CN210051651U - Surface in-situ rock-soil triaxial compression testing device - Google Patents
Surface in-situ rock-soil triaxial compression testing device Download PDFInfo
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- CN210051651U CN210051651U CN201920132688.7U CN201920132688U CN210051651U CN 210051651 U CN210051651 U CN 210051651U CN 201920132688 U CN201920132688 U CN 201920132688U CN 210051651 U CN210051651 U CN 210051651U
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- 239000002689 soil Substances 0.000 title claims abstract description 54
- 238000012360 testing method Methods 0.000 title claims abstract description 36
- 230000006835 compression Effects 0.000 title claims abstract description 10
- 238000007906 compression Methods 0.000 title claims abstract description 10
- 238000011065 in-situ storage Methods 0.000 title claims description 21
- 239000011435 rock Substances 0.000 claims description 45
- 239000003921 oil Substances 0.000 claims description 35
- 238000003825 pressing Methods 0.000 claims description 35
- 239000010720 hydraulic oil Substances 0.000 claims description 15
- 239000007788 liquid Substances 0.000 claims description 5
- 238000007599 discharging Methods 0.000 claims description 3
- 238000006073 displacement reaction Methods 0.000 claims description 3
- 238000005553 drilling Methods 0.000 claims description 2
- 238000012669 compression test Methods 0.000 claims 9
- 230000001960 triggered effect Effects 0.000 claims 2
- 238000000034 method Methods 0.000 description 9
- 230000008569 process Effects 0.000 description 9
- 238000013461 design Methods 0.000 description 8
- 238000002474 experimental method Methods 0.000 description 7
- 238000005527 soil sampling Methods 0.000 description 6
- 230000009471 action Effects 0.000 description 5
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- 238000004364 calculation method Methods 0.000 description 2
- 230000008859 change Effects 0.000 description 2
- 230000001276 controlling effect Effects 0.000 description 2
- 238000010586 diagram Methods 0.000 description 2
- 230000000694 effects Effects 0.000 description 2
- 239000003673 groundwater Substances 0.000 description 2
- 238000011835 investigation Methods 0.000 description 2
- 238000005259 measurement Methods 0.000 description 2
- 238000012986 modification Methods 0.000 description 2
- 230000004048 modification Effects 0.000 description 2
- 238000007789 sealing Methods 0.000 description 2
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 239000003245 coal Substances 0.000 description 1
- 238000010276 construction Methods 0.000 description 1
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- 230000007613 environmental effect Effects 0.000 description 1
- 238000011156 evaluation Methods 0.000 description 1
- 239000000945 filler Substances 0.000 description 1
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- 230000000007 visual effect Effects 0.000 description 1
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- Investigation Of Foundation Soil And Reinforcement Of Foundation Soil By Compacting Or Drainage (AREA)
- Investigating Strength Of Materials By Application Of Mechanical Stress (AREA)
- Sampling And Sample Adjustment (AREA)
Abstract
The utility model provides a ground normal position ground triaxial compression testing arrangement, including cylindrical hollow outer tube, the one end of outer tube is for being used for supporting and internally mounted has the control end of computational unit, and the other end is the drill bit end the inside movable mounting of outer tube has the inner tube that is used for borrowing, the inner tube is located the tip of drill bit end is the pipe shoe structure and stretches out outside the outer tube install the hydraulic pressure portion that provides hydraulic power in the inner tube, and receive the hydraulic pressure portion drive and exert perpendicular pressure's the splenium of hanging down to the soil sample of gathering to and apply radial confining pressure's confining pressure portion to the soil sample of gathering, the user will the drill bit end of outer tube directly stands subaerial and carries out artifical borrowing. The utility model discloses utilize the sample dynamic principle of geotome, directly carry out the perturbation on ground and get soil, adopt MEMS to utilize the sensor to carry out data testing to the soil sample, adopt two sets of hydraulic circuit to apply vertical pressure and confined pressure, can ensure the stability of load, furthest guarantees and improves the precision of experimental data.
Description
Technical Field
The utility model relates to a building field, in particular to carry out normal position stress and confined pressure intensity test's normal position triaxial compression testing arrangement to the ground body among earth's surface geotechnical engineering.
Background
The rock mass structure unit is composed of rock blocks (block, plate, complete or cracked), structure surfaces (weak structure surfaces and hard structure surfaces), fillers and the like, and deformation properties of the rock mass structure unit are much more complex than deformation of the rock due to development and distribution nonuniformity of various structure surfaces, so that deformation of the rock mass cannot be expressed by deformation of the rock, and deformation indexes of the rock mass structure unit need to be measured through a rock mass deformation experiment. The rock mass deformation experiment is a rock mass field experiment performed for measuring the deformation characteristic index of a rock mass under a certain load action or unloading action. The mechanical parameters of the rock mass, such as the deformation modulus, the elastic modulus, the deformation coefficient and the like, which are indispensable in rock engineering, of the rock mass are measured through experiments. The test can obtain the deformation modulus and the elastic modulus of the rock mass.
The physical and mechanical parameters of the rock mass are basic data, and if an accurate value cannot be obtained, accurate design and evaluation cannot be obtained for the strength design, deformation checking and stability of any rock mass engineering, so that most engineering specifications have safety coefficients to increase the safety guarantee. For coal mine engineering, the design basic data of roadway support is involved, and the mechanical parameters of roadway surrounding rock are definitely measured to ensure the rationality, economic cost and construction period of support design; the expanding speed, the expanding range and the expanding rule of the loosening ring and the like; the numerical simulation of the surrounding rock under the unloading state needs to accurately obtain the mechanical parameters of rock masses of all layers of the surrounding rock so as to obtain an ideal result.
The in-situ test work is mainly carried out in the geotechnical engineering investigation stage before the structural engineering design, and the physical and mechanical parameters of the rock and soil must be obtained and provided for a design department as basic data, so that the data must be accurate, reliable and stable to ensure the safety and reliability of the design structure of the design department, and further ensure the safety of life and property.
The failure modes of the rock-soil body under the action of external load or unloading are generally shear failure and tensile failure, wherein the shear failure accounts for the majority. Therefore, the nature of rock mass destruction is shear destruction and tensile destruction strength, and the in-situ test of rock mass strength mainly measures the shear and tensile strength of the rock mass. The friction angle c and the cohesion of the rock mass can be measured by the in-situ ground experiment adopted at present
Values c,
The value is an important indicator of the strength of the rock mass and represents the resistance of the rock mass to shear failure.
The rock in-situ test is a test method for simulating engineering action to apply external load to rock mass by preparing a test piece on site and then obtaining mechanical parameters of the rock mass, and is one of important means for geotechnical engineering investigation. The rock mass in-situ test has the greatest advantages of small disturbance to the rock mass, and capability of keeping the natural structure and the environmental state of the rock mass as much as possible, so that the measured rock mass mechanical parameters are visual and accurate.
At present, in-situ testing of rock and soil mass generally adopts a plurality of independent devices to carry out different experiments respectively, and then obtains related testing results according to testing data of different devices, so that the testing process is complicated and tedious, and a full-automatic intelligent testing device is not needed.
SUMMERY OF THE UTILITY MODEL
The utility model aims at providing a carry out normal position triaxial compression testing arrangement of normal position stress and confined pressure intensity test to the ground body among the earth's surface geotechnical engineering.
Particularly, the utility model provides a triaxial compression testing arrangement of earth's surface normal position ground, including cylindrical hollow outer tube, the one end of outer tube is for being used for supporting and internally mounted has the control end of computational element, and the other end is the drill bit end the inside movable mounting of outer tube has the inner tube that is used for borrowing, the inner tube is located the tip of drill bit end is the pipe shoe structure and stretches out outside the outer tube install the hydraulic pressure portion that provides hydraulic power in the inner tube and receive the hydraulic pressure portion drive and exert perpendicular pressure's the splenium of hanging down to the soil sample of gathering to and exert the confining pressure portion of radial confining pressure to the soil sample of gathering, the user will the drill bit end of outer tube directly stands subaerial and carries out artifical borrowing.
In one embodiment of the present invention, a passage for discharging liquid is provided between the inner tube and the outer tube.
The utility model discloses an in an embodiment, the splenium of hanging down is located the inner tube is close to the tip of control part, including hanging down jar and hydraulic stem, the hydraulic stem includes two parallel arrangement's plectane and the connecting rod of connecting perpendicularly between two plectanes, and a plectane of hydraulic stem is installed in the oil pocket, and another plectane is located outside the oil pocket and is close to soil sample one side, is provided with the sealed hole that supplies connecting rod axial displacement at the tip of the jar of hanging down.
The utility model discloses an in one embodiment the inner tube with first touch switch and second touch switch are installed to the position department that the hydraulic stem corresponds, the hydraulic stem stops exerting pressure to the soil sample when triggering first touch switch, stops the work of the splenium of hanging down when triggering second touch switch.
In one embodiment of the present invention, a vertical pressure sensor is installed on a side of the circular plate extending out of the vertical pressure cylinder contacting the soil sample.
In one embodiment of the present invention, when the vertical pressure is applied to the vertical pressing portion, the pressure data and the axial deformation value are measured and recorded once when the axial strain of 0.3% to 0.4% or the deformation value of 0.2mm is generated in the sample; when the axial strain is more than 3%, measuring and recording the reading and axial deformation value of the dynamometer once when the axial strain of the sample is 0.7-0.8% or 0.5mm deformation value; when the reading of the vertical pressure sensor has a peak value, the vertical pressure should be continued until the axial strain is 15-20 percent
The utility model discloses an in one embodiment, confined pressure portion sets up including the activity flexible confined pressure oil bag on the inner tube inner wall and the confined pressure sensor of confined pressure size in the measurement confined pressure oil bag, and confined pressure oil bag is in through setting up pipeline in the inner tube inner wall with hydraulic pressure portion connects.
The utility model discloses an in one embodiment, hydraulic pressure portion include respectively with hang down the pressure jar with the pressure chamber and the pressure chamber of enclosing that the confined pressure oil pocket is connected, and do through hydraulic pressure pipeline hang down the pressure chamber with the hydraulic pump that the confined pressure chamber supplied hydraulic oil install the multiple control valve of control hydraulic oil flow direction on the hydraulic pressure pipeline respectively.
In one embodiment of the present invention, the strain rate of the confining pressure oil bag when confining pressure is applied is 0.5% to 1.0%.
The utility model discloses an in an embodiment, be provided with a plurality of control switches that start corresponding test item on the control end to and the display screen that shows the test result, the feeder ear passes through the cable and is connected with outside power supply system the outer tube is kept away from the steering wheel of angle when the control is bored ground is installed to the one end of drill bit end.
The utility model utilizes the sampling power principle of the soil sampler, directly carries out micro-disturbance soil sampling on the ground, and adopts a hydraulic device to vertically and horizontally apply pressure, thereby improving the stability and precision of the experimental process; the MEMS is adopted to carry out data test on the soil sample by utilizing the sensor, and two sets of hydraulic loops are adopted to apply vertical pressure and confining pressure, so that the stability of load can be ensured, and the precision of experimental data can be ensured and improved to the maximum extent.
Drawings
Fig. 1 is a schematic structural diagram of a surface in-situ rock-soil triaxial compression testing device according to an embodiment of the present invention;
fig. 2 is a schematic structural view of the vertical pressing portion according to an embodiment of the present invention;
fig. 3 is the utility model discloses an embodiment's ground normal position ground triaxial compression testing arrangement's hydraulic line schematic diagram.
Detailed Description
As shown in fig. 1 and 2, an embodiment of the utility model discloses a triaxial compression testing arrangement of ground normal position ground for the field test of the direct sample of ground and stress and confined pressure, this testing arrangement generally includes cylindrical hollow outer tube 10, and installs the inner tube 20 that is used for the sample of borrowing in outer tube 10 inside, and axial displacement can be realized to the outer tube relatively of inner tube 20.
The one end of outer tube 10 is for supporting and internally mounted has the control end 12 of computational unit, the other end of outer tube 10 is for boring bit end 13 in the underground, the tip that inner tube 20 is located bit end 13 is the pipe shoe 21 structure and stretches out outside outer tube 10, install the hydraulic pressure portion 30 that provides hydraulic power in the one end that inner tube 20 is close to control end 12, and receive the hydraulic pressure portion 30 drive and exert vertical pressure's the perpendicular splenium 40 to the soil sample of gathering, and set up in the middle part of inner tube 20 in order to exert horizontal confined pressure's confining pressure portion 50 to the soil sample of gathering under the drive of hydraulic pressure portion 30.
When the device works, an operator directly stands the drill bit end of the outer pipe on the ground, then supports and controls the control end to manually take soil, the collected soil sample enters the inner pipe 20, and then controls the hydraulic oil of the hydraulic part 30 to synchronously apply pressure to the vertical pressing part 40 and the confining pressing part 50 through the control end, so that the vertical pressing part 40 and the confining pressing part 50 continuously apply pressure (stress) to the soil sample, and the strain force of the soil sample is measured in real time. While maintaining the confining pressure on the soil sample, the hydraulic part 30 is driven again to apply vertical pressure to the vertical pressing part 40 to complete the confining pressure experiment. And then the hydraulic oil backflow of the surrounding and pressing part 50 and the vertical pressing part 40 is sequentially controlled, and finally the whole in-situ experimental device is brought to the ground through external power.
The whole testing process is controlled by the control end 12, including the driving process of the hydraulic part and the calculation of the vertical pressure and the confining pressure, the control end 12 in the embodiment adopts an MEMS (micro electro mechanical system), and can be installed on an in-situ experimental device due to small volume and complete functions, so that the effects of real-time measurement and real-time calculation are achieved.
In some cases, groundwater may be encountered during soil sampling, and in this state, a channel 14 for discharging liquid may be provided between the inner pipe 20 and the outer pipe 10, so that groundwater introduced into the inner pipe 20 can be discharged from the channel 14 to the outside of the inner pipe under the pressure of the internal soil sample. The passage 14 may be a passage provided in the inner tube 20 to communicate the inside and outside of the inner tube 20, or may be a gap between the inner tube 20 and the outer tube 10.
The control terminal 12 may be provided with a plurality of control switches 121 for starting corresponding test items, such as a vertical pressure switch and a rotary pressure switch, and a display screen 122 for displaying vertical pressure and confining pressure test process data and result data.
Further, a steering wheel 123 for controlling the angle of the ground drilling may be installed at an end of the outer pipe 10 away from the bit end 13. A steering wheel 123 may be secured to the end of the control end 12 to facilitate an operator adjusting the offset angle of the control end 12 during soil sampling.
The vertical pressing part 40 is installed at the end of the inner tube 20 near the control part 12, and is close to the hydraulic part 30, and comprises a vertical pressing cylinder 41 fixed on the tube wall of the inner tube 20 for containing hydraulic oil, and a hydraulic rod 42 controlled by the hydraulic pressure in the vertical pressing cylinder 41 to extend and retract, the hydraulic rod 42 comprises a first circular plate 421 and a second circular plate 422 arranged in parallel, and a connecting rod 423 connected between the first circular plate 421 and the second circular plate 422 vertically, the first circular plate 421 is installed in the vertical pressing cylinder 41 and has the same diameter as the inner diameter of the vertical pressing cylinder 41, the second circular plate 422 is located outside the vertical pressing cylinder 41 and near the soil sample side, the diameter of the second circular plate 422 is the same as the inner diameter of the inner tube 20, the first circular plate 421 realizes the sealing isolation inside the vertical pressing cylinder 41 in the vertical pressing cylinder 41, the vertical pressing cylinder 41 is divided into a first vertical pressing cavity 411 and a second vertical pressing cavity 412, the first circular plate 421 can drive the second circular plate 422 to move in the inner tube 20 along with the change of the hydraulic oil volume in the first, the connecting rod 423 axially moves through a sealing hole formed in the vertical pressure cylinder 41 to prevent the hydraulic oil in the vertical pressure cylinder 41 from leaking out.
When the hydraulic part 30 injects oil into the first vertical pressing chamber 411, the first circular plate 421 is pushed to move in the direction of the second vertical pressing chamber 412, and the second circular plate 422 applies stress to the soil sample. When the second circular plate 422 retracts, the hydraulic unit 30 injects oil into the second vertical pressing chamber 412 to push the first circular plate 421 to move toward the first vertical pressing chamber 411, so that the second circular plate 422 can return to the original position.
In order to obtain the magnitude of the pressure applied to the soil sample by the second circular plate 422, a vertical pressure sensor 43 may be installed on the surface of the second circular plate 422 contacting the soil sample.
The specific confining pressure part 50 comprises a confining pressure oil bag 51 movably arranged on the inner pipe 20 in the radial direction, an inwards concave annular groove can be arranged on the inner pipe to accommodate the confining pressure oil bag 51, the confining pressure oil bag 51 is a flexible bag and is kept in the annular groove when no liquid pressing oil is injected, when the confining pressure cavity is filled with the liquid pressing oil into the confining pressure cavity, the confining pressure cavity can bulge, and the bulge can extrude soil samples inwards due to the fact that the outer side is blocked by the inner pipe, so that confining pressure is formed. The pipeline that the confining pressure chamber is connected with the confining pressure oil bag is arranged in the inner wall of the inner pipe 20 to avoid influencing the movement of the inner pipe.
The hydraulic unit 30 includes a vertical pressure chamber 31 and a confining pressure chamber 32 connected to the vertical pressure cylinder 41 and the confining pressure cylinder 51, respectively, and a hydraulic pump A, B for supplying hydraulic oil to the vertical pressure chamber 31 and the confining pressure chamber 32 through a hydraulic line 33, and the hydraulic line 33 is provided with a multi-way control valve for controlling the flow direction of the hydraulic oil, respectively. The vertical pressure cavity 31 and the confining pressure cavity 32 can respectively and independently realize hydraulic oil supply under the control of the hydraulic pump A, B, the hydraulic pump A, B can be a combination of two pumps with different flow rates, and the two hydraulic pumps control the movement of the corresponding first circular plate 421, second circular plate 422 and confining pressure oil bag 51 through the change of oil supply amount to the two cavities in the vertical pressure cavity 31 and the confining pressure cavity 32. The multi-way control valve of the present embodiment is an electromagnetic valve.
Further, in order to determine the operation state of the vertical pressing portion 40 at the time of pressing, a first touch switch KT1 and a second touch switch KT2 may be installed at a position of the inner tube 20 corresponding to the hydraulic lever 42, the hydraulic lever 42 stops pressing the soil sample when the first touch switch KT1 is activated, and the operation of the entire vertical pressing portion is stopped when the second touch switch KT2 is activated at the time of return.
The following describes the testing process of the perpendicular pressing part 40 and the surrounding pressing part 50 by using a specific embodiment, as shown in fig. 3;
firstly, an in-situ experimental device is driven by external power (an out-hole drill rod) to extract soil in a deep hole. In the soil sampling process, the outer pipe can be subjected to vertical pressure soil sampling by an outer-hole drill rod, the outer-hole drill rod drives the drill bit end of the outer pipe to carry out rotary cutting so as to punch holes on the stratum and sample soil, the pipe shoe at the bottom of the inner pipe is beneficial to the inner pipe to enter the stratum, and the soil sampling process can be stopped when a soil sample is filled in the inner pipe;
secondly, if the underground water level is low, the underground water entering the inner pipe can be discharged out of the outer pipe through a channel between the outer pipe and the inner pipe;
giving out the thickness of the disturbed soil body aiming at the taken soil sample, and applying confining pressure to the soil sample to sigma according to the experimental requirement
3When the hydraulic system of the vertical pressure cavity is started, the hydraulic pump A is started, YT1 in F1 (valve 1) is electrified, YT5 in F4 (valve 4) is electrified, and the hydraulic pump A simultaneously supplies oil to the confining pressure oil bag and the vertical pressure cylinder.
Fourthly, when the confining pressure oil bag contacts the soil sample, the pressure is gradually increased, and when the increased pressure reaches the set pressure sigma of the pressure regulating valve
3When the YT1 is powered off, the F1 is in the middle position, and the hydraulic pump A only supplies oil to the vertical cylinder; simultaneously, the confining pressure cavity is started, the hydraulic pump B is started, YT3 of F2 is electrified, YT4 of F3 is electrified, the hydraulic pump B supplies oil for the confining pressure oil bag, the small flow pressure is kept, and the confining pressure is ensured to be stabilized at sigma
3。
Fifthly, F4 keeps YT5 electrified, the hydraulic pump A continuously supplies oil to push the vertical cylinder to move and continuously apply vertical pressure, the travel switches KT1 and KT2 are separated by a proper distance (related to the height of a sample), when the second round plate operates the travel switch KT2, the action of applying the vertical pressure is finished, and the test is finished.
Sixthly, at the moment, YT5 loses power, YT6 gets power, the vertical pressure cylinder returns, after KT1 is touched, YT6 loses power, and the vertical pressure cylinder returns to the original position. And simultaneously, when YT3 of F2 loses power, oil in the hydraulic pump B directly returns to the oil tank, the confining pressure oil bag loses the supply of the hydraulic oil, the confining pressure oil bag contracts, the hydraulic oil flows back into the oil tank, and then the pump is stopped and the machine is stopped.
Seventhly, in the experimental process, a control terminal (MEMS) is used for simultaneously acquiring pressure and strain data; when confining pressure is applied, the strain rate is preferably 0.5 to 1.0 percent of strain per minute; when vertical pressure is applied, measuring and recording primary pressure data and axial deformation value when the sample generates 0.3% -0.4% axial strain (or 0.2mm deformation value); when the axial strain is more than 3%, measuring and recording the reading and axial deformation value of the dynamometer once when the axial strain (or 0.5mm deformation value) of the sample is 0.7-0.8%; when the dynamometer reading peaks, the sag should continue to an axial strain of 15% to 20%.
Eighthly, obtaining a stress Mohr curve according to the stress-strain curve and the deformation-time curve of the rock-soil mass of each soil layer, and calculating to obtain the cohesive force, the internal friction angle and the shear strength index; tensile strength results are obtained.
Thus, it should be appreciated by those skilled in the art that while a number of exemplary embodiments of the invention have been shown and described in detail herein, many other variations and modifications can be made, consistent with the principles of the invention, which are directly determined or derived from the disclosure herein, without departing from the spirit and scope of the invention. Accordingly, the scope of the present invention should be understood and interpreted to cover all such other variations or modifications.
Claims (10)
1. The utility model provides a triaxial compression testing arrangement of earth's surface normal position ground, includes cylindrical hollow outer tube, its characterized in that, the one end of outer tube is for being used for supporting and internally mounted has the control end of computational unit, and the other end is the drill bit end the inside movable mounting of outer tube has the inner tube that is used for borrowing, the inner tube is located the tip of drill bit end is the pipe shoe structure and stretches out outside the outer tube install the hydraulic pressure portion that provides hydraulic power in the inner tube, and receive the hydraulic pressure portion drive and exert perpendicular pressure's the splenium of hanging down to the soil sample of gathering to and exert the confining pressure portion of radial confining pressure to the soil sample of gathering, the user will the drill bit end of outer tube directly stands subaerial and carries out artifical borrowing.
2. The triaxial compression test device of earth surface in-situ rock and soil of claim 1,
a channel for discharging liquid is provided between the inner tube and the outer tube.
3. The triaxial compression test device of earth surface in-situ rock and soil of claim 1,
the splenium of hanging down is located the inner tube is close to the tip of control end, including hanging down and pressing jar and hydraulic stem, the hydraulic stem includes two parallel arrangement's plectane and the connecting rod of perpendicular connection between two plectanes, and a plectane of hydraulic stem is installed in the oil pocket, and another plectane is located outside the oil pocket and is close to soil sample one side, is provided with the sealed hole that supplies connecting rod axial displacement at the tip of the splenium of hanging down.
4. The triaxial compression test device of earth surface in-situ rock and soil of claim 3,
the hydraulic rod stops pressing the soil sample when the first touch switch is triggered, and stops the vertical pressing part from working when the second touch switch is triggered.
5. The triaxial compression test device of earth surface in-situ rock and soil of claim 3,
and a vertical pressure sensor is arranged on one surface of the circular plate extending out of the vertical pressure cylinder, which is contacted with the soil sample.
6. The triaxial compression test device of earth surface in-situ rock and soil of claim 5,
when the vertical pressure is applied to the vertical pressure part, once the axial strain of 0.3-0.4% or the deformation value of 0.2mm is generated by the sample, the pressure data and the axial deformation value are measured and recorded; when the axial strain is more than 3%, measuring and recording the reading and axial deformation value of the dynamometer once when the axial strain of the sample is 0.7-0.8% or 0.5mm deformation value; when the vertical pressure sensor reading peaks, the vertical pressure should continue to axial strain 15% -20%.
7. The triaxial compression test device of earth surface in-situ rock and soil of claim 3,
the confining pressure part comprises a flexible confining pressure oil bag movably arranged on the inner wall of the inner pipe and a confining pressure sensor for measuring the size of confining pressure in the confining pressure oil bag, and the confining pressure oil bag is connected with the hydraulic part through a pipeline arranged in the inner wall of the inner pipe.
8. The triaxial compression test device of earth surface in-situ rock and soil of claim 7,
the hydraulic pressure portion including respectively with hang down the pressure jar with hang down the pressure chamber and enclose the hydraulic pump that presses the chamber to supply hydraulic oil through hydraulic line do hang down the pressure chamber with enclose the hydraulic pump that presses the chamber to supply hydraulic oil install the multiple control valve of control hydraulic oil flow direction respectively on the hydraulic line.
9. The triaxial compression test device of earth surface in-situ rock and soil of claim 8,
the strain rate of the confining pressure oil bag is 0.5% -1.0% when confining pressure is applied.
10. The triaxial compression test device of earth surface in-situ rock and soil of claim 1,
the control end is provided with a plurality of control switches for starting corresponding test items and a display screen for displaying test results, the display screen is connected with an external power supply system through a cable, and a steering wheel for controlling the angle during drilling is installed at one end, far away from the drill bit end, of the outer pipe.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201920132688.7U CN210051651U (en) | 2019-01-25 | 2019-01-25 | Surface in-situ rock-soil triaxial compression testing device |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201920132688.7U CN210051651U (en) | 2019-01-25 | 2019-01-25 | Surface in-situ rock-soil triaxial compression testing device |
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| Publication Number | Publication Date |
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| CN210051651U true CN210051651U (en) | 2020-02-11 |
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| CN201920132688.7U Active CN210051651U (en) | 2019-01-25 | 2019-01-25 | Surface in-situ rock-soil triaxial compression testing device |
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Effective date of registration: 20210907 Address after: Room 303, unit 4, floor 4, meiheyuan East District, Haidian District, Beijing 100089 Patentee after: Meng Da Address before: 100124 room 1701-1703, No. 37, nanmofang Road, Chaoyang District, Beijing Patentee before: BEIJING LEIYUDA TECHNOLOGY Co.,Ltd. |
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Effective date of registration: 20211025 Address after: 115212 No. 2 Xianghong Qi Village, jiulongdi Manchu Town, Gaizhou City, Yingkou City, Liaoning Province Patentee after: Meng Xiangyu Address before: Room 303, unit 4, floor 4, meiheyuan East District, Haidian District, Beijing 100089 Patentee before: Meng Da |
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