CN116309766A - Rock mass mechanical parameter acquisition method considering construction disturbance influence and related components - Google Patents

Rock mass mechanical parameter acquisition method considering construction disturbance influence and related components Download PDF

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CN116309766A
CN116309766A CN202310158861.1A CN202310158861A CN116309766A CN 116309766 A CN116309766 A CN 116309766A CN 202310158861 A CN202310158861 A CN 202310158861A CN 116309766 A CN116309766 A CN 116309766A
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李昂
戴�峰
刘燚
侯文杰
杜洪波
魏明东
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Sichuan University
Changan University
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Abstract

The invention discloses a rock mass mechanical parameter acquisition method considering construction disturbance influence and related components, and relates to the field of geotechnical engineering. The method comprises the steps of obtaining point cloud coordinate information of a structural surface of a rock mass sample by utilizing a three-dimensional laser scanning technology, and calculating a roughness coefficient of the structural surface; acquiring a volume management number of a rock mass based on a three-dimensional discrete network model, and calculating to obtain a target rock mass quality index; quantitatively calculating a geological strength index based on the structural surface roughness coefficient and the rock mass quality index; calculating a material constant of the rock mass sample based on the geological strength index; and calculating mechanical parameters of the rock mass sample based on the geological strength index and the material constant. The mechanical parameters of the rock sample calculated by the method take the influence of the newly generated fracture surface under the construction disturbance into consideration, so that the accuracy is high, the mechanical parameters of the rock sample can be quickly calculated, and the construction time is shortened.

Description

Rock mass mechanical parameter acquisition method considering construction disturbance influence and related components
Technical Field
The invention relates to the field of geotechnical engineering, in particular to a method for acquiring rock mechanical parameters by considering construction disturbance influence and related components.
Background
At present, in large-scale underground engineering practices such as rock excavation, the mechanical parameters of engineering rock mass play a vital role in engineering design construction and judging the stability of the engineering. Therefore, the method has important significance in accurately acquiring the mechanical parameters of the engineering rock mass. However, under the action of excavation disturbance during engineering construction, a plurality of new fracture surfaces are generated in the rock mass, and the expansion and extension of a plurality of natural joints are formed in the rock mass, so that the strength and deformation behavior of the rock mass are greatly influenced, and the difficulty in determining the mechanical parameters of the engineering rock mass is greatly increased. In order to better perform engineering construction, a method for acquiring engineering rock mass mechanics needs to be further explored.
Currently, the determination method of the mechanical parameters of the engineering rock mass mainly comprises a test method, an analysis method, an empirical analysis method, an inverse analysis method and a numerical analysis method, wherein the empirical analysis method is used for estimating the rock mass strength and deformation parameters by establishing an empirical relationship between the mechanical parameters of the rock mass and the quality grading indexes of the rock mass. The empirical method is the most commonly used method for determining rock mass mechanical parameters in engineering practice, and can comprehensively consider various factors influencing the strength and deformation properties of the engineering rock mass. In this regard, the application of the Hoek-Brown strength criterion and the geological strength index GSI comprehensively describes the impact of rock mass structural features on rock mass strength and deformation parameters.
The key to estimating the rock mechanical parameters using the H-B criteria is the accurate acquisition of the geological strength index GSI, which is estimated based on two main geological factors that determine the strength decrease in controlling the complete rock to rock transition, which are the rock mass conditions characterizing the fracture strength and the structural surface conditions controlling the shear strength, respectively. The block condition for a rock mass can be characterized by a rock quality index RQD. The structural surface condition of a rock mass is generally characterized by its roughness, weathering, filling conditions. However, the current RQD index for deep rock mass producing new fracture surfaces under the influence of excavation disturbance is difficult to obtain and the influence of structural surfaces of larger scale cannot be considered; the acquisition of the surface condition index of the structural surface is mostly based on extensive engineering experience and qualitative evaluation of subjective judgment, so that the obtained GSI value has great deviation from an actual value, and the accuracy of the mechanical parameters of the engineering rock mass is seriously affected.
Disclosure of Invention
The invention aims to provide a rock mass mechanical parameter acquisition method considering the influence of construction disturbance and a related component, and aims to solve the problem of poor accuracy in acquiring the existing engineering rock mass mechanical parameter.
In order to solve the technical problems, the aim of the invention is realized by the following technical scheme: the rock mass mechanical parameter acquisition method considering the influence of construction disturbance comprises the following steps:
scanning the structural surface of the rock mass sample by utilizing three-dimensional laser to obtain a corresponding structural surface image;
performing region cutting on the structural surface image to obtain target research region image data;
extracting and reconstructing point cloud coordinate information of the target research area image data to obtain updated target research area image data;
calculating the slope root mean square H of the target research area according to the following formula:
Figure BDA0004095702620000021
wherein S represents the length of the profile line in the updated target study region image data, dy/dx tableSlope of contour line showing fixed interval, y i Represents the ordinate, x of the ith sample point i An abscissa representing the i-th sampling point;
calculating the structural surface roughness coefficient JRC of the target research area according to the following formula:
JRC=32.2+32.47log 10 H
based on the selected sample area, acquiring sample joint surface data corresponding to all natural rock mass structural surfaces in the sample area;
acquiring microseismic data of a monitoring area by using a preset ESG microseismic monitoring system, and calculating geometric parameters of a newly-born fracture surface based on the microseismic data;
Based on all the sample joint surface data and the geometric parameters of the newly-generated fracture surface, establishing a three-dimensional discrete fracture network calculation model for representing joint space distribution;
inserting cubes in unit volume into the three-dimensional discrete fracture network calculation model, counting the number of joint surfaces in each cube, and taking the average value to calculate to obtain the volume rational number of the rock mass;
based on the volume rational number of the rock mass, calculating a rock mass quality index RQD value of the regional rock mass according to the following formula:
RQD=110-2.5U v
wherein U is v A volume-conditioning number for the rock mass;
after obtaining the values of the structural surface roughness coefficient JRC and the rock mass quality index RQD, quantitatively calculating a geological strength index GSI according to the following formula:
Figure BDA0004095702620000031
wherein A represents the degree of alteration of the structural surface;
the material constant of the rock mass sample is obtained as follows:
Figure BDA0004095702620000032
Figure BDA0004095702620000033
Figure BDA0004095702620000034
wherein, C represents the blasting disturbance parameter of the rock mass sample, 0< C <1, a represents the empirical parameter of the rock mass sample, b represents the material parameter of the rock mass sample, d represents the breaking degree of the rock mass sample, and e represents the integrity degree of the rock mass sample;
calculating the mechanical parameters of the rock mass sample according to the following formula:
Figure BDA0004095702620000035
Figure BDA0004095702620000036
Figure BDA0004095702620000037
Figure BDA0004095702620000041
wherein, f 'and g' both represent equivalent shear strength indexes of the rock mass sample, I represents deformation modulus of the rock mass sample, and epsilon represents uniaxial compressive strength of the rock mass sample; beta 3,max Represents the upper limit of the minimum principal stress value, and beta 3,max =0.25 ε, K represents the deformation modulus of a complete rock mass sample.
In addition, the technical problem to be solved by the invention is to provide a rock mechanical parameter acquisition device considering the influence of construction disturbance, which comprises:
the structural plane image acquisition unit is used for scanning the structural plane of the rock mass sample by utilizing the three-dimensional laser to obtain a corresponding structural plane image;
the research area acquisition unit is used for carrying out area cutting on the structural surface image to obtain target research area image data;
the updating unit is used for extracting and reconstructing point cloud coordinate information of the target research area image data to obtain updated target research area image data;
the structural surface roughness coefficient calculating unit is used for calculating the gradient root mean square H of the target research area according to the following formula:
Figure BDA0004095702620000042
wherein S represents the length of the profile line in the updated target study region image data, dy/dx represents the slope of the profile line at fixed intervals, y i Represents the ordinate, x of the ith sample point i An abscissa representing the i-th sampling point;
calculating the structural surface roughness coefficient JRC of the target research area according to the following formula:
JRC=32.2+32.47log 10 H;
The rock mass quality index calculation unit is used for acquiring sample joint surface data corresponding to all natural rock mass structural surfaces in the sample area based on the selected sample area;
acquiring microseismic data of a monitoring area by using a preset ESG microseismic monitoring system, and calculating geometric parameters of a newly-born fracture surface based on the microseismic data;
based on all the sample joint surface data and the geometric parameters of the newly-generated fracture surface, establishing a three-dimensional discrete fracture network calculation model for representing joint space distribution;
inserting cubes in unit volume into the three-dimensional discrete fracture network calculation model, counting the number of joint surfaces in each cube, and taking the average value to calculate to obtain the volume rational number of the rock mass;
based on the volume rational number of the rock mass, calculating a rock mass quality index RQD value of the regional rock mass according to the following formula:
RQD=110-2.5Uv
wherein U is v A volume-conditioning number for the rock mass;
the geological strength index calculation unit is used for quantitatively calculating a geological strength index GSI according to the following formula after obtaining the values of the structural surface roughness coefficient JRC and the rock mass quality index RQD:
Figure BDA0004095702620000051
wherein A represents the degree of alteration of the structural surface;
a material constant calculation unit for obtaining the material constant of the rock mass sample according to the following formula:
Figure BDA0004095702620000052
Figure BDA0004095702620000053
Figure BDA0004095702620000054
Wherein, C represents the blasting disturbance parameter of the rock mass sample, 0< C <1, a represents the empirical parameter of the rock mass sample, b represents the material parameter of the rock mass sample, d represents the breaking degree of the rock mass sample, e represents the integrity degree of the rock mass sample;
a mechanical parameter calculation unit, configured to calculate mechanical parameters of the rock mass sample according to the following formula:
Figure BDA0004095702620000061
Figure BDA0004095702620000062
Figure BDA0004095702620000063
Figure BDA0004095702620000064
wherein, f 'and g' both represent equivalent shear strength indexes of the rock mass sample, I represents deformation modulus of the rock mass sample, and epsilon represents uniaxial compressive strength of the rock mass sample; beta 3,max Represents the upper limit of the minimum principal stress value, and beta 3,max =0.25 ε, K represents the deformation modulus of a complete rock mass sample.
In addition, an embodiment of the present invention further provides a computer device, which includes a memory, a processor, and a computer program stored in the memory and capable of running on the processor, where the processor implements the method for obtaining a rock mechanical parameter taking into account the influence of the construction disturbance according to the first aspect when executing the computer program.
In addition, an embodiment of the present invention further provides a computer readable storage medium, where the computer readable storage medium stores a computer program, where the computer program when executed by a processor causes the processor to execute the method for acquiring a rock mechanical parameter taking into account the influence of a construction disturbance according to the first aspect.
The embodiment of the invention discloses a rock mass mechanical parameter acquisition method considering construction disturbance influence and a related component, wherein the method comprises the following steps: scanning the structural surface of the rock mass sample by utilizing three-dimensional laser to obtain a corresponding structural surface image; performing region cutting on the structural surface image to obtain target research region image data; extracting and reconstructing point cloud coordinate information of the target research area image data to obtain updated target research area image data; calculating the slope root mean square of the target research area, and calculating the structural surface roughness coefficient of the target research area based on the slope root mean square; based on the selected sample area, acquiring sample joint surface data corresponding to all natural rock mass structural surfaces in the sample area; acquiring microseismic data of a monitoring area by using a preset ESG microseismic monitoring system, and calculating geometric parameters of a newly-born fracture surface based on the microseismic data; based on all the sample joint surface data and the geometric parameters of the newly-generated fracture surface, establishing a three-dimensional discrete fracture network calculation model for representing joint space distribution; inserting cubes in unit volume into the three-dimensional discrete fracture network calculation model, counting the number of joint surfaces in each cube, and taking the average value to calculate to obtain the volume rational number of the rock mass; calculating a rock mass index of the regional rock mass based on the volume rational number of the rock mass, and quantitatively calculating a geological strength index based on the structural surface roughness coefficient and the rock mass index; calculating a material constant of the rock mass sample based on the geological strength index; and calculating mechanical parameters of the rock mass sample based on the geological strength index and the material constant. The mechanical parameters of the rock mass sample obtained by the method have higher accuracy, and the mechanical parameters of the rock mass sample can be obtained by rapid calculation, so that the construction time is shortened.
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In order to more clearly illustrate the technical solutions of the embodiments of the present invention, the drawings required for the description of the embodiments will be briefly described below, and it is obvious that the drawings in the following description are some embodiments of the present invention, and other drawings may be obtained according to these drawings without inventive effort for a person skilled in the art.
FIG. 1 is a schematic flow chart of a method for acquiring rock mechanical parameters taking the influence of construction disturbance into consideration, which is provided by the embodiment of the invention;
FIG. 2 is a schematic diagram of a three-dimensional network diagram of a method for acquiring rock mechanical parameters taking the influence of construction disturbance into consideration, which is provided by an embodiment of the invention;
FIG. 3 is a schematic diagram of a profile outline of a method for acquiring mechanical parameters of a rock mass in consideration of the influence of construction disturbance according to an embodiment of the present invention;
FIG. 4 is a three-dimensional discrete fracture network model of a rock mass mechanical parameter acquisition method considering the influence of construction disturbance provided by an embodiment of the invention;
FIG. 5 is a schematic diagram of a cube structure of an insertion unit volume in a three-dimensional discrete fracture network model of a rock mass mechanical parameter acquisition method considering the influence of construction disturbance provided by an embodiment of the invention;
FIG. 6 is a schematic block diagram of a rock mechanical parameter acquisition device taking into account the influence of construction disturbance provided by an embodiment of the invention;
Fig. 7 is a schematic block diagram of a computer device according to an embodiment of the present invention.
Detailed Description
The following description of the embodiments of the present invention will be made clearly and fully with reference to the accompanying drawings, in which it is evident that the embodiments described are some, but not all embodiments of the invention. All other embodiments, which can be made by those skilled in the art based on the embodiments of the invention without making any inventive effort, are intended to be within the scope of the invention.
It should be understood that the terms "comprises" and "comprising," when used in this specification and the appended claims, specify the presence of stated features, integers, steps, operations, elements, and/or components, but do not preclude the presence or addition of one or more other features, integers, steps, operations, elements, components, and/or groups thereof.
It is also to be understood that the terminology used in the description of the invention herein is for the purpose of describing particular embodiments only and is not intended to be limiting of the invention. As used in this specification and the appended claims, the singular forms "a," "an," and "the" are intended to include the plural forms as well, unless the context clearly indicates otherwise.
It should be further understood that the term "and/or" as used in the present specification and the appended claims refers to any and all possible combinations of one or more of the associated listed items, and includes such combinations.
Referring to fig. 1, fig. 1 is a flow chart of a method for obtaining rock mechanical parameters considering influence of construction disturbance according to an embodiment of the present invention;
as shown in fig. 1, the method includes steps S101 to S112.
S101, scanning a structural surface of a rock sample by utilizing three-dimensional laser to obtain a corresponding structural surface image;
in the embodiment, a rock mass sample of the field construction excavation is obtained, and the rock mass sample is made into a standard cylindrical sample; performing a conventional triaxial compression test on the prepared standard cylindrical sample under the simulated site stress condition until the structural surface is generated by crushing (namely, the structural fracture surface/joint surface/fracture surface), and applying confining pressure of about 13-19 Mpa; selecting a plurality of groups of structural surfaces generated by compression shearing and a plurality of groups of structural surfaces generated by stretching from structural surfaces generated by experiments, obtaining rock samples containing natural structural surfaces on site, cutting the rock samples into rock samples with the plane dimensions of 10cm multiplied by 10cm and the thicknesses of 2cm to 5cm, and selecting the natural structural surfaces of the plurality of groups of rock samples as structural breaking surfaces; carrying out three-dimensional laser scanning on the selected structural surface to obtain a corresponding structural surface image;
S102, carrying out region cutting on the structural surface image to obtain target research region image data;
in a specific embodiment, the step S102 includes the following steps:
s10, cutting the structural surface image into an n multiplied by n target research area based on a preset cutting rule;
s11, constructing a reference space coordinate system, and adjusting a local coordinate system of the target research area to enable the local coordinate system of the target research area to be aligned with the reference space coordinate system so as to obtain target research area image data.
In this embodiment, the three-dimensional laser scanned structural plane image data is cut into a 10cm×10cm study area by geomic Studio software, the center of the cut area is set as the origin, the plane in which the entire area is located is set as the xy plane, and the axis of the vertical area is set as the z axis, so that a local coordinate system is established, and the local coordinate system of the study area is adjusted to be aligned with the reference spatial coordinate system.
S103, extracting and reconstructing point cloud coordinate information of the target research area image data to obtain updated target research area image data;
in a specific embodiment, the step S103 includes the following steps:
s20, extracting point cloud coordinate information of the target research area image data, and constructing a three-dimensional network diagram based on the point cloud coordinate information of the target research area image data;
S21, creating an orthogonal network in the three-dimensional network diagram, and inserting scattered points into the orthogonal network according to a preset interval threshold value to obtain updated target research area image data.
In this embodiment, the image data of the research area processed by the geomatic Studio software is imported into MATLAB software, so that the coordinate data of the points of the whole structural surface can be extracted, so that the calculation of the roughness coefficient can be performed by acquiring the point coordinate data of the intercepted profile line (as shown in fig. 3), and it is necessary to supplement that the structural surface data obtained by the three-dimensional scanning technology is in STL format, which is an image file format for decomposing the surface of the graph into countless small triangular patches, and three vertices of each triangular patch form initial point cloud information, wherein the three-dimensional network graph is a three-dimensional network graph of the structural surface, and the point clouds are constructed again in the form of triangular patches.
In step S20, programming is performed using MATLAB software to extract research area point cloud information and reconstruct the point cloud into a three-dimensional network map (as shown in fig. 2), then orthogonal grids are created in the three-dimensional network map at intervals of 0.5mm and scattered points are inserted.
In step S21, the orthogonal grid refers to a coordinate axis grid obtained by linearly interpolating the point cloud information; since the initial point cloud information is different in interval, complex and irregular, and unfavorable for subsequent calculation, the grid processing of the point cloud data is performed by adopting a linear interpolation method, and points in a research area of 10cm multiplied by 10cm are interpolated at intervals of 0.5mm, so that 200 multiplied by 200 point data is obtained.
S104, calculating the root mean square H of the gradient of the target research area according to the following formula:
Figure BDA0004095702620000101
wherein S represents the length of the profile line in the updated target study region image data, dy/dx represents the slope of the profile line at fixed intervals, y i Represents the ordinate, x of the ith sample point i An abscissa representing the i-th sampling point;
calculating the structural surface roughness coefficient JRC of the target research area according to the following formula:
JRC=32.2+32.47log 10 H
s105, acquiring sample joint surface data corresponding to all natural rock mass structural surfaces in a sample area based on the selected sample area;
in this embodiment, a tape and a compass are used as main tools, and sample joint surface data corresponding to a natural rock mass structural surface of a sample area is investigated and collected through manual field contact measurement, and it is to be noted that the natural rock mass of each sample area has a plurality of joint surfaces, and sample joint surface data of each joint surface needs to be collected.
In a specific embodiment, the step S105 includes the following steps:
s30, defining a sample area, and obtaining sample parameters of the sample area, wherein the sample parameters comprise a dip angle parameter, a distance parameter and a trace length parameter;
s31, calculating radius parameters of the corresponding disc of the joint surface in the sample area according to the following formula:
Figure BDA0004095702620000102
wherein b is the radius of the disc model, j g The average trace length of all joint surfaces is obtained, and x is the average chord length of the disc;
it should be noted thatAdopting a Bqecher model to assume a joint surface as a disc model, regarding the joint trace length of the joint surface as the chord length of the disc model, and controlling the joint density by joint pitch parameters, wherein the trace length average value is the average chord length of the disc, because the trace is always regarded as the chord length of the disc in the Bqecher model, the relationship between the average chord length of the disc and the radius is obtained in the step S31, and because the total trace length average value is the average chord length of the disc, the relationship between the radius and the trace length average value is obtained in such a way that the relationship exists between the trace length average value and the radius average value
Figure BDA0004095702620000111
Is a relationship of (3).
S32, calculating the volume density parameter of the joint surface in the sample area according to the following formula:
Figure BDA0004095702620000112
wherein t is i E (d) is the linear density of the joint surface 2 ) The second moment of the disk diameter distribution, s is the average vector direction of the joint surface.
The linear density of the joint surface is obtained by the reciprocal of the joint pitch parameter, the second moment of the disc diameter distribution is obtained by the square weighted average of the joint surface diameters, and the calculation process is to calculate the disc radius parameter according to the present measured length data and the joint surface density parameter according to the present measured pitch parameter.
S106, acquiring microseismic data of a monitoring area by using a preset ESG microseismic monitoring system, and calculating geometric parameters of a newly-born fracture surface based on the microseismic data;
in this embodiment, the ESG microseism monitoring system includes a data acquisition box for ESG microseism monitoring, a host (usually a computer end) and a plurality of sensors, when the ESG microseism monitoring system is installed, a local area rock mass of an underground project is used as a monitoring area (i.e. a sample area of the application), the sensors equipped in the ESG microseism monitoring system are installed in a rock mass area to be evaluated, at least 6 sensors are installed, the sensors are arranged in a manner that the sensors can form a net structure in space and cover the monitoring area, each sensor is connected with the data acquisition box for ESG microseism monitoring, and then the data acquisition box is connected with the host for processing data signals, wherein the excavation process of the underground project can induce the monitoring area to generate microseism events, during the excavation process of the underground project, the ESG microseism monitoring system monitors the monitoring area, microseism data of the microseism events generated by the monitoring area are measured, and the microseism data include the position of a source and the occurrence time of the microseism events, and it is required to be explained that the excavation unloading can induce rock fracture surfaces.
In a specific embodiment, the step S106 includes the following steps:
s40, acquiring a seismic source of a monitoring area by using a preset ESG microseismic monitoring system, and acquiring a point source corresponding to the seismic source based on a preset point source setting rule;
it should be noted that when the source-to-sensor observation distance and the seismic wave wavelength are much greater than the source fracture scale (the seismic wave is rarely refracted and diffracted during propagation, the source-to-sensor observation distance and the seismic wave wavelength are typically about 10 times the source fracture scale), the source may be assumed to be a point source, the observation distance is far field compared to the wavelength, and the rock mass between the sensor and the source is assumed to be a continuous, uniform, and isotropic infinite space medium.
S41, the remote P wave displacement field w of the point source is as follows:
w=GJ=kQJ
wherein,,
Figure BDA0004095702620000121
ρ represents the density of the rock mass, v represents the P-wave velocity, G represents the green function spatial derivative, R represents the observation distance, Q represents the excitation matrix, which is calculated as follows:
Q=λ o λ u
wherein lambda is the directional cosine vector between the point source and the sensor;
the remote P-wave displacement field (w) may be expressed as a green's function spatial derivative (G) and a second moment The product of tensors (J); formula q=λ o λ u The o and u in (2) may be 1,2, and 3, respectively, where o and u represent the x-axis direction of the coordinate system where the rock mass is located, o and u represent the y-axis direction of the coordinate system where the rock mass is located, and o and u represent the z-axis direction of the coordinate system where the rock mass is located, respectively.
S42, calculating a microseismic moment tensor of the primary motion of the P wave according to the following formula:
Figure BDA0004095702620000122
wherein R is n Representing the observation distance of the point source to the nth sensor, q=λ 1 n λ 1 n A directional cosine vector between the point source and the nth sensor, L representing a moment tensor;
in this embodiment, R represents the distance of observation from the source to the sensor, rn represents the distance of observation from the nth sensor, λ 1 n λ 1 n The calculation of the excitation matrix Q is that the superscript indicates the sensor number, and the subscripts 1,2,3 respectively indicate the x-axis direction, the y-axis direction, and the z-axis direction of the region coordinate system where the subscripts are located, and λ is the directional cosine vector between the point source (the cracking source) and the sensor.
S43, calculating a eigenvalue of a moment tensor L according to the following formula:
Figure BDA0004095702620000131
L 1 -L 3 =2μwA
wherein w represents the displacement amount in the movement direction of the newly-formed fracture surface, A represents the surface area of the newly-formed fracture surface, μ represents the Rameow constant,
Figure BDA0004095702620000132
indicates the direction of movement of the new fracture surface, +.>
Figure BDA0004095702620000133
Indicating a new fracture The normal direction of the face;
s44, calculating a feature vector corresponding to the feature value of the moment tensor L according to the following formula:
Figure BDA0004095702620000134
vector is combined with
Figure BDA0004095702620000135
And->
Figure BDA0004095702620000136
The included angle of (2) is beta, then ∈>
Figure BDA0004095702620000137
And->
Figure BDA0004095702620000138
Included angle of->
Figure BDA0004095702620000139
And->
Figure BDA00040957026200001310
The included angles of (2) are beta/2, and the following formula is adopted:
Figure BDA00040957026200001311
s45, calculating normal direction of new fracture surface according to the following condition
Figure BDA00040957026200001312
And the direction of movement->
Figure BDA00040957026200001313
Figure BDA00040957026200001314
Figure BDA00040957026200001315
S46, calculating fracture surface occurrence data of the geometric parameters of the new fracture surface according to the spatial position relation of the occurrence of the new fracture surface according to the following formula:
Figure BDA0004095702620000141
wherein phi is the trend of the newly-formed fracture surface,
Figure BDA0004095702620000142
is the inclination angle of the new fracture surface;
s47, calculating a radius parameter of a new fracture surface according to the following steps:
Figure BDA0004095702620000143
wherein V is s Representing the S-wave velocity; p is p l Representing the S-wave angular frequency.
S107, establishing a three-dimensional discrete fracture network calculation model for representing joint space distribution based on all sample joint surface data and geometric parameters of a new fracture surface;
in this embodiment, the joint surface data and the geometric parameters of the new fracture surface of all samples include a dip angle parameter, a radius parameter, and a density parameter of the structural surface. And carrying out statistical analysis on all the inclination parameters, the inclination angle parameters and the radius parameters of the structural surface, drawing a histogram and a fitting curve, and finally determining probability distribution parameters obeyed by the parameters of the structural surface according to the fitting curve.
The structural surface, i.e., the joint surface, i.e., the fracture surface, which appears in the present application is a new fracture surface generated by vibration.
Specifically, the trend distribution parameter, the dip distribution parameter, the disc diameter distribution parameter and the structure surface density parameter are sequentially input into 3DEC software, a three-dimensional discrete fracture network model (shown in fig. 4) for representing joint space distribution is established, wherein the trend parameter and the dip distribution parameter adopt normal distribution, the disc radius adopts log normal distribution, and the disc diameter is set based on the preset diameter range.
In this embodiment, the minimum diameter of the disc model is 0.1m, and the maximum diameter is 1m, and it should be noted that the center distribution of the joint disc is mainly a uniform distribution, a gaussian distribution, other custom distribution, and the like, and the joint positions are considered as uniform distribution in order to simplify the model and increase the calculation efficiency.
S108, inserting cubes in unit volume (shown in figure 5) into the three-dimensional discrete fracture network calculation model, counting the number of joint surfaces in each cube, and calculating the average value to obtain the volume rational number of the rock mass;
s109, calculating a rock mass quality index RQD value of the regional rock mass according to the following formula based on the volume rational number of the rock mass:
RQD=110-2.5U v
Wherein U is v A volume-conditioning number for the rock mass;
during excavation construction, a new fracture surface is generated on a rock mass in a construction area, geometrical parameters of a natural structural surface and the new fracture surface of the area are taken, so that a three-dimensional discrete fracture network model is established, and the average value of the joint number of unit volume in the model is obtained to represent the volume of the rock mass, so that a rock mass quality index RQD is calculated, wherein a target area refers to the rock mass actually constructed; the structural surface of the rock sample is a new fracture surface generated in a rock body and a natural structural surface which is naturally formed, and the new fracture surface generated in the rock body cannot obtain the roughness in the actual process, so that the structural surface generated by an experimental method is used for representing the new fracture surface generated in the rock body approximately, and the roughness is obtained; in order to obtain the roughness of the natural structural surface of the rock, the rock containing the structural surface is subjected to field sampling, and the sampled rock sample is cut into rock mass samples with the plane size of 10cm multiplied by 10cm and the thickness of 2cm to 5cm, so that the roughness of the rock mass samples is obtained.
S110, after obtaining the values of the structural surface roughness coefficient JRC and the rock mass quality index RQD, quantitatively calculating a geological strength index GSI according to the following formula:
Figure BDA0004095702620000151
Wherein A represents the degree of alteration of the structural surface;
a is the degree of alteration of the structural surface, and a=0.75 for the newly formed fracture surface generated by the excavation unloading.
S111, acquiring a material constant of the rock mass sample according to the following formula:
Figure BDA0004095702620000152
Figure BDA0004095702620000153
Figure BDA0004095702620000154
wherein, C represents the blasting disturbance parameter of the rock mass sample, 0< C <1, a represents the empirical parameter of the rock mass sample, b represents the material parameter of the rock mass sample, d represents the breaking degree of the rock mass sample, e represents the integrity degree of the rock mass sample;
in the formula, C is a rock mass blasting disturbance parameter, mainly considers the disturbance degree of blasting damage and stress relaxation on the rock mass, and takes a value range of 0-1, and takes C=0 for manually or mechanically excavating the rock mass in a non-blasting area; for a complete rock material constant b=1; d reflects the breaking degree of the rock mass, taking d=1 for the complete rock mass and d=0 for the complete broken rock mass; e is a parameter related to the integrity of the rock mass, e=0.5 for an intact rock, where a is an empirical parameter that is reduced by a certain reduction factor from the material parameter b that later reflects the intact rock.
S112, calculating mechanical parameters of the rock mass sample according to the following formula:
Figure BDA0004095702620000161
Figure BDA0004095702620000162
Figure BDA0004095702620000163
Figure BDA0004095702620000164
Wherein, f 'and g' both represent equivalent shear strength indexes of the rock mass sample, I represents deformation modulus of the rock mass sample, and epsilon represents uniaxial compressive strength of the rock mass sample; beta 3,max Represents the upper limit of the minimum principal stress value, and beta 3,max =0.25 ε, K represents the deformation modulus of a complete rock mass sample.
In summary, the method selects a rock mass in a construction area to be made into a standard test piece, carries out compression test on the standard test piece until the standard test piece is damaged by simulating field stress, and utilizes the generated damaged surface to represent a new fracture surface generated by the rock mass under construction disturbance; rock samples with natural structural surfaces in a construction area are selected, the rock samples are cut into rock mass samples with the plane size of 10cm multiplied by 10cm and the thickness of 2cm to 5cm, and the natural structural surfaces of a plurality of groups of rock mass samples are selected as structural breaking surfaces.
Acquiring point cloud information of a damaged surface by utilizing a three-dimensional laser scanning technology, realizing the output of the point cloud information by MATLAB software programming, and calculating the roughness coefficient of the damaged surface; and then, establishing a three-dimensional discrete fracture network model representing the spatial distribution of the structural surface by utilizing natural structural surface data of a construction area through field investigation and acquiring geometric parameters of a new fracture surface of the construction area through a microseismic monitoring technology, acquiring a volume management number of a rock mass by inserting a cube with unit length into the three-dimensional discrete fracture network model, and calculating a rock mass quality index RQD of the construction disturbance area by utilizing the volume management number of the rock mass.
And finally, the GSI is quantized by combining the roughness coefficient and the RQD index, so that the mechanical parameters of the rock mass are calculated, the mechanical parameters of the rock mass sample calculated by the method have higher accuracy, the mechanical parameters of the rock mass sample can be quickly calculated, and the construction time is shortened.
The embodiment of the invention also provides a rock mechanical parameter acquisition device considering the influence of the construction disturbance, which is used for executing any embodiment of the rock mechanical parameter acquisition method considering the influence of the construction disturbance. Specifically, referring to fig. 6, fig. 6 is a schematic block diagram of a rock mechanical parameter obtaining apparatus considering the influence of construction disturbance according to an embodiment of the present invention.
As shown in fig. 6, a rock mass mechanical parameter acquisition apparatus 500 considering the influence of a construction disturbance includes:
a structural plane image obtaining unit 501, configured to scan a structural plane of a rock sample by using a three-dimensional laser to obtain a corresponding structural plane image;
a study area acquiring unit 502, configured to perform area cutting on the structural plane image to obtain target study area image data;
an updating unit 503, configured to extract and reconstruct point cloud coordinate information of the target research area image data, and obtain updated target research area image data;
A structural surface roughness coefficient calculating unit 504, configured to calculate a slope root mean square H of the target investigation region according to the following formula:
Figure BDA0004095702620000171
wherein S represents the length of the profile line in the updated target study region image data, dy/dx represents the slope of the profile line at fixed intervals, y i Represents the ordinate, x of the ith sample point i An abscissa representing the i-th sampling point;
calculating the structural surface roughness coefficient JRC of the target research area according to the following formula:
JRC=32.2+32.47log 10 H;
the rock mass quality index calculation unit 505 is configured to obtain sample joint surface data corresponding to all natural rock mass structural surfaces in a sample area based on the selected sample area;
acquiring microseismic data of a monitoring area by using a preset ESG microseismic monitoring system, and calculating geometric parameters of a newly-born fracture surface based on the microseismic data;
based on all the sample joint surface data and the geometric parameters of the newly-generated fracture surface, establishing a three-dimensional discrete fracture network calculation model for representing joint space distribution;
inserting cubes in unit volume into the three-dimensional discrete fracture network calculation model, counting the number of joint surfaces in each cube, and taking the average value to calculate to obtain the volume rational number of the rock mass;
Based on the volume rational number of the rock mass, calculating a rock mass quality index RQD value of the regional rock mass according to the following formula:
RQD=110-2.5U v
wherein U is v A volume-conditioning number for the rock mass;
the geological strength index calculating unit 506 is configured to quantitatively calculate the geological strength index GSI according to the following formula after obtaining the values of the structural surface roughness coefficient JRC and the rock mass quality index RQD:
Figure BDA0004095702620000181
wherein A represents the degree of alteration of the structural surface;
a material constant calculation unit 507 for obtaining a material constant of the rock mass sample according to the following formula:
Figure BDA0004095702620000182
Figure BDA0004095702620000183
Figure BDA0004095702620000184
wherein, C represents the blasting disturbance parameter of the rock mass sample, 0< C <1, a represents the empirical parameter of the rock mass sample, b represents the material parameter of the rock mass sample, d represents the breaking degree of the rock mass sample, e represents the integrity degree of the rock mass sample;
a mechanical parameter calculation unit 508, configured to calculate mechanical parameters of the rock mass sample according to the following formula:
Figure BDA0004095702620000191
Figure BDA0004095702620000192
Figure BDA0004095702620000193
Figure BDA0004095702620000194
wherein epsilon represents the uniaxial compressive strength of the rock mass sample; beta 3,max Represents the upper limit of the minimum principal stress value, and beta 3,max =0.25 ε, K represents the deformation modulus of a complete rock mass sample.
In a specific embodiment, the study area acquisition unit includes:
a cutting subunit, configured to cut the structural plane image into an n×n target study area based on a preset cutting rule;
The coordinate alignment unit is used for constructing a reference space coordinate system, adjusting a local coordinate system of the target research area, and aligning the local coordinate system of the target research area with the reference space coordinate system so as to obtain target research area image data.
In a specific embodiment, the updating unit includes:
the three-dimensional network diagram construction unit is used for extracting point cloud coordinate information of the target research area image data and constructing a three-dimensional network diagram based on the point cloud coordinate information of the target research area image data;
and the updating subunit is used for creating an orthogonal network in the three-dimensional network diagram, and inserting scattered points into the orthogonal network according to a preset interval threshold value to obtain updated target research area image data.
The mechanical parameters of the rock mass sample calculated by the device have higher accuracy, and the mechanical parameters of the rock mass sample can be quickly calculated, so that the construction time is shortened.
It will be clear to those skilled in the art that, for convenience and brevity of description, specific working procedures of the apparatus and units described above may refer to corresponding procedures in the foregoing method embodiments, which are not described herein again.
The rock mechanical parameter acquisition apparatus described above, taking into account the influence of the construction disturbance, may be implemented in the form of a computer program which may be run on a computer device as shown in fig. 7.
Referring to fig. 7, fig. 7 is a schematic block diagram of a computer device according to an embodiment of the present invention. The computer device 1100 is a server, and the server may be a stand-alone server or a server cluster formed by a plurality of servers.
With reference to FIG. 7, the computer device 1100 includes a processor 1102, memory, and a network interface 1105 connected through a system bus 1101, wherein the memory may include a non-volatile storage medium 1103 and an internal memory 1104.
The non-volatile storage medium 1103 may store an operating system 11031 and computer programs 11032. The computer program 11032, when executed, may cause the processor 1102 to perform a method of rock mechanical parameter acquisition that accounts for the effects of construction disturbances.
The processor 1102 is operable to provide computing and control capabilities to support the operation of the overall computer device 1100.
The internal memory 1104 provides an environment for the execution of a computer program 11032 in the non-volatile storage medium 1103, which computer program 11032, when executed by the processor 1102, causes the processor 1102 to perform a method of rock mechanical parameter acquisition that takes into account the effects of construction disturbances.
The network interface 1105 is used for network communication such as providing transmission of data information, etc. It will be appreciated by those skilled in the art that the architecture shown in fig. 7 is merely a block diagram of some of the architecture relevant to the present inventive arrangements and is not limiting of the computer device 1100 to which the present inventive arrangements may be implemented, and that a particular computer device 1100 may include more or fewer components than shown, or may combine some of the components, or have a different arrangement of components.
Those skilled in the art will appreciate that the embodiment of the computer device shown in fig. 7 is not limiting of the specific construction of the computer device, and in other embodiments, the computer device may include more or less components than those shown, or certain components may be combined, or a different arrangement of components. For example, in some embodiments, the computer device may include only a memory and a processor, and in such embodiments, the structure and function of the memory and the processor are consistent with the embodiment shown in fig. 7, and will not be described again.
It should be appreciated that in embodiments of the invention, the processor 1102 may be a central processing unit (Central Processing Unit, CPU), the processor 1102 may also be other general purpose processors, digital signal processors (Digital Signal Processor, DSPs), application specific integrated circuits (Application Specific Integrated Circuit, ASICs), off-the-shelf programmable gate arrays (Field-Programmable Gate Array, FPGAs) or other programmable logic devices, discrete gate or transistor logic devices, discrete hardware components, or the like. Wherein the general purpose processor may be a microprocessor or the processor may be any conventional processor or the like.
In another embodiment of the invention, a computer-readable storage medium is provided. The computer readable storage medium may be a non-volatile computer readable storage medium. The computer readable storage medium stores a computer program, wherein the computer program when executed by a processor implements the rock mechanical parameter acquisition method taking the influence of construction disturbance into account according to the embodiment of the invention.
The storage medium is a physical, non-transitory storage medium, and may be, for example, a U-disk, a removable hard disk, a Read-Only Memory (ROM), a magnetic disk, or an optical disk.
It will be clear to those skilled in the art that, for convenience and brevity of description, specific working procedures of the apparatus and units described above may refer to corresponding procedures in the foregoing method embodiments, which are not described herein again.
While the invention has been described with reference to certain preferred embodiments, it will be understood by those skilled in the art that various changes and substitutions of equivalents may be made and equivalents will be apparent to those skilled in the art without departing from the scope of the invention. Therefore, the protection scope of the invention is subject to the protection scope of the claims.

Claims (9)

1. The rock mass mechanical parameter acquisition method considering the influence of construction disturbance is characterized by comprising the following steps of:
scanning the structural surface of the rock mass sample by utilizing three-dimensional laser to obtain a corresponding structural surface image;
performing region cutting on the structural surface image to obtain target research region image data;
extracting and reconstructing point cloud coordinate information of the target research area image data to obtain updated target research area image data;
calculating the slope root mean square H of the target research area according to the following formula:
Figure FDA0004095702600000011
wherein S represents the length of the profile line in the updated target study region image data, dy/dx represents the slope of the profile line at fixed intervals, y i Represents the ordinate, x of the ith sample point i An abscissa representing the i-th sampling point;
calculating the structural surface roughness coefficient JRC of the target research area according to the following formula:
JRC=32.2+32.47log10H
based on the selected sample area, acquiring sample joint surface data corresponding to all natural rock mass structural surfaces in the sample area;
acquiring microseismic data of a monitoring area by using a preset ESG microseismic monitoring system, and calculating geometric parameters of a newly-born fracture surface based on the microseismic data;
based on all the sample joint surface data and the geometric parameters of the newly-generated fracture surface, establishing a three-dimensional discrete fracture network calculation model for representing joint space distribution;
Inserting cubes in unit volume into the three-dimensional discrete fracture network calculation model, counting the number of joint surfaces in each cube, and taking the average value to calculate to obtain the volume rational number of the rock mass;
based on the volume rational number of the rock mass, calculating a rock mass quality index RQD value of the regional rock mass according to the following formula:
RQD=110-2.5Uv
wherein U is v A volume-conditioning number for the rock mass;
after obtaining the values of the structural surface roughness coefficient JRC and the rock mass quality index RQD, quantitatively calculating a geological strength index GSI according to the following formula:
Figure FDA0004095702600000021
wherein A represents the degree of alteration of the structural surface;
the material constant of the rock mass sample is obtained as follows:
Figure FDA0004095702600000022
Figure FDA0004095702600000023
Figure FDA0004095702600000024
wherein, C represents the blasting disturbance parameter of the rock mass sample, 0< C <1, a represents the empirical parameter of the rock mass sample, b represents the material parameter of the rock mass sample, d represents the breaking degree of the rock mass sample, and e represents the integrity degree of the rock mass sample;
calculating the mechanical parameters of the rock mass sample according to the following formula:
Figure FDA0004095702600000025
Figure FDA0004095702600000026
Figure FDA0004095702600000027
Figure FDA0004095702600000031
wherein, f 'and g' both represent equivalent shear strength indexes of the rock mass sample, I represents deformation modulus of the rock mass sample, and epsilon represents uniaxial compressive strength of the rock mass sample; beta 3,max Represents the upper limit of the minimum principal stress value, and beta 3,max =0.25 ε, K represents the deformation modulus of a complete rock mass sample.
2. The method for obtaining rock mechanical parameters considering influence of construction disturbance according to claim 1, wherein the step of performing region cutting on the structural plane image to obtain target study region image data includes:
cutting the structural surface image into an n multiplied by n target research area based on a preset cutting rule;
and constructing a reference space coordinate system, and adjusting a local coordinate system of the target research area to align the local coordinate system of the target research area with the reference space coordinate system so as to obtain target research area image data.
3. The method for obtaining rock mechanical parameters considering influence of construction disturbance according to claim 2, wherein the extracting and reconstructing the point cloud coordinate information of the target research area image data to obtain updated target research area image data includes:
extracting point cloud coordinate information of the target research area image data, and constructing a three-dimensional network diagram based on the point cloud coordinate information of the target research area image data;
creating an orthogonal network in the three-dimensional network diagram, and inserting scattered points into the orthogonal network according to a preset interval threshold value to obtain updated target research area image data.
4. The method for obtaining rock mechanical parameters considering influence of construction disturbance according to claim 1, wherein obtaining sample joint surface data corresponding to all natural rock structural surfaces in the sample area based on the selected sample area comprises:
a sample area is defined, and sample parameters of the sample area are obtained, wherein the sample parameters comprise a dip angle parameter, a spacing parameter and a trace length parameter;
calculating radius parameters of the corresponding discs of the joint surfaces in the sample area according to the following steps:
Figure FDA0004095702600000032
wherein b is the radius of the disc model, j g The average trace length of all joint surfaces is obtained, and x is the average chord length of the disc;
the bulk density parameters of the joint surfaces within the sample region are calculated as follows:
Figure FDA0004095702600000041
wherein t is i E (d) is the linear density of the joint surface 2 ) The second moment is the diameter distribution of the disc; s is the average vector direction of the joint surface.
5. The method for obtaining rock mechanical parameters considering influence of construction disturbance according to claim 4, wherein the steps of obtaining microseismic data of a monitoring area by using a preset ESG microseismic monitoring system, and calculating geometric parameters of a new fracture surface based on the microseismic data include:
acquiring a seismic source of a monitoring area by using a preset ESG microseismic monitoring system, and acquiring a point source corresponding to the seismic source based on a preset point source setting rule;
The remote P-wave displacement field w of the point source is as follows:
w=GJ=kQJ
wherein,,
Figure FDA0004095702600000042
ρ represents the density of rock mass, G tableThe space derivative of the green's function, v represents the P wave velocity, R represents the observation distance, and Q represents the excitation matrix, where Q is calculated as follows:
Q=λ o λ u
wherein lambda is the directional cosine vector between the point source and the sensor;
the microseismic moment tensor for the primary motion of the P-wave is calculated as follows:
Figure FDA0004095702600000043
wherein R is n Representing the observation distance of the point source to the nth sensor,
Figure FDA0004095702600000044
a directional cosine vector between the point source and the nth sensor, L representing a moment tensor;
the eigenvalue of the moment tensor T is calculated as:
Figure FDA0004095702600000051
L1-L3=2μwA
wherein w represents the displacement amount in the movement direction of the newly-formed fracture surface, A represents the surface area of the newly-formed fracture surface, μ represents the Rameow constant,
Figure FDA0004095702600000052
indicates the direction of movement of the new fracture surface, +.>
Figure FDA0004095702600000053
Representing the normal direction of the new fracture surface;
the eigenvector corresponding to the eigenvalue of the moment tensor L is calculated as follows:
Figure FDA0004095702600000054
vector is combined with
Figure FDA0004095702600000055
And->
Figure FDA0004095702600000056
The included angle of (2) is beta, then ∈>
Figure FDA0004095702600000057
And->
Figure FDA0004095702600000058
Included angle of->
Figure FDA0004095702600000059
And->
Figure FDA00040957026000000510
The included angles of (2) are beta/2, and the following formula is adopted:
Figure FDA00040957026000000511
calculating normal direction of new fracture surface according to the following formula
Figure FDA00040957026000000512
And the direction of movement->
Figure FDA00040957026000000513
Figure FDA00040957026000000514
Figure FDA00040957026000000515
Calculating fracture surface occurrence data of the geometric parameters of the new fracture surface according to the spatial position relation of the occurrence of the new fracture surface, and the following formula:
Figure FDA0004095702600000061
Wherein phi is the trend of the newly-formed fracture surface,
Figure FDA0004095702600000062
is the inclination angle of the new fracture surface;
s48, calculating a radius parameter of a new fracture surface according to the following formula:
Figure FDA0004095702600000063
wherein V is s Representing the S-wave velocity; p is p l Representing the S-wave angular frequency.
6. The method for obtaining rock mechanical parameters considering construction disturbance according to claim 5, wherein the establishing a three-dimensional discrete fracture network calculation model characterizing joint space distribution based on all sample joint surface data and the geometric parameters of the newly-formed fracture surface includes:
and sequentially inputting the tendency distribution parameters, the inclination distribution parameters, the disc diameter distribution parameters and the structural surface density parameters into 3DEC software, and establishing a three-dimensional discrete fracture network model for representing joint space distribution, wherein the tendency parameters and the inclination parameters adopt normal distribution, the disc radius adopts log normal distribution, and the disc diameter is set based on the preset diameter range.
7. A rock mass mechanical parameter acquisition device taking into account the influence of construction disturbance, comprising:
the structural plane image acquisition unit is used for scanning the structural plane of the rock mass sample by utilizing the three-dimensional laser to obtain a corresponding structural plane image;
the research area acquisition unit is used for carrying out area cutting on the structural surface image to obtain target research area image data;
The updating unit is used for extracting and reconstructing point cloud coordinate information of the target research area image data to obtain updated target research area image data;
the structural surface roughness coefficient calculating unit is used for calculating the gradient root mean square H of the target research area according to the following formula:
Figure FDA0004095702600000064
wherein S represents the length of the profile line in the updated target study region image data, dy/dx represents the slope of the profile line at fixed intervals, y i Represents the ordinate, x of the ith sample point i An abscissa representing the i-th sampling point;
calculating the structural surface roughness coefficient JRC of the target research area according to the following formula:
JRC=32.2+32.47log10H;
the rock mass quality index calculation unit is used for acquiring sample joint surface data corresponding to all natural rock mass structural surfaces in the sample area based on the selected sample area;
acquiring microseismic data of a monitoring area by using a preset ESG microseismic monitoring system, and calculating geometric parameters of a newly-born fracture surface based on the microseismic data;
based on all the sample joint surface data and the geometric parameters of the newly-generated fracture surface, establishing a three-dimensional discrete fracture network calculation model for representing joint space distribution;
inserting cubes in unit volume into the three-dimensional discrete fracture network calculation model, counting the number of joint surfaces in each cube, and taking the average value to calculate to obtain the volume rational number of the rock mass;
Based on the volume rational number of the rock mass, calculating a rock mass quality index RQD value of the regional rock mass according to the following formula:
RQD=110-2.5U v
wherein U is v A volume-conditioning number for the rock mass;
the geological strength index calculation unit is used for quantitatively calculating a geological strength index GSI according to the following formula after obtaining the values of the structural surface roughness coefficient JRC and the rock mass quality index RQD:
Figure FDA0004095702600000071
wherein A represents the degree of alteration of the structural surface;
a material constant calculation unit for obtaining the material constant of the rock mass sample according to the following formula:
Figure FDA0004095702600000072
Figure FDA0004095702600000081
Figure FDA0004095702600000082
wherein, C represents the blasting disturbance parameter of the rock mass sample, 0< C <1, a represents the empirical parameter of the rock mass sample, b represents the material parameter of the rock mass sample, d represents the breaking degree of the rock mass sample, e represents the integrity degree of the rock mass sample;
a mechanical parameter calculation unit, configured to calculate mechanical parameters of the rock mass sample according to the following formula:
Figure FDA0004095702600000083
Figure FDA0004095702600000084
Figure FDA0004095702600000085
Figure FDA0004095702600000086
wherein, f 'and g' both represent equivalent shear strength indexes of the rock mass sample, I represents deformation modulus of the rock mass sample, and epsilon represents uniaxial compressive strength of the rock mass sample; beta 3,max Represents the upper limit of the minimum principal stress value, and beta 3,max =0.25 ε, K represents the deformation modulus of a complete rock mass sample.
8. A computer device comprising a memory, a processor and a computer program stored on the memory and executable on the processor, characterized in that the processor, when executing the computer program, implements a method for obtaining rock mechanical parameters taking into account the influence of construction disturbances as claimed in any one of claims 1 to 6.
9. A computer-readable storage medium, characterized in that the computer-readable storage medium stores a computer program which, when executed by a processor, causes the processor to perform the rock mass mechanical parameter acquisition method taking into account the influence of construction disturbances as defined in any one of claims 1 to 6.
CN202310158861.1A 2023-02-23 2023-02-23 Rock mass mechanical parameter acquisition method considering construction disturbance influence and related components Pending CN116309766A (en)

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Cited By (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN117803386A (en) * 2023-12-25 2024-04-02 海南大学 Physical and mechanical parameter three-dimensional space reconstruction method and device

Cited By (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN117803386A (en) * 2023-12-25 2024-04-02 海南大学 Physical and mechanical parameter three-dimensional space reconstruction method and device

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