CN105547844A - Filling body-pillar system mechanical effect mechanism test method - Google Patents
Filling body-pillar system mechanical effect mechanism test method Download PDFInfo
- Publication number
- CN105547844A CN105547844A CN201510952622.9A CN201510952622A CN105547844A CN 105547844 A CN105547844 A CN 105547844A CN 201510952622 A CN201510952622 A CN 201510952622A CN 105547844 A CN105547844 A CN 105547844A
- Authority
- CN
- China
- Prior art keywords
- test
- obturation
- rock
- rock pillar
- pillar
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Pending
Links
Classifications
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N3/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N3/08—Investigating strength properties of solid materials by application of mechanical stress by applying steady tensile or compressive forces
- G01N3/10—Investigating strength properties of solid materials by application of mechanical stress by applying steady tensile or compressive forces generated by pneumatic or hydraulic pressure
- G01N3/12—Pressure testing
Abstract
The invention discloses a filling body-pillar system mechanical effect mechanism test method. The method comprises the steps of: processing and preparing a pillar test piece and a homemade elasticity module, and subjecting a resistance strain gauge to paste, waterproof and moistureproof treatment; pasting the pillar test piece with the strain gauge, conducting waterproof treatment, placing the pillar test piece in a middle position of a square lateral confinement steel mold; filling the steel mold with a prepared filling slurry; embedding an resistance strain gauge module treated in advance and matching with the ratio of the filling slurry; after full filling of the filling slurry in the steel mold, flattening the surface; leading and marking a wire connected to the strain gauge; taking out the filling body after certain maintenance stage; according to the testing requirements, connecting the connected wire of the embedded strain gauge with a strain gauge outside the device and carrying out a load test as required. The invention analyzes and researches on the relationship characteristic of deformation rules, rock pillar destroy characteristic and compression time of the filling body in the loading process.
Description
Technical field
The present invention relates to obturation-rock pillar mechanics of system mechanism field tests, be specifically related to a kind of obturation-rock pillar mechanics of system mechanism of action test method.
Background technology
After obturation is filled with dead zone, down-hole, form obturation-ore deposit, rock pillar Systematical control dead zone rock with rock mass or the common coordinative role of ore pillar to be out of shape, the people such as Blight adopt different measures to carry out mechanical test research to the mechanical function mechanism that obturation supports rock mass respectively, look into the artificial gangue Backfilling function mechanism that disclose such as sword peak and have carried out similar experimental study.For describing the obturation of Low rigidity and the interaction mechanism of ore pillar, Blight adopts height about 100mm, the steel drum of internal diameter 203mm, in bucket, middle position places cylindrical rock sample, surrounding, by the different compaction material such as testing requirements filling sand, is carried out uniaxial compression test, analysis and research is had, without the change of rock strength under the rock strength under casting resin encirclement condition and different compaction material encirclement condition, as shown in Figure 1, the interaction mechanism of obturation and rock mass is disclosed with this.
Test, to there being the rock pillar Strength Changes characteristic under compaction material state of siege to carry out good announcement, fails the announcement of the system of giving to the stressed change separately of rock pillar, obturation in experimentation, both synchronizations stress characteristic and whole process of the test rock pillar and obturation carrying rule.
Obturation by the constraint of surrounding country rock, plays roof supporting in filling dead zone simultaneously, reduces surrounding rock failure distortion, slows down the effect of surface subsidence.For obturation, be generally take cement as polycomponent, the heterogeneous composite material medium of Binder Materials, its macro-mechanical property has very close relationship with self microscopical structure inner.Therefore for the integrated system of obturation and rock mass, if measure the loading variation relation of obturation inside and rock sample, and stressed to the two Changing Pattern and macroscopic view combining comprehensively is analyzed, experimental basis and theory support more intuitively can be provided to obturation-rock mass mechanism of action and carrying law study further.
After filling slurry is filled with dead zone, down-hole, forms obturation-ore deposit, rock pillar Systematical control dead zone rock with rock mass or the common coordinative role of ore pillar and be out of shape.Obturation by the constraint of surrounding country rock, plays roof supporting in filling dead zone simultaneously, reduces surrounding rock failure distortion, slows down the effect of surface subsidence.After filling, the ore deposit rock of dead zone and obturation interaction process are very complicated mechanical process, and research obturation and rock pillar interaction mechanism have important meaning.
Therefore, how a kind of test method is provided, the mutual relationship of obturation stress characteristic, rock pillar deformation rule and obturation in obturation-rock pillar bootstrap process-rock pillar system macroscopic view stress characteristic can be determined at, the research obturation rock mass mechanism of action is had great significance.
Summary of the invention
The present invention aims to provide a kind of obturation-rock pillar mechanics of system mechanism of action test method, and this test method systematically can obtain obturation internal modification failure law, rock pillar destruction characteristic and compression time relation property in rock pillar loading procedure under obturation encirclement condition.
For achieving the above object, the technical scheme that the present invention takes is:
A kind of obturation-rock pillar mechanics of system mechanism of action test method, comprises the steps:
S1, rock pillar test material preparation: processing preparation specification is
the limestone test specimen of height 100mm is as the substitute material of test rock (ore deposit) post, and carrying out conventional one-axis compressive strength test and obturation-rock pillar system has side to limit the test of condition uniaxial loading;
The processing preparation of S2, self-control elastic module: prepare filling slurry by the concentration designed and cement-sand ratio according to according to testing requirements, in the small plastic mould of 20mm × 10mm × 5mm, add filling slurry and scrape plane surface, by testing requirements maintenance 28 days in constant-temp. and-moisture maintenance, be made as paste foil gauge table in the self-control elastic module of medium;
The stickup of S3, resistance strain gage and waterproof, damp-proof treatment: after resistance strain gage is carried out resistance test, dip in acetone by cotton rod self-control elastic module is cleaned up for paster place, adopt 914 waterproof and dampproof glue that the normal resistance strain gage of test is pasted onto design attitude by the direction of setting, then use viscose paper (or polybag) to cushion and push down at least one minute with thumb, left and right extruding is noted for a moment before compressing, to make bubble overflow, after foil gauge cements and 914 glue dry;
Dipping in 914 glue mixed up a little drops near foil gauge, the place that wire stitch etc. may leak electricity all is wrapped, with against short-circuit, after 30 ~ 40min, when 914 glue are tack-free, be coated with in elastic module surrounding the anti-blushing agent masking liquid that skim melted equably, coating thickness is less than 0.5mm, standing for the foil gauge test specimen handled well more than the one day time is got final product embedding use, before embedding, must resistance test be carried out;
S4, rock pillar test specimen strain gauge adhesion and water-proofing treatment: rock pillar surface strain sheet pastes 2 groups with vertical axial vertically, totally 4, for the rock pillar test specimen of conventional one-axis compression test, its surface strain sheet 502 glues, do not do water-proofing treatment; Have side to limit the rock pillar test specimen of condition compression test for obturation-rock pillar system, its foil gauge needs to carry out water-proofing treatment, and its method of attaching, damp-proof treatment measure are identical with step S3;
S5, the rock pillar test specimen handled well is placed in square side limit steel plate mould centre position, to be filled with in steel plate mould by designing the filling slurry prepared, and the direction resistance strain gage module matched with filling slurry proportioning good for advanced processing designed according to experimental provision and position are imbedded in obturation, after slip to be filled is full of steel plate mould, scrape plane surface, and the wire that foil gauge connects is led on request, and do, with mark, finally will make test specimen and put into constant-temp. and-moisture maintenance maintenance 28 days;
After S6, obturation-rock pillar system test specimen carries out maintenance by design age, take out by curing box, by testing requirements, the interior foil gauge that buries is drawn wire and is connected with strainmeter, must detection resistance value again before connection, carry out smoothly to guarantee to test;
After S7, pilot system have connected, check connection line, on WAW2000 type hydraulic servo universal testing machine, divide into groups to carry out to have uniaxial compression load test under the limit condition of side by testing requirements.
Wherein, described anti-blushing agent prepares gained by the raw material of following mass percent: Chinese wax 50 ~ 60%, vaseline 30 ~ 20%, glycerine 10 ~ 15%, pure rosin 10 ~ 5%.
Wherein, test adopts the strain variation of sample system in HDYJ33A static resistance strainmeter and HDYZ22 type transfer trunk monitoring test process.
The present invention has following beneficial effect:
Pre-stage test is improved, under the announcement cemented fill encirclement condition of system while rock pillar Strength Changes characteristic rule, obturation internal modification failure law, rock pillar destruction characteristic and compression time relation property is carried out to the analysis of experiments of system.
Accompanying drawing explanation
Fig. 1 is Blight obturation mechanism of action steel drum test model in prior art.
Fig. 2 is Y-2 test specimen uniaxial compressive strength stress strain curve in the embodiment of the present invention.
Fig. 3 is that obturation in the embodiment of the present invention-rock pillar system has side to limit uniaxial loading test force-displacement relationship curve;
In figure, (a) obturation cement-sand ratio 1: 6, concentration 65%; (b) obturation cement-sand ratio 1: 6, concentration 75%; (c) obturation cement-sand ratio 1: 10, concentration 65%; (d) obturation cement-sand ratio 1: 10, concentration 75%.
Fig. 4 is (cement-sand ratio 1: 6, concentration 75%) rock pillar axial strain conditional curve in the embodiment of the present invention.
Fig. 5 is the embodiment of the present invention (cement-sand ratio 1: 6, concentration 75%) obturation axial strain conditional curve.
The obturation rock system mechanism of action test model that Fig. 6 uses for the embodiment of the present invention.
Embodiment
In order to make objects and advantages of the present invention clearly understand, below in conjunction with embodiment, the present invention is further elaborated.Should be appreciated that specific embodiment described herein only in order to explain the present invention, be not intended to limit the present invention.
As shown in Figure 6, stress model material is 45 to the obturation rock system mechanism of action test model that the embodiment of the present invention uses
#steel, side is combined by 4 block plates, installs firm banking additional below, and the mutual twisting of steel plate also connects with bolt, 45
#steel elastic modulus 210GPa, Poisson ratio 0.23.Mould impression bulk is (long × wide × high) 200mm × 200mm × 100mm.Model, on the basis meeting testing requirements, changes by cylinder the discharging work that square composite formula is convenient to test rear test specimen into, is easy to, to the analysis and observation loading rear test specimen, improve the convenient degree of experiment and conventional efficient simultaneously.Install at model top that thickness is 8mm additional 45
#the square backing plate of steel, ensure even stand under load in experimentation, steel plate inside, model surrounding side polishes smooth, and to reduce friction, reduces experimental error.
Embodiment
S1, rock pillar test material preparation: be according to the cement tailings ratio processing preparation specification shown in table 1
the limestone test specimen of height 100mm is as the substitute material of test rock (ore deposit) post, and carrying out conventional one-axis compressive strength test and obturation-rock pillar system has side to limit the test of condition uniaxial loading; This time test produces rock sample 20, label Y-1, Y-2, a ... Y-20 altogether.
Table 1 obturation-rock pillar system test grouping information slip
The processing preparation of S2, self-control elastic module: prepare slip according to the filling slurry concentration of experimental design and cement tailings ratio, in the small plastic mould of 20mm × 10mm × 5mm, add filling slurry and scrape plane surface, by testing requirements maintenance 28 days in constant-temp. and-moisture maintenance, obtain the self-control elastic module of medium in the table as stickup foil gauge;
The stickup of S3, resistance strain gage and waterproof, damp-proof treatment: after resistance strain gage is carried out resistance test, dip in acetone by cotton rod self-control elastic module is cleaned up for paster place, adopt 914 waterproof and dampproof glue that the normal resistance strain gage of test is pasted onto design attitude by the direction of setting, then use viscose paper (or polybag) to cushion and push down at least one minute with thumb, left and right extruding is noted for a moment before compressing, to make bubble overflow, after foil gauge cements and 914 glue dry;
Dipping in 914 glue mixed up a little drops near foil gauge, the place that wire stitch etc. may leak electricity all is wrapped, with against short-circuit, after 30 ~ 40min, when 914 glue are tack-free, be coated with in elastic module surrounding the anti-blushing agent masking liquid that skim melted equably, coating thickness is less than 0.5mm, standing for the foil gauge test specimen handled well more than the one day time is got final product embedding use, before embedding, must resistance test be carried out;
S4, rock pillar test specimen strain gauge adhesion and water-proofing treatment: rock pillar surface strain sheet pastes 2 groups with vertical axial vertically, totally 4, for the rock pillar test specimen of conventional one-axis compression test, its surface strain sheet 502 glues, do not do water-proofing treatment; Have side to limit the rock pillar test specimen of condition compression test for obturation-rock pillar system, its foil gauge needs to carry out water-proofing treatment, and its method of attaching, damp-proof treatment measure are identical with step S3;
S5, the rock pillar test specimen handled well is placed in square side limit steel plate mould centre position, to be filled with in steel plate mould by designing the filling slurry prepared, and the direction resistance strain gage module matched with filling slurry proportioning good for advanced processing designed according to experimental provision and position are imbedded in obturation, after slip to be filled is full of steel plate mould, scrape plane surface, and the wire that foil gauge connects is led on request, and do, with mark, finally will make test specimen and put into constant-temp. and-moisture maintenance maintenance 28 days;
After S6, obturation-rock pillar system test specimen carries out maintenance by design age, take out by curing box, by testing requirements, the interior foil gauge that buries is drawn wire and is connected with strainmeter, must detection resistance value again before connection, carry out smoothly to guarantee to test;
After S7, pilot system have connected, check connection line, on WAW2000 type hydraulic servo universal testing machine, divide into groups to carry out to have uniaxial compression load test under the limit condition of side by testing requirements.
Test result analysis
1) rock pillar test specimen conventional one-axis compression test
On WAW2000 hydraulic servo universal testing machine test platform successively to Y-1-Y-5 rock sample routinely testing requirements carry out uniaxial compressive strength test.Fig. 2 is rock sample uniaxial compressive test complete stress-strain curve, and extension phase, rock failure mechanism of rock back zone stage occur for stress-strain diagram successively experience densification elastic deformation stage, crack as seen from the figure.When stress reaches peak value, test specimen destroys, and the crack that test specimen compression afterwards produces is through gradually, until destroy completely.
Calculate by analysis, the mechanics parameter of test rock sample is in table 2.
Compressive strength of rock tested by table 2
2) all-tailing cemented filling body-rock pillar system has side to limit uniaxial loading test
(1) test force and displacement relation curve
Obturation-rock pillar experimental system is under having side to limit uniaxial loading condition, and rock pillar test specimen and cemented fill stress destruction process successively experience rock pillar test specimen carrying stage, obturation carrying stage, obturation and rock mass carry the stage jointly, as shown in Figure 3.
First stage, test the inner original damage crack of initial stage rock sample and close closely knit gradually, curve becomes inner concavity to develop; Along with the load test power of load and displacement linear.The OA stage, rock sample is main supporting body, along with the continuous increase of load, under the side limit condition of surrounding steel plate, obturation-rock pillar system space volume reduces gradually, and obturation internal crack, bubble etc. original " space " are progressively in compaction state, simultaneously rock sample produce radial compression distortion and vertical diameter to transversely deforming, cause obturation space to be compressed further, thus produce the reacting force to rock.Under obturation action condition, rock sample load-bearing capacity strengthens greatly, is main supporting body at this stage rock sample.The AB stage is the failure stage of rock sample.Along with the increase of load, system bearing road is to A point, and rock sample produces and destroys, but under the tight package status of obturation, rock sample still carries, and test force value increases further with the increase of displacement, until destroy peak value B point.Afterwards, rock pillar load-bearing capacity diminishes, and under obturation squeezing action, rock pillar destroys repeatedly, and in this load test process, rock pillar destroys at every turn and all produces sound.Final rock pillar destroys completely, and destroy rock pillar test specimen and produce and axially consistent macroscopic cracking, test force is offloaded to C point, loses self-bearing capacity.
Subordinate phase, rear obturation of rock pillar destroying completely plays main carrying effect immediately, this stage (CD) test force and displacement linearly develop generally, obturation is in elastic deformation stage, obturation pressurized local produces fine cracks and destroys in the process, and simultaneously and the broken rock pillar acting in conjunction of destroyed, these little cracks are progressively digested and developed into by center to the radial macroscopic cracking of surrounding, when peak load reaches D point, obturation is destroyed completely.
Phase III (DE), the obturation after this stage compression destruction and the rock pillar of destruction are in " prose style free from parallelism " state of compressing and compacting under the limit condition of side, and now the two is jointly stressed, moving down of support, top steel plate.
Table 3 obturation-rock pillar system has side to limit condition load test data
From table 3 data, under obturation parcel condition, rock pillar load-bearing capacity is significantly strengthened, and interacts in obturation-rock pillar system bearing process, and with the raising of obturation concentration and cement-sand ratio, system bearing ability strengthens thereupon.
(2) obturation axial strain and rock pillar axial strain relation curve
In process of the test, bury foil gauge record experimental data in system underground as follows.
The strain data of the test specimen of rock pillar shown in Fig. 4, Fig. 5 and obturation is on the occasion of showing as compression set, and negative value shows as tensile deformation.On-test, the realization of rock pillar test specimen compressive deformation was for compress vertically, radially expand, the foil gauge being pasted on surface produces stretcher strain, show as negative value or its deformation curve slope is negative, and now due to the squeezing action by axial compression and core radial deformation, obturation compressive deformation, mainly based on stretcher strain radially, but deformation tendency is mild, and this process main manifestations is based on core pressure-bearing.Along with the carrying out of test, core increases gradually by axle pressure, the original crack of obturation inside gradually reduces closely knit simultaneously, its radial reaction force continues to increase, lithology deformation curve slope gradually by negative change just, totally linearly increases distortion, and the distortion of this process obturation is still based on stretcher strain, and deformation tendency is mild, this process is still carried as master with core.Under the parcel squeezing action of surrounding obturation, the load-bearing capacity of core is far longer than the load-bearing capacity of the Failure under Uniaxial Compression that it fetters without radial direction, along with the carrying out of test, core inside produces crack, and cause core to destroy, when core is stressed reach destroy peak load time, system bearing starts to show as obturation carrying and suddenly increases, now because core still has load-bearing capacity in district after disruption in the stage, therefore, this process shows as obturation and rock pillar carries jointly, but obturation bearing load starts linearly to increase.Along with core load-bearing capacity continue weaken, obturation stressed in linear elasticity increase, until obturation pressure-bearing reaches destruction peak value, now core destroys completely.Later stage loading procedure, main manifestations is for jointly being carried loading process by the broken core of compression compact and both the obturations after destroying.
The above is only the preferred embodiment of the present invention; it should be pointed out that for those skilled in the art, under the premise without departing from the principles of the invention; can also make some improvements and modifications, these improvements and modifications also should be considered as protection scope of the present invention.
Claims (3)
1. obturation-rock pillar mechanics of system mechanism of action test method, is characterized in that, comprise the steps:
S1, rock pillar test material preparation: processing preparation specification is
the limestone test specimen of height 100mm is as the substitute material of test rock (ore deposit) post, and carrying out conventional one-axis compressive strength test and obturation-rock pillar system has side to limit the test of condition uniaxial loading;
The processing preparation of S2, self-control elastic module: prepare filling slurry by the concentration designed and cement-sand ratio according to according to testing requirements, in the small plastic mould of 20mm × 10mm × 5mm, add filling slurry and scrape plane surface, by testing requirements maintenance 28 days in constant-temp. and-moisture maintenance, be made as paste foil gauge table in the self-control elastic module of medium;
The stickup of S3, resistance strain gage and waterproof, damp-proof treatment: after resistance strain gage is carried out resistance test, dip in acetone by cotton rod self-control elastic module is cleaned up for paster place, adopt 914 waterproof and dampproof glue that the normal resistance strain gage of test is pasted onto design attitude by the direction of setting, then use viscose paper (or polybag) to cushion and push down at least one minute with thumb, left and right extruding is noted for a moment before compressing, to make bubble overflow, after foil gauge cements and 914 glue dry;
Dipping in 914 glue mixed up a little drops near foil gauge, the place that wire stitch etc. may leak electricity all is wrapped, with against short-circuit, after 30 ~ 40min, when 914 glue are tack-free, be coated with in elastic module surrounding the anti-blushing agent masking liquid that skim melted equably, coating thickness is less than 0.5mm, standing for the foil gauge test specimen handled well more than the one day time is got final product embedding use, before embedding, must resistance test be carried out;
S4, rock pillar test specimen strain gauge adhesion and water-proofing treatment: rock pillar surface strain sheet pastes 2 groups with vertical axial vertically, totally 4, for the rock pillar test specimen of conventional one-axis compression test, its surface strain sheet 502 glues, do not do water-proofing treatment; Have side to limit the rock pillar test specimen of condition compression test for obturation-rock pillar system, its foil gauge needs to carry out water-proofing treatment, and its method of attaching, damp-proof treatment measure are identical with step S3;
S5, the rock pillar test specimen handled well is placed in square side limit steel plate mould centre position, to be filled with in steel plate mould by designing the filling slurry prepared, and the direction resistance strain gage module matched with filling slurry proportioning good for advanced processing designed according to experimental provision and position are imbedded in obturation, after slip to be filled is full of steel plate mould, scrape plane surface, and the wire that foil gauge connects is led on request, and do, with mark, finally will make test specimen and put into constant-temp. and-moisture maintenance maintenance 28 days;
After S6, obturation-rock pillar system test specimen carries out maintenance by design age, take out by curing box, by testing requirements, the interior foil gauge that buries is drawn wire and is connected with strainmeter, must detection resistance value again before connection, carry out smoothly to guarantee to test;
After S7, pilot system have connected, check connection line, on WAW2000 type hydraulic servo universal testing machine, divide into groups to carry out to have uniaxial compression load test under the limit condition of side by testing requirements.
2. a kind of obturation according to claim 1-rock pillar mechanics of system mechanism of action test method, it is characterized in that, described anti-blushing agent prepares gained by the raw material of following mass percent: Chinese wax 50 ~ 60%, vaseline 30 ~ 20%, glycerine 10 ~ 15%, pure rosin 10 ~ 5%.
3. a kind of obturation according to claim 1-rock pillar mechanics of system mechanism of action test method, is characterized in that, test adopts the strain variation of sample system in HDYJ33A static resistance strainmeter and HDYZ22 type transfer trunk monitoring test process.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201510952622.9A CN105547844A (en) | 2015-12-13 | 2015-12-13 | Filling body-pillar system mechanical effect mechanism test method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201510952622.9A CN105547844A (en) | 2015-12-13 | 2015-12-13 | Filling body-pillar system mechanical effect mechanism test method |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN105547844A true CN105547844A (en) | 2016-05-04 |
Family
ID=55827186
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201510952622.9A Pending CN105547844A (en) | 2015-12-13 | 2015-12-13 | Filling body-pillar system mechanical effect mechanism test method |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN105547844A (en) |
Cited By (11)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105928795A (en) * | 2016-06-15 | 2016-09-07 | 黑龙江科技大学 | Method and device for measuring pressure resistance and compression modulus of discrete materials |
| CN106979888A (en) * | 2017-03-21 | 2017-07-25 | 华北理工大学 | Study the test apparatus and test method of ore pillar digging process obturation carrying mechanism |
| CN107036835A (en) * | 2017-05-10 | 2017-08-11 | 东北大学 | It is a kind of to simulate the plane double shaft load test method and device that two steps exploitation obturation interacts with ore pillar |
| CN107255586A (en) * | 2017-07-01 | 2017-10-17 | 华北理工大学 | Obturation and country rock Composite rockmass routine test test sample-producing die and preparation method |
| CN108131370A (en) * | 2017-12-07 | 2018-06-08 | 湖北工业大学 | The method of attaching of foil gauge in rock triaxial compression test |
| CN108152147A (en) * | 2018-03-16 | 2018-06-12 | 华北理工大学 | Rock sample torsional fracture breaking test device and simulation rock sample torsional fracture destruction methods |
| CN110412240A (en) * | 2019-05-14 | 2019-11-05 | 华北理工大学 | Obturation and the three-dimensional analog simulation experimental rig of country rock interaction rule and method |
| CN111829892A (en) * | 2020-08-01 | 2020-10-27 | 江西理工大学 | Elastic modulus calculation and coordinated deformation research method for tailing filling and rock combination |
| CN111855410A (en) * | 2020-08-01 | 2020-10-30 | 江西理工大学 | Elastic modulus calculation and failure characteristic analysis method for tailing filling assembly |
| CN112098523A (en) * | 2020-09-18 | 2020-12-18 | 玉溪矿业有限公司 | Tailing cemented filling body damage prediction system based on acoustic emission technology |
| CN112903465A (en) * | 2021-02-04 | 2021-06-04 | 太原理工大学 | Device and method for testing double bearing capacity of single-row group columns in inclined goaf |
Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH07248286A (en) * | 1994-03-11 | 1995-09-26 | Japan Steel Works Ltd:The | Impact pressure tester |
| CN103335885A (en) * | 2013-06-20 | 2013-10-02 | 山东理工大学 | Cemented filling body blasting damage experimental simulation method |
-
2015
- 2015-12-13 CN CN201510952622.9A patent/CN105547844A/en active Pending
Patent Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH07248286A (en) * | 1994-03-11 | 1995-09-26 | Japan Steel Works Ltd:The | Impact pressure tester |
| CN103335885A (en) * | 2013-06-20 | 2013-10-02 | 山东理工大学 | Cemented filling body blasting damage experimental simulation method |
Non-Patent Citations (1)
| Title |
|---|
| 宋卫东 等: ""侧限压缩条件下充填体与岩柱相互作用机理"", 《中国矿业大学学报》 * |
Cited By (20)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105928795A (en) * | 2016-06-15 | 2016-09-07 | 黑龙江科技大学 | Method and device for measuring pressure resistance and compression modulus of discrete materials |
| CN105928795B (en) * | 2016-06-15 | 2018-11-20 | 黑龙江科技大学 | Measure the crushing resistance and compression modulus device and method of granular media |
| CN106979888A (en) * | 2017-03-21 | 2017-07-25 | 华北理工大学 | Study the test apparatus and test method of ore pillar digging process obturation carrying mechanism |
| CN107036835A (en) * | 2017-05-10 | 2017-08-11 | 东北大学 | It is a kind of to simulate the plane double shaft load test method and device that two steps exploitation obturation interacts with ore pillar |
| CN107036835B (en) * | 2017-05-10 | 2019-04-05 | 东北大学 | A kind of plane double shaft load test method of two steps of simulation exploitation obturation and ore pillar interaction |
| CN107255586B (en) * | 2017-07-01 | 2019-12-03 | 华北理工大学 | Obturation and country rock Composite rockmass routine test test sample-producing die and production method |
| CN107255586A (en) * | 2017-07-01 | 2017-10-17 | 华北理工大学 | Obturation and country rock Composite rockmass routine test test sample-producing die and preparation method |
| CN108131370A (en) * | 2017-12-07 | 2018-06-08 | 湖北工业大学 | The method of attaching of foil gauge in rock triaxial compression test |
| CN108131370B (en) * | 2017-12-07 | 2019-08-02 | 湖北工业大学 | The method of attaching of foil gauge in rock triaxial compression test |
| CN108152147A (en) * | 2018-03-16 | 2018-06-12 | 华北理工大学 | Rock sample torsional fracture breaking test device and simulation rock sample torsional fracture destruction methods |
| CN108152147B (en) * | 2018-03-16 | 2023-09-05 | 华北理工大学 | Rock sample torsion crack damage experimental device and simulated rock sample torsion crack damage method |
| CN110412240A (en) * | 2019-05-14 | 2019-11-05 | 华北理工大学 | Obturation and the three-dimensional analog simulation experimental rig of country rock interaction rule and method |
| CN111829892A (en) * | 2020-08-01 | 2020-10-27 | 江西理工大学 | Elastic modulus calculation and coordinated deformation research method for tailing filling and rock combination |
| CN111855410A (en) * | 2020-08-01 | 2020-10-30 | 江西理工大学 | Elastic modulus calculation and failure characteristic analysis method for tailing filling assembly |
| CN111855410B (en) * | 2020-08-01 | 2022-05-03 | 江西理工大学 | Elastic modulus calculation and failure characteristic analysis method for tailing filling assembly |
| CN111829892B (en) * | 2020-08-01 | 2023-09-19 | 江西理工大学 | Coordinated deformation research method for tailing filling and rock combination |
| CN112098523A (en) * | 2020-09-18 | 2020-12-18 | 玉溪矿业有限公司 | Tailing cemented filling body damage prediction system based on acoustic emission technology |
| CN112098523B (en) * | 2020-09-18 | 2024-02-09 | 玉溪矿业有限公司 | Tail sand cemented filling body damage prediction method based on acoustic emission technology |
| CN112903465A (en) * | 2021-02-04 | 2021-06-04 | 太原理工大学 | Device and method for testing double bearing capacity of single-row group columns in inclined goaf |
| CN112903465B (en) * | 2021-02-04 | 2022-06-14 | 太原理工大学 | Device and method for testing double bearing capacity of single-row group columns in inclined goaf |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN105547844A (en) | Filling body-pillar system mechanical effect mechanism test method | |
| Feiteira et al. | Self-healing of moving cracks in concrete by means of encapsulated polymer precursors | |
| Nygårds et al. | Experimental and numerical studies of creasing of paperboard | |
| CN104215506B (en) | A kind of gradient confined pressure loading method | |
| Huang et al. | Experimental and numerical studies of CFRP tube and steel spiral dual-confined concrete composite columns under axial impact loading | |
| CN107917836A (en) | The preparation facilities of filler experiment of machanics standard specimen and the method that standard specimen is made using the device | |
| Eid et al. | Shear behavior of an unreinforced geosynthetic clay liner | |
| CN103398902A (en) | Test apparatus for flexible loading and instantaneously unloading of high geostress, and test method | |
| CN102529113A (en) | Filling method of corner gaps of composite material component | |
| CN103076238A (en) | Testing device and method for bend-shear performance of asphalt mixture | |
| CN108731998B (en) | Fault making device for geomechanical model test and operation method | |
| CN104374650A (en) | Testing device and method for testing static force shear property between tubular pile and grouting soil body | |
| Jasinski et al. | Effects of technology of placing different types of reinforcement in bed joints on compressive and shear strength of AAC masonry walls | |
| CN102175512A (en) | Test piece with negative Poisson ratio performance | |
| CN109406290A (en) | A kind of three-dimensional similar simulation experiment method of servo loading flexible force transmission | |
| CN107525719A (en) | A kind of simple modular bag concrete support analogue means and its test method | |
| CN207488050U (en) | The preparation facilities of filler experiment of machanics standard specimen | |
| CN203025051U (en) | Bituminous mixture bending and shearing performance test device | |
| CN110130416B (en) | Test system and method for physical model of geotechnical reinforcement cofferdam | |
| CN109580302A (en) | A kind of uniaxial compression experiment tailings paste sample preparation device and experimental method | |
| CN110646583B (en) | Method and device for coal seam water injection similar simulation test | |
| CN112461466B (en) | Dynamic simulation test system for pile-anchor supporting side slope under earthquake action | |
| CN204514787U (en) | A kind of raw soil material and sand-cement slurry adhesive property proving installation | |
| CN205157329U (en) | Concrete axle draws and lasts loading device | |
| CN204177685U (en) | A kind of concrete reinforcement bond stress pick-up unit |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| PB01 | Publication | ||
| C10 | Entry into substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| RJ01 | Rejection of invention patent application after publication | ||
| RJ01 | Rejection of invention patent application after publication |
Application publication date: 20160504 |