CN116679035A - Method for testing and analyzing stress of original rock based on sensor technology - Google Patents
Method for testing and analyzing stress of original rock based on sensor technology Download PDFInfo
- Publication number
- CN116679035A CN116679035A CN202310973315.3A CN202310973315A CN116679035A CN 116679035 A CN116679035 A CN 116679035A CN 202310973315 A CN202310973315 A CN 202310973315A CN 116679035 A CN116679035 A CN 116679035A
- Authority
- CN
- China
- Prior art keywords
- original rock
- stress
- test
- subarea
- rock
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Granted
Links
- 239000011435 rock Substances 0.000 title claims abstract description 352
- 238000012360 testing method Methods 0.000 title claims abstract description 262
- 238000000034 method Methods 0.000 title claims abstract description 59
- 238000005516 engineering process Methods 0.000 title claims abstract description 17
- 238000012790 confirmation Methods 0.000 claims abstract description 9
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 46
- 239000011148 porous material Substances 0.000 claims description 25
- 239000003673 groundwater Substances 0.000 claims description 24
- 238000012216 screening Methods 0.000 claims description 18
- 238000012163 sequencing technique Methods 0.000 claims description 18
- 238000012544 monitoring process Methods 0.000 claims description 12
- 238000004364 calculation method Methods 0.000 claims description 7
- 238000001914 filtration Methods 0.000 claims description 6
- 230000005483 Hooke's law Effects 0.000 claims description 5
- 230000002159 abnormal effect Effects 0.000 claims description 5
- 238000012937 correction Methods 0.000 claims description 3
- 238000000605 extraction Methods 0.000 claims description 2
- 230000000694 effects Effects 0.000 abstract description 4
- 230000002093 peripheral effect Effects 0.000 abstract description 3
- 238000011156 evaluation Methods 0.000 description 6
- 230000008030 elimination Effects 0.000 description 5
- 238000003379 elimination reaction Methods 0.000 description 5
- 238000004458 analytical method Methods 0.000 description 4
- 238000009662 stress testing Methods 0.000 description 4
- 238000005553 drilling Methods 0.000 description 3
- 230000015572 biosynthetic process Effects 0.000 description 2
- 230000007547 defect Effects 0.000 description 2
- 238000010586 diagram Methods 0.000 description 2
- 238000007792 addition Methods 0.000 description 1
- 238000005452 bending Methods 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000011161 development Methods 0.000 description 1
- 230000007613 environmental effect Effects 0.000 description 1
- 238000002474 experimental method Methods 0.000 description 1
- 238000005259 measurement Methods 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 238000011084 recovery Methods 0.000 description 1
- 239000000758 substrate Substances 0.000 description 1
- 238000010200 validation analysis Methods 0.000 description 1
Classifications
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N33/00—Investigating or analysing materials by specific methods not covered by groups G01N1/00 - G01N31/00
- G01N33/24—Earth materials
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01L—MEASURING FORCE, STRESS, TORQUE, WORK, MECHANICAL POWER, MECHANICAL EFFICIENCY, OR FLUID PRESSURE
- G01L5/00—Apparatus for, or methods of, measuring force, work, mechanical power, or torque, specially adapted for specific purposes
-
- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06T—IMAGE DATA PROCESSING OR GENERATION, IN GENERAL
- G06T15/00—3D [Three Dimensional] image rendering
- G06T15/005—General purpose rendering architectures
-
- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06T—IMAGE DATA PROCESSING OR GENERATION, IN GENERAL
- G06T7/00—Image analysis
- G06T7/0002—Inspection of images, e.g. flaw detection
-
- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06T—IMAGE DATA PROCESSING OR GENERATION, IN GENERAL
- G06T7/00—Image analysis
- G06T7/10—Segmentation; Edge detection
- G06T7/11—Region-based segmentation
-
- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06T—IMAGE DATA PROCESSING OR GENERATION, IN GENERAL
- G06T7/00—Image analysis
- G06T7/70—Determining position or orientation of objects or cameras
- G06T7/73—Determining position or orientation of objects or cameras using feature-based methods
Landscapes
- Engineering & Computer Science (AREA)
- Physics & Mathematics (AREA)
- General Physics & Mathematics (AREA)
- Theoretical Computer Science (AREA)
- Computer Vision & Pattern Recognition (AREA)
- Life Sciences & Earth Sciences (AREA)
- Health & Medical Sciences (AREA)
- Chemical & Material Sciences (AREA)
- Remote Sensing (AREA)
- Immunology (AREA)
- Food Science & Technology (AREA)
- Analytical Chemistry (AREA)
- Biochemistry (AREA)
- General Health & Medical Sciences (AREA)
- Geology (AREA)
- Medicinal Chemistry (AREA)
- Pathology (AREA)
- Computer Graphics (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Environmental & Geological Engineering (AREA)
- Quality & Reliability (AREA)
- Investigation Of Foundation Soil And Reinforcement Of Foundation Soil By Compacting Or Drainage (AREA)
Abstract
The invention belongs to the technical field of testing and analyzing of stress of original rock, and particularly discloses a testing and analyzing method of stress of original rock based on a sensor technology, which comprises the following steps: acquiring an overall three-dimensional image, hydrological data and structural information of each original rock subarea of the original rock to be tested; confirming the number of test points of the original rock to be tested and the positions of the test points; performing stress test of the test points to obtain stress of each test point, and recording test environment data; setting an error compensation factor of the original rock stress test, and confirming a reference stress value of the original rock to be tested; the method effectively solves the limitations of the current two kinds of original rock stress tests, ensures the referential, reliability and authenticity of the current original rock test result to be tested, improves the original rock test effect to be tested, effectively reduces the potential safety hazard of the subsequent original rock peripheral operation, and simultaneously avoids subjectivity and difference in the current manual stress confirmation mode.
Description
Technical Field
The invention belongs to the technical field of testing and analyzing of stress of a raw rock, and relates to a testing and analyzing method of stress of the raw rock based on a sensor technology.
Background
The original rock stress is a natural stress attached in the rock body, and the existence of the original rock stress affects various geotechnical engineering operations. When the stress of the original rock is too concentrated, damages such as chamber rock burst, collapse and the like can be induced. The importance of the stress test analysis of the original rock in geotechnical engineering is highlighted.
The prior art mainly comprises a stress relief method and a stress recovery method, wherein the stress relief method is widely applied, and the conventional stress relief method mainly comprises a hole wall strain method test and a hole diameter deformation method, but the prior art has certain limitations in the prior art, and is particularly characterized in the following aspects: 1. the hole wall strain method and the aperture deformation method are commonly used as sensing elements, and the hole wall and the strain gauge are required to be kept in close contact during specific test, so that interference caused by poor drilling quality, more hole wall cracks, trepanning disturbance and the like cannot be reduced, and the enough contact pressure between the strain gauge and the hole wall is difficult to ensure, so that the success rate of the test is greatly reduced.
2. The test points are selected mainly according to the characteristics of the geological structure when the stress test is carried out by the hole wall strain method and the hole diameter strain method, the selected characteristics, reliability and interference degree are not sufficiently considered, the representativeness of the stress test of the original rock is not strong, and subjectivity and uncertainty exist depending on experience and professional knowledge of a surveyor.
3. The hole wall strain method and the hole diameter deformation method are not comprehensive enough in stress result error elimination when testing stress and confirming the stress, and conventional elimination is carried out on the conditions of the surface of a geological structure, temperature and the like, comprehensive test error assessment is not carried out on the control conditions of the actual test process and the change rule of the original rock groundwater level, the sufficiency and the reliability of error elimination cannot be improved, the referential property and the rationality of the original rock stress test result cannot be improved, and the effect of the original rock stress test cannot be ensured.
Disclosure of Invention
In view of this, in order to solve the problems set forth in the background art, a method for testing and analyzing stress of raw rock based on sensor technology is now proposed.
The aim of the invention can be achieved by the following technical scheme: the invention provides a method for testing and analyzing stress of raw rock based on a sensor technology, which comprises the following steps: a1, collecting basic information of the original rock to be tested: collecting the whole three-dimensional image and hydrological data of the original rock to be tested, dividing the original rock to be tested into n original rock subregions according to a planar network format dividing mode, collecting the structural information of each original rock subregion at present, numbering each original rock subregion, and marking the original rock subregions as follows in sequence。
A2, confirming the testing position of the original rock to be tested: confirming the number of test points of the original rock to be testedAnd the location of each test point.
A3, testing the stress of the original rock: the initial inclination angle value of each test point and the test inclination angle value of each test point in each test are monitored through an inclination angle sensor, the applied external load of each test is recorded, the deformation degree of each test point is further counted, the stress of each test point is calculated through Hooke's law, and meanwhile test environment data are recorded.
A4, setting stress interference of the original rock: setting a stress test error compensation factor of the original rock according to the overall three-dimensional image, hydrological data and test environment data of the original rock to be tested。
A5, original rock stress confirmation feedback: and confirming a reference stress value of the original rock to be tested according to the stress of each test point and the stress test error compensation factor, and feeding back the reference stress value.
Preferably, the hydrologic data comprises ground water level height for each monitoring day.
The structural information includes pore water pressure and apparent profile.
Preferably, the confirming the number of test points of the original rock to be tested includes: extracting the volume of the original rock to be tested from the integral three-dimensional image of the original rock to be tested, and respectively carrying out matching comparison on the volume of the original rock to be tested, the number of the reference set test points corresponding to each original rock volume interval stored in an original rock test information base and the number of the suitable increased test points to obtain the number of the reference set test points of the original rock to be testedAnd the number of test points is increased appropriately>。
Extracting pore water pressure from the structural information of each original rock subarea, and recording as，/>Calculating the interference degree +.f of the corresponding pore water pressure of the original rock to be tested>，/>，/>For the set reference pore water pressure extremum difference, < ->And evaluating a correction factor for the set pore water pressure interference, wherein n is the number of the original rock subareas.
Extracting apparent contours from the structural information of each original rock subarea, and counting the structural interference degree of the original rock to be tested。
Setting interference factors of primary rock test points to be tested，/>，、/>The reference pore water pressure interference degree and the structure interference degree are respectively set.
Counting the number of test points of the original rock to be tested，/>，/>Representing rounding up symbols.
Preferably, the counting the structural interference degree of the original rock to be tested includes: extraction of fault plane number from apparent contour of each original rock subregionSimultaneously extracting horizontal spacing and vertical spacing between the positions of the corresponding central points of each fault plane, and extracting the maximum horizontal spacing and the maximum vertical spacingThe distance is respectively marked as->And->Counting fault interference degree of each original rock subarea>，/>，/>Setting a reference stable fault horizontal distance and a stable fault vertical distance respectively.
Extracting the number of folds from the apparent contour of each original rock subarea and recording asExtracting the wing angle of each fold, and screening the minimum wing angle from the wing angles of each fold, which is marked as +.>At the same time, the concentrated wing angle of each original rock subarea is confirmed>。
Counting the fold interference degree of each original rock subarea，/>，/>The number of folds, the dangerous wing-to-wing angle and the fluctuating wing-to-wing angle are respectively set as references.
Extracting contour area and crack number from apparent contour of each original rock subarea, and respectively recording asAnd->Extracting the length and width corresponding to each crack, and further obtaining the average crack length and average crack width of each original rock subregion through average calculation, which are respectively marked as +.>And->。
Counting crack interference degree of each original rock subarea，/>，The crack ratio, the crack length, and the crack width of the reference are set, respectively.
Counting the structural interference degree of the original rock to be tested，/>The fault interference degree, the fold interference degree and the crack interference degree of the set reference are respectively +.>For setting the reference integrated disturbance deviation->Representing rounding down symbols.
Preferably, the determining the position of each test point includes: extracting pore water pressure of each original rock subarea, and counting basic structural feature degree of each original rock subarea。
Extracting fault interference degree, fold interference degree and crack interference degree of each original rock subarea, and counting interference characteristic degree of each original rock subareaFurther, the feature degree of each original rock subregion is counted>，/>，/>The basic structure feature degree and the interference feature degree of the set reference are respectively.
Analyzing the representativeness of each original rock subarea according to the whole three-dimensional image of the original rock to be testedAnd sequencing the feature degree and the representativeness of each original rock subarea according to the size from large to small to obtain feature degree sequencing and representativeness sequencing of each original rock subarea.
Extracting the number of test points of the original rock to be testedIf->If the number is even, screening out the ranking front +.>As each first selected original rock subregion.
Filtering the sequence of each first selected original rock subarea from the characteristic degree sequence of each original rock subarea, and sequencing the characteristic degree of each original rock subarea remained after filtering again according to the sequence from big to small to obtain the secondary characteristic degree sequence of each original rock subarea.
Screening out the ranking front from the secondary feature degree sequencing of each original rock subareaAs each second selected original rock subregion.
If it isOdd, screening out the top ++from the representativeness of each original rock subarea>As each first selected original rock subregion.
Repeating the secondary feature degree sequencing process of each original rock subarea, and screening out the ranking front from the secondary feature degree sequencing of each original rock subareaAs each second selected original rock subregion.
And positioning the positions of the first selected original rock subareas and the second selected original rock subareas from the overall three-dimensional image of the original rock to be tested, and taking the positions as the positions of the test points.
Preferably, the statistics of the representativeness of each original rock subarea include: and selecting one original rock subarea as a target original rock subarea in each original rock subarea, and taking other original rock subareas as reference subareas.
Positioning the distance between the target original rock subarea and each reference subarea from the whole three-dimensional image of the original rock to be tested, respectively obtaining the distance between each original rock subarea and each reference subarea by the same way, marking the reference subarea which is larger than the set proper test interval distance as a reliable subarea, and counting the number of the reliable subareas of each original rock subarea。
And (3) taking difference between the feature degrees of the target original rock subarea and each reference subarea to obtain the feature degree difference between the target original rock subarea and each reference subarea, and counting the number of the reference subareas with the feature degree difference smaller than a set value, and recording the number of the reference subareas as the number of similar subareas.
The similar sub-region numbers of the reference sub-regions are obtained by the same way according to the obtaining mode of the similar reference sub-region numbers, thereby obtaining the similar sub-region numbers of the original rock sub-regions。
The representativeness of each original rock subregion is counted,，/>the number of similar subregions is different from the number of reliable subregions of the set reference.
Preferably, the test environment data includes external temperature and vibration frequency values for each test.
Preferably, the setting the original rock stress test error compensation factor includes: according to the overall three-dimensional image of the original rock to be tested, determining the degree of special-shaped of the original rock to be tested。
Locating the ground water level height of each monitoring day from the hydrologic data, and counting the fluctuation degree of the ground water level corresponding to the primary rock to be tested。
Extracting external temperature and vibration frequency values of each test from the test environment data, and counting test temperature coincidence degreeAnd test vibration compliance +.>。
Setting up a rockStress test error compensation factor，/>，The abnormal degree, the underground water level fluctuation degree, the test temperature conformity degree threshold and the test vibration conformity degree threshold of the set reference are respectively set.
Preferably, the counting the fluctuation degree of the groundwater level corresponding to the primary rock to be tested includes: screening out the highest water level and the lowest water level from the ground water level on each monitoring day, and respectively recording asAnd->。
Constructing a groundwater level change curve by taking a monitoring day as an abscissa and a groundwater level height as an ordinate, and extracting the number of fluctuation points from the change curve。
Counting fluctuation degree of corresponding underground water level of original rock to be tested，/>，The number of the extreme value difference and the fluctuation point of the water level height of the set reference is +.>And (5) correcting factors for the set groundwater level fluctuation.
Preferably, the determining the reference stress value of the original rock to be tested includes:extracting maximum stress and minimum stress from stress of each test point, and obtaining maximum stress difference on the left side, which is recorded as。
Comparing the stress of each test point with each set stress interval, counting the number of test points positioned in each set stress interval, and recording the set stress interval with the largest number of test points as a concentrated stress interval.
Stress of each test point is recorded asD represents the test point number, < >>And will->、/>And->Introducing stress assessment model->In which the reference stress value +.>，/>For a set reference allowable stress extremum difference, +.>Upper and lower limit values of the set concentrated stress interval, respectively, < ->And (5) evaluating the duty ratio weight for the stress of the set d test point, wherein e is a natural constant.
Compared with the prior art, the invention has the following beneficial effects: (1) According to the invention, the overall three-dimensional outline, hydrologic data and structural information of the original rock to be tested are collected, the number of test points and the positions of the test points are confirmed according to the overall three-dimensional outline, hydrologic data and structural information, and meanwhile, the stress test error compensation factors are set from a plurality of dimensions such as test environment data, hydrologic data and the like, so that the reference stress value of the original rock to be tested is confirmed, the problem of limitation existing in the stress test of the two original rocks at present is effectively solved, the referential property and the reliability of the stress test result of the original rock to be tested at present are ensured, the test effect of the original rock to be tested is improved, and the potential safety hazards of the peripheral operation of the follow-up original rock are effectively reduced.
(2) According to the invention, by using the inclination sensor to test the stress of the original rock, the limitation that the hole wall and the strain gauge are required to be tightly connected in the specific test process of the current hole wall strain method and the current hole diameter strain method is effectively relieved, the contact pressure requirement of the stress test of the original rock is reduced, and meanwhile, the interference caused by poor drilling quality, more hole wall cracks, trepanning disturbance and the like is reduced, so that the success rate of the stress test of the original rock is greatly improved.
(3) According to the invention, the pore water pressure interference, the intensity interference and the structure interference of each original rock subarea are analyzed, so that the number of test points is confirmed, meanwhile, the analysis is performed from the fault, fold and crack layers during the analysis of the structure interference, the analysis coverage surface corresponding to the original rock to be tested is improved, the structure state of each original rock subarea is effectively combined, the multidimensional evaluation of each original rock subarea is realized, and the accuracy and pertinence of the number confirmation of the test points are ensured.
(4) According to the invention, the feature degree and the representativeness of each original rock subarea are counted according to a plurality of directions such as pore water pressure, fault interference, fold interference, crack interference and interval distance of each original rock subarea, so that the position of each test point is automatically confirmed, the selected feature, reliability and interference degree of each test are fully considered, the representativeness of the original rock stress test is ensured, and the limitation that the current experience and professional knowledge of a surveyor are too depended is avoided, thereby reducing the subjectivity and uncertainty influence of the position confirmation of the test point.
(5) According to the method, the profile degree of the original rock to be tested, the fluctuation degree of the underground water level, the test temperature coincidence degree and the test vibration coincidence degree are analyzed, so that the original rock stress test error compensation factor is set, comprehensive error assessment of the profile of the original rock structure to be tested, the control condition of the actual test process and the change rule of the underground water level is realized, the coverage of the original rock stress test error assessment is expanded, the defect that the original rock stress test is not fully eliminated currently is overcome, and the sufficiency and reliability of the subsequent stress original rock test error elimination are effectively improved.
Drawings
In order to more clearly illustrate the technical solutions of the embodiments of the present invention, the drawings that are needed for the description of the embodiments will be briefly described below, and it is obvious that the drawings in the following description are only some embodiments of the present invention, and that other drawings may be obtained according to these drawings without inventive effort for a person skilled in the art.
FIG. 1 is a schematic diagram of the connection of the modules of the system of the present invention.
Fig. 2 is a schematic diagram of a ground water level change curve.
Reference numerals: 1. a point of fluctuation.
Detailed Description
The following description of the embodiments of the present invention will be made clearly and completely with reference to the accompanying drawings, in which it is apparent that the embodiments described are only some embodiments of the present invention, but not all embodiments. 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.
Referring to fig. 1, the invention provides a method for testing and analyzing stress of a raw rock based on a sensor technology, which comprises the following steps: a1, collecting basic information of the original rock to be tested: collecting the whole three-dimensional image and hydrological data of the original rock to be tested, and dividing the original rock to be tested according to a plane network format dividing modeCollecting structural information of each current original rock subarea for n original rock subareas, numbering each original rock subarea, and marking the original rock subareas as。
Specifically, the hydrologic data includes ground water level height for each monitoring day, and the structural information includes pore water pressure and apparent profile.
A2, confirming the testing position of the original rock to be tested: confirming the number of test points of the original rock to be testedAnd the location of each test point.
Illustratively, confirming the number of test points of the original rock to be tested comprises: u1, extracting the volume of the original rock to be tested from the integral three-dimensional image of the original rock to be tested, and respectively carrying out matching comparison on the volume of the original rock to be tested, the number of the reference set test points corresponding to each original rock volume interval stored in an original rock test information base and the number of the suitable increased test points to obtain the number of the reference set test points of the original rock to be testedAnd the number of test points is increased appropriately>。
U2, extracting pore water pressure from the structural information of each original rock subarea, and recording as，/>Calculating the interference degree +.f of the corresponding pore water pressure of the original rock to be tested>，/>，/>For the set reference pore water pressure extremum difference, < ->And evaluating a correction factor for the set pore water pressure interference, wherein n is the number of the original rock subareas.
U3, extracting apparent contours from structural information of each original rock subarea, and counting structural interference degree of the original rock to be tested。
Understandably, the statistics of the structural interference degree of the original rock to be tested includes: u3-1, extracting the number of fault planes from the apparent outline of each original rock subregionSimultaneously extracting horizontal spacing and vertical spacing between the positions of the corresponding central points of each fault plane, and extracting the maximum horizontal spacing and the maximum vertical spacing from the horizontal spacing and the vertical spacing, which are respectively marked as +.>And->Counting fault interference degree of each original rock subarea>，/>，/>Setting a reference stable fault horizontal distance and a stable fault vertical distance respectively.
In one embodiment, the greater the number of faults, the smaller the horizontal and vertical spacing of the faults, indicating tighter faults and thus greater interference with subsequent test point number validation.
U3-2, the number of folds is extracted from the apparent outline of each original rock subarea and is recorded asExtracting the wing angle of each fold, and screening the minimum wing angle from the wing angles of each fold, which is marked as +.>At the same time, the concentrated wing angle of each original rock subarea is confirmed>。
The specific confirmation method for confirming the concentrated wing angles of each original rock subarea is as follows: comparing the wing angle of each original rock subarea corresponding to each fold with the set wing angle interval, counting the number of the original rock subareas in each wing angle interval, taking the wing angle interval with the largest number of the original rock subareas as a target wing angle interval, and taking the wing angle interval with the largest number of the original rock subareas as a target wing angle intervalAs the concentrated wing angles for each of the primary rock subregions.
U3-3, statistics of fold interference degree of each original rock subregion，/>，/>The number of folds, the dangerous wing-to-wing angle and the fluctuating wing-to-wing angle are respectively set as references.
In one embodiment, larger interwing angles tend to be accompanied by larger buckling, and stresses within the formation may be more concentrated in the buckling wing portions, causing uneven stress distribution near the test points. This may lead to local deviations in the stress measurements, in contrast to which smaller interwing angles are more advantageous for the accuracy of the stress test. A smaller wing-to-wing angle means that the degree of bending of the folds is smaller and the stresses in the formation are relatively evenly distributed. This results in stress test resultsMore reliable and more consistent with the stress state of the whole rock stratum, namely、/>And +.>The larger the interference, the greater the degree of interference.
U3-4, extracting the contour area and the number of cracks from the apparent contour of each original rock subarea, and respectively recording asAndextracting the length and width corresponding to each crack, and further obtaining the average crack length and average crack width of each original rock subregion through average calculation, which are respectively marked as +.>And->。
U3-5, counting crack interference degree of each original rock subarea，/>，/>The crack ratio, the crack length, and the crack width of the reference are set, respectively.
U3-6, and counting structural interference degree of original rock to be tested，/>The fault interference degree, the fold interference degree and the crack interference degree of the set reference are respectively +.>For setting the reference integrated disturbance deviation->Representing a downward rounding symbol, < >>And representing the comprehensive interference deviation of the original rock to be tested.
U4, setting interference factors for setting testing points of original rock to be tested，，/>、/>The reference pore water pressure interference degree and the structure interference degree are respectively set.
U5, counting the number of test points of the original rock to be tested，/>，/>Representing rounding up symbols.
Further, confirming the position of each test point includes: firstly, extracting pore water pressure of each original rock subarea, and counting basic structural feature of each original rock subarea，/>，/>For setting the reference pore water pressure deviation +.>And correcting factors for the set basic structural feature degree.
Secondly, extracting fault interference degree, fold interference degree and crack interference degree of each original rock subarea, and counting interference characteristic degree of each original rock subareaFurther, the feature degree of each original rock subregion is counted>，，/>The basic structure feature degree and the interference feature degree of the set reference are respectively.
It should be noted that the number of the substrates,、the fault interference degree deviation, the fold interference degree deviation and the crack interference degree deviation of the set reference are respectively,and correcting the factor for the set interference characteristic degree.
Thirdly, analyzing the representativeness of each original rock subarea according to the whole three-dimensional image of the original rock to be testedFurther, the feature degree and the representation degree of each original rock subarea are calculatedAnd sorting the raw rock subareas according to the sizes of the raw rock subareas to obtain feature degree sorting and representativeness degree sorting of the raw rock subareas.
Understandably, counting the representativeness of each of the original rock subregions includes: and selecting one original rock subarea as a target original rock subarea in each original rock subarea, and taking other original rock subareas as reference subareas.
Extracting the feature degree of the target original rock subarea and each reference subarea, performing difference to obtain the feature degree difference of the target original rock subarea and each reference subarea, further counting the number of the reference subareas with the feature degree difference smaller than a set value, and recording the number of the reference subareas as the number of similar subareas.
The similar sub-region numbers of the reference sub-regions are obtained by the same way according to the obtaining mode of the similar reference sub-region numbers, thereby obtaining the similar sub-region numbers of the original rock sub-regions。
The representativeness of each original rock subregion is counted,，/>the number of similar subregions is different from the number of reliable subregions of the set reference.
According to the embodiment of the invention, the characteristic degree and the representative degree of each original rock subarea are counted according to the plurality of directions such as the pore water pressure, the fault interference, the fold interference, the crack interference and the interval distance of each original rock subarea, so that the position of each test point is automatically confirmed, the selected characteristic, reliability and interference degree of each test are fully considered, the representativeness of the original rock stress test is ensured, and the limitation that the current experiment and the professional knowledge of a survey staff are too depended is avoided, thereby reducing the subjectivity and uncertainty influence of the position confirmation of the test point.
Fourth, extracting the number of test points of the original rock to be testedIf->If the number is even, screening out the ranking front +.>As each first selected original rock subregion.
And fifthly, filtering out the sequence of each first selected original rock subarea from the characteristic degree sequence of each original rock subarea, and sequencing the characteristic degree of each original rock subarea remained after filtering again according to the sequence from big to small to obtain the secondary characteristic degree sequence of each original rock subarea.
Step six, screening out the ranking from the secondary feature degree sequencing of each original rock subareaAs each second selected original rock subregion.
Seventh step, ifOdd, screening out the top ++from the representativeness of each original rock subarea>As each first selected original rock subregion.
Eighth, repeating the secondary feature degree sequencing process of each original rock subarea, and screening out the top ranking from the secondary feature degree sequencing of each original rock subareaAs each second selected original rock subregion.
And a ninth step of locating the positions of the first selected original rock subareas and the second selected original rock subareas from the overall three-dimensional image of the original rock to be tested, and taking the positions as the positions of the test points.
A3, testing the stress of the original rock: the initial inclination angle value of each test point and the test inclination angle value of each test point in each test are monitored through an inclination angle sensor, the applied external load of each test is recorded, the deformation degree of each test point is further counted, the stress of each test point is calculated through Hooke's law, and meanwhile test environment data comprising the external temperature and vibration frequency values of each test are recorded.
According to the method and the device for testing the stress of the original rock by using the inclination sensor, the limitation that the hole wall and the strain gauge are required to be tightly connected in the specific testing process of the current hole wall strain method and the current hole diameter strain method is effectively relieved, the contact pressure requirement of the original rock stress test is reduced, and meanwhile, the interference caused by poor drilling quality, more hole wall cracks, trepanning disturbance and the like is reduced, so that the success rate of the original rock stress test is greatly improved.
Specifically, the specific statistical process for counting the deformation degree of each test point is as follows: the test inclination angle value of each test point in each test is recorded asD represents the test point number, < >>R represents a test sequence number,/->。
Counting the deformation degree of each test point，/>，/>To set the reference tilt angle deviation +>For the initial tilt value of the d-th test point, for example>To set the deformation evaluation compensation factor, in a specific embodiment +.>The value can be 0.85.
In a specific embodiment, the calculation process of the stress of each test point by hooke's law is as follows: and G1, calculating the difference value between the test inclination angle value of each test point in each test and the initial inclination angle value of each test point to obtain the test inclination angle difference of each test point in each test.
And G2, marking a plurality of points in a two-dimensional coordinate system according to the test inclination angle difference and the applied external load of each test point when each test is performed, wherein the applied external load is taken as an abscissa, and the test inclination angle difference is taken as an ordinate, so that a stress-strain curve corresponding to each test point is constructed.
And G3, respectively extracting slope values of each straight line segment or each trend straight line segment from the stress-strain curves corresponding to each test point, and further obtaining an average slope value of the stress-strain curves corresponding to each test point through average value calculation, so as to carry out average value calculation on the average slope values of the stress-strain curves corresponding to each test point again, and obtain the elastic modulus E of the original rock to be tested.
It should be noted that, the evaluation mode of each straight line trend segment is as follows: the curve segment and the straight line segment are subjected to superposition comparison to obtain the length of the superposition curve segment, and the superposition curve segment is calculated by a formulaAnd obtaining the straight line trend corresponding to the curve segment, and if the straight line trend of the curve segment is greater than or equal to 0, marking the curve segment as a straight line trend.
It should be noted that, the slope of the straight line trend segment refers to the slope value of the regression line corresponding to the straight line trend segment.
G4, will E andintroducing Hooke's law calculation formula +.>And obtaining the stress of each test point.
A4, setting stress interference of the original rock: setting a stress test error compensation factor of the original rock according to the overall three-dimensional image, hydrological data and test environment data of the original rock to be tested。
Specifically, setting a stress test error compensation factor of the original rock, including: a4-1, according to the overall three-dimensional image of the original rock to be tested, performing coincidence comparison on the overall three-dimensional contour of the original rock to be tested and each associated three-dimensional contour corresponding to each degree of deformation stored in an original rock test information base to obtain the coincidence volume of the overall three-dimensional contour of the original rock to be tested and each associated three-dimensional contour corresponding to each degree of deformation, and taking the belonging degree of the associated three-dimensional contour with the largest coincidence volume as the degree of deformation of the original rock to be tested。
A4-2, locating the underground water level height of each monitoring day from the hydrologic data, and counting the fluctuation degree of the underground water level corresponding to the original rock to be tested。
Further, referring to fig. 2, statistics of the fluctuation degree of the groundwater level corresponding to the original rock to be tested includes: screening out the highest water level and the lowest water level from the ground water level on each monitoring day, and respectively recording asAnd->。
Constructing a groundwater level change curve by taking a monitoring day as an abscissa and a groundwater level height as an ordinate, and extracting the number of fluctuation points from the change curve。
Counting fluctuation degree of corresponding underground water level of original rock to be tested，/>，The number of the extreme value difference and the fluctuation point of the water level height of the set reference is +.>And (5) correcting factors for the set groundwater level fluctuation.
A4-3, extracting the external temperature and vibration frequency values of each test from the test environment data, and counting the test temperature conformityAnd test vibration compliance +.>。
It should be noted that, the statistical modes of the test temperature conformity and the test vibration conformity are the same, wherein, the specific statistical process of the test temperature conformity is as follows: the external temperature of each test was recorded asBy the formula->U represents the number of test points, p represents the number of test points, < ->The temperature difference of the reference and the test interference temperature value are respectively set.
A4-4, setting the stress test error compensation factor of the original rock，，/>The abnormal degree, the underground water level fluctuation degree, the test temperature conformity degree threshold and the test vibration conformity degree threshold of the set reference are respectively set.
According to the method and the device for testing the stress testing error of the original rock, the abnormal degree of the original rock to be tested, the fluctuation degree of the underground water level, the testing temperature coincidence degree and the testing vibration coincidence degree are analyzed, so that the original rock stress testing error compensation factor is set, comprehensive error assessment of the abnormal structure of the original rock to be tested, the control condition of the actual testing process and the change rule of the underground water level is realized, the coverage of the original rock stress testing error assessment is expanded, the defect that the original rock stress test is not fully eliminated currently is overcome, and the sufficiency and reliability of the follow-up stress original rock testing error elimination are effectively improved.
A5, original rock stress confirmation feedback: and confirming a reference stress value of the original rock to be tested according to the stress of each test point and the stress test error compensation factor, and feeding back the reference stress value to test management personnel of the original rock to be tested.
Illustratively, validating a reference stress value of the raw rock to be tested includes: extracting maximum stress and minimum stress from stress of each test point, and obtaining maximum stress difference on the left side, which is recorded as。
Comparing the stress of each test point with each set stress interval, counting the number of test points positioned in each set stress interval, and recording the set stress interval with the largest number of test points as a concentrated stress interval.
Stress of each test point is recorded asAnd will->、/>And->Introducing stress assessment modelIn which the reference stress value +.>，For a set reference allowable stress extremum difference, +.>Upper and lower limit values of the set concentrated stress interval, respectively, < ->And (5) evaluating the duty ratio weight for the stress of the set d test point, wherein e is a natural constant.
In one embodiment of the present invention, in one embodiment,the setting of the center point is mainly obtained according to the setting of the test point positions, the center point positions are positioned in the overall three-dimensional image of the original rock to be tested, the center point positions are used as base points, the center area is defined according to the set interval, the edge area is defined according to the set interval, and the area between the center area and the edge area is recorded as a middle area.
And marking a non-central area of the original rock to be tested as an edge area, marking the stress evaluation duty ratio weight of the test points in the central area as 0.8, marking the stress evaluation duty ratio weight of the test points in the edge area as 0.5, and marking the stress evaluation duty ratio weight of the test points in the middle area as 0.7.
It should be noted that the core position of the original rock is usually a relatively stable area, and is less disturbed by the surrounding environment. The stress testing at this location may provide relatively accurate stress data with edge test points located near the edges or contact surfaces of the raw rock, which may be susceptible to ambient environmental conditions, external loading or human interference. The rock edge area is generally affected by uneven stress distribution, deformation, crack development, etc. Thus, there may be significant non-uniformity and uncertainty in the stress data measured at the edge test points.
According to the method and the device, the whole three-dimensional outline, hydrological data and structural information of the original rock to be tested are collected, the number of test points and the positions of the test points are confirmed according to the whole three-dimensional outline, hydrological data and structural information of the original rock to be tested, and meanwhile, the stress test error compensation factors are set from multiple dimensions such as test environment data and hydrological data, so that the reference stress value of the original rock to be tested is confirmed, the problem of limitation existing in the stress test of the two original rocks at present is effectively solved, the referential property and the reliability of the stress test result of the original rock to be tested at present are ensured, the test effect of the original rock to be tested is improved, and the potential safety hazards of the peripheral operation of the follow-up original rock are effectively reduced.
The foregoing is merely illustrative and explanatory of the principles of this invention, as various modifications and additions may be made to the specific embodiments described, or similar arrangements may be substituted by those skilled in the art, without departing from the principles of this invention or beyond the scope of this invention as defined in the claims.
Claims (10)
1. A method for testing and analyzing the stress of a raw rock based on a sensor technology is characterized by comprising the following steps: the method comprises the following steps:
a1, collecting basic information of the original rock to be tested: collecting the whole three-dimensional image and hydrological data of the original rock to be tested, dividing the original rock to be tested into n original rock subregions according to a planar network format dividing mode, collecting the structural information of each original rock subregion at present, numbering each original rock subregion, and marking the original rock subregions as follows in sequence；
A2, testing of the Primary rock to be testedPosition confirmation: confirming the number of test points of the original rock to be testedAnd the location of each test point;
a3, testing the stress of the original rock: the initial inclination angle value of each test point and the test inclination angle value of each test point in each test are monitored through an inclination angle sensor, the applied external load of each test is recorded, the deformation degree of each test point is further counted, the stress of each test point is calculated through Hooke's law, and meanwhile test environment data are recorded;
a4, setting stress interference of the original rock: setting a stress test error compensation factor of the original rock according to the overall three-dimensional image, hydrological data and test environment data of the original rock to be tested；
A5, original rock stress confirmation feedback: and confirming a reference stress value of the original rock to be tested according to the stress of each test point and the stress test error compensation factor, and feeding back the reference stress value.
2. The method for testing and analyzing the stress of the original rock based on the sensor technology according to claim 1, wherein the method comprises the following steps: the hydrologic data comprise the ground water level height of each monitoring day;
the structural information includes pore water pressure and apparent profile.
3. The method for testing and analyzing the stress of the original rock based on the sensor technology according to claim 2, wherein the method comprises the following steps: the confirming the number of the test points of the original rock to be tested comprises the following steps:
extracting the volume of the original rock to be tested from the integral three-dimensional image of the original rock to be tested, and respectively carrying out matching comparison on the volume of the original rock to be tested, the number of the reference set test points corresponding to each original rock volume interval stored in an original rock test information base and the number of the suitable increased test points to obtain the number of the reference set test points of the original rock to be testedAnd the number of test points is increased appropriately>；
Extracting pore water pressure from the structural information of each original rock subarea, and recording as，/>Calculating the interference degree +.f of the corresponding pore water pressure of the original rock to be tested>，/>，/>For the set reference pore water pressure extremum difference, < ->Evaluating correction factors for the set pore water pressure interference, wherein n is the number of original rock subregions;
extracting apparent contours from the structural information of each original rock subarea, and counting the structural interference degree of the original rock to be tested；
Setting interference factors of primary rock test points to be tested，/>，/>、Respectively setting a reference pore water pressure interference degree and a structure interference degree;
counting the number of test points of the original rock to be tested，/>，/>Representing rounding up symbols.
4. A method for testing and analyzing stress of raw rock based on sensor technology according to claim 3, wherein: the statistics of the structural interference degree of the original rock to be tested comprises the following steps:
extraction of fault plane number from apparent contour of each original rock subregionSimultaneously extracting horizontal spacing and vertical spacing between the positions of the corresponding central points of each fault plane, and extracting the maximum horizontal spacing and the maximum vertical spacing from the horizontal spacing and the vertical spacing, which are respectively marked as +.>Andcounting fault interference degree of each original rock subarea>，/>，Setting a reference stable fault horizontal interval and a stable fault vertical interval respectively;
extracting the number of folds from the apparent contour of each original rock subarea and recording asExtracting the wing angle of each fold, and screening the minimum wing angle from the wing angles of each fold, which is marked as +.>At the same time, the concentrated wing angle of each original rock subarea is confirmed>；
Counting the fold interference degree of each original rock subarea，/>，The number of folds, the dangerous wing-to-wing angle and the fluctuation wing-to-wing angle of the set reference are respectively set;
extracting contour area and crack number from apparent contour of each original rock subarea, and respectively recording asAnd->Extracting the length and width corresponding to each crack, and further obtaining the average crack length and average crack width of each original rock subregion through average calculation, which are respectively marked as +.>And->；
Counting crack interference degree of each original rock subarea，/>，/>Setting the crack ratio, the crack length and the crack width of the reference respectively;
counting the structural interference degree of the original rock to be tested，/>The fault interference degree, the fold interference degree and the crack interference degree of the set reference are respectively +.>For setting the reference integrated disturbance deviation->Representing rounding down symbols.
5. The method for testing and analyzing the stress of the original rock based on the sensor technology according to claim 4, wherein the method comprises the following steps: the confirming the position of each test point comprises the following steps:
extracting pore water pressure of each original rock subarea, and counting basic structural feature degree of each original rock subarea；
Extracting fault stems of all original rock subregionsDisturbance degree, fold disturbance degree and crack disturbance degree, and statistics of disturbance characteristic degree of each original rock subareaFurther, the feature degree of each original rock subregion is counted>，/>，/>Setting a basic structural feature degree and an interference feature degree of a reference respectively;
analyzing the representativeness of each original rock subarea according to the whole three-dimensional image of the original rock to be testedSequencing the feature degree and the representativeness of each original rock subarea according to the size from large to small to obtain feature degree sequencing and representativeness sequencing of each original rock subarea;
extracting the number of test points of the original rock to be testedIf->If the number is even, screening out the ranking front +.>As each first selected original rock subregion;
filtering out the sequence of each first selected original rock subarea from the characteristic degree sequence of each original rock subarea, and sequencing the characteristic degree of each original rock subarea remained after filtering again according to the sequence from big to small to obtain the secondary characteristic degree sequence of each original rock subarea;
screening out the ranking front from the secondary feature degree sequencing of each original rock subareaAs each second selected original rock subregion;
if it isOdd, screening out the top ++from the representativeness of each original rock subarea>Taking the original rock subarea of the first selected original rock subarea as each first selected original rock subarea;
repeating the secondary feature degree sequencing process of each original rock subarea, and screening out the ranking front from the secondary feature degree sequencing of each original rock subareaAs each second selected original rock subregion;
and positioning the positions of the first selected original rock subareas and the second selected original rock subareas from the overall three-dimensional image of the original rock to be tested, and taking the positions as the positions of the test points.
6. The method for testing and analyzing the stress of the original rock based on the sensor technology according to claim 5, wherein the method comprises the following steps: the statistics of the representativeness of each original rock subarea comprises the following steps:
selecting one original rock subarea as a target original rock subarea in each original rock subarea, and taking other original rock subareas as reference subareas;
positioning the distance between the target original rock subarea and each reference subarea from the whole three-dimensional image of the original rock to be tested, respectively obtaining the distance between each original rock subarea and each reference subarea by the same way, marking the reference subarea which is larger than the set proper test interval distance as a reliable subarea, and counting the number of the reliable subareas of each original rock subarea；
The characteristic degree of the target original rock subarea and the characteristic degree of each reference subarea are subjected to difference, so that the characteristic degree difference of the target original rock subarea and each reference subarea is obtained, the number of the reference subareas with the characteristic degree difference smaller than a set value is counted, and the number of the reference subareas is recorded as the number of similar subareas;
the similar sub-region numbers of the reference sub-regions are obtained by the same way according to the obtaining mode of the similar reference sub-region numbers, thereby obtaining the similar sub-region numbers of the original rock sub-regions；
The representativeness of each original rock subregion is counted,，/>the number of similar subregions is different from the number of reliable subregions of the set reference.
7. The method for testing and analyzing the stress of the original rock based on the sensor technology according to claim 2, wherein the method comprises the following steps: the test environment data includes external temperature and vibration frequency values for each test.
8. The method for testing and analyzing the stress of the original rock based on the sensor technology according to claim 7, wherein the method comprises the following steps: the setting of the original rock stress test error compensation factor comprises the following steps:
according to the overall three-dimensional image of the original rock to be tested, determining the degree of special-shaped of the original rock to be tested；
Locating the ground water level height of each monitoring day from the hydrologic data, and counting the ground water corresponding to the primary rock to be testedBit fluctuation degree；
Extracting external temperature and vibration frequency values of each test from the test environment data, and counting test temperature coincidence degreeAnd test vibration compliance +.>；
Setting an error compensation factor for testing the stress of the original rock，/>，The abnormal degree, the underground water level fluctuation degree, the test temperature conformity degree threshold and the test vibration conformity degree threshold of the set reference are respectively set.
9. The method for testing and analyzing the stress of the original rock based on the sensor technology according to claim 8, wherein the method comprises the following steps: the statistics of the fluctuation degree of the corresponding groundwater level of the to-be-tested raw rock comprises the following steps:
screening out the highest water level and the lowest water level from the ground water level on each monitoring day, and respectively recording asAnd->；
Constructing a groundwater level change curve by taking a monitoring day as an abscissa and a groundwater level height as an ordinate, and extracting the number of fluctuation points from the change curve；
Counting fluctuation degree of corresponding underground water level of original rock to be tested，/>，/>The number of the extreme value difference and the fluctuation point of the water level height of the set reference is +.>And (5) correcting factors for the set groundwater level fluctuation.
10. A method for testing and analyzing stress of raw rock based on sensor technology according to claim 3, wherein: the method for confirming the reference stress value of the original rock to be tested comprises the following steps:
extracting maximum stress and minimum stress from stress of each test point, and obtaining maximum stress difference on the left side, which is recorded as；
Comparing the stress of each test point with each set stress interval, counting the number of test points positioned in each set stress interval, and recording the set stress interval with the largest number of test points as a concentrated stress interval;
stress of each test point is recorded asD represents the test point number, < >>And will->、/>And->Introducing stress assessment model->In which the reference stress value +.>，/>For a set reference allowable stress extremum difference, +.>Upper and lower limit values of the set concentrated stress interval, respectively, < ->And (5) evaluating the duty ratio weight for the stress of the set d test point, wherein e is a natural constant.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202310973315.3A CN116679035B (en) | 2023-08-04 | 2023-08-04 | Method for testing and analyzing stress of original rock based on sensor technology |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202310973315.3A CN116679035B (en) | 2023-08-04 | 2023-08-04 | Method for testing and analyzing stress of original rock based on sensor technology |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN116679035A true CN116679035A (en) | 2023-09-01 |
| CN116679035B CN116679035B (en) | 2023-11-17 |
Family
ID=87784101
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202310973315.3A Active CN116679035B (en) | 2023-08-04 | 2023-08-04 | Method for testing and analyzing stress of original rock based on sensor technology |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN116679035B (en) |
Citations (16)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| DE19858338C1 (en) * | 1998-12-17 | 2000-07-20 | Lausitzer Braunkohle Ag | Measuring depth-dependent frequency distribution of pore component, especially in tipped cohesion-less loose rock, involves deriving vertical stress pore distribution functions via histograms |
| KR100840024B1 (en) * | 2007-06-26 | 2008-06-20 | 한국원자력연구원 | Method of measuring joint surface roughness coefficient using acoustic scan image |
| CN104819898A (en) * | 2015-05-14 | 2015-08-05 | 中国矿业大学(北京) | Mining rock crack extension test device and test method |
| KR101620506B1 (en) * | 2015-10-15 | 2016-05-12 | 한국지질자원연구원 | Stochastic optimization technique for in situ stresses from the probability distributions of rock strength and borehole breakout width |
| CN107067333A (en) * | 2017-01-16 | 2017-08-18 | 长沙矿山研究院有限责任公司 | A kind of high altitudes and cold stability of the high and steep slope monitoring method |
| CN109709307A (en) * | 2019-01-07 | 2019-05-03 | 河海大学 | A kind of irregular obstacle body condition Equivalent Materials Testing device and method |
| CN110823729A (en) * | 2019-11-15 | 2020-02-21 | 中国地质环境监测院 | Method for evaluating collapse buckling instability of wading thick dangerous rock mass in reservoir area |
| CN111581785A (en) * | 2020-04-18 | 2020-08-25 | 中铁二院工程集团有限责任公司 | High hump stress surrounding rock grading method |
| CN112228155A (en) * | 2020-08-27 | 2021-01-15 | 中矿定位(北京)技术有限责任公司 | Arrangement method and structure of multi-parameter monitoring sensors for overburden layer of coal mining subsidence area |
| CN112985488A (en) * | 2021-02-23 | 2021-06-18 | 西安苏试广博环境可靠性实验室有限公司 | Temperature stress accelerated life test system and method for sensor |
| CN114813371A (en) * | 2022-04-15 | 2022-07-29 | 安徽理工大学 | Overburden rock damage zoning and height determining method based on permeability-damage relation |
| DE102021104108B3 (en) * | 2021-02-22 | 2022-08-18 | Gmb Gmbh | Procedure for determining the fracture deformation behavior of cohesionless contractile loose rock with undrained compression |
| CN115711979A (en) * | 2022-11-04 | 2023-02-24 | 中国矿业大学 | Evaluation method for preventing water bursting and sand bursting area from controlling toughness of grouting rock mass in advance |
| CN115730442A (en) * | 2022-11-17 | 2023-03-03 | 陕西榆林能源集团榆神煤电有限公司 | Design method for controlling threshold value of coal mine repeated mining ecological water level |
| DE102021123725A1 (en) * | 2021-09-14 | 2023-03-16 | Gmb Gmbh | Method for determining the effective fracture behavior of cohesionless contractile loose rock in the event of undrained compression |
| CN116398244A (en) * | 2023-05-08 | 2023-07-07 | 中交隧道工程局有限公司 | Tunnel karst defect fine detection and scale matching construction method |
-
2023
- 2023-08-04 CN CN202310973315.3A patent/CN116679035B/en active Active
Patent Citations (16)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| DE19858338C1 (en) * | 1998-12-17 | 2000-07-20 | Lausitzer Braunkohle Ag | Measuring depth-dependent frequency distribution of pore component, especially in tipped cohesion-less loose rock, involves deriving vertical stress pore distribution functions via histograms |
| KR100840024B1 (en) * | 2007-06-26 | 2008-06-20 | 한국원자력연구원 | Method of measuring joint surface roughness coefficient using acoustic scan image |
| CN104819898A (en) * | 2015-05-14 | 2015-08-05 | 中国矿业大学(北京) | Mining rock crack extension test device and test method |
| KR101620506B1 (en) * | 2015-10-15 | 2016-05-12 | 한국지질자원연구원 | Stochastic optimization technique for in situ stresses from the probability distributions of rock strength and borehole breakout width |
| CN107067333A (en) * | 2017-01-16 | 2017-08-18 | 长沙矿山研究院有限责任公司 | A kind of high altitudes and cold stability of the high and steep slope monitoring method |
| CN109709307A (en) * | 2019-01-07 | 2019-05-03 | 河海大学 | A kind of irregular obstacle body condition Equivalent Materials Testing device and method |
| CN110823729A (en) * | 2019-11-15 | 2020-02-21 | 中国地质环境监测院 | Method for evaluating collapse buckling instability of wading thick dangerous rock mass in reservoir area |
| CN111581785A (en) * | 2020-04-18 | 2020-08-25 | 中铁二院工程集团有限责任公司 | High hump stress surrounding rock grading method |
| CN112228155A (en) * | 2020-08-27 | 2021-01-15 | 中矿定位(北京)技术有限责任公司 | Arrangement method and structure of multi-parameter monitoring sensors for overburden layer of coal mining subsidence area |
| DE102021104108B3 (en) * | 2021-02-22 | 2022-08-18 | Gmb Gmbh | Procedure for determining the fracture deformation behavior of cohesionless contractile loose rock with undrained compression |
| CN112985488A (en) * | 2021-02-23 | 2021-06-18 | 西安苏试广博环境可靠性实验室有限公司 | Temperature stress accelerated life test system and method for sensor |
| DE102021123725A1 (en) * | 2021-09-14 | 2023-03-16 | Gmb Gmbh | Method for determining the effective fracture behavior of cohesionless contractile loose rock in the event of undrained compression |
| CN114813371A (en) * | 2022-04-15 | 2022-07-29 | 安徽理工大学 | Overburden rock damage zoning and height determining method based on permeability-damage relation |
| CN115711979A (en) * | 2022-11-04 | 2023-02-24 | 中国矿业大学 | Evaluation method for preventing water bursting and sand bursting area from controlling toughness of grouting rock mass in advance |
| CN115730442A (en) * | 2022-11-17 | 2023-03-03 | 陕西榆林能源集团榆神煤电有限公司 | Design method for controlling threshold value of coal mine repeated mining ecological water level |
| CN116398244A (en) * | 2023-05-08 | 2023-07-07 | 中交隧道工程局有限公司 | Tunnel karst defect fine detection and scale matching construction method |
Non-Patent Citations (6)
| Title |
|---|
| JUN ZHU等: "Failure analysis of water-bearing rock under direct tension using acoustic emission", 《ENGINEERING GEOLOGY》, no. 299, pages 1106541 * |
| 孙周果: "哨房丫口砂岩隧道穿越富水区的支护措施研究", 《中国优秀硕士论文》 * |
| 董学晟 , 李迪 , 叶查贵: "天然滑坡的位移反分析", 长江科学院院报, no. 01, pages 3 - 12 * |
| 蔚立元;李术才;徐帮树;王育奎;刘日成;: "水下隧道流固耦合模型试验与数值分析", 岩石力学与工程学报, no. 07, pages 177 - 184 * |
| 饶运章;钟健;桂旺华;袁海平;韦章能;朱丽刚;: "龙门山矿区套孔应力解除法测定原岩应力", 有色金属科学与工程, no. 03, pages 72 - 76 * |
| 高峰;王连国;: "深部原岩应力场有限元反演与工程应用研究", 西北农林科技大学学报(自然科学版), no. 06, pages 237 - 242 * |
Also Published As
| Publication number | Publication date |
|---|---|
| CN116679035B (en) | 2023-11-17 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN112819207B (en) | Geological disaster space prediction method, system and storage medium based on similarity measurement | |
| CN112508105B (en) | Fault detection and retrieval method for oil extraction machine | |
| CN110310021B (en) | Site environment and monitoring point matching system for foundation pit monitoring and early warning | |
| CN114490622A (en) | Automatic ocean temperature and salinity observation data quality control method and system based on climate state range threshold | |
| CN112766301B (en) | Oil extraction machine indicator diagram similarity judging method | |
| CN112197749B (en) | Cross calibration method and device for effective wave height of wave buoy | |
| CN111007064A (en) | Intelligent logging lithology identification method based on image identification | |
| CN116679035B (en) | Method for testing and analyzing stress of original rock based on sensor technology | |
| CN109447026B (en) | Automatic pile body integrity category identification method based on support vector machine | |
| CN113157684B (en) | Water conservancy mass data error checking method | |
| Cole et al. | The use of flow duration curves as a data quality tool | |
| CN117171533A (en) | Real-time acquisition and processing method and system for geographical mapping operation data | |
| CN115545112B (en) | Method for automatically identifying and processing real-time automatic monitoring data of large amount of underground water | |
| CN110907984A (en) | Method for detecting earthquake front infrared long-wave radiation abnormal information based on autoregressive moving average model | |
| CN114922612A (en) | Coal gas permeability prediction method based on LVQ-CPSO-BP algorithm | |
| CN109598049B (en) | Method for drilling rock fracture development degree and regional rock fracture development rule | |
| CN110873904B (en) | Fluid identification method and device | |
| CN112182759A (en) | Method for testing wave numerical simulation result based on satellite altimeter data | |
| CN109766615B (en) | Reservoir water production rate calculation method based on apparent reservoir resistivity curve | |
| CN109472083B (en) | Civil engineering structure damage detection method based on statistical process control | |
| CN107145648A (en) | A kind of method for obtaining fracture network occurrence entire probability distribution | |
| CN113374472B (en) | Method for discriminating igneous rock lithology by using element logging | |
| CN117289355B (en) | Underground pipeline detection data processing method | |
| CN117593168B (en) | Ice lake burst risk assessment system and method | |
| CN117275601B (en) | Determination method for sandstone type uranium deposit anomaly information |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| CB03 | Change of inventor or designer information | ||
| CB03 | Change of inventor or designer information |
Inventor after: Chen Fajun Inventor after: Fu Shulin Inventor after: Li Di Inventor after: Bao Dachun Inventor after: Xue Pengfei Inventor after: Cheng Yuanhao Inventor after: Ye Liuke Inventor before: Chen Fajun Inventor before: Fu Shulin Inventor before: Li Di Inventor before: Bao Dachun Inventor before: Xue Pengfei Inventor before: Cheng Yuanhao Inventor before: Ye Liuke |
|
| GR01 | Patent grant | ||
| GR01 | Patent grant |