CN113360996B - Method and device for replacing primary support under static tunnel crushing - Google Patents
Method and device for replacing primary support under static tunnel crushing Download PDFInfo
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- 238000000034 method Methods 0.000 title claims abstract description 29
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- 239000011378 shotcrete Substances 0.000 claims abstract description 79
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- E21D11/14—Lining predominantly with metal
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- E21D11/152—Laggings made of grids or nettings
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Abstract
The invention discloses a method for replacing primary support under static crushing of a tunnel, and relates to the technical field of support design of tunnel engineering. The method determines the integrity index of the in-situ rock mass according to the wave velocity test of the in-situ rock mass, calculates the physical and mechanical properties of the rock mass by using an elastic fluctuation theory as the design parameters of the primary support, uses the combination form of the complete surrounding rock and the sprayed concrete as the scheme for replacing the original designed primary support, and ensures the safety and reliability of the replacement scheme by calculation and comparison in the aspects of support rigidity and bearing capacity. The method and the device for replacing the primary support under the static crushing of the tunnel can solve the problem that a large amount of time is spent on trimming the peripheral outline of the tunnel in the traditional primary support construction process in the static crushing construction process of the tunnel, and provide a reasonable and effective method for accelerating the construction progress.
Description
Technical Field
The invention relates to the technical field of support design of tunnel engineering, in particular to a method and a device for replacing primary support under static crushing of a tunnel.
Background
With the construction and development of cities in China, tunnel engineering technology is mature, and due to the characteristics of no vibration, no flyrock and small disturbance to surrounding rocks in the process of static crushing and excavation of tunnels, the problem that the construction by using a conventional drilling and blasting method is not allowed in some special engineering environments such as railway crossing under tunnels, adjacent buildings and the like is solved, so that the tunnel construction technology is gradually popularized.
In the prior art, static crushing of the tunnel is realized by drilling a hole in a tunnel face in advance, placing an expanding agent or a hydraulic splitting device, and crushing rock by using the generated expansion pressure to achieve the aim of tunneling the tunnel. However, due to the defects of the static crushing technology, underexcavation is easily caused near the tunnel contour line in actual construction, and the peripheral excavated surface is uneven, so that the traditional primary support is difficult to implement, the application of the static crushing technology of the tunnel is greatly limited, the static crushing excavation of the tunnel is slow, and a large amount of time is spent by adopting subsequent trimming work, so that the construction progress is seriously influenced. Based on the static crushing technology in the tunnel engineering, the applicability of the static crushing technology in the tunneling can be effectively improved by changing the preliminary bracing form of the tunnel.
Disclosure of Invention
The invention aims to solve the technical problem of providing a method and a device for replacing primary support under static tunnel crushing, which fully utilize the self-supporting capacity of surrounding rock and replace the traditional primary support by a combined structure of the surrounding rock and sprayed concrete on the premise of good rock quality conditions, thereby effectively accelerating the construction progress of the static tunnel crushing.
In a first aspect, the present invention provides a method for replacing primary supports under static tunnel crushing, including:
step 2, calculating the integrity coefficient of the rock mass according to the measured wave velocity of the rock mass, entering step 3 when the calculated integrity coefficient is larger than or equal to a set value, and finishing the step when the calculated integrity coefficient is smaller than the set value;
the integrity of the rock mass was determined according to table 1:
TABLE 1 rock integrity division
Thus, whether the integrity of the rock mass under the working condition can meet the requirement of replacing the primary support by adopting the combination form of surrounding rock and sprayed concrete
and 6, adjusting parameters of a replacement scheme, wherein the parameters of the replacement scheme comprise the thickness of surrounding rocks and the thickness of sprayed concrete, and then returning to the step 5.
Further, in the step 2, the integrity coefficient of the rock mass is calculated by adopting the following formula:
K v ＝(v pm /v pr ) 2 (1)
wherein, K v Is the integrity coefficient of the rock mass, v pm Is the elastic longitudinal wave velocity, v, of the rock mass pr Is the rock elastic longitudinal wave velocity v pm Measured by in-situ rock mass wave velocity measurement method, and v pr The elastic wave speed of the rock is determined by testing the rock mass and sampling in the same rock body.
Further, in the step 3, according to the elastic fluctuation theory, the on-site rock physical and mechanical parameters required in the preliminary bracing design are calculated by the wave velocity, which specifically includes the following steps:
wherein E is the elastic modulus, mu is the Poisson's ratio, rho is the density, V S Is the transverse wave velocity V in the in-situ rock mass wave velocity test P The longitudinal wave velocity in the in-situ rock mass wave velocity test is obtained.
Further, in the step 4, calculating parameters of a replacement plan according to the preliminary bracing plan, specifically: determining the total thickness of the surrounding rock and the sprayed concrete in the replacement scheme according to the total thickness of the steel grating and the sprayed concrete in the primary support scheme, and then respectively calculating the thickness of the surrounding rock and the thickness of the sprayed concrete to enable the sum of the thickness of the surrounding rock and the thickness of the sprayed concrete to be equal to the total thickness of the surrounding rock and the sprayed concrete; in step 6, adjusting parameters of the replacement scheme specifically includes: and adjusting the thickness of the surrounding rock and the thickness of the sprayed concrete, wherein the sum of the thicknesses of the surrounding rock and the sprayed concrete is equal to the total thickness of the surrounding rock and the sprayed concrete.
Further, in the step 4, the stiffness calculation model is specifically as follows:
the stiffness is calculated according to the principle of equivalent section using the following formula:
wherein EI is the rigidity of the primary support structure, E 1 The elastic modulus of the concrete in the primary support scheme is shown; I.C. A 1 The moment of inertia of the concrete structure in the primary support scheme; e 2 The elastic modulus of the steel frame; i is 2 Corresponding inertia moment for the steel frame; e 'I' is the rigidity of the replacement structure; e' 1 Is the modulus of elasticity of the concrete in the displacement scheme; i' 1 Is the moment of inertia of the concrete structure in the replacement scheme; e' 2 Is elastic modulus of rock mass, I' 2 Is the inertia moment of the rock mass structure;
in the step 4, the bearing capacity calculation model is specifically as follows:
firstly, according to the section form of the tunnel and the surrounding rock conditions, the internal force of the supporting structure is calculated by the following formula:
wherein, X 1 Axial forces, X, to be borne by the supporting structure 2 Moment of bending, delta, experienced by the supporting structure iP Under the action of load along X i Displacement of direction, beta 0 Is the total elastic corner and the total horizontal displacement of the arch springing, f is the rise of the supporting structure, u 0 Is the total horizontal displacement;
then, the limit axial force that can be borne under the supporting structure is calculated by the following formula:
wherein, sigma is the concrete compressive strength, A 1 The sectional area of the sprayed concrete structure in the preliminary bracing scheme; a. The 2 Sectional area of grid steel frame in preliminary bracing scheme, E 1 For the modulus of elasticity of concrete in preliminary bracing schemes, E 2 The elastic modulus of the steel frame;
the formula (4) and the formula (5) are combined to obtain the size of the upbound limit uniform load which can be borne by the supporting structure, namely the size of the bearing capacity.
In a second aspect, the present invention provides a device for replacing primary supports under static crushing of a tunnel, including: the device comprises a wave speed testing module, an integrity evaluation module, a primary support calculation module, a replacement scheme calculation module, a safety evaluation module and a parameter adjustment module;
the wave velocity testing module is used for carrying out in-situ wave velocity testing on the on-site rock mass to obtain the elastic transverse wave velocity and the elastic longitudinal wave velocity of the rock mass;
the integrity evaluation module is used for calculating an integrity coefficient of the rock mass according to the measured wave velocity of the rock mass, entering the primary support design module when the integrity coefficient obtained by calculation is larger than or equal to a set value, and canceling a replacement scheme when the integrity coefficient obtained by calculation is smaller than the set value;
the primary support calculation module is used for calculating on-site rock physical and mechanical parameters required in primary support design by wave velocity according to an elastic fluctuation theory, and designing a primary support scheme according to the on-site rock physical and mechanical parameters, wherein the primary support scheme is a tunnel support structure system consisting of a steel grating and sprayed concrete;
the replacement scheme calculation module is used for calculating parameters of a replacement scheme according to the primary support scheme and establishing a calculation model of rigidity and bearing capacity according to the principle of an equivalent section;
the safety evaluation module is used for calculating the support rigidity and the bearing capacity of the primary support scheme and the support rigidity and the bearing capacity of the replacement scheme according to the calculation model of the rigidity and the bearing capacity, and determining to apply the replacement scheme if the support rigidity and the bearing capacity of the replacement scheme obtained through calculation are not smaller than the rigidity and the bearing capacity of the primary support scheme; if one of the support rigidity and the bearing capacity of the replacement scheme obtained by calculation is smaller than the rigidity and the bearing capacity of the original design primary support, the replacement scheme is not applied, and a parameter adjusting module is entered;
and the parameter adjusting module is used for adjusting parameters of a replacement scheme, wherein the parameters of the replacement scheme comprise the thickness of surrounding rocks and the thickness of sprayed concrete, and then the parameters are returned to the safety evaluation module.
Further, in the integrity evaluation module, an integrity coefficient of the rock mass is calculated by adopting the following formula:
K v ＝(v pm /v pr ) 2 (1)
wherein, K v Is the integrity coefficient of the rock mass, v pm Is elastic longitudinal of rock massWave velocity, v pr Is the elastic longitudinal wave velocity of the rock mass.
Further, in the primary support calculation module, according to an elastic fluctuation theory, the on-site rock physical and mechanical parameters required in the primary support design are calculated by using the wave velocity, which specifically comprises the following steps:
wherein E is the elastic modulus, mu is the Poisson's ratio, rho is the density, V S Is the transverse wave velocity V in the in-situ rock mass wave velocity test P The longitudinal wave velocity in the in-situ rock mass wave velocity test is obtained.
Further, in the replacement scheme calculation module, calculating parameters of a replacement scheme according to the preliminary bracing scheme specifically includes: determining the total thickness of the surrounding rock and the sprayed concrete in the replacement scheme according to the total thickness of the steel grating and the sprayed concrete in the primary support scheme, and then respectively calculating the thickness of the surrounding rock and the thickness of the sprayed concrete to enable the sum of the thickness of the surrounding rock and the thickness of the sprayed concrete to be equal to the total thickness of the surrounding rock and the sprayed concrete; in the parameter adjusting module, adjusting parameters of the replacement scheme specifically includes: and adjusting the thickness of the surrounding rock and the thickness of the sprayed concrete, wherein the sum of the thicknesses of the surrounding rock and the sprayed concrete is equal to the total thickness of the surrounding rock and the sprayed concrete.
Further, in the replacement scheme calculation module, the stiffness calculation model is specifically as follows:
the stiffness is calculated according to the principle of equivalent cross-section using the following formula:
wherein EI is the rigidity of the primary support structure, E 1 The elastic modulus of the concrete in the primary support scheme is shown; I.C. A 1 The moment of inertia of the concrete structure in the primary support scheme; e 2 The elastic modulus of the steel frame; i is 2 Corresponding inertia moment for the steel frame; e 'I' is the rigidity of the replacement structure; e' 1 Is the modulus of elasticity of the concrete in the displacement scheme; i' 1 Is the moment of inertia of the concrete structure in the replacement scheme; e' 2 Is elastic modulus of rock mass, I' 2 Is the moment of inertia of the rock mass structure;
in the replacement scheme calculation module, a bearing capacity calculation model is specifically as follows:
firstly, according to the section form of the tunnel and the surrounding rock conditions, the internal force of the supporting structure is calculated by the following formula:
wherein, X 1 Axial force, X, borne by supporting structures 2 Moment of bending, delta, experienced by the supporting structure iP Under the action of load along X i Displacement of direction, beta 0 The total elastic corner and the total horizontal displacement of the arch springing, f is the rise of the supporting structure, u 0 Is the total horizontal displacement;
then, the limit axial force that can be borne under the supporting structure is calculated by the following formula:
wherein, sigma is the concrete compressive strength, A 1 The sectional area of the sprayed concrete structure in the preliminary bracing scheme; a. The 2 Sectional area of grid steel frame in preliminary bracing scheme, E 1 For the modulus of elasticity of the concrete in the preliminary bracing scheme, E 2 The elastic modulus of the steel frame;
the formula (4) and the formula (5) are combined to obtain the size of the upbound limit uniform load which can be borne by the supporting structure, namely the size of the bearing capacity.
The embodiment of the invention has the following technical effects or advantages:
through in-situ wave velocity test of the rock mass in site, the integrity degree of the rock mass under the working condition can be scientifically judged, and the in-situ test result is used as the basis for determining the physical and mechanical parameters of the rock mass, so that the in-situ wave velocity test method is more suitable for the actual condition of the in-site rock mass. Through the self-supporting ability of make full use of rock mass to the integrated configuration of country rock and shotcrete replaces traditional preliminary bracing, has guaranteed the security and the reliability of replacement scheme through the calculation of rigidity and bearing capacity, and has certain economic benefits and progress advantage in the static broken construction in tunnel, has fine popularization prospect under similar operating mode.
The foregoing description is only an overview of the technical solutions of the present invention, and the embodiments of the present invention are described below in order to make the technical means of the present invention more clearly understood and to make the above and other objects, features, and advantages of the present invention more clearly understandable.
Drawings
The invention will be further described with reference to the following examples with reference to the accompanying drawings.
FIG. 1 is a schematic flow chart of a method according to a first embodiment of the present invention;
FIG. 2 is a cross-sectional view of a primary support and replacement scheme in accordance with a first embodiment of the present invention;
FIG. 3 is a schematic view of a load calculation model according to an embodiment of the present invention;
fig. 4 is a schematic structural diagram of a device according to a second embodiment of the present invention.
Detailed Description
The embodiment of the application discloses a method and a device for replacing primary support under static tunnel crushing, which fully utilize the self-supporting capacity of surrounding rock on the premise of good rock quality conditions, and replace the traditional primary support by a combined structure of the surrounding rock and sprayed concrete, thereby effectively accelerating the construction progress of the static tunnel crushing.
The technical scheme in the embodiment of the application has the following general idea:
the integrity index of the in-situ rock mass is determined according to the wave velocity test of the in-situ rock mass, the physical and mechanical properties of the rock mass are calculated by an elastic fluctuation theory to serve as design parameters of primary support, the combination form of the complete surrounding rock and the sprayed concrete serves as a scheme for replacing the original design primary support, and the safety and the reliability of the replacement scheme are ensured through calculation and comparison in the aspects of support rigidity and bearing capacity. The method for replacing the primary support under the static crushing of the tunnel provided by the embodiment of the invention can solve the problem that a large amount of time is spent on trimming the peripheral outline of the tunnel in the construction process of the static crushing of the tunnel due to the construction of the traditional primary support, and provides a reasonable and effective method for accelerating the construction progress.
Example one
The embodiment provides a method for replacing primary support under static tunnel crushing, as shown in fig. 1, which includes the following steps:
step 2, calculating the integrity coefficient of the rock mass according to the measured wave velocity of the rock mass, entering step 3 when the calculated integrity coefficient is larger than or equal to a set value, and ending the step and canceling the replacement scheme when the calculated integrity coefficient is smaller than the set value;
calculating the integrity coefficient of the rock mass by adopting the following formula:
K v ＝(v pm /v pr ) 2 (1)
wherein, K v Is the coefficient of integrity of the rock mass, v pm Is the elastic longitudinal wave velocity v of the rock mass pr Is the rock elastic longitudinal wave velocity, v pm Measured by in-situ rock mass wave velocity measurement method, and v pr The elastic wave speed of the rock is determined by testing the rock mass and sampling in the same rock body.
The integrity of the rock mass can then be determined from table 1:
TABLE 1 rock integrity division
Therefore, whether the integrity of the rock mass under the working condition can meet the requirement of replacing the primary support by adopting a combination form of surrounding rock and sprayed concrete is judged:
if K v Not less than 0.55 (i.e. rock integrity)The degree is complete or more complete), the complete degree of the rock mass meets the requirement of replacing the primary support by adopting the combination form of surrounding rock and sprayed concrete;
if K is v And if the total degree of the rock mass is less than 0.55, the integrity degree of the rock mass does not meet the requirement of replacing the primary support by adopting the combination form of surrounding rock and sprayed concrete, and a replacement scheme is cancelled.
the following formula is specifically adopted for calculating the physical and mechanical parameters of the on-site rock mass:
wherein E is the elastic modulus, mu is the Poisson's ratio, rho is the density, V S Is the transverse wave velocity V in the in-situ rock mass wave velocity test P The longitudinal wave velocity in the in-situ rock mass wave velocity test is obtained.
because the original preliminary bracing scheme is a tunnel bracing structure system consisting of the steel grating and the sprayed concrete, the calculated thicknesses of the surrounding rock and the sprayed concrete in the replacement scheme can be selected according to the thicknesses of the steel grating and the sprayed concrete in the preliminary bracing scheme (for example, the total thicknesses of the two schemes are equal, namely the sum of the thickness of the surrounding rock and the thickness of the sprayed concrete is equal to the total thickness of the steel grating and the sprayed concrete), and then the thickness of the surrounding rock and the thickness of the sprayed concrete are respectively calculated to enable the sum of the thicknesses of the surrounding rock and the sprayed concrete to be equal to the total thickness of the surrounding rock and the sprayed concrete.
A support rigidity calculation model is established according to the principle of an equivalent section and is shown in fig. 2, wherein 1 is a section schematic diagram of a primary support scheme, 2 is a steel grating, and 3 is sprayed concrete; 4 is a schematic cross-sectional view of the displacement scheme, 5 is the surrounding rock, and 6 is shotcrete.
The stiffness is calculated according to the principle of equivalent section using the following formula:
wherein EI is the rigidity of the primary support structure, E 1 The elastic modulus of the concrete in the primary support scheme is shown; I.C. A 1 The moment of inertia of the concrete structure in the primary support scheme; e 2 The elastic modulus of the steel frame; i is 2 Corresponding to the moment of inertia for the steel frame; e 'I' is the rigidity of the replacement structure; e' 1 Is the modulus of elasticity of the concrete in the displacement scheme; i' 1 Is the moment of inertia of the concrete structure in the replacement scheme; e' 2 Is elastic modulus of rock mass, I' 2 Is the moment of inertia of the rock mass structure;
the bearing capacity calculation model is shown in fig. 3, wherein q is the vertical surrounding rock pressure, and the bearing capacity calculation model is specifically as follows:
firstly, according to the section form of the tunnel and the surrounding rock conditions, the internal force of the supporting structure is calculated by the following formula:
wherein, X 1 Axial forces, X, to be borne by the supporting structure 2 Moment of bending, delta, experienced by the supporting structure iP Under the action of load, along X i Displacement of direction, beta 0 Is the total elastic corner and the total horizontal displacement of the arch springing, f is the rise of the supporting structure, u 0 Is the total horizontal displacement;
then, the limit axial force that can be borne under the supporting structure is calculated by the following formula:
wherein, sigma is the concrete compressive strength, A 1 At the initial stageThe sectional area of the sprayed concrete structure in the supporting scheme; a. The 2 Sectional area of grid steel frame in preliminary bracing scheme, E 1 For the modulus of elasticity of the concrete in the preliminary bracing scheme, E 2 The elastic modulus of the steel frame;
the formula (4) and the formula (5) are combined to obtain the size of the upbound limit uniform load which can be borne by the supporting structure, namely the size of the bearing capacity.
and 6, adjusting parameters of the replacement scheme, namely adjusting the thickness of the surrounding rock and the thickness of the sprayed concrete, wherein the sum of the thickness of the surrounding rock and the thickness of the sprayed concrete is equal to the total thickness of the surrounding rock and the sprayed concrete, and then returning to the step 5.
Based on the same inventive concept, the application also provides a device corresponding to the method in the first embodiment, and the detailed description is given in the second embodiment.
Example two
In this embodiment, there is provided a device for replacing primary supports under static tunnel crushing, as shown in fig. 4, including: the device comprises a wave speed testing module, an integrity evaluation module, a primary support calculation module, a replacement scheme calculation module, a safety evaluation module and a parameter adjustment module;
the wave velocity testing module is used for carrying out in-situ wave velocity testing on the on-site rock mass to obtain the elastic transverse wave velocity and the elastic longitudinal wave velocity of the rock mass;
the integrity evaluation module is used for calculating an integrity coefficient of the rock mass according to the measured wave velocity of the rock mass, entering the primary support design module when the integrity coefficient obtained by calculation is larger than or equal to a set value, and canceling a replacement scheme when the integrity coefficient obtained by calculation is smaller than the set value;
the primary support calculation module is used for calculating on-site rock physical and mechanical parameters required in primary support design by wave velocity according to an elastic fluctuation theory, and designing a primary support scheme according to the on-site rock physical and mechanical parameters, wherein the primary support scheme is a tunnel support structure system consisting of a steel grating and sprayed concrete;
the replacement scheme calculation module is used for calculating parameters of a replacement scheme according to the primary support scheme and establishing a calculation model of rigidity and bearing capacity according to the principle of an equivalent section;
the safety evaluation module is used for calculating the support rigidity and the bearing capacity of the primary support scheme and the support rigidity and the bearing capacity of the replacement scheme according to the calculation model of the rigidity and the bearing capacity, and determining to apply the replacement scheme if the support rigidity and the bearing capacity of the replacement scheme obtained by calculation are not smaller than the rigidity and the bearing capacity of the primary support scheme; if one of the support rigidity and the bearing capacity of the replacement scheme obtained by calculation is smaller than the rigidity and the bearing capacity of the original design primary support, the replacement scheme is not applied, and a parameter adjusting module is entered;
and the parameter adjusting module is used for adjusting parameters of a replacement scheme, wherein the parameters of the replacement scheme comprise the thickness of surrounding rocks and the thickness of sprayed concrete, and then the parameters are returned to the safety evaluation module.
In a possible implementation manner, in the integrity evaluation module, the integrity coefficient of the rock mass is calculated by using the following formula:
K v ＝(v pm /v pr ) 2 (1)
wherein, K v Is the integrity coefficient of the rock mass, v pm Is the elastic longitudinal wave velocity, v, of the rock mass pr Is the elastic longitudinal wave velocity of the rock mass.
In a possible implementation manner, in the preliminary bracing calculation module, according to an elastic fluctuation theory, the on-site rock physical and mechanical parameters required in the preliminary bracing design are calculated by using the wave velocity, which is specifically as follows:
wherein E is the elastic modulus, mu is the Poisson's ratio, rho is the density, and V S Is the transverse wave velocity V in the in-situ rock mass wave velocity test P The longitudinal wave velocity in the in-situ rock mass wave velocity test is obtained.
In a possible implementation manner, the replacement scenario calculation module calculates parameters of a replacement scenario according to the preliminary bracing scenario, specifically: determining the total thickness of the surrounding rock and the sprayed concrete in the replacement scheme according to the total thickness of the steel grating and the sprayed concrete in the primary support scheme, and then respectively calculating the thickness of the surrounding rock and the thickness of the sprayed concrete to enable the sum of the thickness of the surrounding rock and the thickness of the sprayed concrete to be equal to the total thickness of the surrounding rock and the sprayed concrete; in the parameter adjusting module, adjusting parameters of the replacement scheme specifically includes: and adjusting the thickness of the surrounding rock and the thickness of the sprayed concrete, wherein the sum of the thicknesses of the surrounding rock and the sprayed concrete is equal to the total thickness of the surrounding rock and the sprayed concrete.
In a possible implementation manner, in the replacement scheme calculation module, the stiffness calculation model is specifically as follows:
the stiffness is calculated according to the principle of equivalent section using the following formula:
wherein EI is the rigidity of the primary support structure, E 1 The elastic modulus of the concrete in the primary support scheme is shown; i is 1 The moment of inertia of the concrete structure in the primary support scheme; e 2 The elastic modulus of the steel frame; i is 2 Corresponding to the moment of inertia for the steel frame; e 'I' is the rigidity of the replacement structure; e' 1 Is the modulus of elasticity of the concrete in the displacement scheme; i' 1 Is the moment of inertia of the concrete structure in the replacement scheme; e' 2 Is elastic modulus of rock mass, I' 2 Is the moment of inertia of the rock mass structure;
in the replacement scheme calculation module, a bearing capacity calculation model is specifically as follows:
firstly, according to the section form of the tunnel and the surrounding rock conditions, the internal force of the supporting structure is calculated by the following formula:
wherein X 1 Axial forces, X, to be borne by the supporting structure 2 Moment of bending, delta, experienced by the supporting structure iP Under the action of load along X i Displacement of direction, beta 0 The total elastic corner and the total horizontal displacement of the arch springing, f is the rise of the supporting structure, u 0 Is the total horizontal displacement;
then, the limit axial force that can be borne under the supporting structure is calculated by the following formula:
wherein, sigma is the concrete compressive strength, A 1 The sectional area of the sprayed concrete structure in the preliminary bracing scheme; a. The 2 Sectional area of grid steel frame in preliminary bracing scheme, E 1 For the modulus of elasticity of concrete in preliminary bracing schemes, E 2 The elastic modulus of the steel frame;
the formula (4) and the formula (5) are combined to obtain the size of the upbound limit uniform load which can be borne under the supporting structure, namely the size of the bearing capacity.
Since the apparatus described in the second embodiment of the present invention is an apparatus used for implementing the method in the first embodiment of the present invention, a person skilled in the art can understand the specific structure and the deformation of the apparatus based on the method described in the first embodiment of the present invention, and thus the details are not described herein again. All the devices adopted in the method of the first embodiment of the present invention belong to the protection scope of the present invention.
Although specific embodiments of the invention have been described above, it will be understood by those skilled in the art that the specific embodiments described are illustrative only and are not limiting upon the scope of the invention, and that equivalent modifications and variations can be made by those skilled in the art without departing from the spirit of the invention, which is to be limited only by the appended claims.
Claims (6)
1. A method for replacing a primary support under static tunnel crushing is characterized by comprising the following steps:
step 1, carrying out in-situ wave velocity test on a site rock mass to obtain an elastic transverse wave velocity and an elastic longitudinal wave velocity of the rock mass;
step 2, calculating the integrity coefficient of the rock mass according to the measured wave velocity of the rock mass, entering step 3 when the calculated integrity coefficient is larger than or equal to a set value, and finishing the step when the calculated integrity coefficient is smaller than the set value;
step 3, calculating on-site rock physical and mechanical parameters required in primary support design by wave velocity according to an elastic fluctuation theory, and designing a primary support scheme according to the on-site rock physical and mechanical parameters, wherein the primary support scheme is a tunnel support structure system consisting of a steel grating and sprayed concrete;
step 4, calculating parameters of a replacement scheme according to the primary support scheme, and establishing a calculation model of rigidity and bearing capacity according to the principle of an equivalent section;
step 5, calculating the support rigidity and the bearing capacity of the primary support scheme and the support rigidity and the bearing capacity of the replacement scheme according to the calculation model of the rigidity and the bearing capacity, and determining to apply the replacement scheme if the support rigidity and the bearing capacity of the replacement scheme obtained by calculation are not smaller than the rigidity and the bearing capacity of the primary support scheme; if one of the support rigidity and the bearing capacity of the replacement scheme obtained by calculation is smaller than the rigidity and the bearing capacity of the original designed primary support, the replacement scheme is not applied, and the step 6 is carried out;
step 6, adjusting parameters of a replacement scheme, wherein the parameters of the replacement scheme comprise the thickness of surrounding rocks and the thickness of sprayed concrete, and then returning to the step 5;
in the step 3, according to the elastic fluctuation theory, the on-site rock physical and mechanical parameters required in the preliminary bracing design are calculated by the wave velocity, and the method specifically comprises the following steps:
wherein E is the elastic modulus, mu is the Poisson's ratio, rho is the density, V S Is the transverse wave velocity V in the in-situ rock mass wave velocity test P The longitudinal wave velocity in the in-situ rock mass wave velocity test is obtained;
in the step 4, the stiffness calculation model is specifically as follows:
the stiffness is calculated according to the principle of equivalent section using the following formula:
wherein EI is the rigidity of the primary support structure, E 1 The elastic modulus of the concrete in the primary support scheme is shown; i is 1 The moment of inertia of the concrete structure in the primary support scheme; e 2 The elastic modulus of the steel frame; I.C. A 2 Corresponding to the moment of inertia for the steel frame; e 'I' is the rigidity of the replacement structure; e' 1 Is the modulus of elasticity of the concrete in the displacement scheme; i' 1 Is the moment of inertia of the concrete structure in the replacement scheme; e' 2 Is elastic modulus of rock mass, I' 2 Is the moment of inertia of the rock mass structure;
in the step 4, the bearing capacity calculation model is specifically as follows:
firstly, according to the section form of the tunnel and the surrounding rock conditions, the internal force of the supporting structure is calculated by the following formula:
wherein X 1 Axial forces, X, to be borne by the supporting structure 2 Moment of bending for the supporting structure iP Is a lotusUnder load, along X i A directionally induced displacement, wherein i =1,2; beta is a 0 Is the total elastic corner of arch springing, f is the rise of supporting structure, u 0 Is the total horizontal displacement;
then, the limit axial force that can be borne under the supporting structure is calculated by the following formula:
wherein, sigma is the concrete compressive strength, A 1 The sectional area of the sprayed concrete structure in the primary support scheme is adopted; a. The 2 Sectional area of grid steel frame in preliminary bracing scheme, E 1 For the modulus of elasticity of the concrete in the preliminary bracing scheme, E 2 The elastic modulus of the steel frame;
the formula (4) and the formula (5) are combined to obtain the size of the upbound limit uniform load which can be borne under the supporting structure, namely the size of the bearing capacity.
2. The method of claim 1, wherein: in the step 2, the integrity coefficient of the rock mass is calculated by adopting the following formula:
K v ＝(v pm /v pr ) 2 (1)
wherein, K v Is the coefficient of integrity of the rock mass, v pm Is the elastic longitudinal wave velocity, v, of the rock mass pr Is the rock elastic longitudinal wave velocity v pm Measured by in-situ rock mass wave velocity measurement method, and v pr The rock elastic wave speed is determined by testing the rock mass and sampling in the same rock body.
3. The method of claim 1, wherein: in the step 4, parameters of the replacement scheme are calculated according to the preliminary bracing scheme, and the method specifically comprises the following steps: determining the total thickness of the surrounding rock and the sprayed concrete in the replacement scheme according to the total thickness of the steel grating and the sprayed concrete in the primary support scheme, and then respectively calculating the thickness of the surrounding rock and the thickness of the sprayed concrete to enable the sum of the thickness of the surrounding rock and the thickness of the sprayed concrete to be equal to the total thickness of the surrounding rock and the sprayed concrete; in step 6, adjusting parameters of the replacement scheme specifically includes: and adjusting the thickness of the surrounding rock and the thickness of the sprayed concrete, wherein the sum of the thickness of the surrounding rock and the thickness of the sprayed concrete is equal to the total thickness of the surrounding rock and the sprayed concrete.
4. The utility model provides a device of replacement preliminary bracing under tunnel static breakage which characterized in that includes: the device comprises a wave speed testing module, an integrity evaluation module, a primary support calculation module, a replacement scheme calculation module, a safety evaluation module and a parameter adjustment module;
the wave velocity testing module is used for carrying out in-situ wave velocity testing on the on-site rock mass to obtain the elastic transverse wave velocity and the elastic longitudinal wave velocity of the rock mass;
the integrity evaluation module is used for calculating an integrity coefficient of the rock mass according to the measured wave velocity of the rock mass, entering the primary support design module when the integrity coefficient obtained by calculation is larger than or equal to a set value, and canceling a replacement scheme when the integrity coefficient obtained by calculation is smaller than the set value;
the primary support calculation module is used for calculating on-site rock physical and mechanical parameters required in primary support design by wave velocity according to an elastic fluctuation theory, and designing a primary support scheme according to the on-site rock physical and mechanical parameters, wherein the primary support scheme is a tunnel support structure system consisting of a steel grating and sprayed concrete;
the displacement scheme calculation module is used for calculating parameters of a displacement scheme according to the preliminary bracing scheme and establishing a calculation model of rigidity and bearing capacity according to the principle of an equivalent section;
the safety evaluation module is used for calculating the support rigidity and the bearing capacity of the primary support scheme and the support rigidity and the bearing capacity of the replacement scheme according to the calculation model of the rigidity and the bearing capacity, and determining to apply the replacement scheme if the support rigidity and the bearing capacity of the replacement scheme obtained by calculation are not smaller than the rigidity and the bearing capacity of the primary support scheme; if one of the support rigidity and the bearing capacity of the replacement scheme obtained by calculation is smaller than the rigidity and the bearing capacity of the original design primary support, the replacement scheme is not applied, and a parameter adjusting module is entered;
the parameter adjusting module is used for adjusting parameters of a replacement scheme, wherein the parameters of the replacement scheme comprise the thickness of surrounding rocks and the thickness of sprayed concrete, and then the parameters are returned to the safety evaluation module;
in the primary support calculation module, according to an elastic fluctuation theory, on-site rock physical and mechanical parameters required in primary support design are calculated according to wave velocity, and the method specifically comprises the following steps:
wherein E is the elastic modulus, mu is the Poisson's ratio, rho is the density, V S Is the transverse wave velocity V in the in-situ rock mass wave velocity test P The longitudinal wave velocity in the in-situ rock mass wave velocity test is obtained;
in the replacement scheme calculation module, a rigidity calculation model is specifically as follows:
the stiffness is calculated according to the principle of equivalent section using the following formula:
wherein EI is the rigidity of the primary support structure, E 1 The elastic modulus of the concrete in the primary support scheme is shown; i is 1 The moment of inertia of the concrete structure in the primary support scheme; e 2 The elastic modulus of the steel frame; I.C. A 2 Corresponding to the moment of inertia for the steel frame; e 'I' is the rigidity of the replacement structure; e' 1 Is the modulus of elasticity of the concrete in the displacement scheme; i' 1 Is the moment of inertia of the concrete structure in the replacement scheme; e' 2 Is elastic modulus of rock mass, I' 2 Is the moment of inertia of the rock mass structure;
in the replacement scheme calculation module, a bearing capacity calculation model is specifically as follows:
firstly, according to the section form of the tunnel and the surrounding rock conditions, the internal force of the supporting structure is calculated by the following formula:
wherein X 1 Axial forces, X, to be borne by the supporting structure 2 Moment of bending for the supporting structure iP Under the action of load along X i A directionally generated displacement, wherein i =1,2; beta is a 0 Is the total elastic corner of the arch springing, f is the rise of the supporting structure, u 0 Is the total horizontal displacement;
then, the limit axial force that can be borne under the supporting structure is calculated by the following formula:
wherein, sigma is the concrete compressive strength, A 1 The sectional area of the sprayed concrete structure in the primary support scheme is adopted; a. The 2 Sectional area of grid steel frame in preliminary bracing scheme, E 1 For the modulus of elasticity of the concrete in the preliminary bracing scheme, E 2 The elastic modulus of the steel frame;
the formula (4) and the formula (5) are combined to obtain the size of the upbound limit uniform load which can be borne under the supporting structure, namely the size of the bearing capacity.
5. The apparatus of claim 4, wherein: in the integrity evaluation module, the integrity coefficient of the rock mass is calculated by adopting the following formula:
K v ＝(v pm /v pr ) 2 (1)
wherein, K v Is the coefficient of integrity of the rock mass, v pm Is the elastic longitudinal wave velocity, v, of the rock mass pr Is the elastic longitudinal wave velocity of the rock mass.
6. The apparatus of claim 4, wherein: in the replacement scheme calculation module, parameters of a replacement scheme are calculated according to the preliminary bracing scheme, and the calculation module specifically comprises the following steps: determining the total thickness of the surrounding rock and the sprayed concrete in the replacement scheme according to the total thickness of the steel grating and the sprayed concrete in the primary support scheme, and then respectively calculating the thickness of the surrounding rock and the thickness of the sprayed concrete to enable the sum of the thickness of the surrounding rock and the thickness of the sprayed concrete to be equal to the total thickness of the surrounding rock and the sprayed concrete; in the parameter adjusting module, adjusting parameters of the replacement scheme specifically includes: and adjusting the thickness of the surrounding rock and the thickness of the sprayed concrete, wherein the sum of the thicknesses of the surrounding rock and the sprayed concrete is equal to the total thickness of the surrounding rock and the sprayed concrete.
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