CN103344491A - Method for simulating roadway rock burst based on coaction of static load and blast load - Google Patents
Method for simulating roadway rock burst based on coaction of static load and blast load Download PDFInfo
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Abstract
The invention discloses a method for simulating roadway rock burst based on coaction of a static load and a blast load. The method comprises the following steps of: A, selecting cement mortar and ramming a model in a rock model testing machine, and embedding a pressure sensor, an acceleration sensor and a strain gage in the model body; B, maintaining the model body within 28 days, applying initial crustal stress to the model body by utilizing the rock model testing machine, and testing force and deformation field distribution characteristics of the model body under the action of the static load; C, simulating actual cavern excavation characteristics, and measuring force and deformation field distribution characteristics in the model body after excavation each time; and D, drilling in the model body, mounting explosive cartridges and detonators in the drill bores, filling with loess, and detonating the explosive. By utilizing the method, the occurrence scale and time of deep roadway rock burst can be effectively predicted, damage of rock burst disasters on mine production settings can be reduced, the mine safety production risk is greatly reduced, and the production efficiency of the mine is greatly improved.
Description
Technical field
The present invention relates generally to fields such as deep resource exploitation, traffic and water conservancy building industry, is specifically related to a kind of analogy method based on tunnel rock burst under static load and the explosive load acting in conjunction.
Background technology
Increasing rock burst problem has appearred in the increasing along with the cavern excavation degree of depth in deep in large-scale mine, water conservancy, traffic, the defence engineering.Rock burst has caused increasing engineering accident, brings very big hidden danger for the normal operation of Mine Safety in Production and engineering.Though pressed off to impact in the world and opened up broad research, impact ground Hair Fixer life reason understanding is still not deep enough at present, still needs further research.Model test is the effective ways of simulation rock burst, but analyzes from on-the-spot rock burst he result of investigation, the mechanism of only utilizing static load or dynamic load mode can not the comprehensive simulated rock burst to take place.The mechanism that the method research rock burst that utilizes static load and explosive load to combine takes place is at first simulated the preceding terrestrial stress feature of roadway excavation, excavates the cavern on this basis, utilizes explosive load simulation tunnel rock burst genesis mechanism afterwards.
The mechanism that the method research rock burst that utilizes static load and explosive load to combine takes place, the main difficulty of this method is: the one, require static load constant in the model test, how to reduce explosive load to the interference of action of static load power; The 2nd, under static load and explosive load, how model body internal force, acceleration and distortion distribution characteristics test.
Summary of the invention
In view of this, the object of the present invention is to provide a kind of analogy method based on tunnel rock burst under static load and the explosive load acting in conjunction, this method can fast and convenient simulation rock burst genesis mechanism.
The present invention is by the following technical solutions:
A kind of analogy method based on tunnel rock burst under static load and the explosive load acting in conjunction comprises the steps:
Steps A, the preparation similar model material, and in the rock earth model test machine, ram and build model; In the model body, bury pressure transducer, acceleration transducer and foil gauge underground;
After step B, model recuperate and protect 28 days, utilize the rock earth model test machine that it is applied stress initially, and power and the deformation field distribution characteristics of test model body under action of static load; After model body upper stress reaches the setting requirement, embedding explosive, and test is in power, acceleration and the deformation field distribution characteristics of explosive load and static load acting in conjunction drag body;
Step C simulates actual cavern excavation feature, the step excavation cavern; And measure the distribution characteristics of power and deformation field in the model body of each excavation back;
Step D in the internal drilling of model body, and is installed in explosive cartridge bag and detonator in the boring, clogs with loess; Fired charge, the destructiveness of observing the tunnel, the distribution characteristics of measurement dynamic pressure, dynamic deformation and acceleration field, the relation of analysis rock burst generation and explosive consumption, terrestrial stress.
As preferably, described cavern is shaped as rectangle, arch, circle or the shape of a hoof.
As preferably, described cavern length and width maximum can be 30cm.Cavern's shape can increase or reduce as required.The cavern excavation mode can disposable cavitation, also can excavate cavitation several times.
As preferably, described rock earth model test machine adopts YDM-D type Geotechnical Engineering structural model test system.
YDM-D type Geotechnical Engineering structural model test system mainly comprises loading frame, side crossbeam, organizes hydraulic jack and control desk more.Framework is mainly used in control, the lifting jack of model body size and places and the loading needs, and lateral deformation does not take place the major control of side crossbeam, and hydraulic jack loads mainly for the model body, and control desk can be controlled the mode that applies of load.YDM-D type Geotechnical Engineering structural model test system is mainly used in cavern, hole group, side slope and excavation of foundation pit and the anchoring effect of studying under differently stress characteristics, the different rock mass condition, carries out the scheme contrast, for engineering design, construction provide test basis.Can be widely used in scientific research, the design effort of departments such as water power, colliery, railway, highway.
As preferably, described pressure transducer is a plurality of, and according to linear array; One of them pressure transducer is located at inside, cavern, and one is located at cavern's top exterior walls, and all the other pressure transducers are located at the top, cavern.
As preferably, described pressure variant pressure cell is two, and all is located at inside, cavern.
As preferably, press variant pressure cell vertical setting the mutually for described two.
As preferably, in the described steps A, acceleration transducer is a plurality of, and according to linear array; One of them acceleration transducer is located at inside, cavern, and one is located at cavern's top exterior walls, and all the other acceleration transducers are located at the top, cavern.
As preferably, described foil gauge is a plurality of, and is distributed on the same cross section, and one of them foil gauge is located at the bottom, cavern, and all the other foil gauges are evenly distributed on cavern's outer wall.
The invention has the beneficial effects as follows:
The present invention takes into full account the feature that rock burst produces in Deep Mine construction and the operational process, the tunnel rock burst genesis mechanism of having utilized the shop experiment feasible simulation, sought rock burst the relation of explosive, terrestrial stress and rock mass mechanics character has down taken place, for the prediction of rock burst in actual deep tunnel construction and the operational process provides theoretical foundation.Utilize this invention can effectively predict scale and time that the deep tunnel rock burst takes place, reduce the rock burst disaster to the destruction of mine production equipment, avoid rock burst to personnel in the pit's injury, reduce the mine safety production risk greatly, improved the production efficiency of mine effectively.According to the rock burst genesis mechanism, for the tunnel that has the rock burst risk provides underpinning.
Description of drawings
Fig. 1 is YDM-D type Geotechnical Engineering structural model test system architecture synoptic diagram of the present invention;
Fig. 2 is that the present invention simulates cavern's synoptic diagram;
Fig. 3 is pressure transducer of the present invention and strain-type pressure cell distribution schematic diagram;
Fig. 4 is acceleration transducer distribution schematic diagram of the present invention;
Fig. 5 is foil gauge distribution schematic diagram of the present invention;
Fig. 6 is the distribution schematic diagram of three acceleration transducers arranging behind the cavern excavation of the present invention;
Fig. 7 is three explosive cartridge bags of the present invention distribution schematic diagram.
Embodiment
Below in conjunction with accompanying drawing and example the present invention is further described:
Select for use the low-grade cement mortar as simulation material, sand is medium sand, and cement mark is P.O.32.5.The material weight proportioning is: cement: sand: water=1:20:1.5.Its 28 days uniaxial compressive strengths are about 1.9MPa, and elastic modulus is 380MPa, and tensile strength is 0.27MPa.Among the embodiment, simulation block rock mass (block size is about 2cm in the model body).When rammer is built the model body, in (wide 0.8m, high 0.7m) scope, draw piece around the cavern, block size is that direction and the horizontal direction of piece are miter angle about 2.0 * 2.0 * 4.0cm (long * wide * thick), with the block rock mass around the simulation cavern; Outside this scope, do not draw piece and handle.
As shown in Figure 1 and Figure 2, testing equipment is selected North China water conservancy and hydropower university " YDM-D type Geotechnical Engineering structural model test system " for use, and it mainly comprises loading frame 101, side crossbeam 102, organizes hydraulic jack 104 and control desk more.Framework is mainly used in control, the hydraulic jack 104 of model body 103 sizes and places and the loading needs, and lateral deformation does not take place 102 major controls of side crossbeam, and the hydraulic jack 104 main model bodies 103 of giving load, and control desk can be controlled the mode that applies of load.The inside dimension of this testing equipment is: wide * height * thick=1.6m * 1.6m * 0.4m.Cavern 201 is stalk dome-type deep-well tunnel, and span is got 34cm, and the wall height is got 9.1cm, sagitta 17cm, and arch arc radius is 17cm.
As shown in Figure 3, in the model body, determine the position of cavern, when rammer is built model, pre-buried pressure transducer, acceleration transducer, strain-type pressure cell and foil gauge.In the present embodiment, pressure transducer is piezoelectric type pressure sensor, and the strain-type pressure cell is two, and range is the strain-type pressure cell 216 of 5MPa, and range is the strain-type pressure cell 218 of 2MPa.Pressure transducer 211-215 and 217 one-tenth linear array, wherein pressure transducer 217 is located at 201 inside, cavern, and pressure transducer 215 is located at cavern's 201 top exterior walls, and all the other pressure transducer 211-214 are located at 201 tops, cavern.Strain-type pressure cell 216,218 homeotropic alignments are in cavern 201.
As shown in Figure 4, six three-dimensional acceleration transducer 221-226 are embedded in the model body, acceleration transducer 221-226 linear array; One of them acceleration transducer 226 is located at 201 inside, cavern, and an acceleration transducer 225 is located at cavern's 201 top exterior walls, and all the other acceleration transducer 221-224 are located at 201 tops, cavern.In the present embodiment, pressure transducer 211-215 and 217 is located in the side form type body apart from about the 1cm of midsection, cavern, acceleration transducer 221-226 is located in the opposite side model body apart from about the 1cm of midsection, and acceleration transducer and pressure transducer are arranged in parallel.When rammer is built model to acceleration transducer and pressure transducer point position place, the cast material of point position is drawn out, fixation of sensor, and form little free face, a backfilling material then.
The position that the position distribution of acceleration transducer and pressure transducer is not limited to exemplify among the embodiment, also can be distributed in other position in the model body, but in order to reduce interference, should leave the gap between acceleration transducer and the pressure transducer, avoid the interference of fitting and causing mutually.
As shown in Figure 5, arranged evenly on the outer wall of cavern 201 have 13 foil gauges, and 13 foil gauges are distributed on the same cross section, and one of them foil gauge 243 is located at 201 bottoms, cavern, and all the other foil gauge 231-242 are evenly distributed on the outer wall of cavern 201.In the present embodiment, 13 foil gauges are distributed on the model body midsection.The distribution of foil gauge also can be selected other arrangement mode for use.
As shown in Figure 6, after cavern's 201 excavations finished, the inside surface on 201 tops arranged three acceleration transducer 251-253 in the cavern.One of them acceleration transducer 251 is arranged on the cross section, middle of cavern, and other is distributed in the midsection front and back position by two acceleration transducers 252,253, as far as possible near the midsection.The position of three acceleration transducers is also optional otherwise arranges.
As shown in Figure 7, explosive cartridge bag and detonator are embedded in the blast test point 202-204 place of model body, blast test point 202-204 becomes linear array.According to the dose that designs, according to: free field explosive test → excavation cavern → dose is constant, reduces to explode successively apart from the vault distance.According to the hole wall acceleration that records, strain and the quick-fried some relation apart from hole wall scaled distance, draw to reinforce with nothing and reinforce the drag of cavern under the rock burst effect.Carry out the test of three big guns altogether, in the present embodiment, dose is 30g.
Model ram build finish after, will install upright, apply the terrestrial stress load after, carry out the free field explosive test, excavate the cavern then, can carry out blast impulse ground pressure after finishing and test.
Select for use TNT as the simulation explosive.Be parallel to cavern axis horizontal construction medicine hole, the degree of depth is 20cm, send into explosive after, with wet loess filling.Detonate the back to country rock formation surge pressure.
According to the displacement that records and macroscopical execution, obtain the bearing capacity of deep-well tunnel under rock burst.Content of the test sees Table 1.
The first step: the strain in the static load free field test, measurement model body, pressure.
Strain transducer and pressure transducer are inserted static load test macro and zeroing, apply model body vertical boundary load to 1.8MPa, the horizontal boundary load is to 0.6MPa.
Divided for three steps on average applied (per step of vertical load applies 0.6MPa, and per step of horizontal loading applies 0.2MPa), per step voltage stabilizing 10 minutes, in this voltage stabilizing time, the per minute image data once, per step is image data 10 times altogether.Apply and finish when three steps, when model body centre pressure at right angle sensor 217 pressure do not reach 1.8MPa, continue to apply boundary load in proportion, until reaching above-mentioned force value.Record strain value and force value simultaneously.
Second step: dynamic load free field test.Strain in the measurement model body, pressure, acceleration.
Keep boundary load constant, strain transducer, pressure transducer, acceleration transducer are inserted dynamic load test macro and zeroing.Lay down a vertical beam on the steel plate left outer facade, in the blast hole of farthest, distance cavern, it is Powdered to place the diffusing shape TNT(of 30g, density 1.18g/cm
3About, the clean diameter of powder column is 22mm, height is 4.5cm), being rolled into column, detonator is arranged on powder stick central authorities.Then the model body is erect, detonated at last.
The 3rd step: static load surrounding rock of chamber stress test.Measure the strain in the surrounding rock of chamber body of excavation back.
The strain testing signal wire is inserted static test system and zeroing, keep the model boundary load constant, 10cm excavates at every turn in the excavation cavern, is divided into 4 step excavations and finishes.Per step excavation finishes, stablized 10 minutes, in this voltage stabilizing time, the per minute image data once, per step is image data 10 times altogether.When cavern excavation finishes, the voltage stabilizing time is determined according to the strain stable situation.
The 4th step: dynamic load surrounding rock of chamber stress test.Measure the strain in the surrounding rock of chamber body under the blast moving load condition, acceleration, pressure.
Keep model body boundary load constant, be connected in the dynamic test system all the sensors and zeroing, in nearest right facade big gun hole, the steel plate outside, distance cavern, place the 30g dose, carry out cavern's failure test.
Explanation is at last, above embodiment is only unrestricted in order to technical scheme of the present invention to be described, other modifications that those of ordinary skills make technical scheme of the present invention or be equal to replacement, only otherwise break away from the spirit and scope of technical solution of the present invention, all should be encompassed in the middle of the claim scope of the present invention.
Claims (9)
1. the analogy method based on tunnel rock burst under static load and the explosive load acting in conjunction is characterized in that: comprise the steps:
Steps A, the preparation similar model material, and in the rock earth model test machine, ram and build model; In the model body, bury pressure transducer, acceleration transducer and foil gauge underground;
After step B, model recuperate and protect 28 days, utilize the rock earth model test machine that it is applied stress initially, and power and the deformation field distribution characteristics of test model body under action of static load; After model body upper stress reaches the setting requirement, embedding explosive, and test is in power, acceleration and the deformation field distribution characteristics of explosive load and static load acting in conjunction drag body;
Step C simulates actual cavern excavation feature, the step excavation cavern; And measure the distribution characteristics of power and deformation field in the model body of each excavation back;
Step D in the internal drilling of model body, and is installed in explosive cartridge bag and detonator in the boring, clogs with loess; Fired charge, the destructiveness of observing the tunnel, the distribution characteristics of measurement dynamic pressure, dynamic deformation and acceleration field, the relation of analysis rock burst generation and explosive consumption, terrestrial stress.
2. a kind of analogy method based on tunnel rock burst under static load and the explosive load acting in conjunction according to claim 1, it is characterized in that: described cavern is shaped as rectangle, arch, circle or the shape of a hoof.
3. a kind of analogy method based on tunnel rock burst under static load and the explosive load acting in conjunction according to claim 1, it is characterized in that: described cavern length and width maximum can be 30cm.
4. a kind of analogy method based on tunnel rock burst under static load and the explosive load acting in conjunction according to claim 1 is characterized in that: described rock earth model test machine adopts YDM-D type Geotechnical Engineering structural model test system.
5. a kind of analogy method based on tunnel rock burst under static load and the explosive load acting in conjunction according to claim 1, it is characterized in that: described pressure transducer is a plurality of, and according to linear array; One of them pressure transducer is located at inside, cavern, and one is located at cavern's top exterior walls, and all the other pressure transducers are located at the top, cavern.
6. a kind of analogy method based on tunnel rock burst under static load and the explosive load acting in conjunction according to claim 1, it is characterized in that: described pressure variant pressure cell is two, and all is located at inside, cavern.
7. a kind of analogy method based on tunnel rock burst under static load and the explosive load acting in conjunction according to claim 6 is characterized in that: press variant pressure cell vertical setting the mutually for described two.
8. a kind of analogy method based on tunnel rock burst under static load and the explosive load acting in conjunction according to claim 1, it is characterized in that: described acceleration transducer is a plurality of, and according to linear array; One of them acceleration transducer is located at inside, cavern, and one is located at cavern's top exterior walls, and all the other acceleration transducers are located at the top, cavern.
9. a kind of analogy method based on tunnel rock burst under static load and the explosive load acting in conjunction according to claim 1, it is characterized in that: described foil gauge is a plurality of, and on same cross section, one of them foil gauge is located at the bottom, cavern, and all the other foil gauges are evenly distributed on cavern's outer wall.
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| CN110108571A (en) * | 2019-06-06 | 2019-08-09 | 中国人民解放军军事科学院国防工程研究院工程防护研究所 | A kind of experimental rig and test method of coupled static-dynamic loadingi |
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