CN111929221B - Deep surrounding rock seepage stability analysis device and method under strong power disturbance - Google Patents
Deep surrounding rock seepage stability analysis device and method under strong power disturbance Download PDFInfo
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Abstract
The invention discloses a deep surrounding rock seepage stability analysis device and method under strong power disturbance, which comprises a true triaxial stress loading system for applying true triaxial load to a surrounding rock physical model test piece containing a simulation tunnel, a high-pressure seepage loading mechanism connected with the upper end and the lower end of the true triaxial stress loading system, a true triaxial boundary seepage sealing mechanism sealed at each boundary edge of a square rock physical model test piece and a seepage control and monitoring mechanism. The method can simulate and analyze the change of the permeability characteristic of the surrounding rock under the conditions of three-dimensional stress, high seepage and strong dynamic disturbance load, and judge the potential danger of water inrush and other disaster phenomena.
Description
Technical Field
The invention belongs to the technical field of deep rock testing, and particularly relates to a device and a method for analyzing deep surrounding rock seepage stability under strong dynamic disturbance.
Background
The safe, green and efficient mine construction of China has gradually progressed to the deep part, the hydraulic potential energy existing in the deep rock mass is remarkably increased along with the increase of the mining depth of the mine, under the influence of mining activities, water burst and water inrush of the deep mine become important research subjects in the field of the mining industry of the world, and the economic loss and the personal casualties brought to the mine are very disastrous. According to the method, resources with the depth of 1000-2000 m are gradually mined from a plurality of mines in China in the next 20 years, and the accompanying deep well hydraulic potential energy (10-20 MPa) is extremely large, so that the water damage inducing conditions, the formation mechanism and the threat degree are all subjected to complex changes.
After entering the deep part, the engineering mining disturbance causes the dynamic evolution of a rock mass structure, further causes the formation of a water guide channel, and high-pressure water flows along a water guide crack under the driving of strong potential energy and then flows towards a working surface or a goaf in a burst, slow-release or delayed-release manner. The development of rock mass structure cracks under mining disturbance to form a water guide channel becomes one of main inducers of water inrush in deep mines. In addition, the exploitation of part of deep seafloor mines will face more acute water damage problems. For example, in large seabed hard rock gold mine, due to deep complex geological and hydrographic environments, the phenomena of surrounding rock water seepage and water burst appear due to roadway development and stoping operation, and the phenomena of surrounding rock burst and water burst of the top plate and two sides of a roadway in a deep region of a mining area are obvious.
In the process of mining below the depth of kilometers in the future, along with the action of blasting excavation and other strong dynamic disturbance of rock masses in deep high-stress areas, the high-permeability flow field can seriously affect the stability of deep stopes. If the surrounding rock of the stope forms a new water guide channel under the actions of blasting, excavating and unloading, high osmotic water pressure and underground water, the coupling effect of seepage and stress is more obvious, and the safety of production operation of a mining area is seriously threatened.
China has made a great deal of research on mine water inrush and prevention and treatment thereof by related scientific and technological workers in rock mechanics, mining engineering and the like. However, the fact proves that the waterproof measure under the guidance of the existing water flowing crack theory cannot completely prevent the occurrence of water inrush accidents. And the current research method relies on mathematical simulation excessively, neglects physical simulation, lacks of comprehensive research from aspects such as multifactor, multi-field coupling and various simulation means, and leads to the fact that the mechanism of mine water inrush is still insufficient.
Therefore, aiming at the conditions of strong dynamic disturbance such as deep blasting excavation unloading and the high stress-seepage field environment, the research and development of a deep surrounding rock seepage stability analysis device and method under the strong dynamic disturbance are urgently needed, the phenomena of rock mass fracture evolution and seepage mutation disasters under the deep mining disturbance are reproduced indoors, and the understanding of the deep mine water inrush disasters is improved.
Disclosure of Invention
The invention mainly aims to provide a device and a method for analyzing deep surrounding rock seepage stability under strong dynamic disturbance. And simulating and analyzing the change of the permeability characteristic of the surrounding rock under the conditions of three-dimensional stress, high seepage and strong dynamic disturbance load, and judging the potential risks of water inrush and other disaster phenomena.
In order to achieve the purpose, the following technical scheme is adopted in the application:
a deep surrounding rock seepage stability analysis device under strong dynamic disturbance comprises a true triaxial stress loading system for applying true triaxial load to a surrounding rock physical model sample containing a simulated tunnel, wherein the true triaxial stress loading system comprises an upper loading plate, a lower loading plate, a front loading plate, a rear loading plate, a left loading plate and a right loading plate;
the loading end surface of the upper loading plate is cut with criss-cross seepage guide grooves, and liquid inlet pore passages communicated with the seepage guide grooves are arranged in the upper loading plate; the loading end surface of the lower loading plate is cut with criss-cross liquid collecting guide grooves, liquid outlet channels communicated with the liquid collecting guide grooves are arranged in the lower loading plate, and the liquid inlet channels and the liquid outlet channels are both connected with a high-pressure seepage loading mechanism;
a through hole is formed in the center of the left loading plate, a disturbance incident rod for applying an impact load to the surrounding rock physical model sample is arranged in the through hole in a sliding mode, and the disturbance incident rod is connected with an impact loading system;
the simulation tunnel penetrates through the front surface and the rear surface of the surrounding rock physical model sample, monitoring holes corresponding to the simulation tunnel are formed in the front loading plate and the rear loading plate, and transparent partition plates, light sources and high-speed cameras are sequentially arranged in the monitoring holes in the direction far away from the simulation tunnel.
Specifically, a chute is arranged on one side of the through hole, which is far away from the surrounding rock physical model sample, a boss matched with the chute is arranged on the disturbance incident rod, and the extending direction of the chute is parallel to the sliding direction of the disturbance incident rod;
when the left loading plate loads the surrounding rock physical model test sample, the left side face of the boss is in contact with the left side wall of the sliding groove, and the disturbance incident rod is flush with the loading end face of the left loading plate.
Specifically, a sealing ring is arranged between one end of the through hole, close to the surrounding rock physical model sample, and the disturbance incidence rod.
Specifically, the upper and lower terminal surface of country rock object model sample is equipped with flexible seepage flow board, and other terminal surfaces are wrapped up by the flexible cover, the equipartition has the seepage hole on the flexible seepage flow board, the flexible cover is located simulation tunnel and disturbance incident pole position department trompil.
Specifically, each corner of the surrounding rock object model sample is wrapped by a rubber sleeve frame, and the rubber sleeve frame, an upper loading plate, a lower loading plate, a front loading plate, a rear loading plate, a left loading plate and a right loading plate jointly enclose a penetration loading chamber which is matched with and sealed with the surrounding rock object model sample.
Specifically, the rubber sleeve frame, the upper loading plate, the lower loading plate, the front loading plate, the rear loading plate, the left loading plate and the right loading plate are arranged in a hollow rigid frame, and a jacking mechanism for tightly pressing the rubber sleeve frame is arranged in the hollow rigid frame.
Specifically, the jacking mechanism comprises a jacking oil cylinder or a jacking air cylinder.
Specifically, the high-pressure seepage loading mechanism comprises a water tank, a high-pressure advection pump, an intermediate container, an inflatable accumulator, a seepage output pipeline and a seepage return pipeline;
the middle container is divided into a front cavity and a rear cavity by a middle partition plate, the water tank, the high-pressure advection pump and the front cavity are sequentially connected through a pipeline, the rear cavity is connected with the liquid inlet pore passage through the seepage output pipeline, an inflatable energy accumulator is arranged on the seepage output pipeline, and the rear cavity is provided with a seepage filling opening;
the liquid outlet channel is connected with a liquid collecting container through the seepage return pipeline, and the seepage return pipeline and the seepage output pipeline are both provided with a pressure sensor and a flow sensor.
The high-speed camera comprises an industrial personal computer, and is characterized by further comprising an image collector and a pressure flow collector, wherein the image collector and the pressure flow collector are connected to the industrial personal computer, the image collector is electrically connected with the high-speed camera, and the pressure flow collector is electrically connected with a pressure sensor and a flow sensor on a seepage output pipeline and a seepage return pipeline.
The method for analyzing the seepage stability of the deep surrounding rock under the strong power disturbance by using the device for analyzing the seepage stability of the deep surrounding rock under the strong power disturbance comprises the following steps:
s1: preparing a surrounding rock physical model sample containing a simulated tunnel according to the physical and mechanical parameters of the rock stratum where the existing tunnel is located according to a similar principle;
s2: placing a surrounding rock physical model sample in a loading chamber surrounded by an upper loading plate, a lower loading plate, a front loading plate, a rear loading plate, a left loading plate and a right loading plate of a true triaxial stress loading system;
s3: calculating three-dimensional static load borne by a surrounding rock physical model sample, and carrying out graded loading on the surrounding rock physical model sample to a set load by using a true triaxial stress loading system;
s4: applying osmotic pressure
Injecting seepage liquid into the surrounding rock physical model sample by using a high-pressure seepage loading mechanism, and calculating the initial permeability coefficient K of the simulated surrounding rock according to the readings of pressure sensors and flow sensors on the liquid inlet duct and the liquid outlet duct after the pressure is stablem0And according to the allowable permeability coefficient calculated by the design drainage capacity of the existing roadway, further calculating the allowable permeability coefficient of the simulated surrounding rock physical model sample, as shown in a formula (2):
Kam＝Kay/CK (2)
in the formula, KamFor an acceptable permeability coefficient of the surrounding rock material model sample, KayFor an allowable actual permeability coefficient of the roadway formation, CKIs a permeability coefficient similarity constant;
in addition, a high-speed camera is used for recording an initial image in the simulation tunnel in the process, an initial form inside the simulation tunnel is obtained, and an allowable deformation parameter of the surrounding rock physical model simulation tunnel is calculated according to the allowable deformation parameter of the existing tunnel, as shown in a formula (3):
εam＝εay/Cε (3)
in the formula, epsilonamSimulating a roadway deformation parameter, epsilon, for an allowable surrounding rock physical model specimenayFor allowable actual roadway deformation parameters, CεIs a deformation similarity constant;
s5: applying a disturbance load
Starting an impact loading system, designing parameters such as intensity, waveform and impact cycle times of simulated disturbance load according to the blasting or impact strong dynamic disturbance load applied in actual surrounding rock, applying impact load to a disturbance incident rod, and acting on a surrounding rock physical model sample; s6: seepage and damage monitoring
When the step S5 is carried out, the high-speed camera is utilized to further record dynamic images in the simulated roadway in the process, the seepage pressure of the upper end face of the surrounding rock physical model sample is kept stable, the indication changes of the pressure sensor and the flow sensor in the test process are recorded, and the seepage parameters of the surrounding rock physical model sample after strong-power disturbance are obtained;
s7: allowable power disturbance load determination
Repeating the step S5 and the step S6, and obtaining a fitting function relation between the dynamic disturbance load and the penetration parameter of the surrounding rock physical model sample according to the monitored data, as shown in the formula (4):
Km＝f(Max(σdm),σdm(t),F) (4)
in the formula: kmAs permeability coefficient of the surrounding rock physical model sample, Max (sigma)dm) For dynamic disturbance of load intensity, σdm(t) is a waveform function of single power disturbance action, and F is power disturbance load action frequency;
and obtaining a fitting function relation between the dynamic disturbance load and the deformation parameters of the simulated roadway of the surrounding rock physical model sample, as shown in a formula (5):
εm＝G(Max(σdm),σdm(t),F) (5)
in the formula: epsilonmSimulating roadway deformation for a surrounding rock physical model sample;
and judging according to the formulas (4) and (5), and when the permeability parameter K of the surrounding rock physical model sample obtained by the formula (4)mLess than KamAnd when the surrounding rock physical model sample obtained by the formula (5) simulates the deformation epsilon of the roadwaymLess than epsilonamThe applied simulated dynamic disturbance load and the corresponding actual dynamic disturbance load are allowable parameters.
Compared with the prior art, the invention has the beneficial effects that:
the method can synchronously apply the true triaxial high static stress load, the deep high seepage pressure and the strong dynamic disturbance load without stress blank to the surrounding rock physical model sample, thereby simultaneously realizing the simulation of a deep stress field, a seepage field and a strong dynamic disturbance environment borne by the surrounding rock of a deep roadway, and analyzing the whole process of the seepage stability of the surrounding rock in real time under the condition of simulating the blasting and other strong dynamic disturbance loads; the method effectively overcomes the defect that the existing indoor rock mechanics test system cannot evaluate the seepage stability of the deep surrounding rock under strong dynamic disturbance, and provides reliable technical support for analyzing the seepage stability of the deep mining surrounding rock.
Drawings
In order to more clearly illustrate the technical solutions in the embodiments of the present invention, the drawings needed to be used in the description of the embodiments will be briefly introduced below, and it is obvious that the drawings in the following description are only some embodiments of the present invention, and it is obvious for those skilled in the art to obtain other drawings based on these drawings without creative efforts.
FIG. 1 is a schematic structural diagram of an analysis device for seepage stability of deep surrounding rock under strong dynamic disturbance, provided by an embodiment of the application;
FIG. 2 is an X-Z plane sectional view of the deep surrounding rock seepage stability analysis device under strong dynamic disturbance provided by the embodiment of the application;
FIG. 3 is an X-Y plane sectional view of the deep surrounding rock seepage stability analysis device under strong dynamic disturbance provided by the embodiment of the application;
FIG. 4 is a cross-sectional view of an upper load plate according to an embodiment of the present application;
FIG. 5 is a cross-sectional view of a lower load plate according to an embodiment of the present application;
FIG. 6 is a cross-sectional view of a left load plate according to an embodiment of the present application;
FIG. 7 is a cross-sectional view of a front load plate according to an embodiment of the present application;
FIG. 8 is an isometric view of a hollow frame to which embodiments of the present application relate;
FIG. 9 is a cross-sectional view of a hollow frame according to an embodiment of the present application;
fig. 10 is an exploded view of a tightening mechanism according to an embodiment of the present application;
fig. 11 is an axonometric view of a surrounding rock phantom sample according to an embodiment of the present application.
Detailed Description
The technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the drawings in the embodiments of the present invention, and it is obvious that the described embodiments are only a part of the embodiments of the present invention, and not all of the embodiments. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present invention.
Referring to fig. 1, the deep surrounding rock seepage stability analysis device under strong dynamic disturbance comprises a true triaxial stress loading system 2 for applying a true triaxial load to a surrounding rock physical model sample 1, a high-pressure seepage loading mechanism 3 connected with the upper end and the lower end of the true triaxial stress loading system 2, a true triaxial boundary seepage sealing mechanism 4 sealed at each boundary edge of the surrounding rock physical model sample 1 and a seepage control and monitoring mechanism 5.
Referring to fig. 1 to 3, the true triaxial stress loading system 2 mainly comprises an upper loading plate 201, a lower loading plate 202, a left loading plate 203, a right loading plate 204, a front loading plate 205, a rear loading plate 206, a static stress actuator 207 and an SHPB perturbation mechanism 208 (impact loading system); the front end faces of the upper loading plate 201, the lower loading plate 202, the left loading plate 203, the right loading plate 204, the front loading plate 205 and the rear loading plate 206 are square, and the side length is 95% -98% of that of the surrounding rock physical model sample 1.
Referring to fig. 4 and 5, criss-cross seepage guide grooves 209 are cut on the loading end surface of the upper loading plate 201, a liquid inlet duct 210 is arranged inside the upper loading plate 201, one end of the liquid inlet duct 210 is connected with the seepage guide grooves 209, and the other end of the liquid inlet duct 210 extends out from the side surface of the upper loading plate 201 and is connected with the high-pressure seepage loading mechanism 3.
Referring to fig. 4 and 5, the loading end surface of the lower loading plate 202 is cut with criss-cross liquid collecting channels 211, liquid outlet channels 212 are arranged inside the lower loading plate 202, one end of each liquid outlet channel 212 is connected with the liquid collecting channel 211, and the other end of each liquid outlet channel 212 extends out from the side surface of the lower loading plate 202 and is connected with the high-pressure seepage loading mechanism 3.
Referring to fig. 6, the left loading plate 203 mainly comprises a disturbance incident rod 213, a loading head 214 and a sealing ring 215; a circular through hole 216 is formed in the center of the loading head 214; an annular groove 217 is formed at the periphery of the through hole 216 close to the front end of the loading surface, and a sealing ring 215 is coaxially arranged in the annular groove 217 and used for seepage sealing during disturbance loading; a circumferential expanding step 218 is arranged at the position, close to the outer side face of the loading head 214, of the through hole 216 to form a sliding chute, and the extending direction of the sliding chute is parallel to the sliding direction of the disturbance incident rod 213; the disturbance incidence rod 213 is a round rod-shaped alloy rod and passes through the sealing ring 215 to be coaxially installed in the through hole 216, an annular boss 219 is further arranged at the circumferential expansion step 218 of the disturbance incidence rod 213, and the width of the boss 219 is smaller than the extension length of the sliding chute; during assembly, the front end face of the disturbance incident rod 213 is flush with the front end face of the loading head 214, the rear end of the annular boss 219 is flush with the rear end face of the loading head 214, and a gap is maintained between the front end of the annular boss 219 and the bottom of the circumferential expansion step 218, so that the disturbance incident rod 213 can be subjected to static stress applied by the static stress actuator 207 to eliminate a front end stress blank and can also be subjected to strong power disturbance applied by the SHPB disturbance mechanism 208 to realize strong power disturbance.
Referring to fig. 7 and fig. 11, a front loading plate 205 and a rear loading plate 206 respectively act on the front end surface and the rear end surface of the surrounding rock model sample 1, and a through simulation tunnel 101 is formed in the center of the front end surface and the rear end surface of the surrounding rock model sample 1; the front loading plate 205 and the rear loading plate 206 are provided with circular monitoring holes 220 at the front end surfaces close to the simulation roadway 101, the monitoring holes 220 are respectively provided with a transparent partition plate 221, an LED light source 222 and a high-speed camera 223 from the front end to the rear end, and the bottom of the transparent partition plate 221 is provided with a sealing ring 215 for seepage water-stop sealing.
Referring to fig. 1 to 3, six groups of static stress actuators 207 are respectively connected to the rear end faces of the upper loading plate 201, the lower loading plate 202, the left loading plate 203, the right loading plate 204, the front loading plate 205 and the rear loading plate 206; the static stress actuator 207 connected with the left loading plate 203 is provided with a hole in the middle and is used for connecting the disturbance incident rod 213 with the SHPB disturbance mechanism 208.
Referring to fig. 1, the high-pressure seepage loading mechanism 3 mainly comprises a water tank 301, a high-pressure advection pump 302, an intermediate container 303, an inflatable accumulator 304, a seepage output pipeline 305 and a seepage return pipeline 306; the water tank 301, the high-pressure constant-flow pump 302, the intermediate container 303 and the inflatable accumulator 304 are sequentially connected through a high-pressure pipeline, the intermediate container 303 is provided with an intermediate partition plate 307, and the intermediate container 303 is divided into a front cavity 308 and a rear cavity 309; the front cavity 308 is in hydraulic communication with the high-pressure constant-flow pump 302, the rear cavity 309 is in hydraulic communication with the inflatable accumulator 304, and the rear cavity 309 is also provided with a seepage liquid filling port 310; the rear end of the charging accumulator 304 is connected with a seepage output pipeline 305, the other end of the seepage output pipeline 305 is connected with the liquid inlet pore passage 210, and the seepage output pipeline 305 is also provided with a pressure sensor 311 and a flow sensor 312; the seepage return pipeline 306 is connected with the liquid outlet hole 212, and the seepage return pipeline 306 is provided with a pressure sensor 311, a flow sensor 312 and a liquid collecting container 313 which are connected in sequence.
Referring to fig. 1, the true triaxial boundary seepage sealing mechanism 4 is composed of a cubic hollow frame 401, six sets of boundary seepage sealing loading devices 402 (tightening mechanisms) arranged on each surface of the hollow frame 401, and an oil supply mechanism 403 for supplying oil pressure to the boundary seepage sealing loading devices 402;
referring to fig. 8 and 9, the hollow frame 401 is a hollow cubic structure, and mainly includes an outer hollow cubic frame 404 and an inner hollow cubic frame 405 (a rubber sleeve frame); the outer hollow cubic frame 404 is made of alloy materials, and each outer side surface is provided with a stepped square nesting window 406 for fixing the boundary seepage sealing loading device 402; the inner hollow cubic frame 405 is arranged inside the outer hollow cubic frame 404 and is made of flexible rubber; the outer side of each edge of the inner hollow cubic frame 405 is tightly attached to each corresponding edge of the outer hollow cubic frame 404, and semicircular steps 407 protruding from two sides of the attachment part are used for attaching to the boundary seepage sealing loading device 402; a right-angle groove 408 is cut on the inner side of each edge of the inner hollow cubic frame 405, and the right-angle groove 408 is attached to the positions, which are not covered by the loading head, of the intersection of each surface of the surrounding rock physical model sample 1 (namely the corners of the surrounding rock physical model sample 1);
referring to fig. 10, the boundary seepage sealing loading device 402 is composed of a square-shaped hydraulic base 409, a square-shaped hydraulic oil chamber 413, a cover plate 410 and a square-shaped loading cushion block 411; the outline of the clip-shaped hydraulic base 409 is a step square, and the center of the upper end surface and the center of the lower end surface are provided with loading head through holes 412; a clip-shaped hydraulic oil chamber 413 is arranged at the upper end of the clip-shaped hydraulic base 409 around the loading head through hole 412, and four groups of cylindrical piston chambers 414 are arranged at the lower end of the hydraulic oil chamber 413 and penetrate to the lower end face of the clip-shaped hydraulic base 409; a hydraulic jacking piston 415 is arranged in each of the four piston cavities 414, the upper end of each of the four hydraulic jacking pistons 415 is connected with a hydraulic oil cavity 413, and the lower end of each of the four hydraulic jacking pistons 415 extends out of the lower end face of the clip-shaped hydraulic base 409 and is connected with a clip-shaped loading cushion block 411; the cover plate 410 of the square-shaped hydraulic oil chamber 413 is used for covering the upper end of the hydraulic oil chamber 413 and is fastened to the upper end of the square-shaped hydraulic base 409 through a sealing bolt 416; an oil filling port 417 is arranged on a cover plate 410 of the square-shaped hydraulic oil cavity 413, one end of the oil filling port 417 is connected with the hydraulic oil cavity 413, and the other end of the oil filling port 417 is connected with the oil supply mechanism 403; the upper end face of the clip-shaped hydraulic base 409 is also provided with a counterforce bolt hole 418, and the boundary seepage sealing loading device 402 is fixed on each face of the outer hollow cubic frame 404 through a fastening bolt 419.
Referring to fig. 1, the oil supply mechanism 403 is composed of an oil tank 501, a first oil supply advection pump 502, a second oil supply advection pump 503 and a third oil supply advection pump 504, an output port of the first oil supply advection pump 502 is connected with an oil filling port 417 of the upper and lower end boundary seepage sealing loading device 402 through a high-pressure pipeline, and a first oil pressure sensor 505 is arranged on the high-pressure pipeline; an output port of the second oil supply constant-current pump 503 is connected with an oil filling port 417 of the front and rear end boundary seepage sealing loading device 402 through a high-pressure pipeline, and a second oil pressure sensor 506 is arranged on the high-pressure pipeline; an output port of the third oil supply constant-flow pump 504 is connected with an oil filling port 417 of the left and right end boundary seepage sealing loading device 402 through a high-pressure pipeline, and a third oil pressure sensor 507 is arranged on the high-pressure pipeline.
Referring to fig. 1, the seepage control and monitoring mechanism 5 is composed of an industrial personal computer 601, an image collector 602 and a pressure flow collector 603, the image collector 602 is electrically connected with high-speed cameras 223 arranged in a front loading plate 205 and a rear loading plate 206, the pressure flow collector 603 is electrically connected with two sets of pressure sensors 311 and flow sensors 312 on a seepage output pipeline 305 and a seepage return pipeline 306, and the pressure flow collector 603 is also electrically connected with a first oil pressure sensor 505, a second oil pressure sensor 506 and a third oil pressure sensor 507 of an oil supply mechanism 403; the industrial personal computer 601 is electrically connected with the high-pressure constant-current pump 302, the first oil supply constant-current pump 502, the second oil supply constant-current pump 503 and the third oil supply constant-current pump 504.
Referring to fig. 11, a flexible sleeve 102 is further arranged on the surrounding rock model sample 1 in the circumferential direction, and holes are formed in the flexible sleeve 102 at the end faces of the disturbance incident rod 213 and the simulation roadway 101; the upper end face and the lower end face of the surrounding rock physical model test piece 1 are also provided with flexible seepage plates 103, wherein the thicknesses of the flexible sleeve 102 and the flexible seepage plates 103 are generally controlled to be about 1% of the side length of the surrounding rock physical model test piece, and seepage holes 104 are densely arranged on the flexible seepage plates 103; the flexible sleeve 102 and the flexible seepage plate 103 wrap the surrounding rock physical model sample 1 to strengthen the axial sealing effect, and meanwhile, the flexible boundary can be used as a viscous boundary to play a better energy absorption effect to absorb stress waves which reach the impact load effect of the boundary of the test piece, so that the infinite boundary condition of an actual rock stratum is really simulated, the reflection effect of the stress waves on the boundary of the surrounding rock physical model sample is greatly reduced, and the flexible sleeve 102 and the flexible seepage plate 103 can be made of rubber, red copper or polytetrafluoroethylene.
Referring to fig. 1 to 11, a method for analyzing the seepage stability of a deep surrounding rock under strong dynamic disturbance, which adopts the apparatus for analyzing the seepage stability of a deep surrounding rock under strong dynamic disturbance according to the above embodiment, is characterized by including the following steps:
the method comprises the following steps: preparation of surrounding rock physical model sample
According to the physical and mechanical parameters of the rock stratum where the existing roadway is located, the method comprises the following steps: and determining the physical and mechanical property parameters of the surrounding rock model test sample 1 containing the roadway, the size of the simulation roadway 101 and the water-resisting thickness of the simulation roadway and a high-osmotic-pressure boundary, wherein the parameters are shown in formula (1).
In the formula, KmIs permeability coefficient, K, of a surrounding rock physical model sampleyIs the permeability coefficient of the original rock stratum, CKIs a permeability coefficient similarity constant, LmAs a geometric parameter of the surrounding rock physical model sample, LyAs geometric parameters of the original rock formation, ClIs a geometric similarity constant, HmFor simulating the water-resisting thickness of the top (or bottom) and high-osmotic-pressure boundary of a roadway, HyWater-resisting thickness, p, of the boundary between the top (or bottom) and the high osmotic pressure of the prototype tunnelmIs the density of the surrounding rock physical model sample, rhoyIs the density of the original rock layer, CρIs a density similarity constant, εmIs the strain of the surrounding rock physical model sample, epsilonyIs primary formation strain, CεFor strain similarity constant, σcmAs the strength of the surrounding rock physical model specimen, sigmacyIs the strength of the original rock formation, CσcAs intensity-like constant, σsmIs a static load, sigma, on the test sample of the surrounding rock physical modelsyIs the static load to the original rock formation, CσsIs a static load similarity constant, σdmIs the dynamic disturbance load, sigma, on the surrounding rock physical model sampledyIs the dynamic disturbance load to the original rock stratum, CσdIs a dynamic load similarity constant.
Step two: assembling sample with true triaxial stress loading system
Firstly, cutting a through simulation roadway 101 on the front end surface and the rear end surface of a prepared square surrounding rock object model sample 1, arranging flexible sleeves 102 on the periphery of the surrounding rock object model sample 1, and arranging flexible seepage plates 103 on the upper end surface and the lower end surface; then, the sample is loaded into an inner hollow cubic frame 405 of the hollow frame 401, so that the right-angle groove 408 on the inner side of each edge is in right-angle close contact with the intersection of each surface of the corresponding sample;
inserting the rear end faces of an upper loading plate 201, a lower loading plate 202, a left loading plate 203, a right loading plate 204, a front loading plate 205 and a rear loading plate 206 into an inner hollow cubic frame 405 from a square nesting window 406 of the corresponding face of an outer hollow cubic frame 404 of the hollow frame 401, and enabling the front end to be tightly attached to the end face of a surrounding rock object model sample 1;
six groups of boundary seepage sealing loading devices 402 are arranged in a square nesting window 406 of the corresponding surface of the outer hollow cubic frame 404, and the boundary seepage sealing loading devices 402 are fixed on each surface of the outer hollow cubic frame 404 through fastening bolts 419; and the lower end surface of the clip-shaped loading cushion block 411 is attached to the protruding semicircular step 407 of the inner hollow cubic frame 405.
Loading the deep surrounding rock seepage stability analysis device under strong dynamic disturbance into a true triaxial platform, and respectively connecting six groups of static stress actuators 207 to the rear end surfaces of an upper loading plate 201, a lower loading plate 202, a left loading plate 203, a right loading plate 204, a front loading plate 205 and a rear loading plate 206; the disturbance incidence rod 213 is connected with an SHPB disturbance mechanism 208; in addition, other pipes and circuits are connected.
Step three, applying static stress load and boundary sealing pressure:
before loading starts, firstly, an image collector 602 and a high-speed camera 223 and an LED light source 222 connected with the image collector are started to collect images; then, calculating three-way static load borne by the surrounding rock physical model sample 1, and carrying out graded loading on the surrounding rock physical model sample 1 to a set load by utilizing six groups of static stress actuators 207;
specifically, the oil pressure required by the boundary seepage sealing loading device 402 is calculated according to the applied three-way static load and the contact area of the right-angle groove 408 of the inner hollow cubic frame 405; starting a first oil supply constant-flow pump 502, a second oil supply constant-flow pump 503 and a third oil supply constant-flow pump 504, respectively setting the liquid injection rated pressure of the first oil supply constant-flow pump, respectively pumping hydraulic oil into oil injection ports 417 of corresponding upper, lower, left, right and front and rear boundary seepage sealing loading devices 402, wherein the hydraulic oil flows into a hydraulic oil cavity 413, extends out four hydraulic jacking pistons 415 under the action of the hydraulic oil, pushes a clip loading cushion block 411 to pressurize a semicircular step 407 protruding from an inner hollow cubic frame 405, and further applies sealing pressure to a boundary right angle at a right angle groove 408; monitoring the pressurizing process through a first oil pressure sensor 505, a second oil pressure sensor 506 and a third oil pressure sensor 507 until the sealing pressure at the right-angle groove 408 reaches the static load stress value of the loading surface of the corresponding surrounding rock physical model sample 1;
step four, applying seepage pressure
Injecting seepage liquid into the rear cavity 309 of the intermediate container 303 from the seepage liquid injection port 310, calculating the required simulated seepage pressure according to the high seepage boundary pressure value of the original rock, and setting the rated injection pressure of the high-pressure advection pump 302; after the high-pressure advection pump 302 is started, the high-pressure advection pump 302 injects distilled water into the front cavity 308 of the intermediate container 303, pushes seepage liquid in the rear cavity 309 to be injected into the liquid inlet pore channel 210 of the upper loading plate 201 through the seepage output pipeline 305, and then seeps into the upper end face of the surrounding rock physical model sample 1 through the seepage guide groove 209 and the flexible seepage plate 103; after the pressure is stabilized, the pressure sensor 311 and the flow sensor 312 are used for displayingCounting to obtain the initial permeability coefficient K of the surrounding rock physical model sample (simulated roadway surrounding rock)m0And according to the allowable permeability coefficient calculated by the design drainage capacity of the existing roadway, further calculating the allowable permeability coefficient of the surrounding rock of the simulated roadway, such as a formula (2).
Kam＝Kay/CK (2)
In the formula, KamFor an acceptable permeability coefficient of the surrounding rock material model sample, KayIs the actual formation permeability coefficient allowed.
In addition, the high-speed camera 223 is used for recording the initial image in the simulated roadway 101 in the process, obtaining the initial form inside the simulated roadway 101, and calculating the allowable deformation parameter of the surrounding rock model sample simulated roadway 101 according to the allowable deformation parameter of the existing roadway, as shown in formula (3):
εam＝εay/Cε (3)
in the formula, epsilonamSimulating a roadway deformation parameter, epsilon, for an allowable surrounding rock physical model specimenayIs an allowable actual roadway deformation parameter;
step five, applying disturbance load
According to the strong dynamic disturbance load such as blasting or impact applied in the surrounding rock by deep site mining, parameters such as the intensity, waveform and impact cycle number of the simulated disturbance load are designed, so that a proper impact speed and punch type are selected for the SHPB disturbance mechanism 208; then, starting an SHPB disturbing mechanism 208, applying impact load to the disturbing incidence rod 213 in a grading manner, and acting on one side of the surrounding rock physical model sample 1;
step six, seepage and damage monitoring
While the fifth step is carried out, the high-speed camera 223 is utilized to further record dynamic images (such as deformation, crack initiation, seepage and water burst) in the simulation roadway 101 in the process; the seepage pressure on the upper end face of the surrounding rock physical model sample 1 is maintained to be stable by utilizing a high-pressure advection pump 302 in a servo mode, and the seepage parameters after strong dynamic disturbance of the surrounding rock of the simulation roadway are obtained by recording the indication changes (such as seepage flow increase) of a pressure sensor 311 and a flow sensor 312 in the test process;
step seven, determining allowable power disturbance load
And repeating the fifth step and the sixth step, and obtaining a fitting function relation between the following dynamic disturbance load effect and the simulated roadway surrounding rock permeability parameter according to the monitored data, as shown in a formula (4):
Km＝f(Max(σdm),σdm(t),F) (4)
in the formula, Max (σ)dm) For dynamic disturbance of load intensity, σdmAnd (t) is a waveform function of single power disturbance action, and F is a power disturbance load action frequency.
And obtaining a fitting function relation between the dynamic disturbance load and the deformation parameters of the surrounding rock physical model sample simulation roadway 101, as shown in a formula (5):
εm＝G(Max(σdm),σdm(t),F) (5)
and judging according to the formulas (4) and (5), and when the permeability parameter K of the surrounding rock physical model sample obtained by the formula (4)mLess than KamAnd when the surrounding rock physical model sample obtained by the formula (5) simulates the deformation epsilon of the tunnel 101mLess than epsilonamThe applied simulated dynamic disturbance load and the corresponding actual dynamic disturbance load are allowable parameters.
The method can synchronously apply the true triaxial high static stress load, the deep high seepage pressure and the strong dynamic disturbance load without stress blank to the surrounding rock physical model sample, thereby simultaneously realizing the deep stress field, the seepage field and the strong dynamic disturbance environment of the surrounding rock of the deep roadway, and carrying out the whole process real-time analysis of the seepage stability of the surrounding rock under the action of the strong dynamic disturbance load such as simulated blasting; the method effectively overcomes the defect that the existing indoor rock mechanics test system cannot evaluate the seepage stability of the deep surrounding rock under strong dynamic disturbance, and provides reliable technical support for analyzing the seepage stability of the deep mining surrounding rock.
The above examples are merely illustrative for clearly illustrating the present invention and are not intended to limit the embodiments. Other variations and modifications will be apparent to persons skilled in the art in light of the above description. Nor is it intended to be exhaustive of all embodiments. And obvious variations or modifications of the invention may be made without departing from the scope of the invention.
Claims (8)
1. Deep country rock seepage stability analytical equipment under strong dynamic disturbance, including being used for exerting true triaxial stress loading system of true triaxial load to the country rock object model sample that contains the simulation tunnel, true triaxial stress loading system includes load plate, lower load plate, preceding load plate, back load plate, left load plate and right load plate, its characterized in that:
the loading end surface of the upper loading plate is cut with criss-cross seepage guide grooves, and liquid inlet pore passages communicated with the seepage guide grooves are arranged in the upper loading plate; the loading end surface of the lower loading plate is cut with criss-cross liquid collecting guide grooves, liquid outlet channels communicated with the liquid collecting guide grooves are arranged in the lower loading plate, and the liquid inlet channels and the liquid outlet channels are both connected with a high-pressure seepage loading mechanism;
a through hole is formed in the center of the left loading plate, a disturbance incident rod for applying an impact load to the surrounding rock physical model sample is arranged in the through hole in a sliding mode, and the disturbance incident rod is connected with an impact loading system;
the simulation tunnel penetrates through the front surface and the rear surface of the surrounding rock physical model sample, monitoring holes corresponding to the simulation tunnel are formed in the front loading plate and the rear loading plate, and a transparent partition plate, a light source and a high-speed camera are sequentially arranged in the monitoring holes in the direction far away from the simulation tunnel;
the upper end surface and the lower end surface of the surrounding rock physical model sample are provided with flexible seepage plates, other end surfaces of the surrounding rock physical model sample are wrapped by flexible sleeves, seepage holes are uniformly distributed on the flexible seepage plates, and the flexible sleeves are provided with holes at the positions of the simulation roadway and the disturbance incident rod;
a chute is arranged on one side of the through hole, which is far away from the surrounding rock physical model sample, a boss matched with the chute is arranged on the disturbance incident rod, and the extending direction of the chute is parallel to the sliding direction of the disturbance incident rod;
when the left loading plate loads the surrounding rock physical model test sample, the left side surface of the boss is in contact with the left side wall of the chute, and the disturbance incidence rod is flush with the loading end surface of the left loading plate;
the thickness of the flexible sleeve and the flexible seepage plate is 1% of the side length of the surrounding rock physical model test piece.
2. The deep surrounding rock seepage stability analysis device under strong dynamic disturbance of claim 1, characterized in that: and a sealing ring is arranged between one end of the through hole, which is close to the surrounding rock physical model sample, and the disturbance incident rod.
3. The deep surrounding rock seepage stability analysis device under strong dynamic disturbance according to claim 1 or 2, characterized in that: and each corner of the surrounding rock object model sample is wrapped by a rubber sleeve frame, and the rubber sleeve frame, the upper loading plate, the lower loading plate, the front loading plate, the rear loading plate, the left loading plate and the right loading plate jointly enclose a penetration loading chamber which is matched with and sealed with the surrounding rock object model sample.
4. The deep surrounding rock seepage stability analysis device under strong dynamic disturbance of claim 3, characterized in that: the rubber sleeve frame, the upper loading plate, the lower loading plate, the front loading plate, the rear loading plate, the left loading plate and the right loading plate are arranged in a hollow rigid frame, and a jacking mechanism for tightly pressing the rubber sleeve frame is arranged in the hollow rigid frame.
5. The deep surrounding rock seepage stability analysis device under strong dynamic disturbance of claim 4, characterized in that: the jacking mechanism comprises a jacking oil cylinder or a jacking air cylinder.
6. The deep surrounding rock seepage stability analysis device under strong dynamic disturbance according to claim 1 or 2, characterized in that: the high-pressure seepage loading mechanism comprises a water tank, a high-pressure advection pump, an intermediate container, an inflatable accumulator, a seepage output pipeline and a seepage return pipeline;
the middle container is divided into a front cavity and a rear cavity by a middle partition plate, the water tank, the high-pressure advection pump and the front cavity are sequentially connected through a pipeline, the rear cavity is connected with the liquid inlet pore passage through the seepage output pipeline, an inflatable energy accumulator is arranged on the seepage output pipeline, and the rear cavity is provided with a seepage filling opening;
the liquid outlet channel is connected with a liquid collecting container through the seepage return pipeline, and the seepage return pipeline and the seepage output pipeline are both provided with a pressure sensor and a flow sensor.
7. The deep surrounding rock seepage stability analysis device under strong dynamic disturbance of claim 6, characterized in that: the high-speed camera is characterized by further comprising an image collector and a pressure flow collector, wherein the image collector and the pressure flow collector are connected to the industrial personal computer, the image collector is electrically connected with the high-speed camera, and the pressure flow collector is electrically connected with the pressure sensor and the flow sensor on the seepage output pipeline and the seepage return pipeline.
8. The method for analyzing the seepage stability of the deep surrounding rock under the strong dynamic disturbance adopts the device for analyzing the seepage stability of the deep surrounding rock under the strong dynamic disturbance, which is characterized by comprising the following steps of:
s1: preparing a surrounding rock physical model sample containing a simulation roadway according to the physical and mechanical parameters of the rock stratum where the existing roadway is located according to a similar principle;
s2: placing a surrounding rock physical model sample in a loading chamber surrounded by an upper loading plate, a lower loading plate, a front loading plate, a rear loading plate, a left loading plate and a right loading plate of a true triaxial stress loading system;
s3: calculating three-dimensional static load borne by a surrounding rock physical model sample, and carrying out graded loading on the surrounding rock physical model sample to a set load by using a true triaxial stress loading system;
s4: applying osmotic pressure
Injecting seepage liquid into the surrounding rock physical model sample by using a high-pressure seepage loading mechanism, and calculating the initial permeability coefficient K of the simulated surrounding rock according to the readings of pressure sensors and flow sensors on the liquid inlet duct and the liquid outlet duct after the pressure is stablem0And according to the allowable permeability coefficient calculated by the design drainage capacity of the existing roadway, further calculating the allowable permeability coefficient of the simulated surrounding rock physical model sample, as shown in a formula (2):
Kam＝Kay/CK (2)
in the formula, KamFor an acceptable permeability coefficient of the surrounding rock material model sample, KayFor an allowable actual permeability coefficient of the roadway formation, CKIs a permeability coefficient similarity constant;
in addition, a high-speed camera is used for recording an initial image in the simulation tunnel in the process, an initial form inside the simulation tunnel is obtained, and an allowable deformation parameter of the surrounding rock physical model simulation tunnel is calculated according to the allowable deformation parameter of the existing tunnel, as shown in a formula (3):
εam＝εay/Cε (3)
in the formula, epsilonamSimulating a roadway deformation parameter, epsilon, for an allowable surrounding rock physical model specimenayFor allowable actual roadway deformation parameters, CεIs a deformation similarity constant;
s5: applying a disturbance load
Starting an impact loading system, designing the strength, waveform and impact cycle number parameters of a simulated disturbance load according to a strong dynamic disturbance load applied to actual surrounding rock, applying an impact load to a disturbance incident rod, and acting on a surrounding rock physical model sample;
s6: seepage and damage monitoring
When the step S5 is carried out, the high-speed camera is utilized to further record dynamic images in the simulated roadway in the process, the seepage pressure of the upper end face of the surrounding rock physical model sample is kept stable, and the indication changes of a pressure sensor and a flow sensor of a high-pressure seepage loading mechanism in the test process are recorded, so that the seepage parameters of the surrounding rock physical model sample after strong-power disturbance are obtained;
s7: allowable power disturbance load determination
Repeating the step S5 and the step S6, and obtaining a fitting function relation between the dynamic disturbance load and the penetration parameter of the surrounding rock physical model sample according to the monitored data, as shown in the formula (4):
Km＝f(Max(σdm),σdm(t),F)(4)
in the formula: kmAs permeability coefficient of the surrounding rock physical model sample, Max (sigma)dm) For dynamic disturbance of load intensity, σdm(t) is a waveform function of single power disturbance action, and F is power disturbance load action frequency;
and obtaining a fitting function relation between the dynamic disturbance load and the deformation parameters of the simulated roadway of the surrounding rock physical model sample, as shown in a formula (5):
εm＝G(Max(σdm),σdm(t),F)(5)
in the formula: epsilonmSimulating roadway deformation for a surrounding rock physical model sample;
and judging according to the formulas (4) and (5), and when the permeability parameter K of the surrounding rock physical model sample obtained by the formula (4)mLess than KamAnd when the surrounding rock physical model sample obtained by the formula (5) simulates the deformation epsilon of the roadwaymLess than epsilonamThe applied simulated dynamic disturbance load and the corresponding actual dynamic disturbance load are allowable parameters.
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