LU102525B1 - Method for discriminating ultimate strain of shaft instability failure - Google Patents
Method for discriminating ultimate strain of shaft instability failure Download PDFInfo
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- LU102525B1 LU102525B1 LU102525A LU102525A LU102525B1 LU 102525 B1 LU102525 B1 LU 102525B1 LU 102525 A LU102525 A LU 102525A LU 102525 A LU102525 A LU 102525A LU 102525 B1 LU102525 B1 LU 102525B1
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Classifications
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01B—MEASURING LENGTH, THICKNESS OR SIMILAR LINEAR DIMENSIONS; MEASURING ANGLES; MEASURING AREAS; MEASURING IRREGULARITIES OF SURFACES OR CONTOURS
- G01B7/00—Measuring arrangements characterised by the use of electric or magnetic techniques
- G01B7/16—Measuring arrangements characterised by the use of electric or magnetic techniques for measuring the deformation in a solid, e.g. by resistance strain gauge
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D7/00—Shaft equipment, e.g. timbering within the shaft
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D7/00—Shaft equipment, e.g. timbering within the shaft
- E21D7/005—Determination of shaft lining deformation
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- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06T—IMAGE DATA PROCESSING OR GENERATION, IN GENERAL
- G06T17/00—Three dimensional [3D] modelling, e.g. data description of 3D objects
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- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F30/00—Computer-aided design [CAD]
- G06F30/20—Design optimisation, verification or simulation
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Abstract
A method for discriminating an ultimate strain of a shaft instability failure is disclosed, comprising the following steps: (1) establishing a simulation calculation model to calculate a plastic ultimate strain of a rock mass; (2) establishing a fine three-dimensional geological model to reproduce a geological environment; (3) monitoring strain information of a shaft; (4) giving a reasonable calculation model for the shaft under the influence of multiple factors; (5) giving an initial head drop height of the model, setting an initial reduction coefficient K, reducing c and cp of a shaft wall, and bringing the reduced c and cp back into the calculation model to observe whether a region having a strain greater than an ultimate strain appears; (6) reducing the strength of the element exceeding the ultimate strain in the shaft wall; and (7) recording the reduction coefficient, that is, a shaft wall safety factor of current water level drop. The method for discriminating an ultimate strain of a shaft instability failure provides a theoretical basis for mine technicians to evaluate shaft stability.
Description
METHOD FOR DISCRIMINATING ULTIMATE STRAIN OF SHAFT LU102525
INSTABILITY FAILURE Description Field of the Invention The present invention belongs to the fields of oil and natural gas drilling, geological exploration and mine drilling, relates to a failure discrimination method for shaft stability, and specifically relates to a method for discriminating an ultimate strain of a shaft instability failure suitable for a mine shaft.
Background of the Invention Failures occurring in shafts include not only tension and compression failures but also a shear failure, and the failure modes are diverse. The biggest characteristic is circumferential fracture of shaft wall concrete, that is, a transverse fracture zone is formed on the inner side of a circular concrete shaft wall, concrete falls in pieces in the fracture zone, and it can be seen that steel bars at falling places are bent to the inner side of the shaft wall, which fully shows that the concrete in the high-stress fracture zone cannot bear excessive compressive stress and shear stress, resulting in plastic limit failure.
In the traditional discussions and studies, a critical value of shaft wall strain is used as the criterion of shaft instability failure, but the conventional cognitions and criteria are mostly derived from the failure criterion of the concrete shaft wall in the elastic stage. Through continuous monitoring information of a mine shaft wall monitoring system for 20 years, it is found that the strain values of some monitoring points on the shaft wall have far exceeded the derived value based on the clastic stage. Therefore, although the shaft on the mine site does not fail, there is no way to determine which stage of the stable process the shaft is in and whether reasonable measures are needed for treatment.
In this circumstance, an instability failure discrimination method for a shaft project is urgently needed to evaluate the stability of the shaft and eliminate the prominent problem that the actual monitored strain value does not conform to the theoretical value, thereby providing theoretical and practical basis for mine site workers, Summary of the Invention
In order to solve the above problems, the present invention provides a method for LU102525 discriminating an ultimate strain of a shaft instability failure, which provides a theoretical basis for mine technicians to evaluate shaft stability.
The technical solution used by the present invention to solve the above technical problems is: A method for discriminating an ultimate strain of a shaft instability failure includes the following steps:
(1) establishing a simulation calculation model for shaft wall concrete and different surrounding geotechnical materials, and calculating plastic ultimate strains of different rock mass materials respectively by means of an overload method;
(2) establishing, in combination with structural design materials of a shafl and geological exploration data of a mining area near the shaft, a fine three-dimensional geological model to reproduce a geological environment of the shaft and the mining area nearby as truly as possible;
(3) arranging, in combination with arrangement positions of different monitoring points of a shaft monitoring system, the same monitoring points at the same positions of an inverse analysis model to monitor strain information of the shaft;
(4) comparing influence weights of shaft stability influencing factors to establish an optimal combination of the influencing factors that induces shaft instability, and then giving a reasonable calculation model for the shaft under the influence of multiple factors by means of inverse analysis;
(5) giving an initial head drop height of the model, setting an initial reduction coefficient K, reducing c and ¢ of a shaft wall, and bringing the reduced c and ¢ back into the calculation model to observe whether a region having a strain greater than an ultimate strain appears; if the calculation result shows that there is no element greater than the value, continuing to increase the reduction coefficient till an element exceeding the ultimate strain value appears on the shaft wall;
(6) taking the computing file of the last step as an initial computing file, and reducing the strength of the element exceeding the ultimate strain in the shaft wall; after the calculation is completed, observing and recording whether a new ultimate strain region appears in the shaft wall, taking this calculation as an initial file of next calculation, and reducing the new ultimate strain region again, with each reduction step length being 0.01; and (7) with the increasing number of elements exceeding the ultimate strain on the shaft wall, eventually forming plastic penetration regions on the shaft wall elements,
terminating the calculation at this time, and recording the current reduction coefficient, LU102525 that is. a shaft wall safety factor of current water level drop. Preferably, in step (4), the influence weights include water level and temperature; and in step (5), c is cohesion and ¢ is an internal friction angle.
Preferably in any of the above schemes, in step (3). monitoring the strain information of the shaft includes forming a plurality of annular pressure relief grooves at intervals on the inner wall of the mine shaft along the axial direction, and a method for monitoring the mine shaft includes: mounting annular force transfer steel rings with shapes consistent with the surface of the shaft wall in the monitoring points arranged in the shaft, and mounting a plurality of strain sensors on the annular force transfer steel rings and the monitoring points; acquiring strain signals of the shaft in real time by the strain sensors; importing the strain signals to a data conversion unit outside the mine shaft; and converting the strain signals by the data conversion unit and transmitting same to a data acquisition device outside the mine shaft. so as to monitor the strain information of the shaft in real time.
Preferably in any of the above schemes, the strain sensors arc two-dimensional carbon composite nano metal film flexible strain sensors. and the metal film has a thickness of 550 to 600 um.
Preferably in any of the above schemes. four mounting points are arranged on each of the monitoring points in the upper, lower, left and right directions, the strain sensor is arranged on each mounting point, and the strain signals of the shaft in the axial direction. the circumferential direction and the radial direction are respectively acquired by the strain sensors.
Preferably in any of the above schemes, the process of establishing the fine three-dimensional geological model in step (2) includes: a. collecting the structural design materials of the shaft and the geological exploration data of the mining arca near the shaft and performing information processing: performing three-dimensional and digital processing by means of software, and extracting clevation information; cleaning up repeated points, jumpers and aggregation points in the elevation information file; constructing a digital surface model by using a line file; b. constructing a geological information database; wherein the geological information database includes a borehole coordinate data file, a borehole inclinometer data file, a sample testing data file and a geological code data file: wherein the plurality of data files are independent of each other, and their relations are established by numbering | LU102525 and imported into three-dimensional software to form a relational database; c. calling the geological information database, displaying the structural design materials of borcholes and the shaft in the three-dimensional space, and screening out boreholes contained in a cross section currently required to be drawn by cutting the cross section along an exploration line or by the restriction of the geological information database: performing gcological interpretation on the borcholes on the cross section according to ore body mining technical condition indicators and in combination with the rules of ore body ring connection, and connecting ore bodies on the cross section to generate three-dimensional cross-sectional ore body contours: and d. extrapolating the generated three-dimensional cross-sectional ore body contours of the respective ore bodies according to the pinch-out trend of the ore bodies and the relationship with faults; connecting the cross-sectional contours of the ore bodies according to corresponding conditions. and generating the three-dimensional geological model of the ore bodies by means of a triangulation network connection technology; and verifying and correcting the generated threc-dimensional geological model.
According to many years of application practice and experience, the present invention combines and optimizes the best technical means and measures to achieve the best technical effects. and is not a simple superposition and piecing of technical features, so the present invention has remarkable significance.
Beneficial effects of the present invention: (1) By calculating. based on an ultimate strain value of a concrete test block in the elastic stage. the structural stress of shaft wall concrete that does not conform to the shaft project, the present invention can effectively optimize the calculation of the ultimate strain value.
(2) The present invention fully considers the influence of different geological conditions on the ultimate strain value of the shaft wall concrete, so that the calculation of the ultimate strain value of the concrete is more accurate.
(3) The existing shaft instability prediction cannot give the location and process of instability failure, but is only based on the experience or summary of tests. while the present invention can give a more accurate shaft instability process and location under a special geological environment.
(4) The accurate estimation of the shaft instability process can provide an effective theoretical support for safety state evaluation, prediction and treatment during shaft 10102525 service period. (5) The modeling in the method of the present invention can reduce the investment risk, save project quantity, reduce mining cost, improve profit rate and improve the 5 utilization of resources, and does not waste national resources. Brief Description of the Drawings FIG. 1 is a schematic diagram of a simulation calculation model for an ultimate strain of geotechnical materials established by a method for discriminating an ultimate strain ofa shaft instability failure according to the present invention.
FIG. 2 is a schematic diagram of a surrounding rock geological model as close to reality as possible established by the method for discriminating an ultimate strain of a shaft instability failure according to the present invention.
FIG. 3 is a cloud diagram of calculating a shear strain by dynamic local strength reduction in the method for discriminating an ultimate strain of a shaft instability failure according to the present invention, showing a failure process of a shaft example project.
Detailed Description of Embodiments The present invention will be further described below in conjunction with the accompanying drawings and specific embodiments, but the scope of protection claimed is not limited thereto.
Embodiment I Referring to FIGS. 1-3, a method for discriminating an ultimate strain of a shaft instability failure includes the following steps: (1) A simulation calculation model (FIG. 1) for shaft wall concrete and different surrounding geotechnical materials is established, and plastic ultimate strains (ultimate strains of different points in the monitoring model of FIG. 1) of different rock mass materials are respectively calculated by means of an overload method.
(2) In combination with structural design materials of a shaft and geological exploration data of a mining area near the shaft, a fine three-dimensional geological mode! (FIG. 2) is established to reproduce a geological environment of the shaft and the mining area nearby as truly as possible.
(3) In combination with arrangement positions of different monitoring points of a shaft monitoring system, the same monitoring points are arranged at the same LU102525 positions of an inverse analysis model to monitor strain information of the shatt. (4) Influence weights (water level, temperature, etc.) of shaft stability influencing factors arc compared to establish an optimal combination of the influencing factors that induces shaft instability, and then a reasonable calculation model for the shaft under the influence of multiple factors is given by means of inverse analysis.
(5) The influence of water level is a dominant factor. An initial head drop height of the model is given, an initial reduction coefficient K is set, c and ¢ of a shaft wall are reduced (formula 1). and the reduced c and ¢ are brought back into the calculation model to observe whether a region having a strain greater than an ultimate strain appears. If the calculation result shows that there is no clement greater than the value. the reduction coefficient continues to be increased till an element exceeding the ultimate strain value appears on the shaft wall.
[ C |a = arctan( 120 ©) . K (1) Where c is cohesion, © is an internal friction angle. and K is the reduction coefficient. (6) The computing file of the last step is taken as an initial computing file, and the strength of the element exceeding the ultimate strain in the shaft wall is reduced; after the calculation is completed. whether a new ultimate strain region appears in the shaft wall 1s observed and recorded, this calculation is taken as an initial file of next calculation. and the new ultimate strain region again is reduced again, with each reduction step length being 0.01.
(7) With the increasing number of elements exceeding the ultimate strain on the shaft wall. plastic penetration regions are eventually formed on the shaft wall elements. the calculation is terminated at this time. and the current reduction coefficient, that is, a shaft wall safety factor of current water level drop is recorded.
Embodiment 2 Referring to FIGS. 1-3. a method for discriminating an ultimate strain of a shaft instability failure includes the following steps: (1) A simulation calculation model (FIG. 1) for shaft wall concrete and different surrounding geotechnical materials is established. and plastic ultimate strains
(ultimate strains of different points in the monitoring model of FIG. 1) of different | LU102525 rock mass materials are respectively calculated by means of an overload method. (2) In combination with structural design materials of a shaft and geological exploration data of a mining area near the shaft, a fine three-dimensional geological model (FIG. 2} is established to reproduce a geological environment of the shaft and the mining area nearby as truly as possible.
(3) In combination with arrangement positions of different monitoring points of a shaft monitoring system, the same monitoring points are arranged at the same positions of an inverse analysis model to monitor strain information of the shaft.
(4) Influence weights (water level, temperature, etc.) of shaft stability influencing factors are compared to establish an optimal combination of the influencing factors that induces shaft instability, and then a reasonable calculation model for the shaft under the influence of multiple factors is given by means of inverse analysis.
(5) The influence of water level is a dominant factor. An initial head drop height of the model is given, an initial reduction coefficient K is set, c and ¢ of a shaft wall are reduced (formula 1), and the reduced c and ¢ are brought back into the calculation model to observe whether a region having a strain greater than an ultimate strain appears. If the calculation result shows that there is no clement greater than the value, the reduction coefficient continues to be increased till an element exceeding the ultimate strain value appears on the shaft wall.
_ CC = tan @ |a = arctan(— =) (1) Where c is cohesion, © is an internal friction angle, and K is the reduction coefficient. (6) The computing file of the last step is taken as an initial computing file, and the strength of the element exceeding the ultimate strain in the shaft wall is reduced; after the calculation is completed, whether a new ultimate strain region appears in the shaft wall is observed and recorded, this calculation is taken as an initial file of next calculation, and the new ultimate strain region again is reduced again, with each reduction step length being 0.01.
(7) With the increasing number of elements exceeding the ultimate strain on the shaft wall, plastic penetration regions are eventually formed on the shaft wall elements, the calculation is terminated at this time, and the current reduction coefficient, that is, a LU102525 shaft wall safety factor of current water level drop is recorded. In step (4), the influence weights include water level and temperature; and in step (5), c is cohesion and ¢ is an internal friction angle.
In step (3), monitoring the strain information of the shaft includes forming a plurality of annular pressure relief grooves at intervals on the inner wall of the mine shaft along the axial direction, and a method for monitoring the mine shaft includes: mounting annular force transfer steel rings with shapes consistent with the surface of the shaft wall in the monitoring points arranged in the shaft, and mounting a plurality of strain sensors on the annular force transfer steel rings and the monitoring points; acquiring strain signals of the shaft in real time by the strain sensors; importing the strain signals to a data conversion unit outside the mine shaft; and converting the strain signals by the data conversion unit and transmitting same to a data acquisition device outside the mine shaft, so as to monitor the strain information of the shaft in real time.
The strain sensors are two-dimensional carbon composite nano metal film flexible strain sensors, and the metal film has a thickness of 550 to 600 um.
Four mounting points are arranged on each of the monitoring points in the upper, lower, left and right directions, the strain sensor is arranged on each mounting point, and the strain signals of the shaft in the axial direction, the circumferential direction and the radial direction are respectively acquired by the strain sensors.
The process of establishing the fine three-dimensional geological model in step (2) includes: a. The structural design materials of the shaft and the geological exploration data of the mining area near the shaft are collected and information processing is performed: three-dimensional and digital processing is performed by means of software, and elevation information is extracted; repeated points, jumpers and aggregation points in the elevation information file are cleaned up; a digital surface model is constructed by using a line file; b. A geological information database is constructed; the geological information database includes a borehole coordinate data file, a borehole inclinometer data file, a sample testing data file and a geological code data file; the plurality of data files are independent of each other, and their relations are established by numbering and imported into three-dimensional software to form a relational database; c. The geological information database is called, the structural design materials of boreholes and the shaft are displayed in the three-dimensional space, and boreholes LU102525 contained in a cross section currently required to be drawn are screened out by cutting the cross section along an exploration line or by the restriction of the geological information database; geological interpretation is performed on the boreholes on the S cross section according to ore body mining technical condition indicators and in combination with the rules of ore body ring connection, and ore bodies on the cross section are connected to generate three-dimensional cross-sectional ore body contours; and d. The generated three-dimensional cross-sectional ore body contours of the respective ore bodies are extrapolated according to the pinch-out trend of the ore bodies and the relationship with faults; the cross-sectional contours of the ore bodies are connected according to corresponding conditions, and the three-dimensional geological model of the ore bodies is generated by means of a triangulation network connection technology; and the generated three-dimensional geological model is verified and corrected.
Embodiment 3 Referring to FIGS. 1-3, a method for discriminating an ultimate strain of a shaft instability failure includes the following steps: (1) A simulation calculation model (FIG. 1) for shaft wall concrete and different surrounding geotechnical materials is established, and plastic ultimate strains (ultimate strains of different points in the monitoring model of FIG. 1) of different rock mass materials arc respectively calculated by means of an overload method.
(2) In combination with structural design materials of a shafi and geological exploration data of a mining area ncar the shaft, a fine three-dimensional geological model (FIG. 2) is established to reproduce a geological environment of the shaft and the mining area nearby as truly as possible.
(3) In combination with arrangement positions of different monitoring points of a shaft monitoring system, the same monitoring points are arranged at the same positions of an inverse analysis model to monitor strain information of the shaft.
(4) Influence weights (water level, temperature, etc.) of shaft stability influencing factors are compared to establish an optimal combination of the influencing factors that induces shaft instability, and then a reasonable calculation model for the shaft under the influence of multiple factors is given by means of inverse analysis.
(5) The influence of water level is a dominant factor. An initial head drop height of the model is given. an initial reduction coefficient K is set. c and ¢ of a shaft wall are LU102525 reduced (formula 1). and the reduced c and ¢ are brought back into the calculation model to observe whether a region having a strain greater than an ultimate strain appears. If the calculation result shows that there is no element greater than the value. the reduction coeflicient continues to be increased till an element exceeding the ultimate strain value appears on the shaft wall. [ c 7 | K (I) Where c is cohesion, © is an internal friction angle, and K is the reduction cocfhicient. (6) The computing file of the last step is taken as an initial computing file, and the strength of the clement exceeding the ultimate strain in the shaft wall is reduced: after the calculation is completed, whether a new ultimate strain region appears in the shaft wall is observed and recorded. this calculation is taken as an initial file of next calculation, and the new ultimate strain region again is reduced again, with each reduction step length being 0.01.
(7) With the increasing number of elements exceeding the ultimate strain on the shaft wall, plastic penetration regions are eventually formed on the shaft wall elements, the calculation is terminated at this time, and the current reduction coefficient, that is. a shaft wall safety factor of current water level drop is recorded.
In step (4), the influence weights include water level and temperature; and in step (5), cis cohesion and © is an internal friction angle.
In step (3), monitoring the strain information of the shaft includes forming a plurality of annular pressure rclicf grooves at intervals on the inner wall of the mine shaft along the axial direction. and a method for monitoring the mine shaft includes: mounting annular force transfer steel rings with shapes consistent with the surface of the shaft wall in the monitoring points arranged in the shaft, and mounting a plurality of strain sensors on the annular force transfer steel rings and the monitoring points; acquiring strain signals of the shaft in real time by the strain sensors; importing the strain signals to a data conversion unit outside the mine shaft; and converting the strain signals by the data conversion unit and transmitting same to a data acquisition device outside the mine shaft. so as to monitor the strain information of the shaft in real time.
The strain sensors are two-dimensional carbon composite nano metal film flexible LU102525 strain sensors. and the metal film has a thickness of 550 to 600 um.
Four mounting points are arranged on each of the monitoring points in the upper, lower, left and right directions, the strain sensor is arranged on each mounting point, and the strain signals of the shaft in the axial direction, the circumferential direction and the radial direction are respectively acquired by the strain sensors.
The process of establishing the fine three-dimensional geological model in step (2) includes: a.
The structural design materials of the shaft and the geological exploration data of the mining arca near the shaft are collected and information processing is performed: three-dimensional and digital processing is performed by means of software, and elevation information is extracted; repeated points, jumpers and aggregation points in the elevation information file are cleaned up; a digital surface model is constructed by using a line file;
b.
A geological information database is constructed; the geological information database includes a borehole coordinate data file, a borehole inclinometer data file, a sample testing data file and a geological code data file; the plurality of data files are independent of each other, and their relations are established by numbering and imported into three-dimensional software to form a relational database;
c.
The geological information database is called, the structural design materials of borcholes and the shaft are displayed in the three-dimensional space, and boreholes contained in a cross section currently required to be drawn are screened out by cutting the cross section along an exploration line or by the restriction of the geological information database; geological interpretation is performed on the boreholes on the cross section according to ore body mining technical condition indicators and in combination with the rules of ore body ring connection, and ore bodies on the cross section are connected to generate three-dimensional cross-sectional ore body contours; and d.
The generated three-dimensional cross-sectional ore body contours of the respective ore bodies are extrapolated according to the pinch-out trend of the ore bodies and the relationship with faults; the cross-sectional contours of the ore bodies are connected according to corresponding conditions, and the three-dimensional geological model of the ore bodies is generated by means of a triangulation network connection technology; and the gencrated three-dimensional geological model is verified and corrected. LU102525 In addition, in order to further improve the effect, a preparation method of the two-dimensional carbon composite nano metal film flexible strain sensor includes the following steps: S SI. a silver foil is cleaned with a cleaning fluid and then placed in the middle of a quartz tube of a tube furnace, a vacuum pump is started, and the tube furnace is heated to 900-1000°C in a nitrogen atmosphere of 10-15 sccm. with a heating rate of 10-15°C/min: when the silver foil reaches 900-1000°C. 30-40 sccm carbon alkane is introduced into the quartz tube, the carbon alkane is closed after being kept for 10-20 min. the silver foil is cooled along with the furnace in the nitrogen atmosphere to obtain single-layer graphene on the silver foil, and silver-based graphene is generated. $2. the side. which is not attached to the quartz tube during growth, of the silver-based graphene is spin-coated with organic glass, the silver-based graphene spin-coated with the organic glass is placed in an oven for curing the organic glass at 65-70°C, the cured silver-based graphene is immersed in a 1-1.5 mol/l. FeCI3 solution, an organic glass film with graphene floats on the surface of the solution after the silver-based graphene is dissolved, and the organic glass film with graphene is fished up with an organosilicon film with a pre-tensile strain of 80-100%, and cleaned in deionized water to thoroughly remove residual FeCl13 and other impurities. Acetone is dripped onto the organosilicon film with graphene and organic glass for 2-3 times to remove the organic glass and leave an organosilicon silicone tilm compounded with graphene. and the organosilicon film compounded with graphene is cleaned with cthanol and then blown with nitrogen.
S3. the organosilicon film compounded with graphene is put into a small magnetron sputtering instrument. a copper target is put into the sputtering instrument. the vacuum pump is started. nitrogen is introduced when the degree of vacuum reaches 5-7 Pa, the discharge current is controlled by adjusting the introduction amount of protective atmosphere. the sputtering instrument is started when the discharge current reaches 20-25 mA, the sputtering instrument is turned off after sputtering 700-800 s, and the graphene composite nano copper film is taken out.
S4, two ends of the graphene composite nano copper film are coated with a silver paste and connected with copper wires to obtain the two-dimensional carbon composite nano metal film flexible strain sensor.
According to the present invention, the nano copper particle film is sputtered on the surface of graphene by means of a magnetron sputtering technology and assembled LU102525 into a flexible strain sensor, so that the sensitivity and cycle performance of the strain sensor can be simultaneously improved. The present invention has the advantages of simple process, easy operation, low cost, good controllability, large-scale production and the like.
In addition, in order to achieve better technical effects, the technical solutions in the above embodiments can be arbitrarily combined to meet the requirements of various practical applications.
It can be seen from the above embodiments that the present invention can effectively optimize the calculation of the ultimate strain value by calculating, based on an ultimate strain value of a concrete test block in the elastic stage, the structural stress of shaft wall concrete that does not conform to the shaft project.
The present invention fully considers the influence of different geological conditions on the ultimate strain value of the shaft wall concrete, so that the calculation of the ultimate strain value of the concrete is more accurate.
The existing shaft instability prediction cannot give the location and process of instability failure, but is only based on the experience or summary of tests, while the present invention can give a more accurate shaft instability process and location under a special geological environment.
The accurate estimation of the shaft instability process can provide an effective theoretical support for safety state evaluation, prediction and treatment during shaft service period.
The modeling in the method of the present invention can reduce the investment risk, save project quantity, reduce mining cost, improve profit rate and improve the utilization of resources, and does not waste national resources.
The above descriptions are merely preferred embodiments of the present invention, and are not intended to limit the present invention in other forms. Any person skilled in the art may change or modify these embodiments into equivalent embodiments with equivalent variations by using the foregoing disclosure. However, any simple amendments, equivalent changes and modifications made to the above embodiments in accordance with the technical essence of the present invention without departing from the technical solutions of the present invention still fall within the protection scope of the technical solution of the present invention.
Claims (6)
- Claims LU102525 i.
- A method for discriminating an ultimate strain of a shaft instability failure, comprising the following steps: (1) establishing a simulation calculation model for shaft wall concrete and different surrounding geotechnical materials, and calculating plastic ultimate strains of different rock mass materials respectively by means of an overload method; (2) establishing, in combination with structural design materials of a shaft and geological exploration data of a mining area near the shaft, a fine three-dimensional peological model to reproduce a geological environment of the shaft and the mining area nearby as truly as possible; (3) arranging, in combination with arrangement positions of different monitoring points of a shaft monitoring system, the same monitoring points at the same positions of an inverse analysis model to monitor strain information of the shaft; (4) comparing influence weights of shaft stability influencing factors to establish an optimal combination of the influencing factors that induces shaft instability, and then giving a reasonable calculation model for the shaft under the influence of multiple factors by means of inverse analysis; (5) giving an initial head drop height of the model, setting an initial reduction coefficient K, reducing c and © of a shaft wall, and bringing the reduced c and ¢ back into the calculation model to observe whether a region having a strain greater than an ultimate strain appears; if the calculation result shows that there is no element greater than the value, continuing to increase the reduction coefficient till an element exceeding the ultimate strain value appears on the shaft wall; (6) taking the computing file of the last step as an initial computing file, and reducing the strength of the element exceeding the ultimate strain in the shaft wall; after the calculation is completed, observing and recording whether a new ultimate strain region appears in the shaft wall, taking this calculation as an initial file of next calculation, and reducing the new ultimate strain region again, with each reduction step length being 0.01; and (7) with the increasing number of elements exceeding the ultimate strain on the shaft wall, eventually forming plastic penetration regions on the shaft wall elements, terminating the calculation at this time, and recording the current reduction coefficient, that is, a shaft wall safety factor of current water level drop. >. The method for discriminating an ultimate strain of a shaft instability failure according to claim 1, wherein in step (4). the influence weights include water level LU102525 and temperature; and in step (5), c is cohesion and ¢ is an internal friction angle.
- 3. The method for discriminating an ultimate strain of a shaft instability failure according to claims 1, wherein in step (3), monitoring the strain information of the shaft comprises forming a plurality of annular pressure relief grooves at intervals on the inner wall of the mine shalt along the axial direction, and a method for monitoring the mine shaft comprises: mounting annular force transfer steel rings with shapes consistent with the surface of the shaft wall in the monitoring points arranged in the shaft, and mounting a plurality of strain sensors on the annular force transfer steel rings and the monitoring points; acquiring strain signals of the shall in real time by the strain sensors; importing the strain signals to a data conversion unit outside the mine shaft; and converting the strain signals by the data conversion unit and transmitting same to a data acquisition device outside the mine shaft, so as to monitor the strain information of the shaft in real time.
- 4. The method for discriminating an ultimate strain of a shaft instability failure according to claim 3, wherein the strain sensors are two-dimensional carbon composite nano metal film flexible strain sensors, and the metal film has a thickness of 550 to 600 um.
- 5. The method for discriminating an ultimate strain of a shaft instability failure according to one of the claims 1-4, wherein four mounting points are arranged on each of the monitoring points in the upper, lower. left and right directions, the strain sensor is arranged on cach mounting point, and the strain signals of the shaft in the axial direction, the circumferential direction and the radial direction are respectively acquired by the strain sensors.
- 6. The method for discriminating an ultimate strain of a shaft instability failure according to claim 5, wherein the process of establishing the fine three-dimensional geological model in step (2) comprises: a. collecting the structural design materials of the shaft and the geological exploration data of the mining area near the shaft and performing information processing: performing three-dimensional and digital processing by means of software, and extracting elevation information; cleaning up repeated points, jumpers and aggregation points in the elevation information file; constructing a digital surface model by using a linc file; b. constructing a geological information database; wherein the geological information database includes a borehole coordinate data file, a borehole inclinometer data file, a LU102525 sample testing data file and a geological code data file; wherein the plurality of data files are independent of cach other, and their relations are established by numbering and imported into three-dimensional software to form a relational database;Sc. calling the geological information database, displaying the structural design materials of boreholes and the shaft in the three-dimensional space. and screening out boreholes contained in a cross section currently required to be drawn by cutting the cross section along an exploration line or by the restriction of the geological information database: performing geological interpretation on the boreholes on theID cross section according to ore body mining technical condition indicators and in combination with the rules of ore body ring connection, and connecting ore bodies on the cross section to generate three-dimensional cross-sectional ore body contours; and d. extrapolating the generated three-dimensional cross-sectional ore body contours of the respective ore bodies according to the pinch-out trend of the ore bodies and the relationship with faults; connecting the cross-sectional contours of the ore bodies according to corresponding conditions, and generating the three-dimensional geological model of the ore bodies by means of a triangulation network connection technology: and verifying and correcting the generated three-dimensional geological model.
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| CN110610041B (en) * | 2019-09-10 | 2023-04-18 | 青岛理工大学 | Method for judging limit strain of instability and damage of shaft |
| CN113591321B (en) * | 2021-08-09 | 2023-10-03 | 中钢集团马鞍山矿山研究总院股份有限公司 | Method for generating three-dimensional high-simulation structural model of mine earth-rock mixture |
| CN114407350B (en) * | 2022-01-11 | 2023-07-21 | 西北工业大学 | Continuous fiber reinforced composite material 3D printing filling path planning method and device |
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| CN104234673B (en) * | 2014-07-30 | 2015-12-30 | 中国石油大学(华东) | Consider the stratified reservoir multi-zone flow regulating method of interlayer interference |
| US9910942B2 (en) * | 2015-05-06 | 2018-03-06 | Livermore Software Technology Corp. | Methods and systems for specifying metal necking failure criteria in finite element analysis |
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| WO2021047328A1 (en) | 2021-03-18 |
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| CN110610041A (en) | 2019-12-24 |
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