CN112985657B - High-strength prestress anchor bolt support stress assessment method and related equipment - Google Patents

High-strength prestress anchor bolt support stress assessment method and related equipment Download PDF

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CN112985657B
CN112985657B CN202110416907.6A CN202110416907A CN112985657B CN 112985657 B CN112985657 B CN 112985657B CN 202110416907 A CN202110416907 A CN 202110416907A CN 112985657 B CN112985657 B CN 112985657B
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rock mass
damaged
deformation modulus
damaged rock
calculating
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CN112985657A (en
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高军
陈敏
汤宇
刘德安
孟国基
王圣
王峰
彭学军
杨文国
翁小川
谢晓波
李一萍
林晓
杨立云
贾超
高宇馨
王伟
杨文龙
游国平
张晓晓
杨超
李行利
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Wuhan Institute of Rock and Soil Mechanics of CAS
First Engineering Co Ltd of China Railway No 5 Engineering Group Co Ltd
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Wuhan Institute of Rock and Soil Mechanics of CAS
First Engineering Co Ltd of China Railway No 5 Engineering Group Co Ltd
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Abstract

The application discloses a method for evaluating support stress of a high-strength prestressed anchor rod and related equipment, wherein the method comprises the following steps: testing the deformation modulus of the damaged rock mass to obtain the deformation modulus of the damaged rock mass, wherein a simulated vibration sound wave is applied to the damaged rock mass in the testing process and is applied to the damaged rock mass in a non-contact manner, and the simulated vibration sound wave is used for simulating the vibration sound wave generated in the application scene of the damaged rock mass; calculating to obtain the reinforcing coefficient of the anchored rock according to the deformation modulus of the damaged rock and the deformation modulus of the anchor rod; and calculating mechanical parameters of the anchored rock mass by combining a Hoek-Brown strength criterion based on the enhancement coefficient of the anchored rock mass so as to accurately evaluate the stability of the rock mass after bolting.

Description

High-strength prestress anchor bolt support stress assessment method and related equipment
Technical Field
The application relates to the technical field of surveying, in particular to a high-strength prestress anchor bolt support stress assessment method and related equipment.
Background
In the construction of a tunnel or excavation engineering, the rock mass is inevitably damaged in the blasting excavation propelling process to form a blasting excavation damage area, the integrity of the rock mass in the blasting excavation damage area is reduced, and the mechanical property is weakened, so that the stability of the rock mass is greatly influenced. In engineering, an anchor rod is usually adopted to reinforce a damaged area of a rock body, support stress can be generated by support of the anchor rod, and stability of the rock body after the anchor rod is supported can be enhanced.
However, at present, bolting reinforcement technology for rock mass in engineering mainly depends on experience, and an accurate characterization method for evaluating rock mass stability after bolting is not available.
Disclosure of Invention
The embodiment of the application provides a high-strength prestress anchor bolt support stress assessment method and related equipment, so that the stability of a rock body after anchor bolt support is accurately assessed.
In a first aspect, a method for evaluating support stress of a high-strength prestressed anchor rod comprises the following steps:
testing the deformation modulus of the damaged rock mass to obtain the deformation modulus of the damaged rock mass, wherein a simulated vibration sound wave is applied to the damaged rock mass in the testing process and is applied to the damaged rock mass in a non-contact manner, and the simulated vibration sound wave is used for simulating the vibration sound wave generated in the application scene of the damaged rock mass;
calculating to obtain the reinforcing coefficient of the anchored rock according to the deformation modulus of the damaged rock and the deformation modulus of the anchor rod;
and calculating mechanical parameters of the anchored rock mass based on the enhancement coefficient of the anchored rock mass and combining with a Hoek-Brown strength criterion.
In a possible embodiment, the step of testing the deformation modulus of the damaged rock mass to obtain the deformation modulus of the damaged rock mass, wherein a simulated vibration sound wave is applied to the damaged rock mass during the test process and applied to the damaged rock mass in a non-contact manner, and the simulated vibration sound wave is used for simulating the vibration sound wave generated in an application scenario of the damaged rock mass, and includes:
applying the simulated vibration sound wave to the damaged rock body in a non-contact manner, so that the simulated vibration sound wave acts on rock strata in the damaged rock body;
applying test loads on the damaged rock mass in stages, and measuring the amount of depression of the damaged rock mass corresponding to each stage of the test loads to obtain an original relation curve of the test loads and the amount of depression;
after the test load applied to the damaged rock mass is unloaded and the tool for applying the load is moved out, measuring the resilience amount of the pit of the damaged rock mass after a preset time;
stopping applying the simulated vibration sound wave to the damaged rock mass;
calculating the slope of the original relation curve on each level of test load, and multiplying the slope on each level of test load by the rebound quantity to obtain the converted rebound quantity corresponding to each level of test load;
subtracting the converted springback quantity from the depression quantity corresponding to each stage of the test load to obtain a converted depression quantity corresponding to each stage of the test load so as to draw a converted relation curve of the test load and the converted depression quantity;
calculating the deformation modulus of the damaged rock mass according to the conversion relation curve;
before the step of calculating the reinforcement coefficient of the anchored rock according to the deformation modulus of the damaged rock and the deformation modulus of the anchor rod, the method further comprises the following steps:
in the process of testing the deformation modulus of the damaged rock mass, vibration is synchronously applied to the surface of the damaged rock mass so as to simulate the scene that the damaged rock mass is influenced by external vibration.
In a possible embodiment, the step of applying test loads to the damaged rock mass in stages and measuring the indentation amount of the damaged rock mass corresponding to each stage of the test loads to obtain an original relation curve of the test loads and the indentation amount includes:
selecting a plurality of test point positions on the damaged rock mass according to the vertical distance between the damaged rock mass and the ground plane and the angle between the surface of the damaged rock mass and the ground plane;
and applying the test load on the test point positions in stages and measuring the indentation amount of the damaged rock body corresponding to each stage of the test load to obtain the original relation curve of the test load corresponding to each test point position and the indentation amount.
In a possible embodiment, the step of calculating the deformation modulus of the damaged rock body according to the reduced relation curve includes:
according to the conversion relation curve, the value is 0.3
Figure 832947DEST_PATH_IMAGE001
And 0.7
Figure 339015DEST_PATH_IMAGE001
Calculating the deformation modulus of the damaged rock mass according to the slope of the secant between the two, wherein,
Figure 617549DEST_PATH_IMAGE001
the maximum load stress exerted on the damaged rock mass.
In one possible embodiment, the curve is at 0.3
Figure 500055DEST_PATH_IMAGE001
And 0.7
Figure 852539DEST_PATH_IMAGE001
Calculating the deformation modulus of the damaged rock mass according to the slope of the secant between the two, wherein,
Figure 358869DEST_PATH_IMAGE001
a step for applying the maximum load stress to the damaged rock mass, comprising:
calculating the deformation modulus of the damaged rock mass according to the following formula
Figure 796803DEST_PATH_IMAGE002
：
Figure 217420DEST_PATH_IMAGE003
，
Wherein the content of the first and second substances,
Figure 752307DEST_PATH_IMAGE004
for the greatest load stress to be applied to the damaged rock mass,
Figure 600177DEST_PATH_IMAGE005
、
Figure 587725DEST_PATH_IMAGE006
and
Figure 812033DEST_PATH_IMAGE007
is the minimum deviation coefficient, T is the rock mass type coefficient, r is the bearing plate radius used to apply the test load.
In a possible embodiment, the step of calculating the reinforcement coefficient K of the anchored rock according to the deformation modulus of the damaged rock and the deformation modulus of the anchor rod includes:
calculating the reinforcement coefficient K of the anchored rock mass according to the following formula according to the deformation modulus of the damaged rock mass and the deformation modulus of the anchor rod:
Figure 139109DEST_PATH_IMAGE008
，
wherein the content of the first and second substances,
Figure 485777DEST_PATH_IMAGE009
and
Figure 898303DEST_PATH_IMAGE010
the deformation modulus of the damaged rock mass and the deformation modulus of the anchor rod are respectively,
Figure 660723DEST_PATH_IMAGE011
and
Figure 406087DEST_PATH_IMAGE012
respectively the Poisson's ratio of the damaged rock mass and the Poisson's ratio of the anchor rod, and n and g respectively represent the support density of the anchor rodDegree and cross-sectional area.
In a possible embodiment, the step of calculating the mechanical parameters of the anchored rock mass based on the reinforcement coefficient of the anchored rock mass in combination with the Hoek-Brown strength criterion comprises:
based on the reinforcement coefficient K of the anchored rock mass, calculating the deformation modulus of the anchored rock mass according to the following formula
Figure 861339DEST_PATH_IMAGE013
：
Figure 823479DEST_PATH_IMAGE014
，
Wherein K is the enhancement coefficient,
Figure 425679DEST_PATH_IMAGE016
the deformation modulus of the damaged rock mass is taken as the modulus;
and calculating mechanical parameters of the anchored rock according to the deformation modulus of the anchored rock and by combining a Hoek-Brown strength criterion, wherein the mechanical parameters of the anchored rock comprise uniaxial compressive strength, uniaxial tensile strength, internal friction angle and cohesion.
In a second aspect, a high-strength prestressed bolting stress assessment device includes:
the deformation modulus tester is used for testing the deformation modulus of the damaged rock mass to obtain the deformation modulus of the damaged rock mass, wherein a simulated vibration sound wave is applied to the damaged rock mass in the testing process and is applied to the damaged rock mass in a non-contact manner, and the simulated vibration sound wave is used for simulating the vibration sound wave generated in the application scene of the damaged rock mass;
the reinforcement coefficient calculation module is used for calculating the reinforcement coefficient of the anchored rock mass according to the deformation modulus of the damaged rock mass and the deformation modulus of the anchor rod;
and the mechanical parameter calculation module is used for calculating the mechanical parameters of the anchored rock mass by combining the Hoek-Brown strength criterion based on the enhancement coefficient of the anchored rock mass.
In a third aspect, an electronic device includes: a memory, a processor and a computer program stored in the memory and executable on the processor, the processor being adapted to carry out the steps of the method for evaluating high-strength prestressed bolting stress according to the first aspect when the computer program stored in the memory is executed.
In a fourth aspect, a computer-readable storage medium has stored thereon a computer program which, when being executed by a processor, carries out the steps of the method for evaluating high-strength prestressed bolting stress according to the first aspect.
The application provides a high-strength prestress anchor bolt support stress assessment method and related equipment, in the deformation modulus process of measuring the damaged rock mass, the simulation vibration sound wave is synchronously applied, the possible environmental factors in the actual use process are taken into consideration, the measured damaged rock mass deformation modulus is closer to the true value in the use process, the external environmental factors of the vibration sound wave in the follow-up use process are considered, the measured damaged deformation modulus is more accurate, and the follow-up anchoring scheme with pertinence is formulated to the damaged rock mass according to the damaged deformation modulus. In addition, the deformation modulus of the damaged rock mass is obtained through testing, the reinforcement coefficient of the anchored rock mass is obtained through calculation by combining with the deformation modulus of the anchor rod, the mechanical parameters of the anchored rock mass are obtained through calculation by combining with the Hoek-Brown strength criterion, and the measurement and the theoretical calculation are combined, so that the obtained mechanical parameters of the anchored rock mass can accurately represent the anchoring effect of the anchored rock mass, and the condition of the anchor rod supporting stress is more accurately evaluated.
Drawings
Fig. 1 is a schematic flow chart of a method for evaluating support stress of a high-strength prestressed anchor bolt according to an embodiment of the present application;
fig. 2 is a schematic structural block diagram of a high-strength prestressed bolting stress evaluation device provided in an embodiment of the present application;
fig. 3 is a schematic structural block diagram of an electronic device according to an embodiment of the present application;
fig. 4 is a schematic structural block diagram of a computer-readable storage medium according to an embodiment of the present application.
Detailed Description
In order to better understand the technical solutions provided by the embodiments of the present specification, the technical solutions of the embodiments of the present specification are described in detail below with reference to the drawings and specific embodiments, and it should be understood that the specific features in the embodiments and examples of the present specification are detailed descriptions of the technical solutions of the embodiments of the present specification, and are not limitations on the technical solutions of the embodiments of the present specification, and the technical features in the embodiments and examples of the present specification may be combined with each other without conflict.
In this document, relational terms such as first and second, and the like may be used solely to distinguish one entity or action from another entity or action without necessarily requiring or implying any actual such relationship or order between such entities or actions. Also, the terms "comprises," "comprising," or any other variation thereof, are intended to cover a non-exclusive inclusion, such that a process, method, article, or apparatus that comprises a list of elements does not include only those elements but may include other elements not expressly listed or inherent to such process, method, article, or apparatus. Without further limitation, an element defined by the phrase "comprising an … …" does not exclude the presence of other identical elements in a process, method, article, or apparatus that comprises the element. The term "two or more" includes the case of two or more.
In the construction of a tunnel or excavation engineering, the rock mass is inevitably damaged in the blasting excavation propelling process to form a blasting excavation damage area, the integrity of the rock mass in the blasting excavation damage area is reduced, and the mechanical property is weakened, so that the stability of the rock mass is greatly influenced. In engineering, an anchor rod is usually adopted to reinforce a damaged area of a rock body, support stress can be generated by support of the anchor rod, and stability of the rock body after the anchor rod is supported can be enhanced. However, at present, bolting reinforcement technology for rock mass in engineering mainly depends on experience, and an accurate characterization method for evaluating rock mass stability after bolting is not available.
In view of this, the present application provides a method and related equipment for evaluating a supporting stress of a high-strength prestressed anchor bolt, so as to accurately evaluate the stability of a rock body after the anchor bolt is supported.
In a first aspect, fig. 1 is a schematic flow chart of a method for evaluating a supporting stress of a high-strength prestressed bolting according to an embodiment of the present application. As shown in fig. 1, an embodiment of the present application provides a method for evaluating support stress of a high-strength prestressed anchor, including:
s100: and testing the deformation modulus of the damaged rock mass to obtain the deformation modulus of the damaged rock mass, wherein the simulated vibration sound wave is applied to the damaged rock mass in the testing process and is applied to the damaged rock mass in a non-contact manner, and the simulated vibration sound wave is used for simulating the vibration sound wave generated in the application scene of the damaged rock mass. The damaged rock mass is a rock mass formed by blasting or breaking a complete rock mass after excavation during tunnel construction, or mountain slopes on two sides in road construction are in an unreinforced state, and the like, which are not exemplified here. Generally, tunnels are used for transportation or mining production, and during the construction or use of the tunnels, more sound waves exist in the tunnels, for example, trains can drive airflow to rapidly flow when running at high speed in the tunnels, thereby generating air flow vibration, and the vibration generated by the air flow vibration and the train running can form vibration sound waves, when the vibration sound waves are transmitted to the surface or the inside of the damaged rock mass, if the damaged rock mass is loose, the relatively large vibration sound wave easily causes resonance of the loose rock mass, there is a great safety threat to the damaged rock mass, so it is necessary that in the process of testing the deformation modulus of the damaged rock mass, the external environmental factors of the vibration sound waves which can exist in the subsequent use process are taken into consideration, the measured deformation modulus can be more accurate, and a targeted anchoring scheme can be formulated for the damaged rock mass according to the deformation modulus in the subsequent process. The simulated vibration sound wave in the step can be simulated according to the subsequent environment of the damaged rock mass, for example, if the damaged rock mass is used for railway tunnel construction, the simulated vibration sound wave can be the vibration sound wave generated by the running of a simulated train; if the damaged rock mass is used for highway tunnel construction, the simulated vibration sound wave can be the vibration sound wave generated by simulating automobile running.
Figure 114149DEST_PATH_IMAGE018
And calculating the reinforcement coefficient of the anchored rock mass according to the deformation modulus of the damaged rock mass and the deformation modulus of the anchor rod.
Figure 501268DEST_PATH_IMAGE020
: and calculating mechanical parameters of the anchored rock mass based on the enhancement coefficient of the anchored rock mass and by combining the Hoek-Brown strength criterion. After the reinforcement coefficient of the anchored rock mass is obtained through calculation, the deformation modulus of the anchored rock mass can be obtained according to the reinforcement coefficient. And (4) combining the Hoek-Brown strength criterion and the deformation modulus of the anchored rock mass, and calculating to obtain the mechanical parameters of the anchored rock mass.
The high-strength prestress anchor bolt support stress assessment method provided by the embodiment of the application synchronously applies simulated vibration sound waves in the process of measuring the deformation modulus of a damaged rock body, so that possible environmental factors in the actual use process are taken into consideration, the measured deformation modulus of the damaged rock body is closer to the true value in the use process, the external environmental factors of the vibration sound waves in the subsequent use process are taken into consideration, the measured damage deformation modulus is more accurate, and the method is more beneficial to making a targeted anchoring scheme for the damaged rock body according to the damage deformation modulus. In addition, the deformation modulus of the damaged rock mass is obtained through testing, the reinforcement coefficient of the anchored rock mass is obtained through calculation by combining with the deformation modulus of the anchor rod, the mechanical parameters of the anchored rock mass are obtained through calculation by combining with the Hoek-Brown strength criterion, and the measurement and the theoretical calculation are combined, so that the obtained mechanical parameters of the anchored rock mass can accurately represent the anchoring effect of the anchored rock mass, and the condition of the anchor rod supporting stress is more accurately evaluated.
In one possible implementation, step S100 may include:
and applying the simulated vibration sound wave to the damaged rock body in a non-contact manner, so that the simulated vibration sound wave acts on the rock stratum in the damaged rock body. Because the vibration sound wave is generated in the external environment of the damaged rock body, in order to improve the simulation accuracy, the simulation vibration sound wave can be applied to the damaged rock body in a non-contact mode.
And applying test loads on the damaged rock mass in stages, and measuring the amount of depression of the damaged rock mass corresponding to each stage of test loads to obtain an original relation curve of the test loads and the amount of depression. Illustratively, the test load applied to the damaged rock mass can be divided into ten stages, and step-by-step equivalent loading or step-by-step unequal loading is adopted, and the application is not particularly limited. After the test load is applied to each stage, the recess amount of the damaged rock mass can be read at intervals of 10min, 15min and 30min in sequence, and the test load of the next stage is continuously applied until the variation amount of the recess amount reaches a set lower limit. And when the test loads of all the stages are applied and the recess amounts corresponding to all the test loads are read, drawing an original relation curve, wherein the abscissa of the original relation curve is the load stress generated by each stage of test load, and the ordinate is the recess amount corresponding to each stage of test load stress. For example, the test load can be applied step by step twice, the test load is loaded step by five steps for the first time, and all the test loads applied for the first time are unloaded step by step after the corresponding recess amount is read; and continuously applying the test load for the second time, and similarly, loading the test load step by adopting five stages to read the corresponding depression. And (5) drawing an original relation curve by using the load stress obtained twice and the corresponding recess amount.
After the test load applied to the damaged rock mass is unloaded and the tool for applying the load is moved out, the rebound quantity of the sunken part of the damaged rock mass is measured after the preset time. And after the original relation curve is obtained, unloading the test load applied to the damaged rock mass, removing the tool for applying the load, and measuring the resilience amount of the sunken damaged rock mass after a preset time. The existence of resilience volume can influence the measuring accuracy of deformation modulus, consequently need take the resilience volume into account, and the time of predetermineeing can be set for according to the concrete type of damage rock mass, for example, the settling time of loose sand can be longer, and the settling time of hard rock can be shorter, and this application does not do not specifically limit.
Stopping applying the simulated vibration sound wave to the damaged rock mass. After the rebound quantity of the dent is collected, the measuring action of the deformation modulus is finished, and the application of the simulated vibration sound wave can be stopped.
And calculating the slope of the original relation curve on each stage of test load, and multiplying the slope on each stage of test load by the rebound quantity to obtain the converted rebound quantity corresponding to each stage of test load.
And subtracting the converted springback quantity from the depression quantity corresponding to each level of test load to obtain the converted depression quantity corresponding to each level of test load so as to draw a converted relation curve of the test load and the converted depression quantity. The deformation modulus is not accurate enough to be calculated by only depending on the amount of sag, and after the amount of springback is subtracted from the amount of sag corresponding to each level of test load and multiplied by the slope of each level of test load, the influence of the amount of springback on the calculation of the deformation modulus can be counteracted, and then a conversion relation curve is drawn.
And calculating the deformation modulus of the damaged rock mass according to the conversion relation curve.
Before step S200, the method further includes:
in the process of testing the deformation modulus of the damaged rock mass, vibration is synchronously applied to the surface of the damaged rock mass so as to simulate the scene that the damaged rock mass is influenced by external vibration. The vibration can be a vibration source arranged on the surface of the damaged rock body, the vibration generated by the vibration source directly acts on the surface of the damaged rock body and can be regarded as contact type vibration waves, the vibration can generate corresponding action on rock strata in the damaged rock body, the rock strata can change under the action of the vibration, the scene that the damaged rock body is influenced by external vibration can be simulated, the measured deformation modulus is the change which can be generated under the actual application scene of the damaged rock body, and therefore the measured deformation modulus is closer to the actual value.
The method for evaluating the support stress of the high-strength prestressed anchor rod provided by the embodiment of the application applies simulated vibration sound waves to the damaged rock body in a non-contact manner, so that the use environment is closer to the reality. Test load is applied to the damaged rock body in a grading manner, so that the test accuracy can be improved. The resilience is converted into the depression to obtain a conversion relation curve, the deformation modulus of the damaged rock obtained through the conversion relation curve is closer to a true value, and the test is more accurate.
In a feasible implementation mode, the step of applying test loads on the damaged rock mass in stages and measuring the indentation amount of the damaged rock mass corresponding to each stage of test loads to obtain an original relation curve of the test loads and the indentation amount comprises the following steps:
and selecting a plurality of test point positions on the damaged rock mass according to the vertical distance from the ground plane and the angle between the surface of the damaged rock mass and the ground plane. Considering that the gravity action and the inclined plane angle can produce certain influence to the amount of sinking and the amount of resilience, for example, far away from the ground, the gravity influence is great, and the amount of resilience is more, therefore, for the influence of eliminating gravity and inclined plane angle as far as possible, can test alone to the damage rock mass of different distances horizon, exemplarily, select a plurality of test points on the damage rock mass the same with the vertical distance of horizon, obtain a damage rock mass deformation modulus after the deformation modulus that the calculation of a plurality of test points obtained averages. Different test point locations may also correspond to different deformation moduli. Alternatively, and by way of example, different ramp angles correspond to the separately tested modulus of deformation. Or, for different rock mass types, the corresponding deformation modulus is tested, and variable factors of the rock mass types can be eliminated. Illustratively, in the tunnel construction process, the damaged rock mass at the top of the tunnel is tested for the deformation modulus alone, and the damaged rock mass at the side wall of the tunnel is tested for the deformation modulus alone. A plurality of test point positions can be taken at the top of the tunnel to calculate the average value, the side wall of the tunnel can also test the deformation modulus independently according to different slopes, and the method is not specifically limited in the application.
And applying test loads on the test point positions in stages and measuring the amount of the depression of the damaged rock body corresponding to each stage of test load to obtain an original relation curve of the test load and the amount of the depression corresponding to each test point position.
In a possible embodiment, the step of calculating the deformation modulus of the damaged rock mass according to the reduced relation curve comprises the following steps:
according to the reduced relation curve at 0.3
Figure 667807DEST_PATH_IMAGE021
And 0.7
Figure 823982DEST_PATH_IMAGE021
Calculating the deformation modulus of the damaged rock mass according to the slope of the secant between the two, wherein,
Figure 184819DEST_PATH_IMAGE021
the maximum load stress exerted on the damaged rock mass.
In one possible embodiment, the curve is at 0.3 according to a reduced relationship
Figure 855971DEST_PATH_IMAGE021
And 0.7
Figure 29464DEST_PATH_IMAGE021
Calculating the deformation modulus of the damaged rock mass according to the slope of the secant between the two, wherein,
Figure 40145DEST_PATH_IMAGE021
a step for applying the maximum load stress to the damaged rock mass, comprising:
the deformation modulus of the damaged rock mass is calculated according to the following formula
Figure 70418DEST_PATH_IMAGE022
：
Figure 166550DEST_PATH_IMAGE023
，
Wherein the content of the first and second substances,
Figure 674892DEST_PATH_IMAGE024
for the greatest load stress to be applied to the damaged rock mass,
Figure 805659DEST_PATH_IMAGE025
、
Figure 944516DEST_PATH_IMAGE026
and
Figure 80007DEST_PATH_IMAGE027
is the minimum deviation coefficient, T is the rock mass type coefficient, and r is the bearing plate radius used for applying the test load. Illustratively, if the damaged rock mass is sandy soil, the value of T can be 1.5, and the value of T can be different according to different rock mass types and can be obtained according to experience, and the method is not particularly limited in the application. From the reduced relation curve, a relation between the load stress and the amount of indentation after the reduction (the amount of indentation minus the amount of reduced springback) can be obtained, which can be called a reduced relation, and the coefficient a0、a1And a2Is determined to be in accordance with: the coefficient can minimize the deviation of the depression amount of the conversion relation curve corresponding to each stage of load stress, namely, the curve represented by the conversion relation is the curve closest to all test values (load stress and the depression amount after conversion), and is the most reasonable curve.
In one possible embodiment, step S200 includes:
according to the deformation modulus of the damaged rock mass and the deformation modulus of the anchor rod, calculating the reinforcement coefficient K of the anchored rock mass according to the following formula:
Figure 329723DEST_PATH_IMAGE028
，
wherein the content of the first and second substances,
Figure 377313DEST_PATH_IMAGE029
and
Figure 687072DEST_PATH_IMAGE030
respectively is the deformation modulus of the damaged rock mass and the deformation modulus of the anchor rod,
Figure 757796DEST_PATH_IMAGE031
and
Figure 873520DEST_PATH_IMAGE032
respectively, the poisson ratio of the damaged rock mass and the poisson ratio of the anchor rod, and n and g respectively represent the support density and the cross-sectional area of the anchor rod. The anchored rock mass is formed after the damaged rock mass is anchored through the support of the anchor rod, and the damaged rock mass becomes firm after being anchored through the anchor rod.
In one possible implementation, step S300 includes:
based on the enhancement coefficient K of the anchored rock mass, the deformation modulus of the anchored rock mass is calculated according to the following formula
Figure 713300DEST_PATH_IMAGE033
：
Figure 256276DEST_PATH_IMAGE034
，
Wherein K is the enhancement coefficient,
Figure 548718DEST_PATH_IMAGE035
to damage the deformation modulus of the rock mass.
And calculating mechanical parameters of the anchored rock according to the deformation modulus of the anchored rock and by combining a Hoek-Brown strength criterion, wherein the mechanical parameters of the anchored rock comprise uniaxial compressive strength, uniaxial tensile strength, internal friction angle and cohesion.
According to the Hoek-Brown strength criterion, based on the deformation modulus of the damaged rock mass
Figure 405815DEST_PATH_IMAGE036
，
Wherein the content of the first and second substances,
Figure 663883DEST_PATH_IMAGE037
is the deformation modulus of the intact rock mass before damage,
Figure 315445DEST_PATH_IMAGE037
can be obtained by testing, and the application is not particularly limited. D is a disturbance factor for damaging rock mass, and the formula is shown in the specification
Figure 360761DEST_PATH_IMAGE037
And
Figure 818287DEST_PATH_IMAGE038
the disturbance factors D of the damaged rock mass can be obtained.
In turn according to
Figure 367080DEST_PATH_IMAGE039
，
Wherein D is2D can be obtained according to the two formulas for the disturbance factor of the anchored rock mass2。
Illustratively, if D, D2As a known quantity, the uniaxial compressive strength of a whole rock mass (the rock mass before damage) can be obtained by site-addressed surveying
Figure 517439DEST_PATH_IMAGE040
And the geological strength index GSI, the known quantity is introduced into the Hoek-Brown strength criterion to obtain the deformation modulus of the anchored rock mass
Figure 784472DEST_PATH_IMAGE041
Uniaxial tensile strength, internal friction angle and cohesion.
Specifically, according to the Hoek-Brown strength criterion,
Figure 780110DEST_PATH_IMAGE042
，
Figure 448989DEST_PATH_IMAGE043
，
Figure 271713DEST_PATH_IMAGE044
，
Figure 760464DEST_PATH_IMAGE045
，
wherein the content of the first and second substances,
Figure 763055DEST_PATH_IMAGE046
and
Figure 348757DEST_PATH_IMAGE047
respectively the best when the rock mass is destroyedThe large principal stress and the minimum principal stress,
Figure 513022DEST_PATH_IMAGE048
the uniaxial compressive strength of the intact rock mass; s and f are rock mass material parameters and are related to the rock mass structural plane condition of the rock mass;
Figure 754647DEST_PATH_IMAGE049
and
Figure 357667DEST_PATH_IMAGE050
respectively is the material constant and the reduction value of the complete rock mass and is used for reflecting the hardness degree of the rock mass; GSI is a geological strength index.
Deformation modulus of anchored rock mass in Hoek-Brown strength criterion
Figure 735559DEST_PATH_IMAGE051
Compressive strength of single axis
Figure 398621DEST_PATH_IMAGE052
Uniaxial tensile strength
Figure 861964DEST_PATH_IMAGE053
Inner angle of friction
Figure 770139DEST_PATH_IMAGE054
And cohesion C is given by:
Figure 268116DEST_PATH_IMAGE055
，
Figure 836501DEST_PATH_IMAGE056
，
Figure 52719DEST_PATH_IMAGE057
，
Figure 997541DEST_PATH_IMAGE058
，
Figure 412342DEST_PATH_IMAGE059
Figure 89311DEST_PATH_IMAGE060
Figure 527245DEST_PATH_IMAGE061
wherein the content of the first and second substances,
Figure 777223DEST_PATH_IMAGE062
，
Figure 984214DEST_PATH_IMAGE063
for tunnel engineering, as the upper limit of minimum principal stress
Figure 97663DEST_PATH_IMAGE064
，
Figure 85211DEST_PATH_IMAGE065
，
Figure 434153DEST_PATH_IMAGE066
The overall strength of the rock mass is the same,
Figure 761229DEST_PATH_IMAGE067
the weight of the rock mass is the weight of the rock mass,
Figure 609361DEST_PATH_IMAGE068
is buried deep in the tunnel.
As can be seen from the above formula, the uniaxial compressive strength of the complete rock mass can be obtained
Figure 756309DEST_PATH_IMAGE069
Hardness and hardness degree parameter of rock mass
Figure 846625DEST_PATH_IMAGE070
The geological strength index GSI and the disturbance factor D of the rock mass, namely the mechanical parameters of the anchored rock mass (the deformation modulus of the anchored rock mass) can be determined through the Hoek-brown strength criterion
Figure 28207DEST_PATH_IMAGE071
Compressive strength of single axis
Figure 483459DEST_PATH_IMAGE072
Uniaxial tensile strength
Figure DEST_PATH_IMAGE073
Inner angle of friction
Figure DEST_PATH_IMAGE074
And cohesion C), wherein three basic parameters
Figure DEST_PATH_IMAGE075
、
Figure DEST_PATH_IMAGE076
And the value of the GSI can be obtained from the early geological survey stage and the rock physical mechanics experiment stage, and the value range of the disturbance factor D is 0-1.
According to the method for evaluating the supporting stress of the high-strength prestressed anchor rod, the actual measurement is combined with theoretical calculation, the mechanical parameters of the anchored rock are calculated by combining the Hoek-Brown strength criterion according to the damage modulus of the damaged rock obtained through actual test, and the supporting stress of the anchored rock is represented more accurately and has higher referential property, so that the construction process is safer.
In a second aspect, fig. 2 is a schematic structural block diagram of a high-strength prestressed bolting stress evaluation device provided in an embodiment of the present application. As shown in fig. 2, an embodiment of the present application provides a high-strength prestressed bolting stress evaluation device, including:
deformation modulus tester 100 for the deformation modulus of test damage rock mass obtains damage rock mass deformation modulus, wherein, exerts the simulation vibrations sound wave to damaging the rock mass in the test process, and applys on damaging the rock mass with the non-contact, and the simulation vibrations sound wave is arranged in the vibrations sound wave that produces in the application scene of simulation damage rock mass.
And the reinforcement coefficient calculation module 200 is used for calculating the reinforcement coefficient of the anchored rock according to the deformation modulus of the damaged rock and the deformation modulus of the anchor rod.
And the mechanical parameter calculation module 300 is used for calculating mechanical parameters of the anchored rock mass by combining the Hoek-Brown strength criterion based on the enhancement coefficient of the anchored rock mass.
In a third aspect, fig. 3 is a schematic structural block diagram of an electronic device provided in an embodiment of the present application. As shown in fig. 3, an electronic device 400 according to an embodiment of the present application includes a memory 410, a processor 420, and a computer program 411 stored in the memory 410 and executable on the processor 420, where the processor 420 executes the computer program 411 to implement the following steps:
and testing the deformation modulus of the damaged rock mass to obtain the deformation modulus of the damaged rock mass, wherein the simulated vibration sound wave is applied to the damaged rock mass in the testing process and is applied to the damaged rock mass in a non-contact manner, and the simulated vibration sound wave is used for simulating the vibration sound wave generated in the application scene of the damaged rock mass.
And calculating the reinforcement coefficient of the anchored rock mass according to the deformation modulus of the damaged rock mass and the deformation modulus of the anchor rod.
And calculating mechanical parameters of the anchored rock mass based on the enhancement coefficient of the anchored rock mass and by combining the Hoek-Brown strength criterion.
In specific implementation, when the processor 420 executes the computer program 411, the steps of any of the methods for evaluating the supporting stress of the high-strength prestressed bolting may be implemented.
Since the electronic device described in this embodiment is to implement the method for evaluating the supporting stress of the high-strength prestressed anchor bolt in this embodiment, based on the method described in this embodiment, those skilled in the art can understand the specific implementation manner of the electronic device in this embodiment and various modifications thereof, so that how to implement the method in this embodiment of the present application by the electronic device will not be described in detail herein, and as long as those skilled in the art implement the method in this embodiment of the present application, the adopted device is within the scope of the present application.
In a fourth aspect, fig. 4 is a schematic structural block diagram of a computer-readable storage medium provided in an embodiment of the present application. As shown in fig. 4, the present embodiment provides a computer-readable storage medium 500 having a computer program 511 stored thereon, the computer program 511 implementing the following steps when executed by a processor:
and testing the deformation modulus of the damaged rock mass to obtain the deformation modulus of the damaged rock mass, wherein the simulated vibration sound wave is applied to the damaged rock mass in the testing process and is applied to the damaged rock mass in a non-contact manner, and the simulated vibration sound wave is used for simulating the vibration sound wave generated in the application scene of the damaged rock mass.
And calculating the reinforcement coefficient of the anchored rock mass according to the deformation modulus of the damaged rock mass and the deformation modulus of the anchor rod.
And calculating mechanical parameters of the anchored rock mass based on the enhancement coefficient of the anchored rock mass and by combining the Hoek-Brown strength criterion.
In specific implementation, the computer program 511, when executed by the processor, may implement any of the methods for evaluating the supporting stress of the high-strength prestressed bolting.
While preferred embodiments of the present specification have been described, additional variations and modifications in those embodiments may occur to those skilled in the art once they learn of the basic inventive concepts. Therefore, it is intended that the appended claims be interpreted as including preferred embodiments and all changes and modifications that fall within the scope of the specification.
It will be apparent to those skilled in the art that various changes and modifications may be made in the present specification without departing from the spirit and scope of the specification. Thus, if such modifications and variations of the present specification fall within the scope of the claims of the present specification and their equivalents, the specification is intended to include such modifications and variations.

Claims (9)

1. A method for evaluating the support stress of a high-strength prestressed anchor rod is characterized by comprising the following steps:
testing the deformation modulus of the damaged rock mass to obtain the deformation modulus of the damaged rock mass, wherein a simulated vibration sound wave is applied to the damaged rock mass in the testing process and is applied to the damaged rock mass in a non-contact manner, and the simulated vibration sound wave is used for simulating the vibration sound wave generated in the application scene of the damaged rock mass;
calculating to obtain the reinforcing coefficient of the anchored rock according to the deformation modulus of the damaged rock and the deformation modulus of the anchor rod;
calculating mechanical parameters of the anchored rock mass based on the enhancement coefficient of the anchored rock mass by combining a Hoek-Brown strength criterion;
the deformation modulus of the damaged rock mass is tested to obtain the deformation modulus of the damaged rock mass, and the method comprises the following steps:
applying the simulated vibration sound wave to the damaged rock body in a non-contact manner, so that the simulated vibration sound wave acts on rock strata in the damaged rock body;
applying test loads on the damaged rock mass in stages, and measuring the amount of depression of the damaged rock mass corresponding to each stage of the test loads to obtain an original relation curve of the test loads and the amount of depression;
after the test load applied to the damaged rock mass is unloaded and the tool for applying the load is moved out, measuring the resilience amount of the pit of the damaged rock mass after a preset time;
stopping applying the simulated vibration sound wave to the damaged rock mass;
calculating the slope of the original relation curve on each level of test load, and multiplying the slope on each level of test load by the rebound quantity to obtain the converted rebound quantity corresponding to each level of test load;
subtracting the converted springback quantity from the depression quantity corresponding to each stage of the test load to obtain a converted depression quantity corresponding to each stage of the test load so as to draw a converted relation curve of the test load and the converted depression quantity;
calculating the deformation modulus of the damaged rock mass according to the conversion relation curve;
before the step of calculating the reinforcement coefficient of the anchored rock according to the deformation modulus of the damaged rock and the deformation modulus of the anchor rod, the method further comprises the following steps:
in the process of testing the deformation modulus of the damaged rock mass, vibration is synchronously applied to the surface of the damaged rock mass so as to simulate the scene that the damaged rock mass is influenced by external vibration.
2. The method for evaluating the supporting stress of the high-strength prestressed anchor bolt according to claim 1, wherein the step of applying test loads to the damaged rock mass in stages and measuring the amount of sinking of the damaged rock mass corresponding to each stage of the test loads to obtain an original relation curve of the test loads and the amount of sinking comprises:
selecting a plurality of test point positions on the damaged rock mass according to the vertical distance between the damaged rock mass and the ground plane and the angle between the surface of the damaged rock mass and the ground plane;
and applying the test load on the test point positions in stages and measuring the indentation amount of the damaged rock body corresponding to each stage of the test load to obtain the original relation curve of the test load corresponding to each test point position and the indentation amount.
3. The method for evaluating the supporting stress of the high-strength prestressed anchor bolt according to claim 1, wherein the step of calculating the deformation modulus of the damaged rock body according to the reduced relation curve comprises the following steps:
according to the conversion relation curve, the value is 0.3
Figure DEST_PATH_IMAGE002
And 0.7
Figure 66135DEST_PATH_IMAGE002
Calculating the deformation modulus of the damaged rock mass according to the slope of the secant between the two, wherein,
Figure 863190DEST_PATH_IMAGE002
the maximum load stress exerted on the damaged rock mass.
4. The method as claimed in claim 3, wherein the said curve is 0.3
Figure 472026DEST_PATH_IMAGE002
And 0.7
Figure 707835DEST_PATH_IMAGE002
Calculating the deformation modulus of the damaged rock mass according to the slope of the secant between the two, wherein,
Figure 718517DEST_PATH_IMAGE002
a step for applying the maximum load stress to the damaged rock mass, comprising:
calculating the deformation modulus of the damaged rock mass according to the following formula
Figure DEST_PATH_IMAGE004
：
Figure DEST_PATH_IMAGE006
，
Wherein the content of the first and second substances,
Figure DEST_PATH_IMAGE008
for the greatest load stress to be applied to the damaged rock mass,
Figure DEST_PATH_IMAGE010
、
Figure DEST_PATH_IMAGE012
and
Figure DEST_PATH_IMAGE014
is the minimum deviation coefficient, T is the rock mass type coefficient, r is the bearing used to apply the test loadThe radius of the carrier plate.
5. The method for evaluating the supporting stress of the high-strength prestressed anchor rod according to claim 4, wherein the step of calculating the reinforcement coefficient K of the anchored rock according to the deformation modulus of the damaged rock and the deformation modulus of the anchor rod comprises the following steps:
calculating the reinforcement coefficient K of the anchored rock mass according to the following formula according to the deformation modulus of the damaged rock mass and the deformation modulus of the anchor rod:
Figure DEST_PATH_IMAGE016
，
wherein the content of the first and second substances,
Figure DEST_PATH_IMAGE018
and
Figure DEST_PATH_IMAGE020
the deformation modulus of the damaged rock mass and the deformation modulus of the anchor rod are respectively,
Figure DEST_PATH_IMAGE022
and
Figure DEST_PATH_IMAGE024
respectively the poisson ratio of the damaged rock mass and the poisson ratio of the anchor rod, and n and g respectively represent the support density and the cross-sectional area of the anchor rod.
6. The method for evaluating the supporting stress of the high-strength prestressed anchor bolt according to claim 5, wherein the step of calculating the mechanical parameters of the anchored rock based on the reinforcement coefficient of the anchored rock and by combining the Hoek-Brown strength criterion comprises the following steps:
based on the reinforcement coefficient K of the anchored rock mass, calculating the deformation modulus of the anchored rock mass according to the following formula
Figure DEST_PATH_IMAGE026
：
Figure DEST_PATH_IMAGE028
，
Wherein K is the enhancement coefficient,
Figure DEST_PATH_IMAGE030
the deformation modulus of the damaged rock mass is taken as the modulus;
and calculating mechanical parameters of the anchored rock according to the deformation modulus of the anchored rock and by combining a Hoek-Brown strength criterion, wherein the mechanical parameters of the anchored rock comprise uniaxial compressive strength, uniaxial tensile strength, internal friction angle and cohesion.
7. The utility model provides a high-strength prestressed anchor bolt support stress evaluation device which characterized in that includes:
the deformation modulus tester is used for testing the deformation modulus of the damaged rock mass to obtain the deformation modulus of the damaged rock mass, wherein a simulated vibration sound wave is applied to the damaged rock mass in the testing process and is applied to the damaged rock mass in a non-contact manner, and the simulated vibration sound wave is used for simulating the vibration sound wave generated in the application scene of the damaged rock mass;
applying the simulated vibration sound wave to the damaged rock body in a non-contact manner, so that the simulated vibration sound wave acts on rock strata in the damaged rock body;
applying test loads on the damaged rock mass in stages, and measuring the amount of depression of the damaged rock mass corresponding to each stage of the test loads to obtain an original relation curve of the test loads and the amount of depression;
after the test load applied to the damaged rock mass is unloaded and the tool for applying the load is moved out, measuring the resilience amount of the pit of the damaged rock mass after a preset time;
stopping applying the simulated vibration sound wave to the damaged rock mass;
calculating the slope of the original relation curve on each level of test load, and multiplying the slope on each level of test load by the rebound quantity to obtain the converted rebound quantity corresponding to each level of test load;
subtracting the converted springback quantity from the depression quantity corresponding to each stage of the test load to obtain a converted depression quantity corresponding to each stage of the test load so as to draw a converted relation curve of the test load and the converted depression quantity;
calculating the deformation modulus of the damaged rock mass according to the conversion relation curve;
before the step of calculating the reinforcement coefficient of the anchored rock according to the deformation modulus of the damaged rock and the deformation modulus of the anchor rod, the method further comprises the following steps:
in the process of testing the deformation modulus of the damaged rock mass, synchronously applying vibration to the surface of the damaged rock mass so as to simulate a scene that the damaged rock mass is influenced by external vibration;
the reinforcement coefficient calculation module is used for calculating the reinforcement coefficient of the anchored rock mass according to the deformation modulus of the damaged rock mass and the deformation modulus of the anchor rod;
and the mechanical parameter calculation module is used for calculating the mechanical parameters of the anchored rock mass by combining the Hoek-Brown strength criterion based on the enhancement coefficient of the anchored rock mass.
8. An electronic device, comprising: memory, a processor and a computer program stored in the memory and executable on the processor, the processor being adapted to carry out the steps of the method of evaluating high strength pre-stressed bolting stress according to any of claims 1-6 when executing the computer program stored in the memory.
9. A computer-readable storage medium, on which a computer program is stored which, when being executed by a processor, carries out the steps of the method for high-strength prestressed bolting stress assessment according to any of the claims 1-6.
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