CN205015231U - Multi -functional shear test testing arrangement of rock - Google Patents
Multi -functional shear test testing arrangement of rock Download PDFInfo
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- CN205015231U CN205015231U CN201520713016.7U CN201520713016U CN205015231U CN 205015231 U CN205015231 U CN 205015231U CN 201520713016 U CN201520713016 U CN 201520713016U CN 205015231 U CN205015231 U CN 205015231U
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Abstract
The utility model relates to a multi -functional shear test testing arrangement of rock. The device installs perpendicular jack at the top of frame, sets up horizontal jack and vertical bracing slide respectively on two relative lateral walls of frame, the inside central authorities of base have set gradually horizontal support slide and horizontal guiding slide rail, bond down box and last bonding box are installed in proper order to horizontal support slide top, be standard rock specimen between the upper and lower bonding box, the horizontal piston rod level of horizontal jack set up with the equal height of box that bonds down, the top surface at perpendicular connecting piece is fixed to the bottom of the perpendicular piston rod of perpendicular jack, servo control system is all connected to horizontal jack, perpendicular jack and upper and lower bonding box. Use can effectual acquisition swift more accurate, perfect this structure of the rock model of this testing arrangement, establish corresponding intensity criterion, it is significant.
Description
Technical field
The utility model belongs to the ground detection field in Geotechnical Engineering, relates to the multi-functional shearing experiment test device of a kind of rock.
Background technology
The shear test of rock under compression obtains the peak shear strength of rock and the basic skills of residual strength under different normal pressure, is also a kind of important means of the shear strength parameter obtaining rock.Therefore, obtain a wide range of applications in Geotechnical Engineering, and develop different compression-shear testing machine.Common equipment has the large direct shear apparatus being applied to shop experiment and the small portable direct shear apparatus being applied to test in situ.
And for the shear test of the rock under stretching condition, all rarely have report at home and abroad in document, also seldom see and can carry out rock stretching---the instrument and equipment of shear test.Because on the one hand, drawing of rock breaks the bad enough attention not causing people.On the other hand that to carry out the equipment of tensile shear testing comparatively complicated, comprising bonding, the normal tension of rock sample load mode, bonding may on the various place needing to consider such as the restriction of lateral deformation, the eccentric impact on rock pulling strengrth.Test with widely used RMT uniaxial compression, press to cut to test to test with MTS normal triaxial and compare, the stretching of rock---the shearing experiment difficulty that operates is many.
In buried, heavily stressed underground rock project, tunnel abutment wall position, because excavate and unload effect normal stress is 0, tangential stress is concentrated and is reached maximum, and part country rock can produce the tension of normal direction under vertical cutting effect of stress.When having certain space bottom country rock, rock mass can draw under the action of pulling stress of vertical shearing stress and normal direction break bad.
For traditional More's coulomb criterion of strength, generally linear representation can be reduced to for convenience of application, namely the shearing strength of rock is the linear function of Normal compressive stress, and normal stress is when becoming tension (namely stress is positioned at the negative semiaxis of transverse axis), usual way is extended by the straight line of matching in positive axis to give negative semiaxis, as the criterion of strength of rock under tension, and this point lacks experimental data to support.And, experiment proves under different normal pressures, the shear strength envelope curve of rock is also not exclusively linear, the tangent slope that on envelope, each experimental point is corresponding reduces gradually, and be what kind of also ununified saying on earth for the strength envelope on negative semiaxis under different action of pulling stress, main cause is exactly the support lacking experimental data.
Therefore, be badly in need of that exploitation a kind ofly can carry out that different normal direction is drawn, rock shearing test unit under pressure effect, for improving rock constitutive model, set up respective strengths criterion test figure is provided.
Summary of the invention
The purpose of this utility model will provide a kind of rock multi-functional shearing experiment test device exactly, utilize this proving installation to detect rock sample simultaneously stressed in the vertical and horizontal direction time situation.
For achieving the above object, the multi-functional shearing experiment test device of the rock designed by the utility model, is made up of the base of bottom, the framework on top, and the top of described framework is provided with vertical lifting jack; Framework sidewall is provided with level jack; Another side interior of framework is disposed with vertical support slide and vertically-guided slide rail; Level jack and vertical support slide are separately positioned on the relative sidewall of two of framework;
The center of inside of base is disposed with horizontal support slide and horizontally-guided slide rail; Above horizontal support slide, lower bonding box and upper bonding box are installed successively; Be Standard rock sample between upper and lower bonding box;
The horizontal piston bar of level jack be horizontally disposed with and lower bonding box contour; The bottom of the vertical piston bar of vertical lifting jack is fixed on the end face of vertical connections;
All there is hollow depression the lower top of bonding box and the below of upper bonding box; When Standard rock sample is arranged on the hollow depression place between lower bonding box and upper bonding box, the axis of Standard rock sample vertical direction overlaps with the axis of the vertical piston bar of vertical lifting jack, and the shearing of axis between upper and lower bonding box of the horizontal direction of Standard rock sample is stitched on central plane;
Level jack, vertical lifting jack are all connected servo-control system with upper and lower bonding box.
In technique scheme, the bottom of horizontally-guided slide rail is fixedly mounted on base, and horizontal support slide is arranged on horizontally-guided slide rail; The top of horizontal support slide is fixed with horizontal slide web joint, and the top of horizontal slide web joint and the bottom of lower bonding box interfix.
In technique scheme, the bottom of vertically-guided slide rail is fixedly mounted on frame side wall; The cooperation of vertical support slide is arranged on vertically-guided slide rail; Vertical sliding connector bottom is fixed on and connects vertical support slide top, and the top of vertical sliding connector is fixed on the side of vertical connections; Ring flange is fixedly mounted between vertical piston bar and vertical connections end face, and vertical connections connects vertical sliding connector.
In technique scheme, in vertical, the top of horizontal piston bar is positioned at more than bottom, lower bonding box side and is positioned at the below of bonding box side; Lower bonding box does not contact vertical connections.
In technique scheme, when Standard rock sample is arranged between upper and lower bonding box, upper and lower each 1/2 part of Standard rock sample lays respectively in bonding box and lower bonding box.
In technique scheme, the high precision of servo-control system shears servo controller level of control lifting jack, and the axial servo controller of high precision controls vertical lifting jack, and LVDT displacement transducer connects upper and lower bonding box respectively.
The multi-functional shearing experiment test device of rock designed by the utility model has the following advantages:
1, inlay installation code rock sample 14 by two upper and lower bonding boxes, can produce a desired effect when ensureing that force passes to Standard rock sample 14.
2, level jack 3 coordinates horizontal support slide 8 and horizontally-guided slide rail 9 to ensure that horizontal location to Standard rock sample 14.
3, vertical lifting jack 5 coordinates vertical support slide 16 and vertically-guided slide rail 17 to ensure that perpendicular positioning to Standard rock sample 14.
4, concrete, horizontal support slide 8 and vertical support slide 16 have employed directive slide track fit system, effectively decrease the friction force produced in horizontal/vertical force loading procedure in sample, reduce the error effect to test findings.
5, this experimental system can carry out multiple mechanical test, comprises tensile shear(ing) test, compression shear test, direct tensile test, direct shear test.
Rock multi-functional shearing experiment test device and the method for testing thereof of the utility model design can obtain more accurate, perfect rock constitutive model more efficiently and effectively, set up corresponding criterion of strength, significant.
Accompanying drawing explanation
Fig. 1 is the one-piece construction schematic diagram of the multi-functional shearing experiment test device of the utility model rock.
Fig. 2 is the plan structure schematic diagram of the multi-functional shearing experiment test device of the utility model rock.
Fig. 3 is the cross-sectional view at A-A place in Fig. 2.
In figure: base 1, framework 2, level jack 3, horizontal piston bar 4, vertical lifting jack 5, vertical piston bar 6, ring flange 7, horizontal support slide 8, horizontally-guided slide rail 9, horizontal slide web joint 10, vertical connections 11, upper bonding box 12, lower bonding box 13, Standard rock sample 14, vertical sliding connector 15, vertical support slide 16, vertically-guided slide rail 17.
Embodiment
Below in conjunction with the drawings and specific embodiments, the utility model is described in further detail:
For above-mentioned existing problems, the purpose of this utility model is to provide a set of device that can carry out rock stretching/compressing shear test, for setting up more accurate, perfect mechanical models for rocks, setting up corresponding criterion of strength, provides test figure.
To achieve these goals, the utility model is achieved through the following technical solutions:
As shown in Figures 1 to 3, the outside of this test unit is made up of the base 1 of bottom and the framework 2 on top.
At the top of framework 2, vertical lifting jack 5 is installed; The exterior side wall of framework 2 is provided with level jack 3.The horizontal support slide 8 and horizontally-guided slide rail 9 that cooperatively interact is provided with in the center of inside of base 1.The sidewall of the side, inside of framework 2 is provided with the vertical support slide 16 and vertically-guided slide rail 17 that cooperatively interact.
Horizontal slide web joint 10, lower bonding box 13 and upper bonding box 12 are installed above described horizontal support slide 8 successively; Be Standard rock sample 14 between upper and lower bonding box 12,13.Vertical support slide 16 is connected by vertical sliding connector 15 with vertical connections 11.
Horizontal piston bar 4 retractable of level jack 3, the bottom of the vertical piston bar 6 of vertical lifting jack 5 is positioned at the end face of vertical connections 11 and is fixedly connected with ring flange 7, vertical connections 11 is driven to move up and down, ensure that the power that vertical lifting jack 5 applies effectively is transmitted by upper and lower bonding box 12,13, be applied to Standard rock sample 14.
Concrete, described ring flange 7 is arranged between vertical piston bar 6 and vertical connections 11 end face, and vertical connections 11 side connects vertical sliding connector 15 by screw.Upper bonding box 12 not exposure level piston rod 4, lower bonding box 13 does not contact vertical connections 11.
Vertical piston bar 6 exerts a force in normal direction, and---no matter being downward pressure or pulling force upwards---all can be applied to upper bonding box 12 by ring flange 7 and vertical connections 11.
The Standard rock sample 14 obtained is arranged between upper and lower bonding box 12,13.All there is hollow depression the lower top of bonding box 13 and the below of upper bonding box 12.When Standard rock sample 14 is arranged on the hollow depression place between lower bonding box 13 and upper bonding box 12, the axis of Standard rock sample 14 vertical direction overlaps with the axis of the vertical piston bar 6 of vertical lifting jack 5, and the shearing of axis between upper and lower bonding box 12,13 of the horizontal direction of Standard rock sample 14 is stitched on central plane.
In order to experimental test can be completed, level jack 3, vertical lifting jack 5 are connected servo-control system with upper and lower bonding box 12,13.The high precision of described servo-control system shears servo controller level of control lifting jack 3, and the axial servo controller of high precision controls vertical lifting jack 5, two LVDT displacement transducers and connects upper and lower bonding box 12,13 respectively.According to this, the respectively force of level of control, vertical lifting jack 3,5 and loading speed, draws to Standard rock sample 14 loading different normal direction/pressure P and horizontal thrust T.Upper and lower bonding box 12,13 connects LVDT displacement transducer respectively, records the distortion of Standard rock sample 14 shear failure test respectively, i.e. the horizontal displacement L of Standard rock sample 14
levelwith perpendicular displacement amount L
vertically.
Iff being directly placed between horizontal support slide 8 and vertical connections 11 by upper and lower bonding box 12,13, both sides are exerted a force by horizontal piston bar 4 and vertical piston bar 6 respectively in addition; In experimentation, relative output force of sliding friction between horizontal support slide 8 and base 1 and between vertical support slide 16 and framework 2 accordingly.Force of sliding friction bottom level, vertical support slide 8,16 is directly acted on Standard rock sample 14 by upper and lower bonding box 12,13, causes the truly stressed of Standard rock sample 14 different with the force of level, vertical piston bar 4,6.If the force of sliding friction at this two place is relatively large, cause final detection result insincere.
In order to the force of sliding friction reduced bottom level, vertical support slide 8,16 is extremely negligible, respectively the directive slide track cooperatively interacted is set bottom level, vertical support slide 8,16.
Concrete, the bottom of horizontally-guided slide rail 9 is fixedly mounted on base 1.Horizontal support slide 8 cooperation is arranged on horizontally-guided slide rail 9.Horizontal slide web joint 10 is installed by bolt in the top of horizontal support slide 8.The top of horizontal slide web joint 10 and the bottom of lower bonding box 13 interfix.The side of lower bonding box 13 is all pressed close on the top of horizontal piston bar 4.
The bottom of vertically-guided slide rail 17 is fixedly mounted on framework 2 sidewall; Vertical support slide 16 cooperation is arranged on vertically-guided slide rail 17.Vertical sliding connector 15 bottom is fixed on and connects vertical support slide 16 top, and the top of vertical sliding connector 15 is fixed on the side of vertical connections 11; Ring flange 7 is fixedly mounted between vertical piston bar 6 and vertical connections 11 end face, and vertical connections 11 connects vertical sliding connector 15.
In vertical, the top of horizontal piston bar 4 is positioned at more than bottom, lower bonding box 13 side and is positioned at the below of bonding box 12 side; Lower bonding box 13 does not contact vertical connections 11.
When Standard rock sample 14 is arranged between upper and lower bonding box 12,13, upper, each 1/2 part of Standard rock sample 14 lays respectively in bonding box 12 and lower bonding box 13.
First Standard rock sample 14 is pasted onto in upper bonding box 12 before test, by Standard rock sample 14 bottom surface whole, 1/2 of profile height with the bottom surface of upper bonding box 12 and four side bonds; Again by Standard rock sample 14 whole above and 1/2 of profile height with the bottom surface of lower bonding box 13 and four side bonds.Then lower bonding box 13 is placed on horizontal connecting plate 11 and is screwed.This bonding way both can have been avoided only pasting at Standard rock sample 14 upper and lower surface easily breaking this phenomenon from sticking veneer, and the restriction to stretcher strain pasted by can debase the standard to greatest extent again rock sample 14 side and bonding box.Bonding complete after, horizontal support slide 8, horizontal slide web joint 10, upper and lower bonding box 12,13 and Standard rock sample 14 are pushed into immediately below vertical piston bar 6 together along horizontally-guided slide rail 9.Adjust the position of vertical connections 11, in guarantee, bonding box 12 just in time can push the inside of vertical connections 11 simultaneously.Now, the centre of form of vertical piston bar 6, upper bonding box 12, lower bonding box 13, Standard rock sample 14 is on a pedal line.
Owing to have employed above technical scheme, the utility model can carry out rock sample different normal direction draw/pressure effect under shear test, upper bonding box 12 and the modular design of lower bonding box 13 can be dismantled Standard rock sample 14 easily.The bottom of horizontal support slide 8 is provided with horizontally-guided slide rail 9, except facilitating the filling of Standard rock sample 14 and taking out, also ensure the Free Transform of Standard rock sample 14 horizontal direction under horizontal thrust, the ring flange 7 that vertical piston bar 6 end is arranged can compact siro spinning technology vertical connections 11 easily, upper bonding box 12 is given by force transmission, ensure stability when vertical lifting jack 5 loads, above-mentioned design can ensure Standard rock sample 14 Free Transform in the vertical direction.
For the present situation that only can only adopt the criterion of strength of pressing the test method study of rocks cut at present to rock sample, the utility model provide rock different normal direction draw/pressure effect under intensive parameter, record loading force, the parameters such as load time and displacement that rock sample is subject to, to Improvement and perfection rock at the Basic Structural Relations of Rocks drawing/press under shearing force effect and criterion of strength, there is important theory significance and practical significance
The test method of the multi-functional shearing experiment test device of described rock, specifically comprises the following steps:
Step one: Standard rock sample 14 is bonded in upper bonding box 12
By the inwall spreading glue of the hollow depression of upper bonding box 12, then Standard rock sample 14 is put into upper bonding box 12, slight adjustment Standard rock sample 14 position, ensure that Standard rock sample 14 and upper bonding box 12 axis overlap, ensure that each side of Standard rock sample 14 is full of glue with the gap between upper bonding box 12 inwall respectively simultaneously; Leave standstill 30 minutes after completing, wait for that the glue solidifies.
Step 2: Standard rock sample 14 is bonded in lower bonding box 13
By the inwall spreading glue of the hollow depression of lower bonding box 13, then the Standard rock sample 14 being stained with upper bonding box 12 is buckled in the hollow depression place of lower bonding box 13, adjustment Standard rock sample 14 position, ensure that each side of Standard rock sample 14 is full of glue with the gap between lower bonding box 13 inwall respectively, ensure that the axis of Standard rock sample 14 and upper and lower bonding box 12,13 is on a pedal line, ensure on the shearing seam central plane of the horizontal median axis of Standard rock sample 14 between upper and lower bonding box 12,13; Leave standstill 24 hours after completing, wait for that glue solidifies completely.
Step 3: installation code rock sample 14
Upper and lower bonding box 12,13 is arranged on horizontal slide web joint 10 together with Standard rock sample 14; Moved on horizontally-guided slide rail 9 by horizontal support slide 8, adjust upper and lower bonding box 12,13 and horizontal slide web joint 10, ensure that the axis of vertical piston bar 6, upper bonding box 12, Standard rock sample 14 and lower bonding box 13 is on a pedal line.
Fine tune vertical piston bar 6, in guarantee, bonding box 12 just in time can push vertical connections 11 inside; Concrete, vertical piston bar 6 drives vertical connections 11, vertical sliding connector 15 and vertical support slide 16 entirety to move up and down by ring flange 7 and vertically-guided slide rail 17.
Step 4: load test
During stretching/compressing shear test, open servo-control system, first control vertical lifting jack 5 by vertical load system, apply normal direction downwards according to given pace and draw/pressure P, writing-method to drawing/loading speed of pressure P and time t
p, stablize to P
0after, then apply horizontal thrust T by horizontal addload system according to given pace, until Standard rock sample 14 destroys, record the horizontal thrust T in this process, loading speed, elapsed time t simultaneously
twith the horizontal displacement L of Standard rock sample 14
levelwith perpendicular displacement amount L
vertically.
Step 5: clean upper and lower bonding box 12,13
After having tested, take out upper and lower bonding box 12,13 and heat, after glue fusing deliquescing, after being separated from upper and lower bonding box 12,13 by Standard rock sample 14, clearing up remaining glue in upper and lower bonding box 12,13.
Step 6: carry out data analysis according to test findings.
During tensile shear(ing) test, first apply certain normal tension P by vertical lifting jack 5, after stable, apply horizontal thrust T by level jack 3 according to given pace, until Standard rock sample 14 destroys, obtain Standard rock sample 14 destroy peak value before whole stress deformation curve.
First certain normal pressure P is applied by vertical lifting jack 5 during compression shear test, horizontal thrust T is applied by level jack 3 according to given pace after P is stable, until Standard rock sample 14 destroys, obtain Standard rock sample 14 destroy peak value before whole stress deformation curve.
In above-mentioned experimentation, Standard rock sample 14 is by the moment of cutting off, and upper bonding box 12 will be raised, and test stops automatically.In this process, it is very little that Standard rock sample 14 is cut off front/rear horizontal shift, and calculating and actual measurement can obtain less than 2mm.And the size of Standard rock sample 14 is chosen for the cubic block being at least 50mm usually.Therefore, can ignore for the application point of vertical lifting jack 5 normal direction force and the direction Influence from Eccentric that may cause that remains unchanged.
Claims (6)
1. the multi-functional shearing experiment test device of rock, is made up of the base (1) of bottom, the framework (2) on top, it is characterized in that:
The top of described framework (2) is provided with vertical lifting jack (5); Framework (2) sidewalls are provided with level jack (3); Another side interior of framework (2) is disposed with vertical support slide (16) and vertically-guided slide rail (17); Level jack (3) and vertical support slide (16) are separately positioned on the relative sidewall of two of framework (2);
The center of inside of base (1) is disposed with horizontal support slide (8) and horizontally-guided slide rail (9); Horizontal support slide (8) top installs lower bonding box (13) and upper bonding box (12) successively; Be Standard rock sample (14) between upper and lower bonding box (12), (13);
The horizontal piston bar (4) of level jack (3) be horizontally disposed with and lower bonding box (13) contour; The bottom of the vertical piston bar (6) of vertical lifting jack (5) is fixed on the end face of vertical connections (11);
All there is hollow depression the lower top of bonding box (13) and the below of upper bonding box (12); When Standard rock sample (14) is arranged on the hollow depression place between lower bonding box (13) and upper bonding box (12), the axis of Standard rock sample (14) vertical direction overlaps with the axis of the vertical piston bar (6) of vertical lifting jack (5), and the axis of the horizontal direction of Standard rock sample (14) is positioned on the shearing seam central plane between upper and lower bonding box (12), (13);
Level jack (3), vertical lifting jack (5) are all connected servo-control system with upper and lower bonding box (12), (13).
2. the multi-functional shearing experiment test device of rock according to claim 1, it is characterized in that: the bottom of horizontally-guided slide rail (9) is fixedly mounted on base (1), and horizontal support slide (8) is arranged on horizontally-guided slide rail (9); The top of horizontal support slide (8) is fixed with horizontal slide web joint (10), and the top of horizontal slide web joint (10) and the bottom of lower bonding box (13) interfix.
3. the multi-functional shearing experiment test device of rock according to claim 1, is characterized in that: the bottom of vertically-guided slide rail (17) is fixedly mounted on framework (2) sidewall; Vertical support slide (16) cooperation is arranged on vertically-guided slide rail (17); Vertical sliding connector (15) bottom is fixed on and connects vertical support slide (16) top, and the top of vertical sliding connector (15) is fixed on the side of vertical connections (11); Ring flange (7) is fixedly mounted between vertical piston bar (6) and vertical connections (11) end face, and vertical connections (11) connects vertical sliding connector (15).
4. the multi-functional shearing experiment test device of rock according to claim 1, it is characterized in that: in vertical, the top of horizontal piston bar (4) is positioned at more than lower bonding box (13) bottom, side and is positioned at the below of bonding box (12) side; Lower bonding box (13) does not contact vertical connections (11).
5. the multi-functional shearing experiment test device of rock according to claim 1, it is characterized in that: when Standard rock sample (14) is arranged between upper and lower bonding box (12), (13), upper, each 1/2 part of Standard rock sample (14) lays respectively in bonding box (12) and lower bonding box (13).
6. the multi-functional shearing experiment test device of rock according to claim 1, it is characterized in that: the high precision of servo-control system shears servo controller level of control lifting jack (3), the axial servo controller of high precision controls vertical lifting jack (5), and LVDT displacement transducer connects upper and lower bonding box (12), (13) respectively.
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201520713016.7U CN205015231U (en) | 2015-09-15 | 2015-09-15 | Multi -functional shear test testing arrangement of rock |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201520713016.7U CN205015231U (en) | 2015-09-15 | 2015-09-15 | Multi -functional shear test testing arrangement of rock |
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| Publication Number | Publication Date |
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| CN205015231U true CN205015231U (en) | 2016-02-03 |
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Cited By (8)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN105181482A (en) * | 2015-09-15 | 2015-12-23 | 中国科学院武汉岩土力学研究所 | Multifunctional rock shearing test testing device and testing method thereof |
| CN106989990A (en) * | 2017-05-26 | 2017-07-28 | 山东大学 | Sheel metal tensile shear bilateral loading system |
| CN107271282A (en) * | 2017-07-21 | 2017-10-20 | 辽宁石油化工大学 | A kind of experimental rig for testing rock fracture toughness |
| CN108645718A (en) * | 2018-03-20 | 2018-10-12 | 山东科技大学 | A kind of rock multi-function scissor cuts experiment test device |
| CN108982250A (en) * | 2018-08-10 | 2018-12-11 | 重庆大学 | A kind of device and test method for simulating jacking pipe joints and rock matter country rock shearing friction |
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- 2015-09-15 CN CN201520713016.7U patent/CN205015231U/en not_active Expired - Fee Related
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| CN105181482B (en) * | 2015-09-15 | 2018-02-27 | 中国科学院武汉岩土力学研究所 | The multi-functional shearing experiment test device of rock and its method of testing |
| CN105181482A (en) * | 2015-09-15 | 2015-12-23 | 中国科学院武汉岩土力学研究所 | Multifunctional rock shearing test testing device and testing method thereof |
| CN106989990B (en) * | 2017-05-26 | 2019-07-16 | 山东大学 | Sheet metal stretching-shearing bilateral loading system |
| CN106989990A (en) * | 2017-05-26 | 2017-07-28 | 山东大学 | Sheel metal tensile shear bilateral loading system |
| CN107271282A (en) * | 2017-07-21 | 2017-10-20 | 辽宁石油化工大学 | A kind of experimental rig for testing rock fracture toughness |
| CN107271282B (en) * | 2017-07-21 | 2019-06-25 | 辽宁石油化工大学 | A kind of experimental rig for testing rock fracture toughness |
| CN108645718A (en) * | 2018-03-20 | 2018-10-12 | 山东科技大学 | A kind of rock multi-function scissor cuts experiment test device |
| CN108982250A (en) * | 2018-08-10 | 2018-12-11 | 重庆大学 | A kind of device and test method for simulating jacking pipe joints and rock matter country rock shearing friction |
| CN108982250B (en) * | 2018-08-10 | 2020-11-13 | 重庆大学 | Device for simulating shearing friction between pipe joints of jacking pipes and rock surrounding rocks and test method |
| CN109030242A (en) * | 2018-08-15 | 2018-12-18 | 三峡大学 | A kind of electromagnetic power rock direct shear apparatus and operating method |
| CN109030242B (en) * | 2018-08-15 | 2020-09-22 | 三峡大学 | Electromagnetic power rock direct shear apparatus and operation method |
| CN109580387A (en) * | 2019-01-17 | 2019-04-05 | 郑州大学 | A kind of soil layer interface shear testing maschine and soil layer interface shearing test case |
| CN113049405A (en) * | 2021-03-19 | 2021-06-29 | 东北大学 | Non-demolding remolded rock-soil material double-sided shear test device and method |
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| Date | Code | Title | Description |
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| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| CF01 | Termination of patent right due to non-payment of annual fee | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20160203 Termination date: 20200915 |