CN109855974B - Overburden stress and deformation characteristic test method based on similar simulation test system - Google Patents
Overburden stress and deformation characteristic test method based on similar simulation test system Download PDFInfo
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Abstract
The invention discloses a overburden stress and deformation characteristic test method based on a similar simulation test system, wherein the similar simulation test system is a large three-dimensional similar simulation test system combining three-way loading and fixed point dynamic loading, and comprises the steps of sample preparation, measuring point arrangement, similar material preparation, material calculation, rock stratum laying, test piece box resetting, test loading, coal seam excavation and the like, and overburden stress and deformation characteristics are monitored in real time through a drilling imager, a separation meter, a stress sensor, an acoustic emission monitoring system, a geological radar, an attitude angle sensor and an optical fiber stress analyzer. The stress and deformation characteristics of overlying strata of underground mine engineering under the action of static load and dynamic load can be simulated more truly.
Description
Technical Field
The invention relates to a three-dimensional analog simulation test method, in particular to a overburden stress and deformation characteristic test method of a large three-dimensional analog simulation test system based on combination of three-way loading and fixed point dynamic loading.
Background
Before underground coal resources are mined, an overlying rock layer is in a stress balance state, a goaf is formed in the rock layer after the working face is mined, the original stress balance state of the surrounding rock body is damaged, stress is redistributed, the overlying rock layer is caused to collapse, crack, separation, bending and the like, the overlying rock damage is transferred in space and time along with the continuous advance of the mining of the working face, and the influence range of the overlying rock damage is gradually developed upwards from the direct top to the ground surface. A series of mining damage and environmental problems caused by coal mining are related to rock stratum movement, so that the research on the mechanics and deformation characteristics of overlying rock strata of coal seams under the influence of mining has important significance for guaranteeing the energy safety of China and the safety production of coal enterprises.
The invention patent '201210376520.3 three-way loading large-scale three-dimensional analog simulation test system' disclosed by the State intellectual Property office can simulate the activity rule and the complex stress distribution condition of roof rock strata with different heights in the underground mining process under the condition of three-way unequal pressure, study the deformation and breaking rule of overlying surrounding rocks of underground mine engineering under the three-way loading, realize the visualization of rock stratum displacement and breaking of underground mine under the action of three-way loading, and achieve certain breakthrough progress in the simulation test study of large-scale space engineering excavation. However, in the simulation test process, it is found that the system cannot realize the test research on the overburden stress and the deformation characteristic of the stratum under the action of the impact load, namely, the dynamic load and the static load cannot be combined, and certain limitations exist, so that the model test system capable of realizing the common loading of the static load and the dynamic load and the overburden stress and the deformation characteristic based on the simulation test system become one of the critical technical problems which need to be solved urgently.
Disclosure of Invention
The invention is improved based on the existing three-way loading large-scale three-dimensional analog simulation test system, so that the simultaneous loading of static load and dynamic load can be met, and the overburden stress and deformation characteristic test is carried out based on the analog test system, so that the overburden stress and deformation characteristic of underground mine engineering under the action of the static load and the dynamic load can be simulated more truly, and the visualization of the overburden stress and the deformation characteristic of the underground mine under the action of the combination of the static load and the dynamic load is realized.
Therefore, the invention firstly provides a large three-dimensional analog simulation test system combining three-way loading and fixed-point dynamic loading, which comprises a test piece box and a counter-force system, wherein the test piece box comprises a base, and the edge of the base is provided with a left screw hole belt, a right screw hole belt, a front screw hole belt and a rear screw hole belt which form a square; the base is fixedly connected with a left side plate at the left screw hole belt through a bolt, and is fixedly connected with a front side plate at the front screw hole belt through a bolt; at least one first middle screw hole belt is arranged between the right screw hole belt and the left screw hole belt; second middle screw hole belts which are corresponding to the first middle screw hole belts in number and are vertically connected are arranged between the rear screw hole belt and the front screw hole belt; the first middle screw hole belt, the second middle screw hole belt, the left screw hole belt and the front screw hole belt which are connected form a square; the right screw hole belt or any one of the first middle screw hole belts is fixedly connected with a right side plate through a bolt; the rear screw hole belt or any second middle screw hole belt connected with the right side plate is fixedly connected with a rear side plate through a bolt;
the inner side of the left side plate is fixedly connected with a left pressing seat through a bolt, and a left pressing sleeve is arranged on the left side plate according to an equal division area; the left pressure seat is fixedly provided with left pressure rods the number and the positions of which correspond to those of the left pressure sleeve, and the left pressure rods penetrate out of the left pressure sleeve;
the inner side of the front side plate is fixedly connected with a front pressing seat through a bolt, and a front pressing sleeve is arranged on the front side plate according to an equal division area; front pressure rods with the number and the positions corresponding to those of the front pressure sleeves are fixed on the front pressure seat and penetrate out of the front pressure sleeves;
the left pressing seat and the front pressing seat are arranged at intervals;
the reaction force system comprises a concrete reaction force pool positioned under the ground, a first reaction force seat is fixedly connected with the bottom of the reaction force pool, a second reaction force seat is arranged on the right side of the first reaction force seat, and the second reaction force seat is fixed with the bottom of the reaction force pool and is fixedly connected with the first reaction force seat through bolts;
the reaction cell is provided with a side bearing frame which is fixedly connected with the first reaction seat and is close to the concrete wall surface on the left side of the test piece box; left dead load loading hydraulic cylinders corresponding to the left pressure rods in number and position are fixed on the side bearing frames; the reaction force frame which is connected with the second reaction force seat through bolts is arranged on the right side of the test piece box of the reaction force pool; the reaction frame is fixedly connected with the test piece box through bolts;
a front upright post is fixed at the front part of the first counter-force seat; one end surface of the front upright post is abutted against the concrete wall surface of the reaction tank, and front static load loading hydraulic cylinders with the quantity and the positions corresponding to the front compression bars are fixed on the other end surface of the front upright post;
a rear upright post is fixed at the rear part of the first reaction seat, one end surface of the rear upright post is abutted against the concrete wall surface of the reaction tank, and a second base plate which corresponds to the first base plate in number and position and is tightly attached to the first base plate is fixed at the other end surface of the rear upright post;
the front upright post and the rear upright post are connected into an integral structure through a cross beam fixed above the front upright post and the rear upright post, and upper static load loading hydraulic cylinders opposite to the test piece box are uniformly distributed on the cross beam;
the three-way loading large-scale three-dimensional analog simulation test system also comprises an upper pressure seat; when a similar simulation test is carried out, the upper pressure seat transmits the loading force of the upper static load loading hydraulic cylinder to a similar material in the test piece box;
a left dynamic load loading hydraulic cylinder is arranged right below each row of left static load loading hydraulic cylinders, and the left dynamic load loading hydraulic cylinders are fixed on the side bearing frames; and a front dynamic load loading hydraulic cylinder is arranged right below each row of front static load loading hydraulic cylinders, and the front dynamic load loading hydraulic cylinders are fixed on the front upright posts.
Meanwhile, the invention also provides a test method for overburden stress and deformation characteristics of the large three-dimensional analog simulation test system based on the combination of the three-way loading and the fixed point dynamic loading, which comprises the following steps:
(1) sample preparation
Inclining the test piece box to enable the inclination angle of the test piece box to be equal to the inclination angle of the ore bed;
(2) measuring point arrangement
According to the ground stress distribution condition of the ore bed to be simulated in the actual engineering, carrying out numerical simulation on the ground stress by adopting a numerical calculation method, and setting the positions of all measuring points according to the simulation result;
(3) preparation of similar materials
Testing mechanical parameters of rock rocks of each stratum in an actual engineering general view within a similar simulation range, calculating the required strength of each model rock according to a proper geometric similarity ratio and strength similarity ratio, selecting a proper proportion of river sand, gypsum and cement according to the strength, and preparing similar materials for each stratum according to the proportion;
(4) calculation of materials
Calculating the volume of each rock stratum model according to the geometric similarity ratio, calculating the total weight of the corresponding model rock stratum according to the volume weight of the model rock stratum, obtaining the quantity of materials required by each rock stratum according to the proportional relation of the material proportion, and finally obtaining the total quantity of the materials required by the model test;
(5) rock formation laying
According to the weight of each material component of each rock stratum calculated in the step (4), after the required materials are uniformly stirred, laying layer by layer according to the sequence of the rock stratum until all the simulated strata are laid, and installing corresponding monitors and sensors, wherein the monitors and sensors comprise a drilling imager, a delayer, a stress sensor, an acoustic emission monitoring system, a geological radar, an attitude angle sensor and a sensing optical fiber;
according to the positions of the preformed holes of the cover plate at the top of the test piece box, 5 preformed holes are selected as visual crack monitoring holes, all the monitoring holes are vertically arranged, one monitoring hole is positioned in the center of the cover plate at the top of the box body, and finally, 3 television peepholes of the drilling imager are arranged along the trend or the inclination, and the distance between the holes along the trend or the inclination is 50 +/-5 cm;
embedding a separation meter in a rock stratum for rock stratum displacement monitoring, arranging 4 separation meters along a vertical depth, wherein the arrangement positions are the middle lower part of a collapse zone, the boundary of the collapse zone and a fracture zone, the middle part of the fracture zone and the middle part of a bending deformation zone respectively, the separation meters are arranged on a plurality of measuring lines along the rock stratum trend, the distance between each measuring line is 50 +/-5 cm, 4-6 separation meters are arranged on each measuring line along the trend, the distance between each separation meter is 50 +/-5 cm, and the displacement change condition of each arrangement point in the coal seam mining process is monitored and collected in real time through each separation meter;
stress sensors are buried in the rock stratum for stress monitoring, the stress sensors are arranged close to the separation meters, each separation meter is correspondingly provided with one stress sensor, the interval between the pressure box of each stress sensor and the installation position of each separation meter is 4-6 cm, and the stress change condition of the rock stratum in the mining process is monitored and collected in real time through the pressure sensors;
arranging four wave detection holes in the similar model, wherein the wave detection holes are used as the wave detection holes of the acoustic emission monitoring system for monitoring microseismic signals of the whole process of rock stratum exploitation, the wave detection holes are arranged at the edge of the box body close to the test piece box, the distance between the wave detection holes and the edge of the box body is 25 +/-5 cm, the depth is 1.2-2 m, PVC pipes with corresponding lengths are prepared according to the depth of each wave detection hole, and the pipe diameter is 50 +/-10 mm;
mounting a geological radar at the uppermost part of the box body of the test piece box for monitoring, and arranging 2 measuring lines at intervals of 1.5-2 m;
respectively embedding attitude angle sensors in rock strata at the bottom of the fractured zone and in the middle of the bending deformation zone, and respectively arranging 2 attitude angle sensors in the trend and the inclination of the rock strata at the bottom of the fractured zone; 1 attitude angle sensor is arranged in the middle of the bending deformation zone along the trend and the inclination respectively;
respectively arranging sensing optical fibers along the trend, the inclination and the normal direction of the rock stratum for stress monitoring, wherein 8 optical fiber horizontal planes are arranged on the rock stratum above the coal bed, and the trend and the inclination are alternately arranged; 2 optical fiber horizontal planes are arranged at the bottom plate position below the coal bed, the trend and the inclination are respectively provided with one optical fiber plane, 4-6 optical fibers are arranged in each horizontal plane, and the distance is 50 +/-5 cm; arranging 5 sections to the optical fibers in a normal direction, arranging 4-6 optical fibers on each section, wherein the interval between adjacent optical fibers is 50 +/-5 cm, and the turning radius of the optical fibers is more than 10cm in the arrangement process;
(6) test piece box reset
And after the similar materials are dried, returning the test piece box to the horizontal position.
(7) Test loading
The vertical direction is the Z direction, the left-right direction is the X direction, the front-back direction is the Y direction, three-way loading is carried out by adopting a force control mode, static load and dynamic load are horizontally loaded in the X direction, static load and dynamic load are horizontally loaded in the Y direction, and static load is vertically loaded in the Z direction; loading the X direction and the Y direction simultaneously, then loading the Z direction until the three-direction loading pressure reaches a preset value, wherein the preset value is the ground stress actually measured on a working condition site, the three-direction stress loading rate is constant, and the position of each separation layer meter is recorded after the loading is finished;
(8) coal seam excavation
In the excavation process, the measurement and control system monitors the stress and deformation characteristics of the overlying strata in real time through a drilling imager, a delayer, a stress sensor, an acoustic emission monitoring system, a geological radar, an attitude angle sensor and an optical fiber stress analyzer.
Preferably, in the method for testing overburden stress and deformation characteristics based on the simulation test system, the coal seam excavation step in the step (8) is as follows:
the method comprises the following steps: opening a blocking plate on one side of the box body, lifting the excavation machine tool by using a traveling crane, sending the excavation machine tool into a machine tool placing reserved roadway through a reversing device, placing a tool bit at one end of the machine tool, adjusting the cutting surface of the machine tool to be parallel to the cut surface, and communicating a power supply and an air circuit of a machine tool control console;
step two: the jacking cylinder jacks tightly, and the air cylinder is pushed to push, so that the excavating tool is clung to the cut surface;
step three: the propulsion cylinder and the jacking cylinder are reset, and the excavation motor and the feeding motor rotate forwards;
step four: the tool bit moves to the other end of the machine tool, the limiting indicator light is on, the excavation motor rotates forwards, the feeding motor rotates backwards, and the tool bit returns to the original position;
step five: repeating the second step to the fourth step for a plurality of times;
step six: after excavation is finished, the air cylinder is pushed to push, the jacking air cylinder is pushed to jack, the air cylinder is pushed to retract, backward withdrawing of the excavation machine is realized, and the machine is pulled out by using a traveling crane through a reversing device;
step seven: unloading and shutting down according to the program; after finishing the arrangement of each parameter data, dismantling each part of the test piece box, uncovering the test piece layer by layer from top to bottom along the sub-layer surface or the layer surface, carrying out panoramic scanning layer by using a 3D laser scanner to obtain the surface morphology, and finally carrying out 3D fracture reconstruction and numerical simulation calculation by using image processing software and combining test data.
Preferably, in the step (8), excavation is simulated according to a cutting speed converted from a propulsion speed of a field excavation working face, and the data acquisition system is used for acquiring the stress of different rock layers in the excavation process of the rock stratum;
considering the capacity of a dust collecting barrel of the dust collector and the temperature rise condition of the dust collecting barrel in the working process, the dust collector is cooled when the excavating machine works by one inlet ruler, dust on fan blades and rock powder in the dust collecting barrel are timely and manually cleaned in the test process, and a dust collecting pipe is prevented from being blocked.
The invention has the beneficial effects that:
1) the overburden stress and the deformation characteristic of the underground rock body under the disturbance of the horizontal dynamic load in the mining process can be truly simulated, the dynamic load loading hydraulic cylinders arranged in the two horizontal directions can realize the dynamic load loading work in different horizontal directions, the dynamic load loading is convenient, and the effect is good.
2) The optical fiber monitoring is applied to an indoor large-scale three-dimensional analog simulation test, test data are enriched, various monitoring means are mutually contrasted and analyzed, and a better test research effect can be achieved. The method can realize synchronous monitoring of various test detection means, the obtained test data is complete, the information amount is large, and test conditions and foundations are provided for researching the stress and deformation characteristics of the overburden rock under the mining influence.
3) Compared with the existing three-dimensional analog simulation system, the three-dimensional static load loading hydraulic cylinder and the two-dimensional dynamic load loading hydraulic cylinder form a counter-force system for loading static loads and dynamic loads at the same time, so that the underground engineering excavation process with more complex geological disasters and frequent disturbance stress under the three-dimensional stress loading condition can be better simulated, and the test condition is provided for researching the breaking influence of sudden seismic waves on an overlying strata in the mining process.
4) The invention is improved based on the existing three-way loading large-scale three-dimensional analog simulation test system, and on the premise of not changing the existing analog test system, a row of left dynamic load loading hydraulic cylinders is added by skillfully utilizing the space right below the left static load loading hydraulic cylinders, and a row of front dynamic load loading hydraulic cylinders is added by utilizing the space right below the front static load loading hydraulic cylinders, so that the large-scale three-dimensional analog simulation test system combining three-way loading and fixed point dynamic loads is formed, the transformation cost is low, and the analog test effect is more ideal.
Drawings
Fig. 1 is a schematic structural view of the present invention.
Fig. 2 is a right side view of fig. 1.
Fig. 3 is a top view of fig. 1.
Fig. 4 is a schematic layout of the left static load loading hydraulic cylinder and the left dynamic load loading hydraulic cylinder.
Fig. 5 is a cross-sectional view E-E of fig. 3.
Fig. 6 is a left side view of fig. 5.
FIG. 7 is a schematic view of the structure of a test piece case in the present invention.
Fig. 8 is a left side view of fig. 7.
Fig. 9 is a top view of fig. 7.
Fig. 10 is a schematic view of the structure of the traction mechanism of the present invention.
FIG. 11 is a schematic view of a borehole imager deployed in a coal seam.
FIG. 12 is a schematic diagram of the structure of a homemade delamination meter.
FIG. 13 is a schematic view of the placement of an abscission gauge in a coal seam.
Fig. 14 is a sectional view taken along line I-I of fig. 13.
FIG. 15 is a schematic diagram of a pressure sensor arrangement in a rock formation.
FIG. 16 is a schematic view of a pressure sensor arrangement for a floor coal pillar.
FIG. 17 is a schematic view of an acoustic emission monitoring system geophone aperture arrangement.
Fig. 18 is a schematic view of the spatial arrangement of optical fibers.
Fig. 19 is a top view of the optical fiber arrangement.
Fig. 20 is a front view of the optical fiber arrangement.
Fig. 21 is a left side view of the optical fiber arrangement.
Wherein: comprises a base 1, a cross beam 2, a left side plate 3, a right side plate 4, a front side plate 5, a rear side plate 6, a left pressure seat 7, a left pressure rod 8, a left pressure sleeve 9, a front pressure seat 10, a front pressure sleeve 11, a front pressure rod 12, a left screw hole belt 13, a right screw hole belt 14, a front screw hole belt 15, a rear screw hole belt 16, a first middle screw hole belt 17, a second middle screw hole belt 18, a sensor wiring hole 19, a first anti-interference seat 20, a second anti-interference seat 21, a pull seat 22, a reaction pool 23, a first reaction seat 24a, a second reaction seat 24b, a third reaction seat 24c, a front dynamic load loading hydraulic cylinder 25, a side bearing frame 26, a left static load hydraulic cylinder 27, a reaction frame 28, a front upright column 29, a front static load hydraulic cylinder 30, a first base plate 31, a second base plate 32, a rear upright column 33, an upper static load loading hydraulic cylinder 34, an upper pressure seat 35, a speed reducer 36, a first coupler 37, a first winding drum 38, a first winding drum, The device comprises a second coupler 39, a transmission shaft 40, a third coupler 41, a second winding drum 42, a steel wire rope 43, a first steel wire rope fixing seat 44, a second steel wire rope fixing seat 45, a first hinging seat 46, a second hinging seat 47, a third hinging seat 48, a fourth hinging seat 49, an oil bag mounting hole 50, an oil cylinder support 51, an oil cylinder 52, a piston rod 53, a thrust support 54, a test piece box top cover plate 55, a separation layer meter 56, a crack visualization monitoring hole 57, a coal seam 58, a reserved coal pillar 59, a pressure sensor 60, a coal seam floor 61, an acoustic emission monitoring system wave detection hole 62, a trend optical fiber 63, a trend optical fiber 64 and a vertical optical fiber 65.
Detailed Description
The invention will be further illustrated by the following examples in conjunction with the accompanying drawings:
referring to fig. 1-10, a large three-dimensional simulation test system combining three-way loading and fixed point dynamic loading mainly comprises a test piece box and a counter force system.
The test piece box comprises a base 1, wherein a left screw hole belt 13, a right screw hole belt 14, a front screw hole belt 15 and a rear screw hole belt 16 are arranged on the edge of the base 1, and the left screw hole belt 13, the right screw hole belt 14, the front screw hole belt 15 and the rear screw hole belt 16 form a square.
The base 1 is fixedly connected with a left side plate 3 at a left screw hole belt 13 through a bolt, and is fixedly connected with a front side plate 5 at a front screw hole belt 15 through a bolt. Two first middle screw hole belts 17 are arranged between the right screw hole belt 14 and the left screw hole belt 13, and two second middle screw hole belts 18 which are vertically connected with the first middle screw hole belts 17 are arranged between the rear screw hole belt 16 and the front screw hole belt 15; the first middle screw hole belt 17, the second middle screw hole belt 18, the left screw hole belt 13 and the front screw hole belt 15 which are connected form a square.
The right side plate 4 can be fixedly connected with the right screw hole belt 14 and the two first middle screw hole belts 17 through bolts. The rear screw hole belt 16 connected with the right side plate 4 and the two second middle screw hole belts 18 can be fixedly connected with the rear side plate 6 through bolts.
In this embodiment, when the right side plate 4 is disposed on the right screw belt 14 and the rear side plate 6 is disposed on the rear screw belt 16, each side plate and the base 1 may form a three-dimensional space of 3000mm × 3000mm × 3000mm, when the right side plate 4 is disposed on the first middle screw belt 17 near the right and the rear side plate 6 is disposed on the second middle screw belt 18 near the rear, each side plate and the base 1 may form a three-dimensional space of 2000mm × 2000mm × 2000mm, and when the right side plate 4 is disposed on the first middle screw belt 17 near the left and the rear side plate 6 is disposed on the second middle screw belt 18 near the front, each side plate and the base 1 may form a three-dimensional space of 1000mm × 1000mm × 1000 mm.
In this embodiment, each curb plate is accessible bolted connection's split type structure to the test piece case splices into different sizes.
In other embodiments, the positions of the first middle screw hole strip 17 and the second middle screw hole strip 18 can be flexibly set according to requirements, so that the test piece box can be spliced into other sizes or other shapes.
The rear side plate 6 is provided with a sensor wiring hole 19, and a first backing plate 31 is fixed on the outer side of the rear side plate 6 at intervals.
The inner side of the left side plate 3 is fixedly connected with a left pressure seat 7 through bolts, left pressure sleeves 9 are arranged on the left side plate 3 according to the equal division areas, left pressure rods 8 corresponding to the left pressure sleeves 9 in number and position are fixed on the left pressure seat 7, the left pressure rods 8 penetrate out of the left pressure sleeves 9, the left side plate 3 is 3000mm × 3000mm, the left side plate can be equally divided into 9 areas of 1000mm × 1000mm, and each area is provided with two left pressure sleeves 9.
The inner side of the front side plate 5 is fixedly connected with a front pressure seat 10 through bolts, the front side plate 5 is provided with front pressure sleeves 11 according to an even area, the front pressure seat 10 is fixedly provided with front pressure rods 12 the number and the position of which correspond to those of the front pressure sleeves 11, the front pressure rods 12 penetrate out of the front pressure sleeve 1, the front side plate 5 is 3000mm × 3000mm and can be evenly divided into 9 areas with 1000mm × 1000mm, and each area is provided with two front pressure sleeves 11.
The left pressing seat 7 and the front pressing seat 10 are arranged at intervals.
The reaction force system comprises a concrete reaction force pool 23 positioned under the ground, a first reaction force seat 24a fixedly connected with the bottom of the reaction force pool 23, a second reaction force seat 24b is arranged on the right side of the first reaction force seat 24a, and the second reaction force seat 24b is fixed with the bottom of the reaction force pool 23 and is fixedly connected with the first reaction force seat 24a through bolts.
The reaction cell 23 is provided with a side bearing frame 26 which is fixedly connected with the first reaction seat 24a and is close to the concrete wall surface at the left side of the test piece box. And left dead load loading hydraulic cylinders 27 corresponding to the left compression bars 8 in number and position are fixed on the side bearing frames 26. The reaction cell 23 is provided with a reaction frame 28 bolted to the second reaction base 24b on the right side of the test piece case, and the reaction frame 28 is fixedly connected to the test piece case by bolts.
The front part of the first reaction seat 24a is fixed with a front upright 29, one end surface of the front upright 29 is tightly close to the concrete wall surface of the reaction tank 23, and the other end surface is fixed with front static load loading hydraulic cylinders 30 the number and the position of which correspond to the front pressure rod 12.
A rear pillar 33 is fixed to the rear of the first reaction base 24a, one end surface of the rear pillar 33 abuts against the concrete wall surface of the reaction cell 23, and second backing plates 32 whose number and position correspond to those of the first backing plates 31 and which are in close contact with the first backing plates 31 are fixed to the other end surface.
The front upright post 29 and the rear upright post 33 are connected into an integral structure through a cross beam 2 fixed above, and upper static load loading hydraulic cylinders 34 opposite to the test piece box are uniformly distributed on the cross beam 2.
The three-way loading large-scale three-dimensional analog simulation test system also comprises an upper pressure seat 35. When a similar simulation test is performed, the upper pressure seat 35 transmits the loading force of the upper static load loading hydraulic cylinder 34 to a similar material in the test piece box. The upper pressing seat 35 comprises an upper plate and a bottom plate, the upper plate and the bottom plate are connected into an integral structure through a vertical plate, and a rib plate is arranged on the vertical plate.
In the direction of height, the first anti-interference seat 20 that contacts with preceding pressure seat 10 and left pressure seat 7 has been placed to the front pressure seat 10 and the corner of left pressure seat 7, and the second anti-interference seat 21 has been placed to the inboard of left pressure seat 7, and first anti-interference seat 20 and the second anti-interference seat 21 interval set up.
One end of the first anti-interference seat 20, which is far away from the left pressing seat 7, is of a wedge-shaped structure; the top end of the first anti-interference seat 20 is of a wedge-shaped structure; one end of the second anti-interference seat 21 close to the front pressing seat 10 is in a wedge-shaped structure.
To facilitate the movement of the specimen box in and out, the first reaction force seat 24a is provided with a rolling guide. The test piece box can be placed on the rolling guide rail, the left side and the right side of the box body are respectively provided with a traction device, the traction device is provided with two traction steel wire ropes with equal length, the steel wire ropes are connected with the test piece box through hooks, and the traction device is driven by a motor and pulls the test piece box to provide power for moving the box body in and out.
The left side and the right side of the base 1 are both provided with two pull seats 22 at intervals; traction mechanisms corresponding to the pull seats 22 are arranged on the left side and the right side of the test piece box. The traction mechanism comprises a speed reducer 36, the speed reducer 36 is connected with a first end of a first reel 38 through a first coupler 37, and a second end of the first reel 38 is connected with a second reel 42 through a second coupler 39, a transmission shaft 40 and a third coupler 41. The first reel 38 and the second reel 42 are wound with a wire rope 43 that can be connected to the pull base 22.
A first wire rope fixing seat 44 capable of fixing the wire rope of the first reel 38 is arranged at the front side of the second counter force seat 24 b; a second wire rope fixing seat 45 capable of fixing the wire rope of the second reel 42 is arranged at the rear side of the second reaction seat 24 b.
The third reaction force seat 24c is provided on the right side of the second reaction force seat 24b, and the third reaction force seat 24c is fixed to the bottom of the reaction cell 23 and is also fixedly connected to the second reaction force seat 24b by bolts.
The right end of the third reaction seat 24c is provided with a first hinged seat 46 and a second hinged seat 47 at intervals, and the right end of the base 1 is provided with a third hinged seat 48 and a fourth hinged seat 49 which can be respectively hinged with the first hinged seat 46 and the second hinged seat 47.
The reaction cell 23 has cylinder holders 51 provided at the front and rear ends of the third reaction base 24c on the side close to the second reaction base 24b, and the cylinder holders 51 are hinged with cylinders 52. The end part of a piston rod 53 of the oil cylinder 52 is hinged with a thrust support 54, and the thrust support 54 can be connected with the base 1 of the test piece box.
In order to simulate the coal seam excavation process, a row of oil bag mounting holes 50 are correspondingly arranged on the front side plate 5 and the rear side plate 6.
The three-dimensional loading three-dimensional simulation test system is the same as the existing three-dimensional loading large-scale three-dimensional simulation test system, and the difference is that:
a left dynamic load loading hydraulic cylinder is arranged right below each row of left static load loading hydraulic cylinders 27 and fixed on the side bearing frame 26; a front dynamic load loading hydraulic cylinder 25 is arranged right below each row of front static load loading hydraulic cylinders 30, and the front dynamic load loading hydraulic cylinders 25 are fixed on the front upright posts 29.
The key points of the invention are as follows: (1) and a left dynamic load loading hydraulic cylinder and a front dynamic load loading hydraulic cylinder are added on the basis of the left static load loading hydraulic cylinder, the front static load loading hydraulic cylinder and the upper static load loading hydraulic cylinder. In other words: the static load loading hydraulic cylinder carries out three-way loading, and the dynamic load loading hydraulic cylinder carries out two-way loading. (2) And a left dynamic load loading hydraulic cylinder is correspondingly arranged on each row of left static load loading hydraulic cylinders, and a front dynamic load loading hydraulic cylinder is correspondingly arranged on each row of front static load loading hydraulic cylinders. In other words: the left static load loading hydraulic cylinders can be provided with a plurality of rows, but each row of left static load loading hydraulic cylinders can only be correspondingly provided with one left dynamic load loading hydraulic cylinder; the front static load loading hydraulic cylinders can be provided with a plurality of rows, but each row of front static load loading hydraulic cylinders can only be correspondingly provided with one front dynamic load loading hydraulic cylinder. (3) The left dynamic load loading hydraulic cylinder is positioned under the left static load loading hydraulic cylinder, and the front dynamic load loading hydraulic cylinder is positioned under the front static load loading hydraulic cylinder. In other words: when the static load is applied to the left side, the dynamic load cannot be applied to the right side, and the static load applied to the left side and the dynamic load applied to the left side are necessarily in the same column and cannot be staggered front and back; when the front side applies the static load, the rear side cannot apply the dynamic load, and the front side applied static load and the front side applied dynamic load are required to be in the same column and cannot be displaced left and right.
Preferably, the left dead load loading hydraulic cylinders 27 have three rows, each row has five left dead load loading hydraulic cylinders 27, correspondingly, the left dynamic load loading hydraulic cylinders have three left dynamic load loading hydraulic cylinders, and the left dead load loading hydraulic cylinders 27 and the left dynamic load loading hydraulic cylinders in the same row are sequentially arranged at equal intervals from top to bottom. The front static load loading hydraulic cylinders 30 are arranged in three rows, each row of the front static load loading hydraulic cylinders 30 is provided with five front static load loading hydraulic cylinders, correspondingly, the front dynamic load loading hydraulic cylinders 25 are arranged in three rows, and the front static load loading hydraulic cylinders 30 and the front dynamic load loading hydraulic cylinders 25 which are positioned in the same row are sequentially arranged at equal intervals from top to bottom.
A overburden stress and deformation characteristic test method of a large three-dimensional analog simulation test system based on combination of three-way loading and fixed point dynamic loading comprises the following steps:
(1) sample preparation
Inclining the test piece box to enable the inclination angle of the test piece box to be equal to the inclination angle of the ore bed;
(2) measuring point arrangement
According to the ground stress distribution condition of the ore bed to be simulated in the actual engineering, carrying out numerical simulation on the ground stress by adopting a numerical calculation method, and setting the positions of all measuring points according to the simulation result;
(3) preparation of similar materials
Testing mechanical parameters of rock rocks of each stratum in an actual engineering general view within a similar simulation range, calculating the required strength of each model rock according to a proper geometric similarity ratio and strength similarity ratio, selecting a proper proportion of river sand, gypsum and cement according to the strength, and preparing similar materials for each stratum according to the proportion;
(4) calculation of materials
Calculating the volume of each rock stratum model according to the geometric similarity ratio, calculating the total weight of the corresponding model rock stratum according to the volume weight of the model rock stratum, obtaining the quantity of materials required by each rock stratum according to the proportional relation of the material proportion, and finally obtaining the total quantity of the materials required by the model test;
(5) rock formation laying
According to the weight of each material component of each rock stratum calculated in the step (4), after the required materials are uniformly stirred, laying layer by layer according to the sequence of the rock stratum until all the simulated strata are laid, and installing corresponding monitors and sensors, wherein the monitors and sensors comprise a drilling imager, a delayer, a stress sensor, an acoustic emission monitoring system, a geological radar, an attitude angle sensor and a sensing optical fiber;
visually monitoring cracks: according to the positions of the preformed holes of the cover plate 55 at the top of the test piece box, 5 preformed holes are selected as visual crack monitoring holes 57, each visual crack monitoring hole 57 is vertically arranged in the coal seam 58, one monitoring hole is positioned in the center of the cover plate 55 at the top of the test piece box, and finally, 3 television peepholes of the drilling imager are arranged along the trend or the inclination respectively, and the distance between the holes along the trend or the inclination is 50 cm; as shown in fig. 11.
1 imager needs to be drilled, 5 transparent organic glass tubes (each 3m, the inner diameter is 40mm) are cut according to the required length.
And (3) displacement monitoring: as production continues to advance, "three zones" are developed in the formation, namely, a caving zone, a fissure zone, and a bent subsidence zone. And (4) calculating to obtain the vertical depth range of each deformation zone, and designing to monitor the rock stratum displacement by adopting a self-made rock stratum separation meter. The method comprises the steps of burying separation meters in a rock stratum for monitoring rock stratum displacement, arranging 4 separation meters 56 along the vertical depth, wherein the arrangement positions are the middle lower portion of a collapse zone, the boundary of the collapse zone and a fracture zone, the middle portion of the fracture zone and the middle portion of a bending deformation zone respectively, arranging a plurality of measuring lines along the rock stratum trend by the separation meters, the distance between each measuring line is 50cm, arranging 5 separation meters along the trend by each measuring line, and arranging 100 separation meters by each separation meter at a distance of 50 cm. And the displacement change conditions of all arrangement points in the coal seam mining process are monitored and collected in real time through all the separation meters.
Fig. 12 is a schematic structural view of the self-made separation layer meter, which is composed of a fixed pulley 56a, a thin steel wire 56b, a capillary 56c, a fixed tray 56d, and a micrometer 56 e. One end of the thin steel wire 56b is inserted and installed through a capillary 56c, a fixed tray 56d is installed outside the capillary 56c in a subsection mode, and a plurality of micrometers 56e are installed through hooks after the other end of the thin steel wire 56b winds around two fixed pulleys 56a which are horizontally arranged at intervals. Fig. 13 and 14 are schematic diagrams of arrangement of the delamination meter 56 in a coal seam 58, and a reserved coal pillar 59 is arranged in the coal seam 58.
And (3) stress monitoring: a stress sensor is buried in a rock stratum for stress monitoring, preferably, a method of combining a wired stress sensor and a wireless stress sensor is adopted for stress measurement in the coal seam mining process, the test range of the sensor is 0-3MPa, and the measurement precision is +/-0.5%.
The stress sensors are arranged close to the separation meters, each separation meter is correspondingly provided with one stress sensor, the interval between the pressure box of each stress sensor and the installation position of each separation meter is 4-6 cm, and the stress change condition of the rock stratum in the mining process is monitored and collected in real time through the pressure sensors. Namely, according to the distribution condition of three zones, 4 layers of stress sensors are vertically and deeply arranged at the middle-lower part of a collapse zone, the boundary of the collapse zone and a fracture zone, the middle part of the fracture zone and the middle part of a bending deformation zone. And 5 measuring lines are arranged along the inclination of each layer of pressure sensor, the distance between every two measuring lines is 50cm, 5 pressure sensors are arranged along the trend of each measuring line, and the distance between every two pressure sensors is 50 cm. The total number of the separation meters is 100, and in addition, the numerical calculation shows that obvious pressure increase areas exist on two wings of the coal seam in the coal seam mining process, so that stress sensors are buried in coal pillars with the same depth as the coal seam in order to monitor the stress change rule of the pressure increase areas in the coal seam mining process, as shown in the attached drawings 15 and 16. As described above, the design requires a total of 120 stress sensors, 105 wired pressure sensors and 15 wireless sensors.
Microseismic monitoring: in order to monitor the microseismic signals simulating the whole process of coal seam mining, the microseismic detection system needs to be relatively stable in the whole process, and the detection holes are not too deep and are not suitable to be close to a mining area moving zone, so after the factors are comprehensively considered, four detection holes 62 are arranged on the top cover plate 55 of the similar model test piece box and are used as the detection holes of the acoustic emission monitoring system for monitoring the microseismic signals simulating the whole process of rock seam mining. The wave detection holes are arranged at the edge of the box body close to the test piece box, the distance from the edge of the box body is 25 +/-5 cm, the depth is 1.2-2 m, PVC pipes with corresponding lengths are prepared according to the depth of each wave detection hole, and the pipe diameter is 50 +/-10 mm, as shown in figure 17.
Monitoring a geological radar: and (3) installing a geological radar at the uppermost part of the box body of the test piece box for monitoring, and arranging 2 measuring lines at intervals of 1.5-2 m.
Monitoring the inclination angle of the rock mass: the attitude angle sensors are arranged in two layers and are respectively arranged at the bottom of the fracture zone and the middle rock stratum of the bending deformation zone obtained through calculation. Wherein 2 attitude angle sensors are respectively arranged in the trend and the inclination of the rock stratum at the bottom of the fractured zone; bending the middle rock stratum of the lower zone along the trend and the inclination of each attitude angle sensor 1; the total number is 6.
Monitoring by an optical fiber: respectively arranging sensing optical fibers along the trend, the inclination and the normal direction of the rock stratum for stress monitoring, wherein 8 optical fiber horizontal planes are arranged on the rock stratum above the coal bed, and the trend and the inclination are alternately arranged; 2 optical fiber horizontal planes are arranged at the bottom plate position below the coal bed, the trend and the inclination are respectively provided with one optical fiber plane, 5 optical fibers are arranged in each horizontal plane, and the distance is 50 cm; arranging 5 sections in the normal direction of the optical fibers, arranging 5 optical fibers on each section, wherein the interval between adjacent optical fibers is 50cm, and the turning radius of the optical fibers is more than 10cm in the arrangement process; an NBX-6055 distributed fiber stress analyzer is used, but is not limited thereto. The arrangement of the strike fibers 63, the dip fibers 64, and the vertical fibers 65 in the coal seam 58 is shown in fig. 18-21.
(6) Test piece box reset
And after the similar materials are dried, returning the test piece box to the horizontal position.
(7) Test loading
The vertical direction is the Z direction, the left-right direction is the X direction, the front-back direction is the Y direction, three-way loading is carried out by adopting a force control mode, static load and dynamic load are horizontally loaded in the X direction, static load and dynamic load are horizontally loaded in the Y direction, and static load is vertically loaded in the Z direction; and simultaneously loading the X direction and the Y direction, then loading the Z direction until the three-direction loading pressure reaches a preset value, wherein the preset value is the ground stress actually measured on the working condition site, the three-direction stress loading rate is constant, and the position of each abscission layer meter is recorded after the loading is finished.
(8) Coal seam excavation
In the excavation process, the measurement and control system monitors the stress and deformation characteristics of the overlying strata in real time through a drilling imager, a delayer, a stress sensor, an acoustic emission monitoring system, a geological radar, an attitude angle sensor and an optical fiber stress analyzer. And observing the distribution range, breakage, separation, the height of the separation fractures in the rock stratum with unit thickness and the number of fractures in the unit thickness by using a drilling imager, and simultaneously monitoring the overlying rock stratum fracture field of the goaf at regular time by using a geological radar.
The coal seam excavation step of the step (8) is as follows:
the method comprises the following steps: opening a blocking plate on one side of the box body, lifting the excavation machine tool by using a traveling crane, sending the excavation machine tool into a machine tool placing reserved roadway through a reversing device, placing a tool bit at one end of the machine tool, adjusting the cutting surface of the machine tool to be parallel to the cut surface, and communicating a power supply and an air circuit of a machine tool control console;
step two: the jacking cylinder jacks tightly, and the air cylinder is pushed to push, so that the excavating tool is clung to the cut surface;
step three: the propulsion cylinder and the jacking cylinder are reset, the excavation motor and the feeding motor rotate forwards, the excavation rotating speed is 200r/min, and the feeding motor is 6 r/min;
step four: the tool bit moves to the other end of the machine tool, the limiting indicator light is on, the excavation motor rotates forwards, the feeding motor rotates backwards, and the tool bit returns to the original position;
step five: repeating the second step and the fourth step, wherein the excavation machine is moved to the length of 10mm once, and the operation is repeated for many times;
the field working face adopts a 'three eight' operation system, two production shifts and one maintenance shift, and the calculation is as follows:
the working time T is 16 h/day;
converting the similarity ratio of the elapsed time to obtain the effective excavation time of the model
The daily footage L is 2 m;
excavation daily footage converted into model through size similarity ratio
The single excavation footage l' of the machine is 10 mm;
the number n of the full-load working cutters is equal to l/l' and is equal to 50/10, and is equal to 5 cutters/day;
single excavation cycle time consuming
In the debugging stage, the rotating speed of the excavation cutter is 200r/min, and the time required for excavating once is 22min corresponding to the cutter feeding speed when the feeding motor displays 5 r/min.
Step six: after excavation is finished, the air cylinder is pushed to push, the jacking air cylinder is pushed to jack, the air cylinder is pushed to retract, the excavation machine tool is withdrawn backwards by 10mm, and the machine tool is pulled out by a traveling crane through a reversing device;
step seven: unloading and shutting down according to the program; after finishing the arrangement of each parameter data, dismantling each part of the test piece box, uncovering the test piece layer by layer from top to bottom along the sub-layer surface or the layer surface, carrying out panoramic scanning layer by using a 3D laser scanner to obtain the surface morphology, and finally carrying out 3D fracture reconstruction and numerical simulation calculation by using image processing software and combining test data.
In the step (8), the excavation is simulated according to the cutting speed converted from the propelling speed of the on-site excavation working face, and the stress of different rock layers in the excavation process of the rock stratum is collected through a data collection system;
considering the capacity of a dust collecting barrel of a dust collector and the temperature rise condition of the dust collecting barrel in working, when the excavation machine works, the dust collector is cooled for 2/9h to be approximately 13.3min every time when the excavation machine works, and the dust collecting barrel contains rock powder generated by 6 excavation footings at most, so that dust on fan blades and the rock powder in the dust collecting barrel need to be cleaned manually in time in the test process, and the dust collecting pipe is prevented from being blocked.
Claims (4)
1. A overburden stress and deformation characteristic test method based on a similar simulation test system is characterized in that the similar simulation test system is a large three-dimensional similar simulation test system combining three-way loading and fixed point dynamic loading, and comprises a left static load loading hydraulic cylinder, a front static load loading hydraulic cylinder and an upper static load loading hydraulic cylinder; a left dynamic load loading hydraulic cylinder is arranged right below each row of left static load loading hydraulic cylinders, and the left dynamic load loading hydraulic cylinders are fixed on the side bearing frames; a front dynamic load loading hydraulic cylinder is arranged right below each row of front static load loading hydraulic cylinders, and the front dynamic load loading hydraulic cylinders are fixed on the front upright posts;
the test method for stress and deformation characteristics of the overlying strata comprises the following steps:
(1) sample preparation
Inclining the test piece box to enable the inclination angle of the test piece box to be equal to the inclination angle of the ore bed;
(2) measuring point arrangement
According to the ground stress distribution condition of the ore bed to be simulated in the actual engineering, carrying out numerical simulation on the ground stress by adopting a numerical calculation method, and setting the positions of all measuring points according to the simulation result;
(3) preparation of similar materials
Testing mechanical parameters of rock rocks of each stratum in an actual engineering general view within a similar simulation range, calculating the required strength of each model rock according to a proper geometric similarity ratio and strength similarity ratio, selecting a proper proportion of river sand, gypsum and cement according to the strength, and preparing similar materials for each stratum according to the proportion;
(4) calculation of materials
Calculating the volume of each rock stratum model according to the geometric similarity ratio, calculating the total weight of the corresponding model rock stratum according to the volume weight of the model rock stratum, obtaining the quantity of materials required by each rock stratum according to the proportional relation of the material proportion, and finally obtaining the total quantity of the materials required by the model test;
(5) rock formation laying
According to the weight of each material component of each rock stratum calculated in the step (4), after the required materials are uniformly stirred, laying layer by layer according to the sequence of the rock stratum until all the simulated strata are laid, and installing corresponding monitors and sensors, wherein the monitors and sensors comprise a drilling imager, a delayer, a stress sensor, an acoustic emission monitoring system, a geological radar, an attitude angle sensor and a sensing optical fiber;
according to the positions of the preformed holes of the cover plate at the top of the test piece box, 5 preformed holes are selected as visual crack monitoring holes, all the monitoring holes are vertically arranged, one monitoring hole is positioned in the center of the cover plate at the top of the box body, and finally, 3 television peepholes of the drilling imager are arranged along the trend or the inclination, and the distance between the holes along the trend or the inclination is 50 +/-5 cm;
embedding a separation meter in a rock stratum for rock stratum displacement monitoring, arranging 4 separation meters along a vertical depth, wherein the arrangement positions are the middle lower part of a collapse zone, the boundary of the collapse zone and a fracture zone, the middle part of the fracture zone and the middle part of a bending deformation zone respectively, the separation meters are arranged on a plurality of measuring lines along the rock stratum trend, the distance between each measuring line is 50 +/-5 cm, 4-6 separation meters are arranged on each measuring line along the trend, the distance between each separation meter is 50 +/-5 cm, and the displacement change condition of each arrangement point in the coal seam mining process is monitored and collected in real time through each separation meter;
stress sensors are buried in the rock stratum for stress monitoring, the stress sensors are arranged close to the separation meters, each separation meter is correspondingly provided with one stress sensor, the interval between the pressure box of each stress sensor and the installation position of each separation meter is 4-6 cm, and the stress change condition of the rock stratum in the mining process is monitored and collected in real time through the pressure sensors;
arranging four wave detection holes on a top cover plate of a similar model test piece box, wherein the wave detection holes are used as the wave detection holes of an acoustic emission monitoring system and used for monitoring microseismic signals in the whole process of rock stratum exploitation, the wave detection holes are arranged close to the edge of a box body of the test piece box, are 25 +/-5 cm away from the edge of the box body and have the depth of 1.2-2 m, preparing PVC pipes with corresponding lengths according to the depths of the wave detection holes, and the pipe diameters are 50 +/-10 mm;
mounting a geological radar at the uppermost part of the box body of the test piece box for monitoring, and arranging 2 measuring lines at intervals of 1.5-2 m;
respectively embedding attitude angle sensors in rock strata at the bottom of the fractured zone and in the middle of the bending deformation zone, and respectively arranging 2 attitude angle sensors in the trend and the inclination of the rock strata at the bottom of the fractured zone; 1 attitude angle sensor is arranged in the middle of the bending deformation zone along the trend and the inclination respectively;
respectively arranging sensing optical fibers along the trend, the inclination and the normal direction of the rock stratum for stress monitoring, wherein 8 optical fiber horizontal planes are arranged on the rock stratum above the coal bed, and the trend and the inclination are alternately arranged; 2 optical fiber horizontal planes are arranged at the bottom plate position below the coal bed, the trend and the inclination are respectively provided with one optical fiber plane, 4-6 optical fibers are arranged in each horizontal plane, and the distance is 50 +/-5 cm; arranging 5 sections to the optical fibers in a normal direction, arranging 4-6 optical fibers on each section, wherein the interval between adjacent optical fibers is 50 +/-5 cm, and the turning radius of the optical fibers is more than 10cm in the arrangement process;
(6) test piece box reset
After the similar materials are dried, returning the test piece box to the horizontal position;
(7) test loading
The vertical direction is the Z direction, the left-right direction is the X direction, the front-back direction is the Y direction, three-way loading is carried out by adopting a force control mode, static load and dynamic load are horizontally loaded in the X direction, static load and dynamic load are horizontally loaded in the Y direction, and static load is vertically loaded in the Z direction; loading the X direction and the Y direction simultaneously, then loading the Z direction until the three-direction loading pressure reaches a preset value, wherein the preset value is the ground stress actually measured on a working condition site, the three-direction stress loading rate is constant, and the position of each separation layer meter is recorded after the loading is finished;
(8) coal seam excavation
In the excavation process, the measurement and control system monitors the stress and deformation characteristics of the overlying strata in real time through a drilling imager, a delayer, a stress sensor, an acoustic emission monitoring system, a geological radar, an attitude angle sensor and an optical fiber stress analyzer.
2. The overburden stress and deformation characteristic testing method based on the simulation modeling test system as claimed in claim 1, wherein the coal seam excavation step of the step (8) is as follows:
the method comprises the following steps: opening a blocking plate on one side of the box body, lifting the excavation machine tool by using a traveling crane, sending the excavation machine tool into a machine tool placing reserved roadway through a reversing device, placing a tool bit at one end of the machine tool, adjusting the cutting surface of the machine tool to be parallel to the cut surface, and communicating a power supply and an air circuit of a machine tool control console;
step two: the jacking cylinder jacks tightly, and the air cylinder is pushed to push, so that the excavating tool is clung to the cut surface;
step three: the propulsion cylinder and the jacking cylinder are reset, and the excavation motor and the feeding motor rotate forwards;
step four: the tool bit moves to the other end of the machine tool, the limiting indicator light is on, the excavation motor rotates forwards, the feeding motor rotates backwards, and the tool bit returns to the original position;
step five: repeating the second step to the fourth step for a plurality of times;
step six: after excavation is finished, the air cylinder is pushed to push, the jacking air cylinder is pushed to jack, the air cylinder is pushed to retract, backward withdrawing of the excavation machine is realized, and the machine is pulled out by using a traveling crane through a reversing device;
step seven: unloading and shutting down according to the program; after finishing the arrangement of each parameter data, dismantling each part of the test piece box, uncovering the test piece layer by layer from top to bottom along the sub-layer surface or the layer surface, carrying out panoramic scanning layer by using a 3D laser scanner to obtain the surface morphology, and finally carrying out 3D fracture reconstruction and numerical simulation calculation by using image processing software and combining test data.
3. The overburden stress and deformation characteristic test method based on the similarity simulation test system as claimed in claim 1, wherein: in the step (8), the excavation is simulated according to the cutting speed converted from the propelling speed of the on-site excavation working face, and the stress of different rock layers in the excavation process of the rock stratum is collected through a data collection system;
considering the capacity of a dust collecting barrel of the dust collector and the temperature rise condition of the dust collecting barrel in the working process, the dust collector is cooled when the excavating machine works by one inlet ruler, dust on fan blades and rock powder in the dust collecting barrel are timely and manually cleaned in the test process, and a dust collecting pipe is prevented from being blocked.
4. The overburden stress and deformation characteristic test method based on the similarity simulation test system as claimed in claim 1, wherein: the separation layer meter is composed of a fixed pulley (56a), a thin steel wire (56b), a capillary wire (56c), a fixed tray (56d) and a micrometer (56e), wherein one end of the thin steel wire (56b) is inserted and installed through the capillary wire (56c), the fixed tray (56d) is installed outside the capillary wire (56c) in a segmented mode, and the other end of the thin steel wire (56b) is provided with the plurality of micrometers (56e) through a hook after bypassing the two fixed pulleys (56a) which are horizontally arranged at intervals.
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