CN103175738A - Rock tensile-shearing test system - Google Patents
Rock tensile-shearing test system Download PDFInfo
- Publication number
- CN103175738A CN103175738A CN2013100409930A CN201310040993A CN103175738A CN 103175738 A CN103175738 A CN 103175738A CN 2013100409930 A CN2013100409930 A CN 2013100409930A CN 201310040993 A CN201310040993 A CN 201310040993A CN 103175738 A CN103175738 A CN 103175738A
- Authority
- CN
- China
- Prior art keywords
- rock
- box
- horizontal
- tension board
- pulling force
- 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.)
- Granted
Links
- 239000011435 rock Substances 0.000 title claims abstract description 58
- 238000010008 shearing Methods 0.000 title claims abstract description 15
- 238000002474 experimental method Methods 0.000 claims abstract description 8
- 229910000831 Steel Inorganic materials 0.000 claims description 16
- 239000010959 steel Substances 0.000 claims description 16
- 238000006073 displacement reaction Methods 0.000 claims description 8
- NJPPVKZQTLUDBO-UHFFFAOYSA-N novaluron Chemical compound C1=C(Cl)C(OC(F)(F)C(OC(F)(F)F)F)=CC=C1NC(=O)NC(=O)C1=C(F)C=CC=C1F NJPPVKZQTLUDBO-UHFFFAOYSA-N 0.000 claims description 6
- 238000004804 winding Methods 0.000 claims description 3
- 230000006835 compression Effects 0.000 abstract description 2
- 238000007906 compression Methods 0.000 abstract description 2
- 238000005259 measurement Methods 0.000 abstract 1
- 230000000694 effects Effects 0.000 description 8
- 238000009412 basement excavation Methods 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 238000011065 in-situ storage Methods 0.000 description 1
- 238000012886 linear function Methods 0.000 description 1
- 230000033001 locomotion Effects 0.000 description 1
- 238000000034 method Methods 0.000 description 1
Images
Abstract
The invention relates to a tensile-shearing test system for rock experiments in mechanics and belongs to the technical field of geotechnical engineering. The test system comprises a counter-force device, a vertical load system, a horizontal load system, upper and lower shearing boxes, a measurement system and a base, wherein the vertical load system and the upper shearing box are connected through a tensile plate of which the lower end is provided with two guide slots. The direct shear test for the rock under different tensions can be performed; due to the assembled design of the upper and lower shearing boxes, the rock sample can be conveniently adhered and detached; due to the design mode of the tensile plate and the upper shearing box, free deformation of the rock in the horizontal direction under the horizontal thrust can be guaranteed, and the stability of the horizontal load system under the tensile action can be guaranteed according to the roller row which is arranged in the horizontal load direction. The current situation that the strength criterion of the rock can only be researched by employing the compression shear experimental mode at present is changed, the intensity parameters of the rock under the action of different normal tensions can be provided, and the constitutive relation of the rock under the shear-resistant stress is improved and perfected.
Description
Technical field
The present invention relates to a kind of pilot system for rock stretching-shearing test, belong to the Geotechnical Engineering field.
Background technology
Under contractive condition rock cut off test, be the basic skills that obtains rock peak value Shear Strength and residual strength under different normal pressures, be also the shear strength parameter c that obtains rock,
A kind of important means, therefore obtain a wide range of applications in Geotechnical Engineering, and developed different pressure scissor test equipment, comprise the large-scale direct shear apparatus that is applied to shop experiment and the small portable direct shear apparatus that is applied to test in situ.and under stretching condition, rock cut off test, all rarely has report at home and abroad in document, also seldom see and to carry out rock and draw-instrument and equipment of scissor test, main cause is that drawing of rock breaks bad people's the enough attention that do not cause, be exactly to draw the equipment of scissor test comparatively complicated in addition, bonding comprising rock sample, the load mode of normal tension, bonding may be to the restriction of side direction distortion, eccentric impact on the rock pulling strengrth etc., with widely used RMT uniaxial compression experiment, pressure is cut to test to test with the MTS normal triaxial and is compared, it is many that the drawing of rock cut the experimental implementation difficulty of getting up.In buried, heavily stressed subsurface rock engineering, tunnel abutment wall position, because excavation Unloading Effect normal stress is 0, tangential stress is concentrated and is reached maximum, the part country rock can produce the tension of normal direction under the vertical cutting effect of stress, when certain space is arranged at country rock bottom, rock mass can draw under the action of pulling stress of vertical shearing stress and normal direction break bad; For traditional mole enclosed pasture criterion of strength, generally can be reduced to linear representation for convenience of using, the shearing strength that is rock is the linear function of Normal compressive stress, and normal stress is when becoming tension (being the negative semiaxis that stress is positioned at transverse axis), usually way is that negative semiaxis is given in the straight line extension of match on positive axis, as the criterion of strength of rock under tension, and this point is to lack experimental data to support.And experimental results show that 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 does not have unified saying yet on earth for the strength envelope under different action of pulling stress on negative semiaxis, main cause is exactly the support that lacks experimental data.Therefore the invention reside in a kind of rock direct shear apparatus that can carry out under different normal tension effects of exploitation, for improving the rock mass constitutive model, setting up the respective strengths criterion experimental data is provided.
Summary of the invention
For above-mentioned existing problems, the object of the present invention is to provide a cover can carry out the system of rock stretching-shear test, for setting up more accurate, perfect rock mass mechanics model, setting up the accurate side of corresponding intensity, provide test figure.
To achieve these goals, the present invention is achieved by the following technical solutions:
Rock stretching-shear test system, comprise counterforce device, vertical load system, horizontal loading system, upper shear box, the down cut box, measuring system, hydraulic control system and pedestal, described counterforce device is by four girder steels, nut and loading plate connect to form, and loading plate is fixedly connected on the upper end of four girder steels by nut, and the lower end of four girder steels is fixedly connected in pedestal.
Described vertical load system is by hollow hydraulic jack, the pulling force post, check nut, tension board forms, and hollow hydraulic jack is positioned at above loading plate, the movable loading plate that connects of pulling force post, pulling force post upper end connects hollow hydraulic jack, and fix by check nut, pulling force post lower end is threaded with the tension board upper surface, and the center of the axis of pulling force post and upper shear box, down cut box and tension board is on the same vertical curve.
Described horizontal loading system is by level jack, the force-transmitting pole member, roller bearing row and bearing plate form, the force-transmitting pole member is arranged on level jack the place ahead, identical and the area of the surface of contact shape of force-transmitting pole member and the piston head of level jack equates, bearing plate is arranged on force-transmitting pole member the place ahead, and the roller bearing ranking is between bearing plate and force-transmitting pole member.
Described tension board rear and front end is symmetrically arranged with gathering sill, and gathering sill is positioned at the lower surface of tension board and is parallel to the axis of level jack, is provided with ball in gathering sill.
Described upper shear box, down cut box form through the bolt winding by five block plates, and there is symmetrical outer the steel plate rear and front end, top of upper shear box.
Vertical displacement meter in described measuring system is arranged on the upper surface of tension board, and the horizontal displacement meter in described measuring system is arranged on the left end outside wall surface of shear box.
Owing to having adopted above technical scheme, the present invention can carry out the direct shear test of rock sample under different normal tension effects.Upper shear box and the modular design of down cut box can be carried out the bonding of rock sample and dismounting easily, the design of tension board and upper shear box can guarantee the Free Transform of rock horizontal direction under horizontal thrust, and the roller bearing of horizontal direction setting row can guarantee the stable of under the pulling force effect horizontal loading system.The present invention has changed at present can only adopt to rock sample the present situation of the criterion of strength of pressing the experiment method study of rocks of cutting, the intensive parameter of rock under different normal tension effects can be provided, the Improvement and perfection rock at the constitutive relation and the criterion of strength that draw shear stress effect rock, had important theory significance and practical significance.
Description of drawings
Fig. 1 is structural representation of the present invention
Fig. 2 is the vertical view of Fig. 1
Fig. 3 is the structural representation of shear box of the present invention and tension board
Embodiment
Below in conjunction with accompanying drawing, the present invention is described in further detail.
See accompanying drawing
Rock stretching-shear test system, pilot system is by counterforce device 1, vertical load system, horizontal loading system, upper shear box 13, down cut box 14, measuring system, hydraulic control system and pedestal 18 form, described counterforce device 1 is by four girder steels 2, nut 3 and loading plate 4 connect to form, and loading plate 4 is fixedly connected on the upper end of four girder steels 2 by nut 3, and the lower end of four girder steels 2 is fixedly connected in pedestal 18;
Described vertical load system is by hollow hydraulic jack 5, pulling force post 6, check nut 7, tension board 8 forms, and hollow hydraulic jack 5 is positioned at loading plate 4 tops, the movable loading plates 4 that connect of pulling force post 6, pulling force post 6 upper ends connect hollow hydraulic jack 5, and fixing by check nut 7, pulling force post 6 lower ends are threaded with tension board 8 upper surfaces, and the center of the axis of pulling force post 6 and upper shear box 13, down cut box 14 and tension board 8 is on the same vertical curve;
Described horizontal loading system is by level jack 9, force-transmitting pole member 10, roller bearing row 11 and bearing plate 12 form, force-transmitting pole member 10 is arranged on level jack 9 the place aheads, identical and the area of the surface of contact shape of force-transmitting pole member 10 and the piston head of level jack 9 equates, bearing plate 12 is arranged on force-transmitting pole member 10 the place aheads, and roller bearing row 11 is between bearing plate 12 and force-transmitting pole member 10.Horizontal shearing stress is delivered on upper shear box 13 via bearing plate 12, bearing plate 12 can be with upper shear box 13 motions when upper shear box 13 tension, when being broken, the rock of avoiding level jack 9 to act directly on may causing on shear box 13 with level jack 9 pull-ups, causes the unstable of horizontal loading system.
Hollow hydraulic jack 5 is connected with level jack and all is connected with hydraulic control system, and the vertical displacement meter 16 in measuring system all is connected with data acquisition system (DAS) with horizontal displacement meter 17.
Described tension board 8 rear and front ends are symmetrically arranged with gathering sill, and gathering sill is positioned at the lower surface of tension board 8 and is parallel to the axis of level jack 9, is provided with ball 19 in gathering sill.
Described upper shear box 13, down cut box 14 form through the bolt winding by five block plates, and there is symmetrical outer the steel plate rear and front end, top of upper shear box 13.The width of the top steel plate left and right directions of upper shear box 13 is identical with the bottom steel plate width, the length of fore-and-aft direction is less than the headroom length between the symmetrical channels of tension board two of 8 lower surfaces, the thickness of top steel plate is less than the head room of symmetrical channels, the outer of steel plate two ends, the top symmetry of upper shear box 13 contacts with the gathering sill of tension board 8 lower ends by ball 19, upper shear box 13 can be free to slide in the horizontal direction, guarantees rock Free Transform under the horizontal shearing stress effect.
First Standard rock sample 15 is sticked in down cut box 14 before test, 1/6 bonding with bottom surface and four sides of down cut box 14 with whole, the side height of rock sample 15 bottom surfaces, then down cut box 14 is placed in base 18 interior fixing, with above rock sample 15 whole and side height 1/6 bonding with bottom surface and four sides of upper shear box 13, this bonding way both can have been avoided only pasting at rock sample 15 upper and lower surfaces easily breaking this phenomenon from sticking veneer, can reduce to greatest extent again the stickup of 15 4 sides of rock sample and shear box to the restriction of stretcher strain.After bonding is completed, first tension board 8 is pushed two outers of upper shear box 13 and guarantee that the centre of form of tension board 8 overlaps with the centre of form of upper shear box 13, pulling force post 6 bottoms are threaded with tension board 8 upper ends, top with check nut 7 and pulling force post 6 fixes at last, must guarantee before loading that the centre of form of down cut box 14, rock sample 15, upper shear box 13, tension board 8 and pulling force post 6 is on a vertical straight line.First apply certain normal tension by vertical load system during test, apply horizontal thrust by horizontal loading system according to given pace after stablizing, until rock sample 15 destroys, obtain the stress deformation curves before rock sample 15 destroys peak values.
Will be raised owing to drawing in scissor test rock to cut off moment upper shear box, test stops, and the horizontal shift of rock before cutting off is very little, less than 2mm, therefore and sample dimensions is generally 100mm, because vertically pulling force application point and the direction Influence from Eccentric that may cause that remains unchanged can be ignored.
The stretching of rock of the present invention-shearing experiment system is to obtaining more accurate, perfect rock mass constitutive model, setting up the accurate side of corresponding intensity, and is significant.
Claims (4)
1. rock tensile shear(ing) test system, comprise counterforce device (1), vertical load system, horizontal loading system, upper shear box (13), down cut box (14), measuring system, hydraulic control system and pedestal (18), it is characterized in that: described counterforce device (1) is by four girder steels (2), nut (3) and loading plate (4) connect to form, loading plate (4) is fixedly connected on the upper end of four girder steels (2) by nut (3), the lower end of four girder steels (2) is fixedly connected in pedestal (18),
described vertical load system is by hollow hydraulic jack (5), pulling force post (6), check nut (7), tension board (8) forms, hollow hydraulic jack (5) is positioned at above loading plate (4), the movable loading plate (4) that connects of pulling force post (6), pulling force post (6) upper end connects hollow hydraulic jack (5), and fixing by check nut (7), pulling force post (6) lower end is threaded with tension board (8) upper surface, the axis of pulling force post (6) and upper shear box (13), the center of down cut box (14) and tension board (8) is on the same vertical curve,
Described horizontal loading system is by level jack (9), force-transmitting pole member (10), roller bearing row (11) and bearing plate (12) form, force-transmitting pole member (10) is arranged on level jack (9) the place ahead, identical and the area of the surface of contact shape of force-transmitting pole member (10) and the piston head of level jack (9) equates, bearing plate (12) is arranged on force-transmitting pole member (10) the place ahead, and roller bearing row (11) is positioned between bearing plate (12) and force-transmitting pole member (10).
2. rock stretching-shearing experiment as claimed in claim 1 system, it is characterized in that: described tension board (8) rear and front end is symmetrically arranged with gathering sill, gathering sill is positioned at the lower surface of tension board (8) and is parallel to the axis of level jack (9), is provided with ball (19) in gathering sill.
3. rock stretching-shearing experiment as claimed in claim 1 system, it is characterized in that: described upper shear box (13), down cut box (14) form through the bolt winding by five block plates, and there is symmetrical outer the steel plate rear and front end, top of upper shear box (13).
4. rock stretching-shearing experiment as claimed in claim 1 system, it is characterized in that: the vertical displacement meter in described measuring system (16) is arranged on the upper surface of tension board (8), and the horizontal displacement meter in described measuring system (17) is arranged on the left end outside wall surface of shear box (13).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201310040993.0A CN103175738B (en) | 2013-02-04 | 2013-02-04 | Rock tensile-shearing test system |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201310040993.0A CN103175738B (en) | 2013-02-04 | 2013-02-04 | Rock tensile-shearing test system |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN103175738A true CN103175738A (en) | 2013-06-26 |
| CN103175738B CN103175738B (en) | 2015-07-15 |
Family
ID=48635747
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201310040993.0A Expired - Fee Related CN103175738B (en) | 2013-02-04 | 2013-02-04 | Rock tensile-shearing test system |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN103175738B (en) |
Cited By (23)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103806906A (en) * | 2014-01-26 | 2014-05-21 | 北京雷雨达科技有限公司 | Rock mass/soil mass drilling in-situ test device and method |
| CN104165799A (en) * | 2014-07-28 | 2014-11-26 | 辽宁省水利水电科学研究院 | Anchoring counterforce device for roller compacted concrete in-situ shear test |
| CN104713788A (en) * | 2015-03-30 | 2015-06-17 | 西安长庆科技工程有限责任公司 | Strain-control type tension-shearing direct shear apparatus |
| CN105181453A (en) * | 2015-08-10 | 2015-12-23 | 中国科学院武汉岩土力学研究所 | Test and analysis method of geotechnical media tension-shear strength |
| CN106053209A (en) * | 2016-07-13 | 2016-10-26 | 长江水利委员会长江科学院 | In-situ rock mass tension shear testing system and method |
| CN106596291A (en) * | 2016-12-07 | 2017-04-26 | 中国矿业大学(北京) | Rock shear force test device |
| CN108362569A (en) * | 2018-05-25 | 2018-08-03 | 中国电建集团成都勘测设计研究院有限公司 | Portable rock mass determiner for compression strength |
| 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 |
| CN109187229A (en) * | 2018-10-31 | 2019-01-11 | 华北理工大学 | Peg tensile shear testing device and test method |
| CN109269918A (en) * | 2018-12-07 | 2019-01-25 | 河南理工大学 | A kind of rock mechanics experiment machine of consecutive variations shear direction |
| CN109470569A (en) * | 2018-11-05 | 2019-03-15 | 石家庄铁道大学 | A kind of rock tensile shear(ing) test device and its application method |
| CN109506556A (en) * | 2018-09-20 | 2019-03-22 | 中国矿业大学(北京) | A kind of coal mine biaxial stress strains experimental provision in situ and method |
| CN109975132A (en) * | 2019-04-15 | 2019-07-05 | 河北建筑工程学院 | A kind of stacked ring type direct shear apparatus |
| CN110044729A (en) * | 2019-04-26 | 2019-07-23 | 东北大学 | A kind of rock tensile shear(ing) test device and method based on true triaxial |
| CN110132759A (en) * | 2019-05-29 | 2019-08-16 | 中建八局轨道交通建设有限公司 | The shearing test device and its detection method of pre-buried channel flow on shield duct piece |
| CN110501234A (en) * | 2019-09-18 | 2019-11-26 | 临沂大学 | A kind of the fractured rock bearing strain experimental provision and method of measurable lateral stress |
| CN110672421A (en) * | 2019-08-27 | 2020-01-10 | 立方通达实业（天津）有限公司 | Rock tension-compression shear seepage coupling rheological experiment device |
| CN111044390A (en) * | 2019-12-30 | 2020-04-21 | 武汉科技大学 | Shear box for testing structural surface anisotropy of rock sample and use method thereof |
| CN111879604A (en) * | 2020-09-10 | 2020-11-03 | 贵州省质安交通工程监控检测中心有限责任公司 | Anchor structure surface anchoring performance tester |
| CN112461681A (en) * | 2019-09-09 | 2021-03-09 | 中国矿业大学(北京) | Multi-angle variable axial pressure rock shearing test device and test method |
| CN112834324A (en) * | 2021-01-11 | 2021-05-25 | 武汉科技大学 | Portable tension-compression-shear stress applying device |
| CN114544357A (en) * | 2022-01-26 | 2022-05-27 | 深圳大学 | Testing device and testing method for testing dynamic and static combined tensile and shearing strength of solid material |
| CN114544358A (en) * | 2022-01-26 | 2022-05-27 | 深圳大学 | Rock solid material dynamic and static combined tension-shear experimental device and test method |
Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN2313220Y (en) * | 1997-10-20 | 1999-04-07 | 中国科学院武汉岩土力学研究所 | Self-balanced pulling-force type direct-shearing test device |
| JP2005147676A (en) * | 2003-11-11 | 2005-06-09 | Central Res Inst Of Electric Power Ind | Base rock shear test method and base rock shear testing device |
| CN201926595U (en) * | 2010-12-21 | 2011-08-10 | 李明 | Portable type rock and soil mechanical property multifunctional shearing test instrument |
| CN203148781U (en) * | 2013-02-04 | 2013-08-21 | 中国科学院武汉岩土力学研究所 | Rock stretching-shearing test system |
-
2013
- 2013-02-04 CN CN201310040993.0A patent/CN103175738B/en not_active Expired - Fee Related
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN2313220Y (en) * | 1997-10-20 | 1999-04-07 | 中国科学院武汉岩土力学研究所 | Self-balanced pulling-force type direct-shearing test device |
| JP2005147676A (en) * | 2003-11-11 | 2005-06-09 | Central Res Inst Of Electric Power Ind | Base rock shear test method and base rock shear testing device |
| CN201926595U (en) * | 2010-12-21 | 2011-08-10 | 李明 | Portable type rock and soil mechanical property multifunctional shearing test instrument |
| CN203148781U (en) * | 2013-02-04 | 2013-08-21 | 中国科学院武汉岩土力学研究所 | Rock stretching-shearing test system |
Non-Patent Citations (2)
| Title |
|---|
| 刘斯宏 等: "便携式现场和室内两用直剪仪的研制", 《岩土工程学报》 * |
| 李邵军 等: "土与结构相互作用的可视化剪切试验装置研制及应用", 《岩石力学与工程学报》 * |
Cited By (33)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103806906A (en) * | 2014-01-26 | 2014-05-21 | 北京雷雨达科技有限公司 | Rock mass/soil mass drilling in-situ test device and method |
| CN104165799A (en) * | 2014-07-28 | 2014-11-26 | 辽宁省水利水电科学研究院 | Anchoring counterforce device for roller compacted concrete in-situ shear test |
| CN104713788A (en) * | 2015-03-30 | 2015-06-17 | 西安长庆科技工程有限责任公司 | Strain-control type tension-shearing direct shear apparatus |
| CN105181453A (en) * | 2015-08-10 | 2015-12-23 | 中国科学院武汉岩土力学研究所 | Test and analysis method of geotechnical media tension-shear strength |
| CN106053209A (en) * | 2016-07-13 | 2016-10-26 | 长江水利委员会长江科学院 | In-situ rock mass tension shear testing system and method |
| CN106053209B (en) * | 2016-07-13 | 2018-09-11 | 长江水利委员会长江科学院 | Test in Situ tensile shear testing system and method |
| CN106596291A (en) * | 2016-12-07 | 2017-04-26 | 中国矿业大学(北京) | Rock shear force test device |
| 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 |
| CN108362569A (en) * | 2018-05-25 | 2018-08-03 | 中国电建集团成都勘测设计研究院有限公司 | Portable rock mass determiner for compression strength |
| CN109506556A (en) * | 2018-09-20 | 2019-03-22 | 中国矿业大学(北京) | A kind of coal mine biaxial stress strains experimental provision in situ and method |
| CN109187229A (en) * | 2018-10-31 | 2019-01-11 | 华北理工大学 | Peg tensile shear testing device and test method |
| CN109470569A (en) * | 2018-11-05 | 2019-03-15 | 石家庄铁道大学 | A kind of rock tensile shear(ing) test device and its application method |
| CN109269918A (en) * | 2018-12-07 | 2019-01-25 | 河南理工大学 | A kind of rock mechanics experiment machine of consecutive variations shear direction |
| CN109269918B (en) * | 2018-12-07 | 2023-10-03 | 河南理工大学 | Rock mechanical testing machine capable of continuously changing shearing direction |
| CN109975132A (en) * | 2019-04-15 | 2019-07-05 | 河北建筑工程学院 | A kind of stacked ring type direct shear apparatus |
| CN109975132B (en) * | 2019-04-15 | 2024-04-19 | 河北建筑工程学院 | Stacked ring type direct shear apparatus |
| CN110044729A (en) * | 2019-04-26 | 2019-07-23 | 东北大学 | A kind of rock tensile shear(ing) test device and method based on true triaxial |
| CN110132759A (en) * | 2019-05-29 | 2019-08-16 | 中建八局轨道交通建设有限公司 | The shearing test device and its detection method of pre-buried channel flow on shield duct piece |
| CN110132759B (en) * | 2019-05-29 | 2024-02-09 | 中建八局轨道交通建设有限公司 | Shearing test device for pre-buried channel on shield segment and detection method thereof |
| CN110672421B (en) * | 2019-08-27 | 2022-02-08 | 立方通达实业（天津）有限公司 | Rock tension-compression shear seepage coupling rheological experiment device |
| CN110672421A (en) * | 2019-08-27 | 2020-01-10 | 立方通达实业（天津）有限公司 | Rock tension-compression shear seepage coupling rheological experiment device |
| CN112461681A (en) * | 2019-09-09 | 2021-03-09 | 中国矿业大学(北京) | Multi-angle variable axial pressure rock shearing test device and test method |
| CN110501234A (en) * | 2019-09-18 | 2019-11-26 | 临沂大学 | A kind of the fractured rock bearing strain experimental provision and method of measurable lateral stress |
| CN110501234B (en) * | 2019-09-18 | 2023-06-02 | 临沂大学 | Broken rock bearing deformation experimental device and method capable of measuring side pressure stress |
| CN111044390B (en) * | 2019-12-30 | 2023-03-14 | 武汉科技大学 | Shear box for testing structural surface anisotropy of rock sample and use method thereof |
| CN111044390A (en) * | 2019-12-30 | 2020-04-21 | 武汉科技大学 | Shear box for testing structural surface anisotropy of rock sample and use method thereof |
| CN111879604B (en) * | 2020-09-10 | 2023-07-07 | 贵州省质安交通工程监控检测中心有限责任公司 | Anchor performance tester for anchor structure surface |
| CN111879604A (en) * | 2020-09-10 | 2020-11-03 | 贵州省质安交通工程监控检测中心有限责任公司 | Anchor structure surface anchoring performance tester |
| CN112834324A (en) * | 2021-01-11 | 2021-05-25 | 武汉科技大学 | Portable tension-compression-shear stress applying device |
| CN114544357A (en) * | 2022-01-26 | 2022-05-27 | 深圳大学 | Testing device and testing method for testing dynamic and static combined tensile and shearing strength of solid material |
| CN114544358A (en) * | 2022-01-26 | 2022-05-27 | 深圳大学 | Rock solid material dynamic and static combined tension-shear experimental device and test method |
| CN114544358B (en) * | 2022-01-26 | 2023-07-18 | 深圳大学 | Dynamic and static combined tensile shear experimental device and testing method for rock solid materials |
| CN114544357B (en) * | 2022-01-26 | 2024-01-02 | 深圳大学 | Solid material dynamic and static combination tensile shear strength test device and test method |
Also Published As
| Publication number | Publication date |
|---|---|
| CN103175738B (en) | 2015-07-15 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN103175738B (en) | Rock tensile-shearing test system | |
| CN203148781U (en) | Rock stretching-shearing test system | |
| CN103543069B (en) | Indoor stretching-shearing testing device for anchor rod | |
| CN102323144A (en) | Steel wire rope tensile fixture and horizontal steel wire rope tensile testing machine thereof | |
| CN205015231U (en) | Multi -functional shear test testing arrangement of rock | |
| CN203551388U (en) | Indoor stretching-shearing testing device for anchor rod | |
| CN110284535B (en) | Vertical load loading device for civil engineering field test | |
| CN203037476U (en) | Portable automatic control beam column node two-way load interaction performance testing device | |
| CN105699203A (en) | Test device and method for measuring compressive strength of building materials under ambient pressure | |
| CN110646343B (en) | Confining pressure adjustable anchor rod test piece uplift resistance test device and method | |
| CN110067267B (en) | Indoor simulation experiment device and method for rotary-spraying steel pipe combined pile loaded with multiple modes | |
| CN2916133Y (en) | H-shape girder steel with reinforcement device | |
| CN202466651U (en) | Loading device for axial force test of prestressed pipe pile | |
| CN201926595U (en) | Portable type rock and soil mechanical property multifunctional shearing test instrument | |
| CN109855984B (en) | Unidirectional compression shear loading device and application method thereof | |
| CN103900915B (en) | A kind of self-balancing type light wall shear test device | |
| CN103185682A (en) | Loading method for axial forces of pre-stressed pipe pile | |
| CN202039364U (en) | Wedge clamp type clamping mechanism of pile machine | |
| CN202393662U (en) | Novel experiment device for static intrusion of pressure head to rocks | |
| CN205839819U (en) | A kind of loading connecting structure for spread foundation full scale test | |
| CN205538500U (en) | Shear test loading device for geological survey | |
| CN105220716A (en) | Demifacet stake small scale model vertical compression, the multiplex loading stand of pullout tests | |
| CN203855991U (en) | Device for conducting anti-pulling frictional resistance test on bed rock | |
| CN102051890A (en) | Detection vehicle for static load test of single pile in foundation piles | |
| CN218994929U (en) | Soil layer field shear test device |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| PB01 | Publication | ||
| C10 | Entry into substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20150715 |
|
| CF01 | Termination of patent right due to non-payment of annual fee |