CN210071552U - Triaxial confining pressure test device for pile and anchor rod - Google Patents
Triaxial confining pressure test device for pile and anchor rod Download PDFInfo
- Publication number
- CN210071552U CN210071552U CN201821891481.XU CN201821891481U CN210071552U CN 210071552 U CN210071552 U CN 210071552U CN 201821891481 U CN201821891481 U CN 201821891481U CN 210071552 U CN210071552 U CN 210071552U
- Authority
- CN
- China
- Prior art keywords
- pressure
- pile
- confining pressure
- confining
- triaxial
- 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.)
- Expired - Fee Related
Links
Images
Abstract
The utility model discloses a stake and stock triaxial confined pressure test device, including supporting platform, supporting platform's top is provided with moves and carries monitoring devices, supporting platform's upper surface is provided with confined pressure simulation room, the inside of confined pressure simulation room is provided with the soil body, the test piece has been pegged graft in the soil body. The beneficial effects of the utility model are that, the mode of load application of force compares current stake triaxial experiment and accords with operating condition more. Through setting up power loading device in the lower bottom surface at supporting beam, the device can provide vibrations load to when simulation actual stake receives the vibration load and the repetitive load of vehicle, additional displacement and the accumulative total deflection of stake that arouse can carry out the developments simultaneously to the stock and draw, solve stock pull test device in the past, only can apply linear pulling force or impact load's problem to the stock, make experimental data have more persuasion.
Description
Technical Field
The utility model relates to a geotechnical reinforcement engineering field, concretely relates to stake and stock triaxial confined pressure test device.
Background
The pile is used as a structure for increasing the bearing capacity of the foundation, and is widely applied to underground roadbed engineering, foundation engineering, bridge engineering and the like. With the continuous expansion of the application scope of the pile, the pile bearing capacity influence caused by vibration load and repeated load is also proposed when the pile is applied to the roadbed engineering, and the additional displacement and accumulated deformation of the pile can be caused when the pile is subjected to the vibration load and the repeated load of a vehicle. Therefore, when the bearing capacity of the pile is calculated, only consideration of the bearing capacity and displacement of the pile under static load in the initial state is unreasonable, actual requirements cannot be met, and research on the bearing capacity and displacement of the pile under the action of dynamic load is very meaningful. The pile bodies with different embedding depths are subjected to different confining pressures and different bearing capacities under different soil qualities, so that the research on the bearing capacity of the pile under different confining pressures is of great significance to practical engineering.
Bolting is an economic and effective reinforcement mode and is widely applied to underground engineering, slope engineering, structural anti-floating engineering and deep foundation pit engineering. The successful anchoring of the anchor rod to the ground layer depends on the resistance of the bottom layer to the anchor rod being pulled out, and the resistance is related to the soil body type and the stress state of the soil body. Therefore, the method is very necessary for the anti-pulling test of the anchor rod under different confining pressure states.
No matter research on the bearing capacity of the pile under different stress states, the anchoring performance of the anchor rod or dynamic response, in-situ test and model test are the most direct and effective means. However, the in-situ test is often limited by environmental conditions and affected by various unstable factors, and is difficult to develop, and compared with the in-situ test, the indoor model test has stronger controllability and less external interference, and is beneficial to finding out the rule. The bearing capacity performance of stake and dynamic response's model test and stock anchor rod anchorage performance and dynamic response's model test in the soil body under different stress state are very limited under the effect to dynamic load, and existing test device can not the fine simulation actual conditions, and does not have the test device who is fit for the confined pressure test, consequently the utility model discloses a it is very meaningful to provide.
SUMMERY OF THE UTILITY MODEL
The invention aims to solve the problem that the existing test instrument cannot completely simulate the confining pressure of a surrounding soil body on a pile or an anchor rod in actual engineering so as to influence the bearing capacity or the uplift resistance, and provides a triaxial confining pressure test device for the pile and the anchor rod.
The technical scheme of the utility model is that the three-shaft confining pressure test device for the pile and the anchor rod comprises a supporting platform, a dynamic load monitoring device is arranged above the supporting platform, a confining pressure simulation chamber is arranged on the upper surface of the supporting platform, a soil body is arranged in the confining pressure simulation chamber, and a test piece is inserted in the soil body;
the support platform includes: the support column comprises a base and a plurality of support columns uniformly distributed on the outer ring of the upper surface of the base;
the dynamic load monitoring device comprises: the support cross beam is arranged above the base and connected with the support stand columns, the power loading device is fixed at the center of the lower bottom surface of the support cross beam, the pressure sensor is connected with the power loading device and positioned below the power loading device, the ring buckle is arranged at the tail end of the pressure sensor, and the displacement sensor is fixed at the lower bottom surface of the support cross beam and positioned on one side of the power loading device;
the confining pressure simulation chamber comprises: the pressure chamber comprises a pressure chamber, a pressure chamber top cover arranged at the top of the pressure chamber and a pressure enclosing cavity water injection port arranged on the pressure chamber top cover;
the soil body comprises: the device comprises a soil sample, a rubber film wrapped on the outer layer of the soil sample, and a sample chassis arranged on the lower bottom surface of the soil sample;
specifically, the test piece is inserted in the center of the soil sample and is in direct or indirect contact with the power loading device.
Specifically, the supporting cross beam is connected with the supporting upright columns through nuts.
Specifically, the inside of the pressure chamber is a confining pressure cavity, and a water injection port of the confining pressure cavity is arranged on the top cover of the pressure chamber and corresponds to the confining pressure cavity.
Furthermore, a fixed cross beam is arranged above the pressure chamber top cover and fixed between the supporting cross beams, and a sample cover fixing rod is fixed between the pressure chamber top cover and the fixed cross beam.
Further, the pressure chamber top cover is in direct contact with the soil sample.
One embodiment is that, the test piece is a pile, the pile is located inside the soil sample, a dowel bar is arranged above the pile, the top end of the dowel bar is in contact with the pressure sensor, and the bottom end of the dowel bar is in contact with the pile.
Specifically, the one end of dowel steel and with the position that pressure sensor is close to is fixed with the iron sheet, the iron sheet with displacement sensor's end contact, and in the experimentation remain throughout with the displacement sensor contact, the dowel steel with pressure sensor contact does not connect to nevertheless.
Another embodiment is that, the test piece is the stock, the lower extreme of stock is located inside the soil sample, and its upper end passes pressure chamber top cap and pressure sensor contact, the top of stock pass through the latch closure with pressure sensor is connected.
Specifically, the confining pressure back pressure device comprises: the pressure control device comprises a pressure control base, a slide way arranged on the pressure control base, a motor and a sliding rod arranged on the slide way, a pressure control cavity arranged at the tail end of the sliding rod and connected with the sliding rod, a pressure control water inlet and a pressure control water outlet arranged at one end of the pressure control cavity.
Specifically, the outer side surface of the base is provided with a confining pressure controller connection hole, a hole pressure sensor connection hole, a pressure hole and a confining pressure cavity drain hole, wherein the confining pressure controller connection hole, the hole pressure sensor connection hole, the pressure hole and the confining pressure cavity drain hole are communicated with the confining pressure simulation chamber.
The pile three-axis test method has the beneficial effects that 1, compared with the existing pile three-axis test, the load force application mode is more in line with the actual working condition. Through setting up power loading device in the lower bottom surface at supporting beam, the device can provide vibrations load to when simulation actual stake receives the vibration load and the repetitive load of vehicle, additional displacement and the accumulative total deflection of stake that arouse can carry out the developments simultaneously to the stock and draw, solve stock pull test device in the past, only can apply linear pulling force or impact load's problem to the stock, make experimental data have more persuasion.
2. The whole structure of pressure chamber top cap adopts the annular, keeps stake or stock can not receive the resistance interference that the pressure chamber top cap caused at the in-process of loading or drawing, has avoided in the experimentation, and the soil body receives external force restraint around it, draws the condition that the atress produced the interference to the load of stock to the anchoring performance when making this experimental apparatus detect the uplift resistance that the stock receives is more scientific.
Drawings
FIG. 1 is a schematic structural view of the pile confining pressure experiment device of the present invention;
FIG. 2 is a schematic structural view of the anchor rod confining pressure experimental device of the present invention;
FIG. 3 is a schematic view of the overall structure of the confining pressure back pressure device of the present invention;
FIG. 4 is a schematic structural view of the top cover of the pressure chamber of the present invention;
fig. 5 is a schematic top view of the structure of the sample chassis of the present invention;
in the figure, 1, a platform is supported; 101. a base; 102. supporting the upright post; 103. a hole pressure sensor connection hole; 104. a pressure port; 105. a drainage hole of the confining pressure cavity; 106. the confining pressure controller is connected with the hole; 2. a dynamic load monitoring device; 201. a support beam; 202. a power loading device; 203. a pressure sensor; 204. looping; 205. a displacement sensor; 206. a nut; 3. a confining pressure simulation chamber; 301. fixing the cross beam; 302. a pressure chamber; 303. a pressure chamber top cover; 304. a sample cover fixing rod; 305. a water injection port; 306. fixing the rod; 307. a confining pressure cavity; 4. a soil body; 401. soil sampling; 402. a rubber film; 403. a sample chassis; 5. a test piece; 501. piling; 502. a dowel bar; 503. iron sheets; 504. an anchor rod; 6. a confining pressure back pressure device; 601. a pressure control base; 602. a slideway; 603. an electric motor; 604. a slide bar; 605. a pressure control cavity; 606. a pressure-controlling water inlet; 607. and controlling the pressure of the water outlet.
Detailed Description
The present invention is described in detail below with reference to the accompanying drawings, as shown in fig. 1-5, a three-axis confining pressure test device for piles and anchor rods includes a supporting platform 1, a dynamic load monitoring device 2 is disposed above the supporting platform 1, the dynamic load monitoring device 2 can apply load to the piles or anchor rods and detect the magnitude of the counter force thereof, so as to simulate the vibration load to the piles or anchor rods in the actual outside, and detect the bearing capacity of the piles or anchor rods under the vibration load or the anchoring capacity of the anchor rods, a confining pressure simulation chamber 3 is disposed on the upper surface of the supporting platform 1, the confining pressure simulation chamber 3 is used for providing confining pressure environment to the soil sample, and reacting the bearing capacity of the piles and the anchoring capacity of the anchor rods at different depths, a soil body 4 is disposed inside the confining pressure simulation chamber 3, a test piece 5 is inserted into the soil body 4, the soil body 4 is used for simulating the real soil, the test piece 5 is a pile or an anchor rod inserted into a soil body, and one side of the supporting platform 1 is provided with a confining pressure back-pressure device 6; the support platform 1 comprises: the power loading device comprises a base 101 and a plurality of supporting columns 102 uniformly distributed on the outer ring of the upper surface of the base 101, wherein the plurality of supporting columns 102 are used for supporting the power loading device 202 and enabling the power loading device to be adjusted in height on the supporting columns 102; the dynamic load monitoring device 2 includes: the test device comprises a supporting cross beam 201 arranged above the base 101 and connected with the plurality of supporting columns 102, a power loading device 202 fixed at the center of the lower bottom surface of the supporting cross beam 201, a pressure sensor 203 connected with the power loading device 202 and positioned below the supporting cross beam, a buckle 204 arranged at the tail end of the pressure sensor 203, a displacement sensor 205 fixed at the lower bottom surface of the supporting cross beam 201 and positioned at one side of the power loading device 202, wherein the model of the pressure sensor 203 can be selected from TKA-10000kg, the supporting cross beam 201 is used for providing a suspended platform for other elements, meanwhile, the heights of all the elements connected and suspended by the supporting cross beam 201 are changed through adjusting the height of the supporting cross beam 201, the power loading device 202 is used for applying load to the test piece 5 to simulate the vibration load on the test piece under the actual engineering condition, and the pressure sensor 203 is used for monitoring the load force of the power, ensuring that the load force meets the experimental requirements, wherein the buckle 204 is used for connecting the buckle with a rod piece below the buckle, and the parameter of the displacement sensor 205 is the accuracy of 200mm in measurement range, namely 0.01, and is used for monitoring the displacement of the test piece 5 under the action of the load force;
as shown in fig. 1 to 5, the confining pressure simulation chamber 3 includes: the pressure chamber 302, the pressure chamber top cover 303 arranged on the top of the pressure chamber 302, and the water injection port 305 arranged on the pressure chamber top cover 303, wherein water is added into the pressure chamber 302 through the water injection port 305, so that the pressure is formed around the soil body 4 at the central position of the pressure chamber; the soil mass 4 comprises: the soil sample 401, the rubber membrane 402 wrapped on the outer layer of the soil sample 401 and the sample chassis 403 arranged on the lower bottom surface of the soil sample 401, because the soil components in different regions are different, in order to ensure that the experimental result is more suitable for the actual requirement, the soil sample which is the same as the actual field can be adopted to ensure the accuracy of the experiment, and the rubber membrane 402 is used for gathering and forming the loose soil sample to avoid the loose distribution of the loose soil sample from being unfavorable for the experiment; the test piece 5 is inserted in the central position of the soil sample 401 and is in direct or indirect contact with the power loading device 202, the power loading device 202 generates a vibration load to give the test piece 5, and the bearing capacity or the anchoring capacity of the test pieces at different depths is judged by monitoring the displacement and the counter force of the test piece 5 under the action of the vibration load. The supporting beam 201 is connected with the supporting columns 102 through nuts, through holes corresponding to the supporting columns 102 are formed in the periphery of the supporting beam 201, threads are formed in one end of each supporting column 102 and the portion, in contact with the supporting beam 201, of each supporting beam 201, as shown in fig. 1-2, the supporting beam 201 penetrates through the supporting columns 102, meanwhile, the upper bottom surface and the lower bottom surface of the supporting beam 201 are connected with the supporting columns 102 through nuts 206, and therefore the height of the supporting beam 201 is fixed between the upper nut 206 and the lower nut 206, when the height of the supporting beam 201 needs to be adjusted, the nuts 206 are unscrewed, the height of the supporting beam 201 is determined again, and then the nuts 206 are tightened, so that the height of the supporting beam 201 can be adjusted randomly. The pressure chamber 302 is internally provided with a confining pressure cavity 307, the confining pressure cavity 307 is an organic glass cover, the confining pressure cavity water injection port 305 is arranged on the pressure chamber top cover 303 and corresponds to the confining pressure cavity 307, water is injected into the confining pressure cavity 307, and water pressure is controlled, so that the environmental pressure of the soil sample under different geological pressure states is simulated; the equipartition has dead lever 309 on the pressure chamber 302 for guarantee the stability of pressure chamber 302, seted up on the sample chassis 403 a plurality ofly with the screw hole that dead lever 309 corresponds, the dead lever passes from top to bottom pressure chamber top cap 303 and through threaded connection on sample chassis 403, for it provides firm stable experimental environment to enclose to press the simulation room, the top of pressure chamber top cap 303 is provided with fixed cross beam 301, fixed cross beam 301 is fixed in between the supporting beam 201, be fixed with sample lid dead lever 304 between pressure chamber top cap 303 and the fixed cross beam 301, be used for the suppression pressure chamber top cap 303 guarantees pressure chamber top cap 303 is detained tightly on the soil sample 401.
As shown in fig. 1, the test piece 5 is a pile 501, the pile 501 is located inside the soil sample 401, a dowel bar 502 is arranged above the pile 501, the top end of the dowel bar 502 is in contact with the pressure sensor 203, and the bottom end of the dowel bar 502 is in contact with the pile 501; an iron sheet 503 is fixed at one end of the dowel bar 502 and at a position close to the pressure sensor 203, the iron piece 503 is in contact with the end of the displacement sensor 205, and is kept in contact with the displacement sensor 205 throughout the experiment, since the iron plate 503 is fixed to the dowel 502, the dowel 502 is in contact with the pile 501, the amount of movement displacement of the iron piece 503 is the amount of movement displacement of the pile 501, the amount of displacement of the pile 501 is monitored during the application of a shock load to the pile 501, it can be known that the bearing capacity variation of the pile at different depths, the dowel bar 502 is in contact with the pressure sensor 203 but not connected with the pressure sensor, and because the pile is only subjected to pressure load in actual use, is not subjected to pulling force, it is required that there is only contact and no connection between the pile 501 and the dowel 502, and between the dowel 502 and the displacement sensor 205.
As shown in fig. 2, the test piece 5 is an anchor rod 504, the lower end of the anchor rod 504 is located inside the soil sample 401, the upper end of the anchor rod 504 penetrates through the pressure chamber top cover 303 to be in contact with the pressure sensor 203, the top of the anchor rod 504 is connected with the pressure sensor 203 through the ring buckle 204, and in practical application, the anchor rod 504 is subjected to not only a load force but also an upward pulling force, so that the anchor rod 504 is connected with the pressure sensor 203, and the anchor rod 504 is pulled in the process of the vibration load of the power loading device 202, so that the change of the anchoring force of the anchor rod at different depths can be monitored.
As shown in fig. 3, the confining pressure back pressure device 6 can directly adopt a confining pressure control system of gds corporation, uk, which comprises: the pressure control base 601, the slide way 602 arranged on the pressure control base 601, the motor 603 and the slide rod 604 arranged on the slide way 602, the pressure control cavity 605 arranged at the end of the slide rod 604 and connected with the slide rod, the pressure control water inlet 606 and the pressure control water outlet 607 arranged at one end of the pressure control cavity 605, the pressure control water inlet 606 is used for supplementing water in the pressure control cavity 605 in the early stage of the experiment, it needs to be mentioned that, in the practical experiment, two confining pressure back pressure devices 6 are simultaneously adopted, and the two devices work independently, one of the two devices is used as a confining pressure device, the pressure control water outlet 607 is communicated with the confining pressure controller connection hole 106 through a rubber hose, the motor 603 rotates forwards to drive the slide rod 604 to extrude the pressure control cavity 605, the water in the pressure control cavity 605 enters the confining pressure control cavity 307 through the confining pressure controller connection hole 106, so that the water pressure in the confining pressure cavity 307 is increased, thereby confining pressure is applied to the soil sample (the working principle, the motor provides power, the sliding rod is a push rod, and water in the pressure control cavity is extruded into the confining pressure cavity; the other one is used as a back pressure device, a pressure control water outlet 607 is communicated with a pressure hole 104 through a rubber hose, a motor 603 is reversely rotated to drive a sliding rod 604 to be drawn out of a pressure control cavity 605, water generated by extrusion in a soil sample enters the pressure control cavity 605 through the pressure hole 104, and accordingly, the hyperstatic pore water pressure in the soil sample (the hyperstatic pore water pressure generated by confining pressure of a soil body is completely dissipated through adjustment of a back pressure device) is reduced, the current hyperstatic pore water pressure can be monitored through a pore pressure sensor at a hole 103 of the pore pressure sensor), wherein the motor is a servo stepping motor, the model can be TKA-TTS-200, and the specification of a corresponding confining pressure volume controller (namely the sliding rod and the pressure control cavity) is 6MPa/8000 ml.
As shown in fig. 1-2, the outer side surface of the base 101 is provided with a confining pressure controller connection hole 106, a hole pressure sensor connection hole 103, a pressure hole 104 and a confining pressure cavity drainage hole 105 which are communicated with the confining pressure cavity of the confining pressure simulation chamber 3, the confining pressure controller connecting hole 106 is used for connecting an external confining pressure device, the confining pressure device increases the water pressure of the confining pressure cavity by supplementing water to the confining pressure cavity, the effect of confining pressure of the confining pressure cavity water body on the soil sample is achieved, the pore pressure sensor connecting hole 103 is used for connecting an external pore pressure sensor (the pore pressure sensor can select parameters of 0-2 MPa of measuring range, 0.1% of precision and 10VDC of power supply), used for monitoring the pore water pressure of the soil sample, the pressure hole 104 is used for connecting an external back pressure device, the pore water pressure of the soil sample is adjusted through a back pressure device, and the confining pressure cavity water discharging holes 105 are used for discharging water in the confining pressure cavity after the experiment.
The working principle is as follows:
the utility model discloses a stake confined pressure experiment use:
1. and (5) preparing in the early stage of the experiment. After the soil sample is prefabricated in advance successfully, the soil sample is sleeved with a rubber mold and placed on a sample chassis, a soil body is fixed on the sample chassis through a fixing rod, the position of an experimental piece is adjusted to enable the experimental piece to be jacked at the bottom of a top cover of a pressure chamber, the inspection is good in sealing, and a dowel bar is pressed down to enable the dowel bar to be in good contact with a pile. And checking the tightness, and adjusting the position of the iron sheet on the dowel bar to enable the displacement sensor to have initial reading and ensure that the displacement sensor always contacts the iron sheet in the test process. The height of the dynamic load monitoring device is adjusted by vertically rotating the nut, and the upper device is in good contact with the dowel bar just by data reading display judgment through a display screen (data of the pressure sensor and the displacement sensor are displayed through an external display screen).
2. Confining pressure test experiment. Water is injected into the inner cavity through the water injection port, and the air tightness of the confining pressure simulation chamber is observed in the water injection process. The inspection is intact the back and begins the experiment, exert confining pressure for the soil body through confining pressure chamber (through inner chamber water filling port water injection, the inner chamber can have certain water pressure, then the inner chamber water filling port seals, through confining pressure device, will accuse press the water extrusion of intracavity to the pressure port, because pressure port and inner chamber intercommunication, can reach the purpose through confining pressure device control inner chamber pressure, when exerting confining pressure the hyperstatic pore water pressure in the regulation and control soil sample through the back pressure device, make hyperstatic pore water pressure disappear, wait to stabilize after the confining pressure load the stake through power loading device, obtain the displacement time-history curve of stake under the vibration load, through changing load cycle and load amplitude, output cycle-displacement curve and amplitude displacement curve. And obtaining the stress condition and the displacement condition of the soil body pile under different stress states of the pile, and obtaining the stress condition of the pile at different embedding depths through confining pressure adjustment.
The utility model discloses an anchor rod confined pressure experiment use:
1. and (5) preparing in the early stage of the experiment. When the anchor rod test is carried out, after the soil sample is compacted in a layered mode, a specially-made anchor rod is poured into the soil sample through concrete by a simulation site construction technology, the well-maintained soil sample is sleeved with a rubber mold and placed on a sample chassis, a pressure chamber top cover is covered, a force transfer rod is detached, the anchor rod and a pressure sensor are placed coaxially, the height of a power loading device is adjusted, the anchor rod is connected with the pressure sensor above through a ring buckle, and a sample cover fixing rod is adjusted to be in contact with the pressure chamber top cover. And an iron sheet is fixed on the anchor rod, so that the displacement sensor generates initial reading and is ensured to be always in contact with the iron sheet in the test process. And similarly, the confining pressure is maintained by injecting water into the confining pressure cavity of the confining pressure simulation chamber, and the air tightness of the confining pressure simulation chamber is observed during water injection.
2. Confining pressure test experiment. And (3) starting a test after the test is complete, applying confining pressure to the soil body, loading the anchor rod through a power loading device after the test is stable to obtain a displacement time-course curve of the anchor rod under the vibration load, and outputting a cycle-displacement curve and an amplitude displacement curve by changing the load cycle and the load amplitude. The method is used for researching the anchoring performance and dynamic response of the anchor rod in the soil body in different stress states during dynamic drawing.
The utility model provides a current unstable condition of base vibration confined pressure in stake triaxial test process, through power loading device's vibration simulation operating condition, accord with reality more, experimental data is more convincing.
Claims (10)
1. The triaxial confining pressure test device for the pile and the anchor rod is characterized by comprising a supporting platform (1), wherein a dynamic load monitoring device (2) is arranged above the supporting platform (1), a confining pressure simulation chamber (3) is arranged on the upper surface of the supporting platform (1), a soil body (4) is arranged inside the confining pressure simulation chamber (3), a test piece (5) is inserted into the soil body (4), and a confining pressure counter-pressure device (6) is arranged on one side of the supporting platform (1);
the support platform (1) comprises: the device comprises a base (101) and a plurality of supporting upright columns (102) uniformly distributed on the outer ring of the upper surface of the base (101);
the dynamic load monitoring device (2) comprises: the device comprises a supporting cross beam (201) which is arranged above the base (101) and connected with a plurality of supporting columns (102), a power loading device (202) which is fixed at the center of the lower bottom surface of the supporting cross beam (201), a pressure sensor (203) which is connected with the power loading device (202) and is positioned below the power loading device, a buckle (204) which is arranged at the tail end of the pressure sensor (203), and a displacement sensor (205) which is fixed at the lower bottom surface of the supporting cross beam (201) and is positioned at one side of the power loading device (202);
the confining pressure simulation chamber (3) comprises: the device comprises a pressure chamber (302), a pressure chamber top cover (303) arranged at the top of the pressure chamber (302), and a water injection port (305) arranged on the pressure chamber top cover (303);
the soil body (4) comprises: the soil sample testing device comprises a soil sample (401), a rubber membrane (402) wrapped on the outer layer of the soil sample (401), and a sample chassis (403) arranged on the lower bottom surface of the soil sample (401);
the test piece (5) is inserted in the center of the soil sample (401) and is in direct or indirect contact with the power loading device (202).
2. The triaxial confined pressure test device of a pile and anchor rod according to claim 1, wherein the supporting cross beam (201) and the plurality of supporting columns (102) are connected through nuts (206).
3. The triaxial confining pressure test device for piles and rock bolts according to claim 1, wherein the pressure chamber (302) is internally provided with a confining pressure cavity (307), and the confining pressure cavity water injection port (305) is arranged on the pressure chamber top cover (303) at a position corresponding to the confining pressure cavity (307).
4. The pile and anchor rod triaxial confining pressure test device according to claim 1, wherein a fixing beam (301) is arranged above the pressure chamber top cover (303), the fixing beam (301) is fixed between the supporting beams (201), and a sample cover fixing rod (304) is fixed between the pressure chamber top cover (303) and the fixing beam (301).
5. A pile and anchor triaxial confining pressure test device according to claim 1, wherein the pressure chamber top cover (303) is in direct contact with the soil sample (401).
6. A pile and anchor triaxial confining pressure test device according to claim 1, wherein the test piece (5) is a pile (501), the pile (501) is located inside the soil sample (401), a dowel (502) is arranged above the pile, the top end of the dowel (502) is in contact with the pressure sensor (203), and the bottom end of the dowel (502) is in contact with the pile (501).
7. The pile and anchor triaxial confining pressure test device according to claim 6, wherein an iron sheet (503) is fixed at one end of the dowel (502) and at a position close to the pressure sensor (203), the iron sheet (503) is in contact with the end of the displacement sensor (205) and is kept in contact with the displacement sensor (205) all the time during the test, and the dowel (502) is in contact with but not connected to the pressure sensor (203).
8. A pile and anchor triaxial confining pressure test device according to claim 1, wherein the test piece (5) is an anchor rod (504), the lower end of the anchor rod (504) is located inside the soil sample (401), the upper end of the anchor rod passes through the pressure chamber top cover (303) to be in contact with the pressure sensor (203), and the top of the anchor rod (504) is connected with the pressure sensor (203) through the ring buckle (204).
9. A pile and bolt triaxial confining pressure test device according to claim 1, wherein the confining pressure back pressure device (6) comprises: the pressure control device comprises a pressure control base (601), a slide way (602) arranged on the pressure control base (601), a motor (603) and a sliding rod (604) which are arranged on the slide way (602), a pressure control cavity (605) which is arranged at the tail end of the sliding rod (604) and connected with the sliding rod, a pressure control water inlet (606) and a pressure control water outlet (607) which are arranged at one end of the pressure control cavity (605).
10. The triaxial confining pressure test device for the pile and the anchor rod according to claim 1, wherein a confining pressure controller connection hole (106), a hole pressure sensor connection hole (103), a pressure hole (104) and a confining pressure cavity drainage hole (105) which are communicated with a confining pressure cavity of the confining pressure simulation chamber (3) are formed in the outer side surface of the base (101).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201821891481.XU CN210071552U (en) | 2018-11-16 | 2018-11-16 | Triaxial confining pressure test device for pile and anchor rod |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201821891481.XU CN210071552U (en) | 2018-11-16 | 2018-11-16 | Triaxial confining pressure test device for pile and anchor rod |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN210071552U true CN210071552U (en) | 2020-02-14 |
Family
ID=69426421
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201821891481.XU Expired - Fee Related CN210071552U (en) | 2018-11-16 | 2018-11-16 | Triaxial confining pressure test device for pile and anchor rod |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN210071552U (en) |
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111721613A (en) * | 2020-06-04 | 2020-09-29 | 河北建筑工程学院 | Wind-blown sand anchor rod drawing test device and test method thereof |
| CN113607554A (en) * | 2021-06-16 | 2021-11-05 | 中国地质调查局武汉地质调查中心 | Device and method for testing comprehensive anchoring performance of basalt fiber rib anchor cable |
| CN113916667A (en) * | 2021-10-11 | 2022-01-11 | 辽宁工业大学 | Test device and method for simulating dynamic load down-tunnel/roadway newly-installed anchor rod body mechanical response |
| CN114002095A (en) * | 2021-08-29 | 2022-02-01 | 浙江理工大学 | Geotechnical test pressurizing device and experimental method |
-
2018
- 2018-11-16 CN CN201821891481.XU patent/CN210071552U/en not_active Expired - Fee Related
Cited By (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111721613A (en) * | 2020-06-04 | 2020-09-29 | 河北建筑工程学院 | Wind-blown sand anchor rod drawing test device and test method thereof |
| CN113607554A (en) * | 2021-06-16 | 2021-11-05 | 中国地质调查局武汉地质调查中心 | Device and method for testing comprehensive anchoring performance of basalt fiber rib anchor cable |
| US20220404248A1 (en) * | 2021-06-16 | 2022-12-22 | Wuhan Center, China Geological Survey (Central South China Innovation Center For Geosciences) | Device and method for testing overall anchorage performance of basalt fiber reinforced plastic (bfrp) anchor cable |
| CN113607554B (en) * | 2021-06-16 | 2023-08-04 | 中国地质调查局武汉地质调查中心 | Basalt fiber reinforced anchor rope comprehensive anchoring performance testing device and method |
| US11959888B2 (en) * | 2021-06-16 | 2024-04-16 | Wuhan Center, China Geological Survey (Central South China Innovation Center For Geosciences) | Device and method for testing overall anchorage performance of basalt fiber reinforced plastic (BFRP) anchor cable |
| CN114002095A (en) * | 2021-08-29 | 2022-02-01 | 浙江理工大学 | Geotechnical test pressurizing device and experimental method |
| CN113916667A (en) * | 2021-10-11 | 2022-01-11 | 辽宁工业大学 | Test device and method for simulating dynamic load down-tunnel/roadway newly-installed anchor rod body mechanical response |
| CN113916667B (en) * | 2021-10-11 | 2024-03-29 | 辽宁工业大学 | Dynamic load simulated tunneling/roadway newly-installed anchor rod physical response test device and method |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN210071552U (en) | Triaxial confining pressure test device for pile and anchor rod | |
| CN104374648B (en) | A kind of experimental rig and method for testing dynamic shear characteristic between pile tube and the slip casting soil body | |
| CN102478472B (en) | Test apparatus used for simulating influence of three-axis loading and unloading on engineering pile | |
| CN108828195B (en) | Indoor test method for simulating upward return of post-grouting slurry at pile end | |
| US10907320B2 (en) | Test apparatus for pile-soil interface shear mechanical properties | |
| CN107354961B (en) | Variable-rigidity pre-stressed anchor-pull type retaining wall soil arch effect test model device and method | |
| CN108801807A (en) | A kind of pile-soil interface shearing dynamic characteristic test apparatus | |
| CN103499492B (en) | Pile-end post-grouting indoor load test device | |
| CN107831009A (en) | Coal mine roadway side portion's anchor pole or anchorage cable anchoring analogue experiment installation and its experimental method | |
| CN111622277B (en) | Test device and test method for simulating influence of pile end cavities on bearing performance of pile foundation | |
| CN109655336B (en) | Method for researching creep law of rock and soil under complex condition | |
| CN107907286A (en) | A kind of new unsymmetrial loading tunnel Research on Shaking Table for Simulating system | |
| CN109612840A (en) | For obtaining the experimental provision and method of brittle rock curve in post-peak area and retained strength | |
| CN211113788U (en) | Simulation device for bulging deformation of long and narrow foundation pit under bias pressure and seepage conditions | |
| CN106680085A (en) | System and method for testing aging characteristics of bolt system on basis of creep testing machine | |
| CN108035387A (en) | Controllable confined pressure is used for the experimental provision for simulating closing pile installation process | |
| CN111155567A (en) | Multiple piling test device capable of reflecting boundary conditions of real soil body and test method | |
| CN108343099B (en) | Device and method for testing horizontal bearing capacity of pile under dynamic wave pressure | |
| CN106338409A (en) | Tunnel-bottom-structure stress-state accurate-simulation indoor test apparatus | |
| CN105784446A (en) | Device for making cohesive soil layer in process of simulated static pressure pile sinking | |
| CN107044906B (en) | Device and method for loading and unloading test of supergravity field vibrating table | |
| KR101663170B1 (en) | Concrete bending strength test method by fast loading | |
| CN110528602A (en) | Earth lateral pressure experiment simulator under diaphram wall difference level of ground water operating condition | |
| CN109653258B (en) | Calcareous sand pile foundation model test system capable of simulating pile sinking process | |
| CN107976369B (en) | Simulation system and experimental method for synchronous grouting by shield method |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| GR01 | Patent grant | ||
| GR01 | Patent grant | ||
| CF01 | Termination of patent right due to non-payment of annual fee | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20200214 Termination date: 20211116 |