunnel deformation with a deformation control reference:
if the tunnel deformation is within the deformation control reference, outputting corresponding passive support parameters and active support parameters;
if the tunnel deformation is not within the deformation control reference, executing step S7;
s7: and returning to the step S5, reselecting one passive support parameter from a plurality of passive support parameters, and executing the steps S5-S6 until the passive support parameter and the active support parameter which enable the tunnel deformation to be in the deformation control reference are output.
Now, taking a certain tunnel project as an example, the application effect of the method for calculating the passive support parameters and the active support parameters is discussed.
The confining pressure grade of the tunnel engineering is V grade, the burial depth is about 500m, the hole diameter is 5.4m, the initial ground stress field is about 13MPa, the surrounding rock strength-stress ratio is 0.66, the actual maximum deformation is 22.7cm, and the tunnel engineering belongs to slight large deformation (the strength-stress ratio range is 0.8-0.6).
The structural mechanical states of a total of 68 tunnel sections within a slightly large deformation level are counted, as shown in fig. 2. As can be seen from fig. 2, the first fracture surface occurs when the tunnel deformation reaches 200 to 250mm, and thus the deformation control reference for a slightly large deformation can be determined to be 200 to 250mm.
The control effect of different prestress parameters on tunnel deformation is calculated through numerical simulation software, the parameters adopted in calculation are shown in the following tables 1 and 2, and the calculation result is shown in fig. 3. When the prestress reaches 60KN, the tunnel displacement can be controlled within a control reference of 200mm, the deformation control effect is obvious, the parameters are economical and reasonable, and the comprehensive benefit is optimal. From this it is possible to determine the parameters of the prestressed anchor at 60KN.
TABLE 1
TABLE 2
| Name (R) | Modulus of elasticity | Poisson ratio | Density of | Cohesion force | Internal friction angle |
| Sprayed concrete | 23GPa | 0.23 | 2200Kg/m 3 | / | / |
| Anchor rod | 200GPa | / | 7850Kg/m 3 | / | / |
| Steel frame | 183GPa | / | 7836Kg/m 3 | / | / |
| Parameters of surrounding rock | 1.5GPa | 0.4 | 1850Kg/m 3 | 0.13MPa | 23.5° |
| Grouting parameters | 5.7GPa | 0.31 | 2275Kg/m 3 | 0.7 |
40° |
The control effect of different advanced small catheter parameters on the tunnel deformation is calculated by numerical simulation software, as shown in fig. 4. When the parameter of the advanced small conduit is the pipe diameter phi 42mm and the length is 4m, the displacement of the tunnel can be controlled within the control reference of 200mm, the deformation control effect is obvious, the parameter is economic and reasonable, and the comprehensive benefit is optimal. Therefore, the parameters of the advance support can be determined to be the advance small conduit with the pipe diameter phi of 42mm and the length of 4 m.
The design specification suggested value (shown in table 1) of the V-level surrounding rock deep-buried tunnel is reduced to draw up a partial passive supporting scheme, which is shown in table 3.
TABLE 3
The active support parameters and the passive support parameters of each scheme in the table 2 are brought into a deformation coordination equation to be solved, and the parameters required to be involved in the calculation can be converted through the parameters in the tables 1, 2 and 3. The calculation results are shown in fig. 5. When the scheme 3 is adopted, the deformation of the tunnel can be controlled within 200mm of the deformation control standard, and the deformation can be used as the support parameter of the active support system. Therefore, active control over the surrounding rock is achieved by adding the active support member and weakening the passive support member.
The method is characterized in that a deformation control reference established by the cracking proportion of the structure is counted to be used as a standard for evaluating whether the supporting and passive supporting cooperative bearing structure is safe and stable, active supporting parameters are determined through the deformation control effect of a prestressed anchor rod and a small forepoling/pipe shed in an active supporting component, a deformation solving equation of active and passive cooperative bearing is established in an exploding mode, dynamic solving of tunnel deformation is achieved through regulating and controlling a single variable of passive supporting parameters, and finally final active supporting and passive supporting parameters are determined according to whether the deformation value passes through the deformation control reference. In the process of carrying out cooperative bearing on the active support and the passive support of the tunnel, the invention provides a method capable of accurately calculating the parameters of the active support and the passive support, so that a surrounding rock-support structure system in the tunnel reaches a stable, coordinated and safe long-term health state.
Claims (4)
1. A tunnel deformation active control supporting structure system and a parameter solving method are characterized by comprising the following steps:
s1: counting the structural cracking proportion under different tunnel deformation grades, determining the upper deformation limit statistical value under the condition that the tunnel structure is not cracked, and obtaining the structural safety deformation control reference corresponding to the different tunnel deformation grades;
s2: establishing a deformation coordination equation cooperatively loaded by the active supporting member and the passive supporting member;
s3: determining active support parameters according to the deformation control effect of the active support component of the tunnel;
s4: establishing a passive support parameter value interval, and drawing a plurality of passive support parameters in the passive support parameter value interval;
s5: converting one of the formulated passive support parameters and active support parameters into corresponding support force, bringing the support force into a deformation coordination equation, and outputting tunnel deformation;
s6: comparing the tunnel deformation with a deformation control reference:
if the tunnel deformation is within the deformation control reference, outputting corresponding passive support parameters and active support parameters;
if the tunnel deformation is not within the deformation control reference, executing step S7;
s7: and returning to the step S5, reselecting one passive support parameter from a plurality of passive support parameters, and executing the steps S5-S6 until the passive support parameter and the active support parameter which enable the tunnel deformation to be in the deformation control reference are output.
2. The tunnel deformation active control supporting structure system and the parameter solving method according to claim 1, wherein the deformation coordination equation is as follows:
wherein, the first and the second end of the pipe are connected with each other,
both k and a are conversion factors,
is the internal angle of friction, R 0 Is the hole diameter of the tunnel, p s The counter-force of the preliminary bracing, c the cohesive force of the rock, p g For initial ground stress, u (∞) is the final value of the free deformation of the surrounding rock without a supporting structure, x is the distance from the face of the tunnel when the supporting structure is applied, p y In order to support the counter-force of the active support component,<p sa >the ultimate supporting counter force when the steel arch frame yields and in other cases<p sa >Taking out the value of 0, and then,<p rb >the ultimate supporting counter force when the anchor rod yields and in other cases<p rb >Take 0,K pr The initial support rigidity is obtained;
supporting reaction force p of active supporting member y I.e. the active support parameters, (p) s -p y ) Namely the passive support parameters.
3. The tunnel deformation active control supporting structure system and the parameter solving method according to claim 1, wherein the step S4 includes:
s41: establishing a passive support parameter value range by taking the designed passive support parameter as an upper limit and the passive support parameter of the next surrounding rock level as a lower limit;
s42: and drawing up a plurality of passive support parameters in an equal proportion rigidity reduction mode in the value range of the passive support parameters.
4. The active control supporting structure system for tunnel deformation and the parameter solving method according to claim 1, wherein the step S3 includes:
s31: taking the prestressed anchor rod system parameters with comprehensive optimal deformation control effect and economic benefit as anchor rod prestressed parameters of different surrounding rock levels and different burial depth levels;
s32, taking the advanced small conduit or advanced pipe shed parameter with the comprehensive optimal deformation control effect and economic benefit as the advanced support parameter of different surrounding rock levels and different burial depth levels;
s33: the anchor rod prestress parameter and the advance support parameter are both active support parameters.
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| CN117272457B (en) * | 2023-09-07 | 2024-06-07 | 山东高速基础设施建设有限公司 | Comprehensive evaluation method for highway tunnel supporting system |
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