CN103884608A - Rock structure surface shearing device and method - Google Patents
Rock structure surface shearing device and method Download PDFInfo
- Publication number
- CN103884608A CN103884608A CN201410135493.XA CN201410135493A CN103884608A CN 103884608 A CN103884608 A CN 103884608A CN 201410135493 A CN201410135493 A CN 201410135493A CN 103884608 A CN103884608 A CN 103884608A
- Authority
- CN
- China
- Prior art keywords
- structural face
- rock
- rock structural
- sillar
- shear
- 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 172
- 238000010008 shearing Methods 0.000 title claims abstract description 56
- 238000000034 method Methods 0.000 title abstract description 11
- 238000011068 loading method Methods 0.000 claims abstract description 45
- 238000006243 chemical reaction Methods 0.000 claims description 11
- 238000010438 heat treatment Methods 0.000 abstract description 39
- 238000012360 testing method Methods 0.000 abstract description 24
- 238000006073 displacement reaction Methods 0.000 abstract description 21
- 229920002545 silicone oil Polymers 0.000 abstract description 6
- 238000004826 seaming Methods 0.000 description 17
- 235000019738 Limestone Nutrition 0.000 description 14
- 239000006028 limestone Substances 0.000 description 14
- 229910000831 Steel Inorganic materials 0.000 description 7
- 230000006835 compression Effects 0.000 description 7
- 238000007906 compression Methods 0.000 description 7
- 239000010959 steel Substances 0.000 description 7
- 238000005516 engineering process Methods 0.000 description 3
- 230000009286 beneficial effect Effects 0.000 description 2
- 238000010586 diagram Methods 0.000 description 2
- 238000012545 processing Methods 0.000 description 2
- 238000007789 sealing Methods 0.000 description 2
- 238000004458 analytical method Methods 0.000 description 1
- 230000002457 bidirectional effect Effects 0.000 description 1
- 238000010276 construction Methods 0.000 description 1
- 238000007405 data analysis Methods 0.000 description 1
- 238000013480 data collection Methods 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000013461 design Methods 0.000 description 1
- 238000011161 development Methods 0.000 description 1
- 238000002474 experimental method Methods 0.000 description 1
- 239000003292 glue Substances 0.000 description 1
- 238000005065 mining Methods 0.000 description 1
- 238000004088 simulation Methods 0.000 description 1
- 230000003068 static effect Effects 0.000 description 1
- 239000000758 substrate Substances 0.000 description 1
Images
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
- G01N3/24—Investigating strength properties of solid materials by application of mechanical stress by applying steady shearing forces
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N2203/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N2203/003—Generation of the force
- G01N2203/005—Electromagnetic means
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N2203/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N2203/02—Details not specific for a particular testing method
- G01N2203/022—Environment of the test
- G01N2203/0222—Temperature
Landscapes
- Physics & Mathematics (AREA)
- Health & Medical Sciences (AREA)
- Life Sciences & Earth Sciences (AREA)
- Chemical & Material Sciences (AREA)
- Analytical Chemistry (AREA)
- Biochemistry (AREA)
- General Health & Medical Sciences (AREA)
- General Physics & Mathematics (AREA)
- Immunology (AREA)
- Pathology (AREA)
- Investigating Strength Of Materials By Application Of Mechanical Stress (AREA)
Abstract
The invention relates to a rock structure surface shearing device and method. The rock structure surface shearing device comprises a test piece system, a pressure plate system, a loading system and a data acquisition system, wherein the test piece system comprises an upper rock and a lower rock with heating holes on a rock structure surface, the loading system can be used for performing normal pressure loading, left shearing force loading and right shearing force loading, and the pressure plate system comprises two 7-shaped loading plates; the rock structure surface shearing device also comprises a roll set system which includes four groups of press rolls for connecting the loading system and the pressure plate system to reduce friction of a test piece and the loading system; the rock structure surface shearing device further can comprise a heating system which adopts heating rods to control the temperature of high-quality heat-resisting silicone oil in the heating holes to heat the upper rock and the lower rock on the rock structure surface; the data acquisition system can be used for acquiring data of pressure, displacement and temperature. The rock structure surface shearing device can bidirectionally shear the test piece of the rock structure surface and realize research to the shearing characteristic of the rock structure surface at different temperatures.
Description
Technical field
The present invention relates to the shearing of rock structural face, be specifically related to a kind of rock structural face shear and method.
Background technology
Rock structural face is ubiquitous medium in slope project, dam foundation engineering, mining engineering, the inner a large amount of discontinuity surfaces of rock mass affect and determine the physico-mechanical properties of rock mass, understand mechanics and the deformation behaviour thereof of rock structural face by shear test, for design and the construction thereof of various rock mass engineering projects provide important foundation.
Shear strength test is divided into non-limiting intensity shear test and restricted shear strength test.Non-limiting intensity shear test only has shear stress to exist on shear surface, there is no normal stress; On shear surface, except shear stress, also there is normal stress in restricted intensity shear test.Comparatively conventional be restricted intensity shear test, exists and rubs owing to applying between the pressing plate of normal pressure and rock sample, and therefore the shear resistance of surveying is friction force sum between rock sample actual shearing intensity and pressing plate and sample.
Owing to there is no the manufacturer's standard of unified shear testing maschine, numerous rock structural face shears are there are, these shears are generally to continue to use rock shearing device,, the structure of experimental provision is improved, but there is again difference with simple rock shearing in rock structural face shearing meanwhile, be that rock structural face is in shear history, rock structural face sample not only can produce relative sliding at shear direction, and also can produce displacement upwards in normal direction, cuts swollen displacement.Common rock shearing test unit is because the pressing plate that applies shearing directly contacts with sillar surface, friction force between pressing plate and sillar surface is larger, sillar can not move freely at clamp surface, thereby limited moving up and down of structural plane sillar, the rock structural face obtaining cut swollen displacement distortion.Therefore, common rocks shearing test device is not suitable for the dilatancy of study of rocks structural plane.
The shear of traditional rock structural face is unidirectional shear, has many defects.The lower wall sillar of general restriction rock structural face, keep the lower wall sillar of rock structural face motionless, and the upper surface of upper dish sillar to rock structural face applies normal pressure, the side of upper dish sillar is applied to shearing force simultaneously, make to coil sillar on rock structural face, in the substrate of lower wall sillar, relative detrusion occurs, by analyzing the relation of shearing force and shear displacemant, obtain the shearing strength of rock structural face and shear mechanical characteristic.And often show as the upper and lower dish of the rock structural face time motion of the Instability of rock mass engineering project, as the changing of the relative positions slippage of rock structural face under geological process.Mechanical characteristic when dish and lower wall are cut simultaneously on study of rocks structural plane need to be developed the test unit of rock structural face double direction shear.
In addition, numerous experiment at present does not all relate to the development of rock shearing testing machine under condition of different temperatures.Rock shows different mechanical properties of rock under condition of different temperatures, under condition of different temperatures, rock structural face is sheared and will be presented different mechanical properties and cut Zhang Xiaoying, therefore study of rocks shear resistance should consider that the impact of temperature is is also a crucial technology.
Summary of the invention
The above-mentioned technical matters existing for prior art, the present invention proposes a kind of rock structural face shear of double direction shear, and preferably proposes the shear that comprises heating system.
In order to solve the problems of the technologies described above, the technical solution used in the present invention is as follows:
1, the rock structural face shear of double direction shear, in order to realize double direction shear
As shown in Figure 1, a kind of rock structural face shear of double direction shear, comprises sample system, platen system, loading system and data acquisition system (DAS); It is characterized in that, described platen system comprises upper and lower, left and right four block pressur plates, and top board 10 and normotopia setting parallel with lower platen 22, applies normal pressure; Left pressing plate 11 and right pressing plate 23 are parallel relative and shift to install, and apply shearing force simultaneously.
Described sample system is rock structural face test specimen, take rock structural face 21 as boundary, is divided into and on rock structural face, coils sillar 33 and rock structural face lower wall sillar 32.
Described platen system comprises upper and lower, left and right four block pressur plates, top board 10 is parallel with the upper surface that coils sillar 33 on rock structural face to be affixed, left pressing plate 11 is parallel with the left surface of coiling sillar 33 on rock structural face to be affixed and lower end flushes with rock structural face 21, parallel being affixed of lower surface of lower platen 22 and rock structural face lower wall sillar 32, the right surface of right pressing plate 23 and rock structural face lower wall sillar 32 is parallel to be affixed and upper end flushes with rock structural face 21, described top board 10 is fixedly connected with right pressing plate 23 with left pressing plate 11, lower platen 22, respectively becomes 7 fonts.
Described loading system, comprise normal pressure charger, double direction shear force loading device and reaction frame, described normal pressure loads and comprises seaming chuck 8, concave ball shape pressure head 40, loading piston 3, hydraulic cylinder 2 and base 29, described concave ball shape pressure head 40 is coordinated and is connected by hemisphere face with seaming chuck 8, loading piston 3 one end stretches in hydraulic cylinder 2, hydraulic cylinder 2 is fixed on reaction frame 1 upper end, and described base 29 is positioned at lower platen 22 belows, and is fixed on the upper surface of reaction frame 1 lower end; Described double direction shear force loading device comprises the left and right shearing force charger that dislocation is oppositely arranged, left shearing force charger comprises servomotor I 18, reductor I 36, the first ball-screw 16, the first ball-screw cylinder 34 and left pressure head 14, realize and apply from left to right shearing force, right shearing force charger comprises servomotor II 30, reductor II 38, the second ball-screw 28, the second ball-screw cylinder 13 and right pressure head 26, realizes and applies from right to left shearing force.
Described data acquisition system (DAS) comprises computer controller 31 and coupled the first pressure transducer 4, the second pressure transducer 15, the 3rd pressure transducer 27, the first elasticity modulus LVDT 6, the second elasticity modulus LVDT 7.
the rock structural face shear of above-mentioned double direction shear comprises roller group backup system.Described roller group system comprises pressure roller group 9, lower compression roller group 17, left pressure roller group 12 and right pressure roller group 24.Upper pressure roller group 9 is between seaming chuck 8 and top board 10, and lower compression roller group 17 is between lower platen 22 and base 29, and left pressure roller group 12 is between left pressure head 14 and left pressing plate 11, and right pressure roller group 24 is between right pressure head 26 and right pressing plate 23.Left pressure roller group 12 has greatly reduced the friction between left pressure head 14 and left pressing plate 11, and right pressure roller group 24 has greatly reduced the friction between right pressure head 26 and right pressing plate 23.On rock structural face, coiling sillar 33 can move along left pressure roller group 12, thereby can obtain exactly on rock structural face, coiling in rock structural face shear history the Normal Displacement of sillar 33, cut swollen displacement, upper pressure roller group 9 has greatly reduced the friction between seaming chuck 8 and top board 10, lower compression roller group 17 has greatly reduced the friction between base 29 and lower platen 22, coils sillar 33, lower wall sillar 32 can move left and right along upper pressure roller group 9, lower compression roller group 17 on rock structural face.
2, the rock structural face shear of the double direction shear of appendix heating system, in order to realize temperature controlled rock structural face double direction shear
As shown in Figure 2, on the basis of aforementioned schemes, proposed preferred technical scheme, the rock structural face shear of described double direction shear, also comprises heating system.Described heating system comprise be positioned at the bottoming hole of dish sillar and lower wall sillar inside and mate with bottoming hole and in the middle of with the rubber plug of heating rod, described rubber plug is fixed on upper and lower dish sillar surface by steel bar.
Above-mentioned rock structural face shear, described data acquisition system (DAS) also comprises coupled temperature inductor, described temperature sensor is positioned on the upper and lower dish sillar of rock structural face, accurately obtains the upper and lower dish sillar of rock structural face temperature everywhere.Particularly, data acquisition system (DAS) comprises computer controller and coupled the first pressure transducer, the second pressure transducer, the 3rd pressure transducer, the first elasticity modulus LVDT, the second elasticity modulus LVDT; And heating rod and temperature sensor be set.
As shown in Figure 2, be briefly described as follows containing the technical scheme of the rock structural face shear of the double direction shear of heating system.A kind of rock structural face shear, comprises sample system, heating system, platen system, loading system and data acquisition system (DAS), described sample system is rock structural face test specimen, take rock structural face as boundary, is divided into and on rock structural face, coils sillar and rock structural face lower wall sillar, described heating system comprise be positioned at the bottoming hole of the upper and lower dish sillar of rock structural face inside and mate with bottoming hole and in the middle of with the rubber plug of heating rod, described rubber plug is fixed on upper and lower dish sillar surface by steel bar, described platen system comprises upper and lower, left and right four block pressur plates, described top board is parallel with the upper surface that coils sillar on rock structural face to be affixed, described left pressing plate is parallel with the left surface of coiling sillar on rock structural face to be affixed and lower end flushes with rock structural face, parallel being affixed of lower surface of described lower platen and rock structural face lower wall sillar, the right surface of described right pressing plate and rock structural face lower wall sillar is parallel to be affixed and upper end flushes with rock structural face, described top board is fixedly connected with right pressing plate with left pressing plate, lower platen, respectively becomes 7 fonts, described loading system comprises that normal pressure loads, left shearing force loads and right shearing force loads and reaction frame, described normal pressure loads and comprises seaming chuck, concave ball shape pressure head, loading piston, hydraulic cylinder and base, described concave ball shape pressure head is coordinated and is connected by hemisphere face with seaming chuck, loading piston one end stretches in hydraulic cylinder, hydraulic cylinder is fixed on reaction frame upper end, described base is positioned at lower platen below, and is fixed on the upper surface of reaction frame lower end, described left shearing force loads and comprises servomotor I, reductor I, the first ball-screw, the first ball-screw cylinder and left pressure head, and described left pressure head is positioned at left pressing plate left, is connected with the first ball-screw cylinder, and the first ball-screw stretches in the first ball-screw cylinder, described right shearing force loads and comprises servomotor II, reductor II, the second ball-screw, the second ball-screw cylinder and right pressure head, and it is right-hand that described right pressure head is positioned at right pressing plate, is connected with the second ball-screw cylinder, and the second ball-screw stretches in the second ball-screw cylinder, described data acquisition system (DAS) comprises computer controller and coupled the first pressure transducer, the second pressure transducer, the 3rd pressure transducer, the first elasticity modulus LVDT, the second elasticity modulus LVDT and heating rod, described the first pressure transducer is loading between piston and concave ball shape pressure head, described the second pressure transducer is between left pressure head and the first ball-screw cylinder, described the 3rd pressure transducer is between right pressure head and the second ball-screw cylinder, described the first elasticity modulus LVDT is placed in seaming chuck left end upper surface, described the second elasticity modulus LVDT is placed in seaming chuck right-hand member upper surface, described heating rod stretches into bottoming hole bottom.
3, the application process of the rock structural face shear of double direction shear
Take the rock structural face shear of the double direction shear that comprises heating system as example, describe
.specifically comprise the steps: to comprise test specimen making and heating, apply normal pressure, apply shearing force and data acquisition and analysis.
(1) test specimen is made and heating: choose rock structural face sillar at mine working engineering site, be cut to parallelepipedon test specimen, and on the upper and lower dish sillar of rock structural face each several bottoming holes of processing, inject the high temperature resistant silicone oil of high-quality therein, and with the rubber stopper seal bottoming hole with heating rod, compress rubber plug with steel bar, then heat;
(2) apply normal pressure: by the size of computer controller control normal pressure, then provide corresponding normal pressure by the loading piston of hydraulic cylinder to seaming chuck, and then pass to and on rock structural face, coil sillar;
(3) apply shearing force: servomotor I and reductor I drive the first ball-screw cylinder to move along slideway I, left pressure head applies shearing force to coiling sillar on rock structural face from left to right, by coiling the loading shear displacemant speed of sillar on computer controller control structure face, servomotor II and reductor II drive the second ball-screw cylinder to move along slideway II, right pressure head applies shearing force to structural plane lower wall sillar from right to left, by the loading shear displacemant speed of computer controller control lower wall sillar;
(4) data collection and analysis: cut swollen displacement by the normal direction of coiling sillar on the first elasticity modulus LVDT and the second elasticity modulus LVDT Real-time Collection rock structural face, by the second pressure transducer, on the 3rd pressure transducer Real-time Collection rock structural face, the size of the shearing force of lower wall sillar, servomotor I simultaneously, on II can be fed back, the shear displacemant of lower wall sillar, control in real time the normal pressure of rock structural face sillar by the first pressure transducer, in the time that the first pressure transducer feeds back the force value and is greater than the default force value of program, computer controller moves instruction load piston in hydraulic cylinder, until feeding back the force value, the first pressure transducer equals the default force value of program, otherwise in the time that the first pressure transducer feeds back the force value and is less than the default force value of program, computer controller moves instruction load piston outside hydraulic cylinder, until feeding back the force value, the first pressure transducer equals the default force value of program.
Above-mentioned rock structural face cutting method, the heating-up temperature of step (1) is 50-150 ℃.
Above-mentioned rock structural face cutting method, the loading shear displacemant speed of the upper and lower dish sillar of step (3) rock structural face is respectively 0 ~ 0.01mm/s, and the loading of the upper and lower dish sillar of rock structural face shearing relative displacement speed is 0.01mm/s.
4, the beneficial effect of device and method of the present invention
Beneficial effect of the present invention is: 1) the present invention arranges biaxial loadings device, can the upper and lower dish sillar of rock structural face be applied shearing force simultaneously and obtained shearing strength and the shear property of rock structural face under double direction shear; 2) the present invention arranges heating arrangement, can obtain the rock structural face shear property under condition of different temperatures; 3) the present invention arranges left and right pressure roller group, allows the upper and lower dish sillar of rock structural face, freely moves up and down, thereby accurately obtain the swollen displacement of cutting in rock structural face shear history by pressure roller group.
Accompanying drawing explanation
Fig. 1 is the rock structural face shear schematic diagram of double direction shear.
Fig. 2 is the rock structural face shear structural representation of the double direction shear that comprises heating system.
Fig. 3 is heating system schematic diagram of the present invention.
In figure: 1, reaction frame, 2, hydraulic cylinder, 3, load piston, 4, the first pressure transducer, 5, rubber plug, 6, the first elasticity modulus LVDT, 7, the second elasticity modulus LVDT, 8, seaming chuck, 9, upper pressure roller group, 10, top board, 11, left pressing plate, 12, left pressure roller group, 13, the second ball-screw cylinder, 14, left pressure head, 15, the second pressure transducer, 16, the first ball-screw, 17, lower compression roller group, 18, servomotor I, 19, steel bar, 20, bottoming hole, 21, rock structural face, 22, lower platen, 23, right pressing plate, 24, right pressure roller group, 25, heating rod, 26, right pressure head, 27, the 3rd pressure transducer, 28, the second ball-screw, 29, base, 30, servomotor II, 31, computer controller, 32, rock structural face lower wall sillar, 33, on rock structural face, coil sillar, 34, the first ball-screw cylinder, 35, temperature sensor, 36, reductor I, 37, slideway I, 38, reductor II, 39, slideway II, 40, concave ball shape pressure head, 41, bolt, 42, high-quality is high temperature resistant silicone oil.
Embodiment
Below in conjunction with drawings and Examples, the present invention is described in further detail, but the present invention is not limited to this.
As Fig. 1,2,3, rock structural face shear of the present invention, comprises sample system, heating system, platen system, roller group system, loading system and data acquisition system (DAS).Described sample system is rock structural face test specimen, take rock structural face 21 as boundary, is divided into and on rock structural face, coils sillar 33 and rock structural face lower wall sillar 32, described heating system comprise be positioned at the bottoming hole 20 of the upper and lower dish sillar of rock structural face and mate with bottoming hole and in the middle of with the rubber plug 5 of heating rod 25, described rubber plug 5 is fixed on the upper and lower dish sillar of rock structural face surface by steel bar 19, described platen system comprises, under, left, right four block pressur plates, described top board 10 is parallel with the upper surface that coils sillar 33 on rock structural face to be affixed, described left pressing plate 11 is parallel with the left surface of coiling sillar 33 on rock structural face to be affixed and lower end flushes with rock structural face 21, parallel being affixed of lower surface of lower platen 22 and rock structural face lower wall sillar 32, the right surface of right pressing plate 23 and rock structural face lower wall sillar 32 is parallel to be affixed and upper end flushes with rock structural face 21, described top board 10 and left pressing plate 11, lower platen 22 is fixedly connected with right pressing plate 23, each one-tenth 7 fonts.Described loading system comprises that normal pressure loads, left shearing force loads and right shearing force loads and reaction frame, described normal pressure loads and comprises seaming chuck 8, concave ball shape pressure head 40, loading piston 3, hydraulic cylinder 2 and base 29, described concave ball shape pressure head 40 is coordinated and is connected by hemisphere face with seaming chuck 8, loading piston 3 one end stretches in hydraulic cylinder 2, hydraulic cylinder 2 is fixed on reaction frame 1 upper end, described base 29 is positioned at lower platen 22 belows, and is fixed on the upper surface of reaction frame 1 lower end, described left shearing force loads and comprises servomotor I 18, reductor I 36, the first ball-screw 16, the first ball-screw cylinder 34 and left pressure head 14, servomotor I 18 and reductor I 36 drive the first ball-screw cylinder 34 to move along slideway I 37, thereby realize left pressure head 14 and apply shearing force to coiling sillar 33 on rock structural face from left to right, described right shearing force loads and comprises servomotor II 30, reductor II 38, the second ball-screw 28, the second ball-screw cylinder 13 and right pressure head 26, servomotor II 30 and reductor II 38 drive the second ball-screw cylinder 13 to move along slideway II 39, thereby realize right pressure head 26 and from right to left rock structural face lower wall sillar 32 is applied to shearing force, described roller group system comprises pressure roller group 9, lower compression roller group 17, left pressure roller group 12 and right pressure roller group 24, described upper pressure roller group 9 is between seaming chuck 8 and top board 10, described lower compression roller group 17 is between lower platen 22 and base 29, described left pressure roller group 12 is between left pressure head 14 and left pressing plate 11, and described right pressure roller group 24 is between right pressure head 26 and right pressing plate 23, described data acquisition system (DAS) comprises computer controller 31 and coupled the first pressure transducer 4, the second pressure transducer 15, the 3rd pressure transducer 27, the first elasticity modulus LVDT 6, the second elasticity modulus LVDT 7, heating rod 25 and temperature sensor 35, described the first pressure transducer 4 is loading between piston 3 and concave ball shape pressure head 40, described the second pressure transducer 15 is between left pressure head 14 and the first ball-screw cylinder 34, described the 3rd pressure transducer 27 is between right pressure head 26 and the second ball-screw cylinder 13, described the first elasticity modulus LVDT 6 is positioned at seaming chuck 8 left end upper surfaces, described the second elasticity modulus LVDT 7 is positioned at seaming chuck 8 right-hand member upper surfaces, described heating rod 25 stretches into bottoming hole 20 bottoms, described temperature sensor 35 is positioned on rock structural face and coils on sillar 33 and rock structural face lower wall sillar 32.
Enumerate embodiment 1 ~ 7 below and describe enforcement of the present invention in detail.Wherein embodiment 1 ~ 6 is the embodiment that adopts the rock structural face shear of the double direction shear that comprises heating system, and embodiment 7 is the embodiment that does not comprise the rock structural face shear of the double direction shear of heating system.
embodiment 1
Rock structural face cutting method of the present invention, comprises the steps:
(1) test specimen is made and heating: choose at mine working engineering site and on the maokou limestone that comprises rock structural face, coil sillar and lower wall sillar.To on maokou limestone rock structural face, coil sillar and lower wall sillar all cuts into: the test specimen of length × wide × height=20cm × 10cm × 15cm, on maokou limestone rock structural face, coil sillar 33, 4 bottoming holes 20 of each processing on lower wall sillar 32, its degree of depth is 2/3 of sillar sample thickness, then inject the high temperature resistant silicone oil 42 of high-quality therein, use the rubber plug 5 heated sealed holes 20 with heating rod 25, with high temperature resistant glue by rubber plug 5 and bottoming hole 20 is bonding and sealing, and rubber plug 5 is blocked to bottoming hole 20 tightly with steel bar 19, bolt 41 is fixed on steel bar 19 on the surface of rock structural face upper lower burrs sillar, bonding and sealing 24h after, computer controller 31 is controlled the heating-up temperature of heating rod 25, by on maokou limestone rock structural face, the temperature of lower wall sillar is heated to 50 ℃, after heating 5h, obtain by coiling sillar 33 and lower wall sillar 32 temperature sensor 35 everywhere on rock structural face, the average temperature value of lower wall sillar is 48.5 ℃.
(2) apply normal pressure: the size of controlling normal pressure by computer controller 31 is 40KN, the loading piston 3 of the hydraulic cylinder 2 of servo-drive system provides normal pressure 40KN to seaming chuck 8, and seaming chuck 8 is passed to normal pressure 40KN on rock structural face, to coil sillar 33 by upper pressure roller group 9 and top board 10.
(4) apply shearing force: the first ball-screw 16 drives left pressure head 14 to apply shearing force to coiling sillar 33 on rock structural face from left to right, controlling the loading shear displacemant speed of coiling sillar 33 on rock structural face by computer controller 31 is 0.005mm/s; The second ball-screw 28 drives right pressure head 26 from right to left rock structural face lower wall sillar 32 to be applied to shearing force, and the loading shear displacemant speed of controlling rock structural face lower wall sillar 32 by computer controller 31 is 0.005mm/s.
(5) data acquisition: by the first elasticity modulus LVDT 6, the normal direction of coiling sillar 33 on the rock structural face in the second elasticity modulus LVDT 7 Real-time Collection rock structural face shear histories is cut swollen displacement, gather the size of the shearing force of the upper and lower dish sillar of real-time rock structural face by the second pressure transducer 15, the 3rd pressure transducer 27, control in real time by the first pressure transducer 4 normal pressure that coils sillar 33 on rock structural face simultaneously.
It is 4.26 ± 0.82 MPa that the maokou limestone rock structural face that above-mentioned treatment conditions obtain is sheared peak strength, and it is 0.75 ± 0.16mm that peak value is cut swollen displacement.
embodiment 2
The present embodiment adopts embodiment substantially the same manner as Example 1, difference is: the temperature of the high-quality heat-resisting silicone oil in upper and lower maokou limestone rock structural face dish sillar bottoming hole is heated to 100 ℃ by step (1), after heating 5h, the average temperature value that obtains upper and lower dish sillar by coiling sillar and lower wall sillar temperature sensor everywhere on rock structural face is 94.5 ℃.
It is 5.71 ± 1.10 MPa that the maokou limestone rock structural face that above-mentioned treatment conditions obtain is sheared peak strength, and it is 1.03 ± 0.27mm that peak value is cut swollen displacement
embodiment 3
The present embodiment adopts embodiment substantially the same manner as Example 1, difference is: the temperature of the high-quality heat-resisting silicone oil in upper and lower maokou limestone rock structural face dish sillar bottoming hole is heated to 150 ℃ by rapid (1), after heating 5h, the average temperature value that obtains upper and lower dish sillar by coiling sillar and lower wall sillar temperature sensor everywhere on rock structural face is 138.3 ℃.
It is 3.89 ± 0.95 MPa that the maokou limestone rock structural face that above-mentioned treatment conditions obtain is sheared peak strength, and it is 1.36 ± 0.35mm that peak value is cut swollen displacement.
The present embodiment adopts embodiment substantially the same manner as Example 1, difference is: it is 0.003mm/s that step (3) is controlled the loading shear displacemant speed of coiling sillar 33 on rock structural face by computer controller 31, the loading shear displacemant speed of rock structural face lower wall sillar 32 is 0.007 mm/s, and the relative displacement speed of the upper and lower dish sillar of rock structural face is 0.01 mm/s.
It is 5.16 ± 0.80 MPa that the maokou limestone rock structural face that above-mentioned treatment conditions obtain is sheared peak strength, and it is 0.85 ± 0.21mm that peak value is cut swollen displacement.
The present embodiment adopts embodiment substantially the same manner as Example 1, difference is: it is 0.001mm/s that step (3) is controlled the loading shear displacemant speed of coiling sillar 33 on rock structural face by computer controller 31, the loading shear displacemant speed of rock structural face lower wall sillar 32 is 0.009 mm/s, and the relative displacement speed of the upper and lower dish sillar of rock structural face is 0.01 mm/s.
It is 6.34 ± 1.27 MPa that the maokou limestone rock structural face that above-mentioned treatment conditions obtain is sheared peak strength, and it is 0.60 ± 0.23mm that peak value is cut swollen displacement.
embodiment 6
The present embodiment adopts embodiment substantially the same manner as Example 1, difference is: it is 0.01mm/s that step (3) is controlled the loading shear displacemant speed of coiling sillar 33 on rock structural face by computer controller 31, rock structural face lower wall sillar 32 is static fixing, and the relative displacement speed of the upper and lower dish sillar of rock structural face is 0.01 mm/s.
It is 7.54 ± 1.05MPa that the maokou limestone rock structural face that above-mentioned treatment conditions obtain is sheared peak strength, and it is 0.43 ± 0.12 mm that peak value is cut swollen displacement.
embodiment 7
The present embodiment adopts embodiment substantially the same manner as Example 1, and difference is to adopt the shear shown in accompanying drawing 1, coils in sillar and lower wall sillar heating arrangement is not set on maokou limestone rock structural face.At room temperature, do not arrange under the condition of heating system, when the biaxial loadings shear displacemant speed of the upper and lower dish sillar of rock structural face is 0.005mm/s, when the relative displacement speed of the upper and lower dish sillar of rock structural face is 0.01 mm/s, it is 3.16 ± 0.37MPa that maokou limestone rock structural face is sheared peak strength, and it is 1.10 ± 0.16 mm that peak value is cut swollen displacement.
Known according to above-described embodiment, by Bidirectional shearing device and the method for rock structural face, can study more truly and reflect that the upper and lower dish sillar of rock structural face shears the mechanical state under changing of the relative positions state at the same time.Particularly, the variation of rock structural face mechanical property under simulation different temperatures.
Claims (2)
1. a rock structural face shear, is characterized in that: comprise sample system, platen system, loading system and data acquisition system (DAS); It is characterized in that, described platen system comprises upper and lower, left and right four block pressur plates, and top board (10) and normotopia parallel with lower platen (22) is oppositely arranged, and applies normal pressure by loading system; Left pressing plate (11) is parallel with right pressing plate (23) relatively and shift to install, and applies left and right shearing force by loading system simultaneously.
2. shear according to claim 1, described loading system comprises normal pressure charger, double direction shear force loading device and reaction frame, described double direction shear force loading device comprises the left and right shearing force charger that dislocation is oppositely arranged; Left shearing force charger comprises servomotor I (18), reductor I (36), the first ball-screw (16), the first ball-screw cylinder (34) and left pressure head (14), realize and apply from left to right shearing force, right shearing force charger comprises servomotor II (30), reductor II (38), the second ball-screw (28), the second ball-screw cylinder (13) and right pressure head (26), realizes and applies from right to left shearing force.
Priority Applications (2)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201610062986.4A CN105699212B (en) | 2014-04-05 | 2014-04-05 | A kind of rock structural face cutting method |
| CN201410135493.XA CN103884608B (en) | 2014-04-05 | 2014-04-05 | A kind of rock structural face shear and method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201410135493.XA CN103884608B (en) | 2014-04-05 | 2014-04-05 | A kind of rock structural face shear and method |
Related Child Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201610062986.4A Division CN105699212B (en) | 2014-04-05 | 2014-04-05 | A kind of rock structural face cutting method |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN103884608A true CN103884608A (en) | 2014-06-25 |
| CN103884608B CN103884608B (en) | 2016-03-30 |
Family
ID=50953627
Family Applications (2)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201610062986.4A Active CN105699212B (en) | 2014-04-05 | 2014-04-05 | A kind of rock structural face cutting method |
| CN201410135493.XA Expired - Fee Related CN103884608B (en) | 2014-04-05 | 2014-04-05 | A kind of rock structural face shear and method |
Family Applications Before (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201610062986.4A Active CN105699212B (en) | 2014-04-05 | 2014-04-05 | A kind of rock structural face cutting method |
Country Status (1)
| Country | Link |
|---|---|
| CN (2) | CN105699212B (en) |
Cited By (12)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104897459A (en) * | 2015-06-23 | 2015-09-09 | 北京航空航天大学 | Multidirectional loading system used for mechanical test of particles |
| CN105043900A (en) * | 2015-07-03 | 2015-11-11 | 合肥工业大学 | Apparatus for testing shear strength of rocks under wet-dry alternation action, and test method thereof |
| CN105334116A (en) * | 2015-10-28 | 2016-02-17 | 广东工业大学 | Solidified soil direct shear apparatus |
| CN106092695A (en) * | 2016-08-05 | 2016-11-09 | 湖南科技大学 | A kind of rock-like materials structural plane is produced and for the device and method of shearing test |
| CN106290007A (en) * | 2016-09-28 | 2017-01-04 | 中国科学院武汉岩土力学研究所 | A kind of rock stretching and compression dual shear test device and method |
| CN106769797A (en) * | 2017-03-28 | 2017-05-31 | 中国科学院武汉岩土力学研究所 | A kind of geologic structural surface stress seepage flow coupled shear theological damage |
| CN107014671A (en) * | 2017-03-28 | 2017-08-04 | 中国科学院武汉岩土力学研究所 | A kind of shearing test pretension force loading device and loading method |
| CN107328664A (en) * | 2017-06-28 | 2017-11-07 | 同济大学 | A kind of self-balancing floating formula shearing loading device tested for rock |
| CN108732026A (en) * | 2018-07-31 | 2018-11-02 | 湖南科技大学 | A kind of rock cleavage load testing machine and test method with side pressure |
| CN110018273A (en) * | 2018-01-09 | 2019-07-16 | 中国科学院化学研究所 | A kind of device and method of two-way dynamically load/unloading for diamond opposed anvils |
| CN112051148A (en) * | 2020-09-15 | 2020-12-08 | 燕山大学 | Experimental device for multiscale instability process of multi-sub-fault system |
| CN112284931A (en) * | 2020-09-30 | 2021-01-29 | 中国科学院武汉岩土力学研究所 | Multidirectional rock reciprocating shearing-temperature coupling and acoustic testing method |
Families Citing this family (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106323768B (en) * | 2016-11-07 | 2018-10-23 | 东北大学 | A kind of double structure face direct shear test method of research slide type Mechanism of Rockburst Occurred |
| CN107884287A (en) * | 2017-11-14 | 2018-04-06 | 郑州工程技术学院 | A kind of ground direct shear test device and method |
| CN108760623B (en) * | 2018-06-26 | 2019-12-06 | 中国地质大学（武汉） | device and method for testing basic friction angle of rock joint under real-time high-temperature condition |
| CN110057681B (en) * | 2019-04-17 | 2021-06-22 | 辽宁工程技术大学 | Device and method for measuring rock type II fracture energy and observing rock surface velocity field |
| CN110146371A (en) * | 2019-04-26 | 2019-08-20 | 山东科技大学 | Heating and thermal insulation sleeve is loaded for large scale rock direct shear test |
Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP3795721B2 (en) * | 2000-01-19 | 2006-07-12 | 独立行政法人科学技術振興機構 | Small automatic repetitive one side shear test equipment |
| CN102435510A (en) * | 2011-12-12 | 2012-05-02 | 四川大学 | Assembled variable dimension direct shearing compression apparatus |
| CN102735555A (en) * | 2012-07-02 | 2012-10-17 | 四川大学 | Rock structural surface shear test method and implementation apparatus thereof |
| CN102759486A (en) * | 2012-08-03 | 2012-10-31 | 中国科学院地质与地球物理研究所 | Impact shearing device of rock mass structural plane |
| CN103323340A (en) * | 2013-06-24 | 2013-09-25 | 重庆交通大学 | Mechanical property test device and method of steel-concrete contact interface |
Family Cites Families (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102478473A (en) * | 2010-11-25 | 2012-05-30 | 天水红山试验机有限公司 | Microcomputer control electro-hydraulic servo large bidirectional direct shear apparatus |
| CN202083598U (en) * | 2011-03-29 | 2011-12-21 | 曾胜 | Dry-wet circulation large-size strain control type direct shearing device |
| CN102607966B (en) * | 2012-03-30 | 2014-01-22 | 温州大学 | Large contact surface characteristic direct shear apparatus with cycle loading function |
| CN102854069A (en) * | 2012-09-24 | 2013-01-02 | 中国能源建设集团广东省电力设计研究院 | Large-scale direct shear apparatus |
| CN203191265U (en) * | 2013-03-25 | 2013-09-11 | 中国有色金属工业昆明勘察设计研究院 | Device applicable to indoor middle-type shear test |
| CN203287266U (en) * | 2013-05-09 | 2013-11-13 | 深圳市工勘岩土工程有限公司 | Direct shear test device for rock-soil |
| CN203479644U (en) * | 2013-09-12 | 2014-03-12 | 中国科学院武汉岩土力学研究所 | In-situ indoor dual-purpose recyclable-loaded middle-sized direct shear apparatus |
| CN103543069B (en) * | 2013-10-29 | 2015-06-10 | 中国科学院武汉岩土力学研究所 | Indoor stretching-shearing testing device for anchor rod |
-
2014
- 2014-04-05 CN CN201610062986.4A patent/CN105699212B/en active Active
- 2014-04-05 CN CN201410135493.XA patent/CN103884608B/en not_active Expired - Fee Related
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP3795721B2 (en) * | 2000-01-19 | 2006-07-12 | 独立行政法人科学技術振興機構 | Small automatic repetitive one side shear test equipment |
| CN102435510A (en) * | 2011-12-12 | 2012-05-02 | 四川大学 | Assembled variable dimension direct shearing compression apparatus |
| CN102735555A (en) * | 2012-07-02 | 2012-10-17 | 四川大学 | Rock structural surface shear test method and implementation apparatus thereof |
| CN102759486A (en) * | 2012-08-03 | 2012-10-31 | 中国科学院地质与地球物理研究所 | Impact shearing device of rock mass structural plane |
| CN103323340A (en) * | 2013-06-24 | 2013-09-25 | 重庆交通大学 | Mechanical property test device and method of steel-concrete contact interface |
Cited By (17)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104897459B (en) * | 2015-06-23 | 2018-03-30 | 北京航空航天大学 | A kind of multidirectional loading system for particulate matter mechanical test |
| CN104897459A (en) * | 2015-06-23 | 2015-09-09 | 北京航空航天大学 | Multidirectional loading system used for mechanical test of particles |
| CN105043900A (en) * | 2015-07-03 | 2015-11-11 | 合肥工业大学 | Apparatus for testing shear strength of rocks under wet-dry alternation action, and test method thereof |
| CN105334116A (en) * | 2015-10-28 | 2016-02-17 | 广东工业大学 | Solidified soil direct shear apparatus |
| CN105334116B (en) * | 2015-10-28 | 2018-06-19 | 广东工业大学 | A kind of solidified earth direct shear apparatus |
| CN106092695A (en) * | 2016-08-05 | 2016-11-09 | 湖南科技大学 | A kind of rock-like materials structural plane is produced and for the device and method of shearing test |
| CN106092695B (en) * | 2016-08-05 | 2018-12-28 | 湖南科技大学 | A kind of rock-like materials structural plane is produced and is used for the device and method of shearing test |
| CN106290007A (en) * | 2016-09-28 | 2017-01-04 | 中国科学院武汉岩土力学研究所 | A kind of rock stretching and compression dual shear test device and method |
| CN107014671A (en) * | 2017-03-28 | 2017-08-04 | 中国科学院武汉岩土力学研究所 | A kind of shearing test pretension force loading device and loading method |
| CN106769797A (en) * | 2017-03-28 | 2017-05-31 | 中国科学院武汉岩土力学研究所 | A kind of geologic structural surface stress seepage flow coupled shear theological damage |
| CN107014671B (en) * | 2017-03-28 | 2019-10-11 | 中国科学院武汉岩土力学研究所 | A kind of shearing test pre-tightens force loading device and loading method |
| CN107328664A (en) * | 2017-06-28 | 2017-11-07 | 同济大学 | A kind of self-balancing floating formula shearing loading device tested for rock |
| CN110018273A (en) * | 2018-01-09 | 2019-07-16 | 中国科学院化学研究所 | A kind of device and method of two-way dynamically load/unloading for diamond opposed anvils |
| CN108732026A (en) * | 2018-07-31 | 2018-11-02 | 湖南科技大学 | A kind of rock cleavage load testing machine and test method with side pressure |
| CN112051148A (en) * | 2020-09-15 | 2020-12-08 | 燕山大学 | Experimental device for multiscale instability process of multi-sub-fault system |
| CN112051148B (en) * | 2020-09-15 | 2021-08-31 | 燕山大学 | Experimental device for multiscale instability process of multi-sub-fault system |
| CN112284931A (en) * | 2020-09-30 | 2021-01-29 | 中国科学院武汉岩土力学研究所 | Multidirectional rock reciprocating shearing-temperature coupling and acoustic testing method |
Also Published As
| Publication number | Publication date |
|---|---|
| CN105699212A (en) | 2016-06-22 |
| CN103884608B (en) | 2016-03-30 |
| CN105699212B (en) | 2018-08-28 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN103884608B (en) | A kind of rock structural face shear and method | |
| CN203758856U (en) | Rock structural plane two-way shearing testing device | |
| CN203758855U (en) | Rock-structural-plane bi-directional shear testing device with heating device | |
| US9189592B2 (en) | Tester apparatus for obtaining forming limit diagram | |
| WO2019165787A1 (en) | Rock mechanics test system having adjustable loading rigidity, and test method | |
| CN105002938B (en) | A kind of one-dimensional horizontal whirl-sprayed pile charger and experimental technique thereof | |
| CN201575958U (en) | Load-shear test machine | |
| CN110940596A (en) | Rock high-stress high-temperature micro-nano indentation test system | |
| CN206192776U (en) | Tensile testing machine | |
| CN103962479B (en) | A kind of metal-rubber blank laying apparatus | |
| CN204912383U (en) | Novel edge rolling device | |
| CN203758857U (en) | Rock-structural-plane bi-directional shearing device | |
| CN104215506A (en) | Gradient confining pressure loading method | |
| CN109060552B (en) | Thermal environment resilience test equipment and test method | |
| CN203241300U (en) | Rock and soil compression-shear rheological testing machine | |
| CN105388098A (en) | Rock fracture preparation and seepage device and seepage characteristic test method | |
| CN103394898A (en) | Buffer nail assembly tool | |
| CN205209936U (en) | Prepare and seepage flow device of rock fracture | |
| Palumbo et al. | Numerical/experimental investigations for enhancing the sheet hydroforming process | |
| CN116754111A (en) | Experimental rake tooth breaking force test method | |
| CN109580376B (en) | Method for performing thermal compression test by using thermal simulation testing machine | |
| CN105538620B (en) | Mold closed cell and its operation method | |
| CN204281638U (en) | A kind of plain detonator automatic powder press device | |
| CN206296405U (en) | Crimping device and bar connecting lathe | |
| CN202727294U (en) | Automatic pressure-adjusting bar clamp in polytetrafluoroethylene bar production |
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: 20160330 |
|
| CF01 | Termination of patent right due to non-payment of annual fee |