CN105784976A - Dynamic rock mass unloading effect test device and test method thereof - Google Patents
Dynamic rock mass unloading effect test device and test method thereof Download PDFInfo
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Abstract
The invention provides a dynamic rock mass unloading effect test device and a test method thereof. The dynamic rock mass unloading effect test device comprises a bearing platform (6) and a bearing steel rack (7), wherein the bearing steel rack (7) is erected perpendicular to the bearing platform; an upper loading device (1), a left loading device (2) and a right loading device (3) which are arranged along the circumference of the bearing platform (6) are fixedly arranged on the bearing steel rack (7); a similar matching material (4) is placed on the bearing platform (6); a pressure release device (5) is transversely laid in the middle of the similar matching material (4); pressure boxes (18) are arranged on the sides, close to the upper loading device (1), the left loading device (2) and the right loading device (3), of the similar matching material (4), respectively, so as to test internal stress in different directions. The dynamic rock mass unloading effect test device provided by the invention is simple in structure, and can be used for simulating rock mass unloading situations with different confining pressures, different horizontal pressure coefficients and different unloading speeds.
Description
Technical field
The invention belongs to rock blasting field, dynamic unloading effect tester for testing when being specifically related to a kind of deep rock mass Blasting Excavation and method of testing thereof.
Background technology
All running into side slope and underground cavern excavation in water conservancy and hydropower, traffic and mining engineering, namely excavation means Rock Mass Unloading, and it significantly affects rock mass deformation destructive process, make engineering rock mass occur subregion break, the series of problems such as large deformation.At present this Study on Problems is mainly had theoretical research, similar test, three kinds of methods of numerical experimentation.Theoretical research relates to the multiple subjects such as damage mechanics, fracture mechanics, rock mechanics, and theory analysis difficulty is bigger；Numerical simulation is because having bigger dependency to engineering rock mass parameter, and it is many to relate to parameter, it is necessary to on-the-spot and laboratory carries out great amount of samples location parameter, and required cost is bigger；Therefore, study by analog simulation, it has also become a kind of important method of study of rocks mechanics and engineering problem.
Currently with mainly having of the analog simulation dynamic unloading effect of technique study rock mass:
(1), high-ground stress flexibility loads moment unloading test device and test method (number of patent application: 201310331903.3), this device moment emptying by flexible rubber CF force feed, it is capable of simulation deep cavern moment unloading digging process, but this device cannot consider that rock mass is in different lateral pressure coefficient and the situation of different confined pressure, is not inconsistent with Practical Project.
(2), underground chamber structural plane excavation transient unloading loose simulation experiment system (number of patent application: 201510203951.3), this device adds the quick removal of load on the underground rock cavern model containing structural plane that unloading component realizes having excavated by level type, but this apparatus structure is complex.
For prior art Problems existing, it is necessary to provide a kind of simple and practical for deep rock mass Blasting Excavation time the assay device of dynamic unloading effect test.
Summary of the invention
For prior art Problems existing, the present invention solves that the technical scheme that problems of the prior art adopt is as follows:
A kind of dynamic unloading effect tester for testing of rock mass, including bearing platform 6 and the load-bearing steelframe 7 being perpendicular to bearing platform erection, described load-bearing steelframe 7 is installed with the top charger 1 arranged along bearing platform 6 periphery, left side charger 2 and right side charger 3, described bearing platform 6 is placed with similar proportioning material 4, described similar proportioning material 4 intermediate lateral is equipped with pressure relief device 5, described pressure relief device 5 is for loading to similar proportioning material 4 and unload, near top charger 1 in described similar proportioning material 4, left side charger 2 and right side charger 3 side are respectively equipped with a pressure cell 18, for testing the internal stress in all directions.
Described pressure relief device 5 includes the circular port at two ends and the high-strength rubber set 12 of middle part connection two-port, two described circular port connect decompressor 10 and pressurizer 11 respectively, described decompressor 10 is made up of with the pressure-control valve A13 being connected to the port of export relief outlet 14, and described pressurizer 11 is by supercharging import 15 and the pressure-control valve B17 and the Pressure gauge 16 that are connected to entrance point.
Described bearing platform 6 fore-and-aft direction is respectively equipped with front constraint baffle plate 8 and rear constraint baffle plate 9, described front and back fixed dam collectively constitutes 4 five frameworks surrounded of similar proportioning material on bearing platform 6 to load-bearing steelframe 7, and described precedence constraints baffle plate can prevent similar proportioning material from slipping before and after bearing platform in pressurized process.
A kind of method of testing utilizing above-mentioned tester for testing, comprises the steps of:
1. prepare similar proportioning material: preparation process consists of reference with concrete engineering background rock mass materials, make similar proportioning Mechanical Properties of Materials be closer to relevant Mechanical property；
2. pressure relief device is installed: first build on the bearing platform 6 of assay device by similar proportioning material, when the centre position of preset height built by similar proportioning material, time-out is built, pressure relief device 5 is laterally layed in the middle part of similar proportioning material, and to pressurising in pressure relief device, the middle part rubber sleeve demi-inflation of pressure relief device in Plenum Process, when rubber sleeve is expanded to cylinder, before continuing to be pressurized to rubber sleeve generation deformation further, make pressure relief device can carry certain ambient pressure, without regard to changing the shape of rubber sleeve in the middle part of pressure relief device；After pressure relief device installation, continue to build similar proportioning material, build process is being sequentially placed into a pressure cell 18 near top charger 1, left side charger 2 and right side charger 3 side respectively according to predeterminated position, continue to build until similar proportioning material is built to pre-set dimension, in the process, pressure relief device should be made to contact with similar proportioning material tight, it is to avoid have too big gap as far as possible；
3. similar proportioning material is added hydrostatic pressure load: as required, combination operation top charger 1, similar proportioning material is applied hydrostatic pressure load P with right side charger 3 by left side charger 2, the load pressure value loaded should couple with corresponding crustal stress, loading procedure uniform speed slow carries out, compressive load is made to reach preset value, in loading procedure, pressure relief device is deforming to the interaction of similar proportioning material, pressure relief device internal pressure increases, by the Pressure gauge on pressure relief device, the pressure in pressure relief device is monitored, when the force value in pressure relief device is identical with the force value that pressure cell (18) is tested, namely system reaches balance, if during the force value that pressure relief device internal pressure value is tested less than pressure cell (18), then continue pressurising in pressure relief device until balancing；
4. according to coefficient of horizontal pressure λ, apply lateral load λ P: when waiting the force value of the Pressure gauge 16 on pressure relief device 5 not change, indication load reaches stable, then according to presetting coefficient of horizontal pressure, control left side charger 2 and right side charger 3, compressive load is applied to similar proportioning material so that it is reach the compressive load value λ P preset, described transverse pressure payload values λ P and the laterally stress coupling under corresponding state lateral continuation；
5. test vertical direction stress and horizontal direction stress: after the pressure stability of the Pressure gauge 16 on pressure relief device 5, pressure cell 18 is adopted to test vertical direction stress and horizontal direction stress, namely its real vertical direction stress and horizontal direction stress is tested, and the compressive load value contrast loaded with vertical direction and horizontal direction, observe their difference, according to their difference in all directions, by finely tuning top charger 1, left side charger 2 and right side charger 3 so that consistent with default loaded value in the stress test value of all directions.
6. installing test probe: as needed in putting into some vibration-testing instrument probes in similar proportioning material, probe contacts with similar proportioning material tight；
7. test off-load ripple: after charger loads, keep a period of time, make the internal stress equalization of sample, after similar proportioning material consolidates, start to operate pressure relief device 5 and carry out pressure release, open the pressure-control valve A13 on the relief outlet 14 of pressure relief device 5, regulate rate of debarkation, after pressure release completes, namely when pressure relief device internal pressure is reduced to identical with atmospheric pressure, by the off-load ripple popped one's head in when obtaining corresponding crustal stress.
Present invention have the advantage that
A kind of assay device testing the dynamic off-load response of rock mass of the present invention, simple in construction, it is possible to the Rock Mass Unloading situation of the different confined pressure of simulation, different coefficient of horizontal pressure and different unloading rate.
Accompanying drawing explanation
Fig. 1 is that master of the present invention looks generalized section；
Fig. 2 is left view generalized section of the present invention；
Fig. 3 is the pressure relief device profile in the present invention；
Fig. 4 is the schematic diagram (in figure, P represents the vertical direction pressure applied, and λ represents coefficient of horizontal pressure, and vertical pressure is multiplied with coefficient of horizontal pressure and is transverse pressure λ P) of assay device of the present invention；
Wherein: on the left of 1-top charger, 2-, on the right side of charger, 3-, charger, the similar proportioning material of 4-, 5-pressure relief device, 6-bearing platform, 7-retrain baffle plate, 10-decompressor, 11-pressurizer, 12-rubber sleeve, 13-pressure-control valve A, 14-relief outlet, 15-supercharging import after retraining baffle plate, 9-before carrying steelframe, 8-, 16-Pressure gauge, 17-pressure-control valve B, 18-pressure cell.
Detailed description of the invention
By the examples below, and in conjunction with accompanying drawing, technical scheme is described in further detail, as Figure 1-4, certain side slope needs to carry out Excavation Blasting, blasting process may cause the rock mass near this side slope produce to loosen or crack, and in rock excavation process, the dynamic unloading effect of stress field is probably one of key factor causing rock-mass relaxing, therefore need to measure the dynamic unloading effect of this rock mass.
The present invention provides a kind of dynamic unloading effect tester for testing of rock mass, including bearing platform 6 and the load-bearing steelframe 7 being perpendicular to bearing platform erection, described load-bearing steelframe 7 is installed with the top charger 1 arranged along bearing platform 6 periphery, left side charger 2 and right side charger 3, described bearing platform 6 is placed with similar proportioning material 4, described similar proportioning material 4 intermediate lateral is equipped with pressure relief device 5, described pressure relief device 5 is for loading to similar proportioning material 4 and unload, near top charger 1 in described similar proportioning material 4, left side charger 2 and right side charger 3 side are respectively equipped with a pressure cell 18, for testing the internal stress in all directions.
Described pressure relief device 5 includes the circular port at two ends and the high-strength rubber set 12 of middle part connection two-port, two described circular port connect decompressor 10 and pressurizer 11 respectively, described decompressor 10 is made up of with the pressure-control valve A13 being connected to the port of export relief outlet 14, and described pressurizer 11 is by supercharging import 15 and the pressure-control valve B17 and the Pressure gauge 16 that are connected to entrance point.
Described bearing platform 6 fore-and-aft direction is respectively equipped with front constraint baffle plate 8 and rear constraint baffle plate 9, described front and back fixed dam collectively constitutes 4 five frameworks surrounded of similar proportioning material on bearing platform 6 to load-bearing steelframe 7, and described precedence constraints baffle plate can prevent similar proportioning material from slipping before and after bearing platform in pressurized process.
A kind of method of testing utilizing above-mentioned tester for testing, comprises the steps of:
1. preparing similar proportioning material: consist of reference with concrete engineering background rock mass materials in preparation process, make similar proportioning Mechanical Properties of Materials be closer to relevant Mechanical property, similar proportioning material is non-coagulated state in build process；
2. pressure relief device is installed: first build on the bearing platform 6 of assay device by similar proportioning material, when the centre position of preset height built by similar proportioning material, time-out is built, pressure relief device 5 is laterally layed in the middle part of similar proportioning material, and to pressurising in pressure relief device, the middle part rubber sleeve demi-inflation of pressure relief device in Plenum Process, when rubber sleeve is expanded to cylinder, before continuing to be pressurized to rubber sleeve generation deformation further, make pressure relief device can carry certain ambient pressure, without regard to changing the shape of rubber sleeve in the middle part of pressure relief device；After pressure relief device installation, continue to build similar proportioning material, build process is being sequentially placed into a pressure cell 18 near top charger 1, left side charger 2 and right side charger 3 side respectively according to predeterminated position, continue to build until similar proportioning material is built to pre-set dimension, in the process, pressure relief device should be made to contact with similar proportioning material tight, it is to avoid have too big gap as far as possible；
3. similar proportioning material is added hydrostatic pressure load: as required, combination operation top charger 1, similar proportioning material is applied hydrostatic pressure load P with right side charger 3 by left side charger 2, on-load pressure value should couple with corresponding crustal stress, loading procedure uniform speed slow carries out, compressive load is made to reach preset value, in loading procedure, pressure relief device is deforming to the interaction of similar proportioning material, pressure relief device internal pressure increases, by the Pressure gauge on pressure relief device, the pressure in pressure relief device is monitored, when the force value in pressure relief device is identical with the force value that pressure cell (18) is tested, namely system reaches balance, if during the force value that pressure relief device internal pressure value is tested less than pressure cell (18), then continue pressurising in pressure relief device until balancing；
4. according to coefficient of horizontal pressure λ, apply lateral load λ P: when waiting the force value of the Pressure gauge 16 on pressure relief device 5 not change, indication load reaches stable, then according to presetting coefficient of horizontal pressure, control left side charger 2 and right side charger 3, compressive load is applied to similar proportioning material so that it is reach the compressive load value λ P preset, described transverse pressure payload values λ P and the laterally stress coupling under corresponding state lateral continuation；
5. test vertical direction stress and horizontal direction stress: after the pressure stability of the Pressure gauge 16 on pressure relief device 5, pressure cell 18 is adopted to test vertical direction stress and horizontal direction stress, namely its real vertical direction stress and horizontal direction stress is tested, and the compressive load value contrast loaded with vertical direction and horizontal direction, observe their difference, according to their difference in all directions, by finely tuning top charger 1, left side charger 2 and right side charger 3 so that consistent with default loaded value in the stress test value of all directions；
6. installing test probe: as needed in putting into some vibration-testing instrument probes in similar proportioning material, probe contacts with similar proportioning material tight；
7. test off-load ripple: after charger loads, keep a period of time, make the internal stress equalization of sample, after similar proportioning material consolidates, start to operate pressure relief device 5 and carry out pressure release, open the pressure-control valve A13 on the relief outlet 14 of pressure relief device 5, regulate rate of debarkation, after pressure release completes, namely when pressure relief device internal pressure is reduced to identical with atmospheric pressure, by the off-load ripple popped one's head in when obtaining corresponding crustal stress.
Protection scope of the present invention is not limited to the above embodiments, it is clear that the present invention can be carried out various change and deformation without deviating from scope and spirit of the present invention by those skilled in the art.If these are changed and deform in the scope belonging to the claims in the present invention and equivalent technologies thereof, then the intent of the present invention also comprises these changes and deformation.
Claims (4)
1. the dynamic unloading effect tester for testing of rock mass, it is characterized in that: include bearing platform (6) and be perpendicular to the load-bearing steelframe (7) of bearing platform erection, described load-bearing steelframe (7) is installed with the top charger (1) arranged along bearing platform (6) periphery, left side charger (2) and right side charger (3), described bearing platform (6) is placed with similar proportioning material (4), described similar proportioning material (4) intermediate lateral is equipped with pressure relief device (5), near top charger (1) in described similar proportioning material (4), left side charger (2) and right side charger (3) side are respectively equipped with a pressure cell (18), for testing the internal stress in all directions.
2. a kind of dynamic unloading effect tester for testing of rock mass as claimed in claim 1, it is characterized in that: described pressure relief device (5) includes the circular port at two ends and the high-strength rubber set (12) of middle part connection two-port, two described circular port connect decompressor (10) and pressurizer (11) respectively, described decompressor (10) is by relief outlet (14) and is connected to the pressure-control valve A (13) of the port of export and forms, described pressurizer (11) is by supercharging import (15) and the pressure-control valve B (17) and the Pressure gauge (16) that are connected to entrance point.
3. a kind of dynamic unloading effect tester for testing of rock mass as claimed in claim 1, it is characterized in that: described bearing platform (6) fore-and-aft direction is respectively equipped with front constraint baffle plate (8) and rear constraint baffle plate (9), and described precedence constraints baffle plate collectively constitutes to load-bearing steelframe (7) (4) five frameworks surrounded of the similar proportioning material on bearing platform (6).
4. one kind utilizes the method for testing of tester for testing as described in any one of claim 1-3, it is characterised in that: comprise the steps of:
1. prepare similar proportioning material: preparation process consists of reference with concrete engineering background rock mass materials, make similar proportioning Mechanical Properties of Materials close to relevant Mechanical property；
2. pressure relief device is installed: first build on the bearing platform (6) of assay device by similar proportioning material, when the centre position of preset height built by similar proportioning material, time-out is built, pressure relief device (5) is laterally layed in the middle part of similar proportioning material, and to pressurising in pressure relief device, the middle part rubber sleeve demi-inflation of pressure relief device in Plenum Process, when rubber sleeve is expanded to cylinder, before continuing to be pressurized to rubber sleeve generation deformation further, make pressure relief device can carry certain ambient pressure, without regard to changing the shape of rubber sleeve in the middle part of pressure relief device；After pressure relief device installation, continue to build similar proportioning material, build process is sequentially placed into a pressure cell (18) in close top charger (1), left side charger (2) and right side charger (3) side respectively according to predeterminated position, continues to build until similar proportioning material is built to pre-set dimension；
3. similar proportioning material is added hydrostatic pressure load: as required, combination operation top charger (1), similar proportioning material is applied hydrostatic pressure load P with right side charger (3) by left side charger (2), on-load pressure value should couple with corresponding crustal stress, loading procedure uniform speed slow carries out, compressive load is made to reach preset value, in loading procedure, pressure relief device is deforming to the interaction of similar proportioning material, pressure relief device internal pressure increases, by the Pressure gauge on pressure relief device, the pressure in pressure relief device is monitored, when the force value in pressure relief device is identical with the force value that pressure cell (18) is tested, namely system reaches balance, if during the force value that pressure relief device internal pressure value is tested less than pressure cell (18), then continue pressurising in pressure relief device until balancing；
4. according to coefficient of horizontal pressure λ, apply lateral load λ P: when the force value of the Pressure gauge (16) on pressure relief device (5) does not change, indication load reaches stable, then according to presetting coefficient of horizontal pressure, control left side charger (2) and right side charger (3), compressive load is applied to similar proportioning material so that it is reach the compressive load value λ P preset lateral continuation；
5. test vertical direction stress and horizontal direction stress: after the pressure stability of the Pressure gauge (16) on pressure relief device (5), adopt pressure cell (18) test vertical direction stress and horizontal direction stress, and the compressive load value contrast loaded with vertical direction and horizontal direction, observe difference, difference according to all directions upward pressure value, by finely tuning top charger (1), left side charger (2) and right side charger (3) so that consistent with default loaded value in the stress test value of all directions；
6. installing test probe: as needed in putting into some vibration-testing instrument probes in similar proportioning material, probe contacts with similar proportioning material tight；
7. test off-load ripple: after charger loads, keep a period of time, make the internal stress equalization of sample, after similar proportioning material consolidates, start to operate pressure relief device (5) and carry out pressure release, open the pressure-control valve A (13) on the relief outlet (14) of pressure relief device (5), regulate rate of debarkation, after pressure release completes, namely when pressure relief device internal pressure is reduced to identical with atmospheric pressure, by the off-load ripple popped one's head in when obtaining corresponding crustal stress.
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| CN106289835A (en) * | 2016-07-29 | 2017-01-04 | 安徽理工大学 | Simulation tunnel off-load controllable type experimental provision and using method thereof |
| CN106546484A (en) * | 2016-11-08 | 2017-03-29 | 安徽理工大学 | Deep tunnel Dynamic Excavation Load Relief System and experimental technique |
| CN106969977A (en) * | 2017-04-25 | 2017-07-21 | 河海大学 | A kind of multi-stage loading experimental rig for simulating different angle rock excavation |
| CN107036917A (en) * | 2017-05-27 | 2017-08-11 | 武汉大学 | The Experimental Method in Laboratory of deep wall rock rock burst Burst Tendency |
| CN108709810A (en) * | 2018-05-04 | 2018-10-26 | 浙江大学 | A kind of pilot system and method for air pressure unloading simulation rock underground excavation |
| CN109269906A (en) * | 2018-11-09 | 2019-01-25 | 中南大学 | A kind of crack rock Behavior Under Unloading Condition experimental provision and its application method |
| CN109781506A (en) * | 2019-01-30 | 2019-05-21 | 航天科工防御技术研究试验中心 | A kind of static loading method and device |
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| CN113686694A (en) * | 2021-09-16 | 2021-11-23 | 中国矿业大学 | Three-dimensional rough crack surface unloading induced shear slip test device and method |
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| CN106289835A (en) * | 2016-07-29 | 2017-01-04 | 安徽理工大学 | Simulation tunnel off-load controllable type experimental provision and using method thereof |
| CN106546484A (en) * | 2016-11-08 | 2017-03-29 | 安徽理工大学 | Deep tunnel Dynamic Excavation Load Relief System and experimental technique |
| CN106969977A (en) * | 2017-04-25 | 2017-07-21 | 河海大学 | A kind of multi-stage loading experimental rig for simulating different angle rock excavation |
| CN107036917A (en) * | 2017-05-27 | 2017-08-11 | 武汉大学 | The Experimental Method in Laboratory of deep wall rock rock burst Burst Tendency |
| CN107036917B (en) * | 2017-05-27 | 2019-05-10 | 武汉大学 | The Experimental Method in Laboratory of deep wall rock rock burst Burst Tendency |
| CN108709810B (en) * | 2018-05-04 | 2021-05-14 | 浙江大学 | Test method for simulating underground rock excavation through air pressure unloading |
| CN108709810A (en) * | 2018-05-04 | 2018-10-26 | 浙江大学 | A kind of pilot system and method for air pressure unloading simulation rock underground excavation |
| CN109269906A (en) * | 2018-11-09 | 2019-01-25 | 中南大学 | A kind of crack rock Behavior Under Unloading Condition experimental provision and its application method |
| CN109781506A (en) * | 2019-01-30 | 2019-05-21 | 航天科工防御技术研究试验中心 | A kind of static loading method and device |
| CN111540265A (en) * | 2020-04-16 | 2020-08-14 | 北京科技大学 | Multifunctional stratum structure model test system and test method |
| CN111540265B (en) * | 2020-04-16 | 2021-03-05 | 北京科技大学 | Multifunctional stratum structure model test system and test method |
| CN113686694A (en) * | 2021-09-16 | 2021-11-23 | 中国矿业大学 | Three-dimensional rough crack surface unloading induced shear slip test device and method |
| CN113984523A (en) * | 2021-10-28 | 2022-01-28 | 中国矿业大学 | Testing device and testing method for dynamic and static combined loading strength of rock simulation material |
| US11644398B1 (en) | 2021-10-28 | 2023-05-09 | China University Of Mining And Technology | Apparatus and method for testing combined dynamic-static loading strength of rock-like material |
| CN114216784A (en) * | 2021-12-13 | 2022-03-22 | 河北工程大学 | Uniform confining pressure loading method for large-scale circular test piece under dynamic explosive load |
| CN114216784B (en) * | 2021-12-13 | 2024-08-16 | 河北工程大学 | Uniform confining pressure loading method capable of realizing large-scale circular test piece under explosive dynamic load |
| CN114893177A (en) * | 2022-06-21 | 2022-08-12 | 中国矿业大学 | Water injection fracturing shear test system for simulating geothermal system dry hot rock |
| CN114893177B (en) * | 2022-06-21 | 2023-09-26 | 中国矿业大学 | Water injection fracturing shear test system for simulating geothermal system dry-hot rock |
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