CN111274628A - Method and system for estimating mechanical parameters of anchored rock mass - Google Patents
Method and system for estimating mechanical parameters of anchored rock mass Download PDFInfo
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- 238000005422 blasting Methods 0.000 description 6
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Abstract
The invention relates to an estimation method and a system of mechanical parameters of an anchored rock mass, wherein the method comprises the following steps: obtaining the damage degree of the reserved rock mass; determining a disturbance factor D of the rock mass in the damaged area according to the damage degree of the reserved rock mass and the Hoek-Brown rule; calculating the deformation modulus E of the damaged zone rock mass according to the disturbance factor D of the damaged zone rock masss(ii) a Based on the deformation modulus EsCalculating an enhancement coefficient K; calculating the disturbance factor D of the anchored rock mass according to the disturbance factor D of the rock mass in the damaged area and the enhancement coefficient K2(ii) a Disturbance factor D based on anchored rock mass2And (4) estimating mechanical parameters of the anchored rock mass by combining the Hoek-Brown rule. The value of the disturbance factor of the Hoek-Brown criterion takes the anchor effect of the anchor rod of the system into consideration, and the Hoek-Brown criterion can be applied to the estimation of mechanical parameters of the anchored rock mass, so that the application range of the Hoek-Brown criterion in practical engineering is expanded.
Description
Technical Field
The invention relates to the technical field of geotechnical engineering, in particular to an estimation method and system for mechanical parameters of an anchored rock mass.
Background
Traffic, the inevitable meeting of hydraulic tunnel in the propulsive in-process of blasting excavation causes the damage to keeping the rock mass, form blasting excavation damage area, the reduction of rock mass integrality in the damage area and the weakening of mechanical properties will cause very big influence to the stability of country rock, often adopt system's stock to consolidate the damage area rock mass in the engineering, form the anchor rock mass, the reinforcing effect of stock makes the mechanical properties of anchor rock mass obtain improving, the degree of improvement of anchor rock mass mechanical properties is concerned with the stability of tunnel country rock and the evaluation result of stock supporting effect. Therefore, the determination of the mechanical parameters of the anchored rock mass has great significance for the stability evaluation and the support design of the tunnel surrounding rock.
In order to rapidly obtain rock mass mechanics parameters, scientific researchers obtain the Poisson ratio mu and the longitudinal wave velocity c of the rock mass through theoretical analysispThe relationship between them is as follows:
in the formula: e is the deformation modulus of the rock mass; ρ is the density of the rock mass.
Based on field test and statistical parameter method, scholars study the relation between the deformation moduli of the rock mass before and after anchoring, and the reinforcement coefficient K is adopted to represent the improvement effect of the anchor rod on the deformation modulus of the rock mass, so as to obtain the empirical formula of the deformation modulus of the anchoring rock mass:
Em＝KEs(2)
in the formula: esAnd EmThe deformation moduli of the rock mass before and after anchoring are respectively; mu.ssAnd mubRespectively the poisson ratio of the rock mass in the damage area before anchoring and the poisson ratio of the anchor rod; ebIs the deformation modulus of the anchor rod; n and s are anchor bolt support densityAnd a cross-sectional area.
However, the method can only estimate the deformation modulus and the poisson ratio of the anchored rock, and the on-site stability evaluation usually requires relatively complete mechanical parameters of the anchored rock, so that the method has certain limitation in the estimation of the mechanical parameters of the anchored rock.
In-situ tests such as bearing plate method tests and direct shear tests are the most direct and effective method for obtaining rock mechanical parameters. However, it takes long time and high cost to develop the on-site in-situ test, and the complicated on-site environment is often inconvenient to arrange large-scale experimental equipment. Therefore, it is difficult to obtain rock mechanics parameters in real time and efficiently by relying solely on site in situ tests.
At present, in the aspect of estimation of rock mass mechanical parameters, an empirical formula commonly adopted by engineers and scientific researchers is a Hoek-Brown criterion, Hoke et al, after being first proposed in 1980, has undergone 4 major improvements, and has been developed to a Hoek-Brown strength criterion of 2002 edition, the version reflects the influence of blasting damage and stress relaxation on rock mass mechanical properties by introducing a disturbance factor D, and the specific expression is as follows:
in the formula: sigma1And σ3Respectively the maximum principal stress and the minimum principal stress when the rock mass is damaged; sigmaciThe uniaxial compressive strength of the complete rock test piece; s and a are rock mass material parameters and are related to lithology and rock mass structural plane conditions; m isiAnd mbRespectively, material constants of intact rock andthe reduction value reflects the hardness and softness of the rock; GSI is a geological strength index.
In the Hoek-Brown criterion, the modulus of deformation E of rock massmUniaxial compressive strength sigmacUniaxial tensile strength σtThe internal friction angle phi and the cohesion force c are given by:
σc＝σci·sa(9)
in the formula: σ 3n is σ 3max/σ ci, and σ 3max is an upper limit value of the minimum principal stress, and for the tunnel engineering,
in the formula: gamma is the rock mass gravity; h is the tunnel buried depth.
As can be seen from the formulas (4) to (14), the uniaxial compressive strength σ of the whole rock is obtainedciHardness and softness parameter m of rockiThe complete rock mechanical parameters (the deformation modulus E of the rock) can be determined by the Hoek-Brown intensity criterion through the four basic parameters of the geological intensity index GSI and the disturbance factor D of the rockrmUniaxial compressive strength sigmacUniaxial tensile strength σtInternal angle of friction phi and cohesion c) in which there are three groupsThis parameter σci、miThe values of the disturbance factor D and the GSI can be obtained from achievement data in a previous geological exploration stage and a rock physical mechanics experiment stage, the value range of the disturbance factor D is 0-1, the disturbance factor D can be obtained by table lookup according to a Hoek-Brown rule 2002 edition, and suggested values given by the Hoek-Brown rule for tunnel engineering are shown in a table 1.
TABLE 1 recommendation values of disturbance factor D of tunnel surrounding rock in Hoek-Brown criterion
However, the disturbance factor D in the Hoek-Brown criterion reflects the damage degree of the reserved rock mass caused by blasting or excavation, i.e. the disturbance factor D represents the disturbance degree of the damaged rock mass compared with the intact rock mass (the mechanical property of the damaged rock mass is worse than that of the intact rock mass), engineers and researchers often directly adopt the disturbance factor D of the damaged rock mass to substitute into the Hoek-Brown criterion to estimate the mechanical parameters of the damaged rock mass, and consider that the disturbance factor D of the rock mass after the system anchor rod is anchored to be the same as that of the damaged rock mass, i.e. the value of the disturbance factor D of the damaged rock mass is also adopted when the mechanical parameters of the anchored rock mass are determined by the Hoek-Brown criterion, which is obviously not in accordance with the reality, in fact, the damaged rock mass formed after blasting excavation of the tunnel surrounding rock forms the anchored rock mass after the system anchor rod, and the mechanical property of the anchored rock mass is reinforced than that of the damaged rock mass, therefore, when the value of the disturbance factor D of the anchored rock mass is determined and the mechanical parameters of the anchored rock mass are estimated by combining the Hoek-Brown rule, the improvement effect of the system anchor rod on the mechanical properties of the rock mass needs to be taken into consideration, and the value suggestion (shown in Table 1) of the disturbance factor D of the Hoek-Brown rule does not consider the anchoring effect of the system anchor rod, so that the mechanical parameters of the anchored rock mass cannot be directly estimated by using the Hoek-Brown rule. Therefore, a value taking method of the disturbance factor D of the Hoek-Brown criterion after considering the anchor rod anchoring effect of the system needs to be found, so that the Hoek-Brown criterion can be suitable for determining the mechanical parameters of the anchored rock, and the reliability and the accuracy of the result of estimating the mechanical parameters of the anchored rock by using the Hoek-Brown criterion are improved.
Disclosure of Invention
The invention aims to provide an estimation method and system for mechanical parameters of an anchored rock mass, and aims to consider the anchoring effect of a system anchor rod into the value of a disturbance factor D of a Hoek-Brown criterion, so that the Hoek-Brown criterion can be applied to estimation of the mechanical parameters of the anchored rock mass, and the application range of the Hoek-Brown criterion in practical engineering is expanded.
In order to achieve the purpose, the invention provides the following scheme:
a method of estimating mechanical parameters of an anchored rock mass, the method comprising:
obtaining the damage degree of the reserved rock mass;
determining a disturbance factor D of the rock mass in the damaged area according to the damage degree of the reserved rock mass and the Hoek-Brown rule;
calculating the deformation modulus E of the damaged zone rock mass according to the disturbance factor D of the damaged zone rock masss；
Based on the deformation modulus EsCalculating an enhancement coefficient K;
calculating the disturbance factor D of the anchored rock mass according to the disturbance factor D of the rock mass in the damaged area and the enhancement coefficient K2；
Disturbance factor D based on anchored rock mass2And (4) estimating mechanical parameters of the anchored rock mass by combining the Hoek-Brown rule.
Optionally, the deformation modulus E of the rock mass in the damage area is calculated according to the disturbance factor DsSpecifically, the following formula is adopted:
Optionally, the deformation modulus E is based onsThe following formula is specifically adopted for calculating the enhancement coefficient K:
Optionally, the disturbance factor D of the anchored rock mass is calculated according to the disturbance factor D of the rock mass in the damaged area and the enhancement coefficient K2The following formula is specifically adopted:
D22-2K + KD, wherein K represents an enhancement coefficient, and D represents a disturbance factor of the rock mass in the damage area.
The invention additionally provides an estimation system for mechanical parameters of an anchored rock mass, which comprises:
the damage degree acquisition module is used for acquiring the damage degree of the reserved rock mass;
the first disturbance factor determination module is used for determining a disturbance factor D of the rock mass in the damaged area according to the reserved rock mass damage degree and the Hoek-Brown rule;
the damaged zone rock mass deformation modulus calculation module is used for calculating the deformation modulus E of the damaged zone rock mass according to the disturbance factor D of the damaged zone rock masss；
A reinforcement coefficient calculation module for calculating a reinforcement coefficient based on the deformation modulus EsCalculating an enhancement coefficient K;
a second disturbance factor determination module for calculating the disturbance factor D of the anchored rock mass according to the disturbance factor D of the rock mass in the damaged area and the enhancement coefficient K2；
A parameter estimation module for estimating the disturbance factor D of the anchored rock mass2And (4) estimating mechanical parameters of the anchored rock mass by combining the Hoek-Brown rule.
Optionally, the deformation modulus E of the rock mass in the damage area is calculated according to the disturbance factor DsSpecifically, the following formula is adopted:
Optionally, the deformation modulus E is based onsThe following formula is specifically adopted for calculating the enhancement coefficient K:
Optionally, the disturbance factor D of the anchored rock mass is calculated according to the disturbance factor D of the rock mass in the damaged area and the enhancement coefficient K2The following formula is specifically adopted:
D22-2K + KD, wherein K represents an enhancement coefficient, and D represents a disturbance factor of the rock mass in the damage area. According to the specific embodiment provided by the invention, the invention discloses the following technical effects:
according to the invention, the anchoring effect of the system anchor rod is considered in the value of disturbance factors of the Hoek-Brown criterion, so that the Hoek-Brown criterion can be applied to mechanical parameter estimation of an anchored rock mass, and the application range of the Hoek-Brown criterion in engineering is expanded; the method provided by the invention can efficiently estimate the mechanical parameters of the anchored rock mass, reduces the field in-situ experiment required in the excavation and supporting process of the tunnel surrounding rock, and has better time and economic benefits.
Drawings
In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the drawings needed to be used in the embodiments will be briefly described below, and it is obvious that the drawings in the following description are only some embodiments of the present invention, and it is obvious for those skilled in the art to obtain other drawings without inventive exercise.
FIG. 1 is a flow chart of a method for estimating mechanical parameters of an anchored rock mass according to an embodiment of the invention;
fig. 2 is a schematic structural diagram of an estimation system of mechanical parameters of an anchored rock mass according to an embodiment of the invention.
Detailed Description
The technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the drawings in the embodiments of the present invention, and it is obvious that the described embodiments are only a part of the embodiments of the present invention, and not all of the embodiments. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present invention.
The invention aims to provide an estimation method and system for mechanical parameters of an anchored rock mass, and aims to consider the anchoring effect of a system anchor rod into the value of a disturbance factor D of a Hoek-Brown criterion, so that the Hoek-Brown criterion can be applied to estimation of the mechanical parameters of the anchored rock mass, and the application range of the Hoek-Brown criterion in practical engineering is expanded.
In order to make the aforementioned objects, features and advantages of the present invention comprehensible, embodiments accompanied with figures are described in further detail below.
Fig. 1 is a flow chart of a method for estimating mechanical parameters of an anchored rock mass according to an embodiment of the present invention, as shown in fig. 1, the method includes:
step 101: and obtaining the damage degree of the reserved rock mass.
Step 102: and determining a disturbance factor D of the rock mass in the damaged area according to the damage degree of the reserved rock mass and the Hoek-Brown rule.
Specifically, the traffic tunnel buried depth of the embodiment is 500m, the rock mass is mainly III-class granite, the tunnel blasting excavation quality is poor, the reserved rock mass of the surrounding rock is seriously damaged, and the disturbance factor D of the damaged rock mass can be obtained by looking up a table according to the Hoek-Brown rule 2002 edition and is 0.8.
Step 103: calculating the deformation modulus E of the damaged zone rock mass according to the disturbance factor D of the damaged zone rock masss。
The following formula is specifically adopted:
Step 104: based on the deformation modulus EsThe enhancement coefficient K is calculated.
The following formula is specifically adopted:
Specifically, the embodiment obtains the uniaxial compressive strength σ of the rock mass by using the data of the site geological survey and D of the step 1 of 0.8ciSubstituting 60MPa and a geological strength index GIS 45 into the generalized Hoek-Brown failure criterion to obtain the deformation modulus E of the rock mass in the damage areasIs 3.49 x 109Pa. According to the theoretical relationship between Poisson's ratio and longitudinal wave velocity
The density of rock mass is 2700kg/m3 and the longitudinal wave velocity C can be obtained from the site geological survey datap1.44km/s, so as to obtain the poisson ratio mu of the rock mass in the damaged areasIn addition, the system anchor bolt support density n in the embodiment is 13 pieces/m2The cross-sectional area s of the anchor rod is 8.04 x 10-4m2Modulus of deformation Eb210GPa, Poisson's ratio μb0.3, combined formula
Obtaining the enhancement coefficient K which is 1.1;
step 105: calculating the disturbance factor D of the anchored rock mass according to the disturbance factor D of the rock mass in the damaged area and the enhancement coefficient K2。
According to the Hoek-Brown criterion and anchoringThe deformation modulus E of the rock mass in the damage area can be obtained by an empirical formula of the deformation modulus of the rock masssModulus of deformation E with intact rock mass0Deformation modulus E of anchored rock massmDeformation modulus E of rock mass in damage areasThe relationships between the two are respectively:
Em＝KEs
simultaneous upper mode, can establish the deformation modulus E of the anchored rock massmDeformation modulus E of intact rock mass0The relationship between them is:
the mechanical property of the anchored rock mass is not as good as that of the intact rock mass, so that the anchored rock mass is still in a weakened state compared with the intact rock mass, and from this angle, the disturbance factor of the anchored rock mass relative to the intact rock mass is D2And the deformation modulus of the anchored rock mass obtained by combining the formula is as follows:
the calculation formula for obtaining the disturbance factor of the anchored rock mass by combining the above formula is as follows:
D22-2K + KD, wherein K represents an enhancement coefficient, and D represents a disturbance factor of the rock mass in the damage area.
The damaged area rock mass disturbance factor D obtained in this embodiment is 0.8 and the step enhancement coefficient K is substituted into D2Solving a rock mass disturbance factor D considering the anchoring effect in 2-2K + KD2At 0.68, a 15% reduction in the disturbance level relative to the intact rock mass is seen. Meanwhile, in the embodiment of the invention, the disturbance factor D value considering the anchoring effect of the anchor rod of the system is compared with the recommended value of the disturbance factor D of the tunnel surrounding rock in the Hoek-Brown rule, the disturbance factor D in the step 2 is made to be 0.5, other steps are kept unchanged, and the strengthening coefficient K of the deformation modulus of the anchoring rock mass is obtained to be 1.06, so that the strengthening coefficient K of the deformation modulus of the anchoring rock mass is obtained according to the methodD2D was calculated as 2-2K + KD2＝0.41。
Step 106: disturbance factor D based on anchored rock mass2And (4) estimating mechanical parameters of the anchored rock mass by combining the Hoek-Brown rule.
The method comprises the following specific steps:
in the embodiment, the uniaxial compressive strength sigma of the complete rock of the surrounding rock is directly obtained according to the achievement data of the geological exploration stage in the early stage of the engineering and the rock physical mechanics experiment stageci60MPa, the hardness and hardness parameter m of the rocki15, and 45, the geological strength index GIS of the rock mass.
According to a disturbance factor D after considering the anchor rod anchoring effect of the system20.68 and three other basic parameters (σ)ci＝60MPa、mi15 and GIS 45) into the Hoek-Brown criterion, the deformation modulus E of the anchored rock mass can be determinedm3.83GPa, uniaxial compressive strength sigmac1.08MPa uniaxial tensile strength sigmat0.03MPa, 31 ℃ internal friction angle and 1.25MPa cohesion force C.
The Hoek-Brown criterion adopts a 2002 edition of Hoek-Brown intensity criterion, and specifically comprises the following steps:
in the formula: sigma1And σ3Respectively the maximum principal stress and the minimum principal stress when the rock mass is damaged; sigmaciThe uniaxial compressive strength of the complete rock test piece; s and a are rock mass material parameters and are related to lithology and rock mass structural plane conditions;miand mbRespectively, the material constant and the reduction value of the complete rock reflect the hardness and hardness degree of the rock; GSI is a geological strength index.
In the Hoek-Brown criterion, the modulus of deformation E of rock massmUniaxial compressive strength sigmacUniaxial tensile strength σtThe internal friction angle phi and the cohesion force C are given by:
σc＝σci·sa
in the formula: sigma3n＝σ3max/σci，σ3nmaxIs the upper limit value of the minimum principal stress, for the tunnel engineering,
in the formula: gamma is the rock mass gravity; h is the tunnel buried depth.
As can be seen from the above formula, the uniaxial compressive strength sigma of the whole rock can be obtainedciHardness and softness parameter m of rockiThe complete rock mechanical parameters (the deformation modulus E of the rock) can be determined by the Hoek-Brown intensity criterion through the four basic parameters of the geological intensity index GSI and the disturbance factor D of the rockmUniaxial reactorsCompressive strength sigmacUniaxial tensile strength σtInternal angle of friction phi and cohesion C), there being three basic parameters sigmaci、 miAnd the value of the GSI can be obtained from achievement data in a previous geological exploration stage and a rock physical mechanics experiment stage, the value range of the disturbance factor D is 0-1, and the disturbance factor D can be obtained by looking up a table according to a Hoek-Brown criterion 2002 edition.
Therefore, the value of the disturbance factor D of the Hoek-Brown criterion is taken into consideration of the anchoring effect of the anchor rod of the system by the method, and the Hoek-Brown criterion can be applied to estimation of mechanical parameters of the anchored rock.
Fig. 2 is a schematic structural diagram of an estimation system of mechanical parameters of an anchored rock mass according to an embodiment of the present invention, as shown in fig. 2, the system includes: the system comprises a damage degree obtaining module 201, a first disturbance factor determining module 202, a damaged region rock mass deformation modulus calculating module 203, an enhancement coefficient calculating module 204, a second disturbance factor determining module 205 and a parameter estimating module 206.
The damage degree obtaining module 201 is used for obtaining the damage degree of the reserved rock.
The first disturbance factor determination module 202 is configured to determine a disturbance factor D of the rock mass in the damaged area according to the reserved rock mass damage degree and the Hoek-Brown criterion.
The damaged zone rock mass deformation modulus calculation module 203 is used for calculating the deformation modulus E of the damaged zone rock mass according to the disturbance factor D of the damaged zone rock masss。
The enhancement factor calculation module 204 is configured to calculate the enhancement factor based on the deformation modulus EsThe enhancement coefficient K is calculated.
The second disturbance factor determination module 205 is configured to calculate a disturbance factor D of the anchored rock mass according to the disturbance factor D of the rock mass in the damaged area and the enhancement coefficient K2。
The parameter estimation module 206 is used for estimating the disturbance factor D based on the anchored rock mass2And (4) estimating mechanical parameters of the anchored rock mass by combining the Hoek-Brown rule.
The embodiments in the present description are described in a progressive manner, each embodiment focuses on differences from other embodiments, and the same and similar parts among the embodiments are referred to each other. For the system disclosed by the embodiment, the description is relatively simple because the system corresponds to the method disclosed by the embodiment, and the relevant points can be referred to the method part for description.
The principles and embodiments of the present invention have been described herein using specific examples, which are provided only to help understand the method and the core concept of the present invention; meanwhile, for a person skilled in the art, according to the idea of the present invention, the specific embodiments and the application range may be changed. In view of the above, the present disclosure should not be construed as limiting the invention.
Claims (8)
1. A method for estimating mechanical parameters of an anchored rock mass is characterized by comprising the following steps:
obtaining the damage degree of the reserved rock mass;
determining a disturbance factor D of the rock mass in the damaged area according to the damage degree of the reserved rock mass and the Hoek-Brown rule;
calculating the deformation modulus E of the damaged zone rock mass according to the disturbance factor D of the damaged zone rock masss；
Based on the deformation modulus EsCalculating an enhancement coefficient K;
calculating the disturbance factor D of the anchored rock mass according to the disturbance factor D of the rock mass in the damaged area and the enhancement coefficient K2；
Disturbance factor D based on anchored rock mass2And (4) estimating mechanical parameters of the anchored rock mass by combining the Hoek-Brown rule.
2. The method for estimating mechanical parameters of anchored rock according to claim 1, wherein the deformation modulus E of the rock mass in the damaged area is calculated according to the disturbance factor DsSpecifically, the following formula is adopted:
3. The method of estimating mechanical parameters of an anchored rock according to claim 1, wherein said method is based on said deformation modulus EsThe following formula is specifically adopted for calculating the enhancement coefficient K:
4. The method for estimating mechanical parameters of an anchored rock according to claim 1, wherein the disturbance factor D of the anchored rock is calculated according to the disturbance factor D of the rock in the damaged area and the enhancement coefficient K2The following formula is specifically adopted:
D22-2K + KD, wherein K represents an enhancement coefficient, and D represents a disturbance factor of the rock mass in the damage area.
5. An estimation system of mechanical parameters of an anchored rock mass, the system comprising:
the damage degree acquisition module is used for acquiring the damage degree of the reserved rock mass;
the first disturbance factor determination module is used for determining a disturbance factor D of the rock mass in the damaged area according to the reserved rock mass damage degree and the Hoek-Brown rule;
the damaged zone rock mass deformation modulus calculation module is used for calculating the deformation modulus E of the damaged zone rock mass according to the disturbance factor D of the damaged zone rock masss；
A reinforcement coefficient calculation module for calculating a reinforcement coefficient based on the deformation modulus EsCalculating an enhancement coefficient K;
a second disturbance factor determination module for determining the second disturbance factor according to the disturbance factor D of the rock mass in the damaged area and the second disturbance factorCalculating disturbance factor D of anchored rock mass by using enhancement coefficient K2；
A parameter estimation module for estimating the disturbance factor D of the anchored rock mass2And (4) estimating mechanical parameters of the anchored rock mass by combining the Hoek-Brown rule.
6. The system for estimating mechanical parameters of an anchored rock mass according to claim 5, wherein the deformation modulus E of the rock mass in the damaged area is calculated according to the disturbance factor DsSpecifically, the following formula is adopted:
7. The system of claim 5, wherein the deformation modulus E is based onsThe following formula is specifically adopted for calculating the enhancement coefficient K:
8. The system for estimating mechanical parameters of an anchored rock mass according to claim 5, wherein the disturbance factor D of the anchored rock mass is calculated according to the disturbance factor D of the rock mass in the damaged area and the enhancement coefficient K2The following formula is specifically adopted:
D22-2K + KD, wherein K represents an enhancement coefficient, and D represents a disturbance factor of the rock mass in the damage area.
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