CN210507558U - Device for simulating influence research of pile periphery grouting reinforcement on horizontal bearing characteristic of pile foundation - Google Patents
Device for simulating influence research of pile periphery grouting reinforcement on horizontal bearing characteristic of pile foundation Download PDFInfo
- Publication number
- CN210507558U CN210507558U CN201921010521.XU CN201921010521U CN210507558U CN 210507558 U CN210507558 U CN 210507558U CN 201921010521 U CN201921010521 U CN 201921010521U CN 210507558 U CN210507558 U CN 210507558U
- Authority
- CN
- China
- Prior art keywords
- pile
- model
- soil
- storage tank
- grouting
- 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.)
- Withdrawn - After Issue
Links
Images
Landscapes
- Piles And Underground Anchors (AREA)
- Investigation Of Foundation Soil And Reinforcement Of Foundation Soil By Compacting Or Drainage (AREA)
Abstract
The utility model discloses a device and test method of simulation stake week slip casting reinforcement to pile foundation level bearing characteristic influence research. The testing device comprises a model box, a loading motor, a round mould, an air compressor and a slurry storage tank. The model box is formed by welding steel plates, sandy soil is filled in the model box, and a soil pressure sensor is embedded in the sandy soil; the circular mould is made of aluminum alloy plates and is placed at a designed position; the slurry storage tank is filled with liquid cement soil which is uniformly stirred, the grouting pipe extends into a space between the circular mould and the model pile in the model box, and the slurry storage tank injects the liquid cement soil into the space through the grouting pipe; and loading the model pile in the model box by a loading motor after the cement soil is cured to the design age. The utility model discloses rational in infrastructure, easy operation can be used to the bearing capacity of quiet brill root plant stake end enlarged footing under the different stress levels of research, provides an effective means for the research of quiet brill root plant stake end enlarged footing bearing capacity.
Description
Technical Field
The utility model relates to a test device of pile foundation level bearing performance research in the geotechnical engineering field especially relates to a simulation stake week slip casting is consolidated and is influenced test device and test method of research to pile foundation level bearing performance, can be used to study the horizontal bearing characteristic of pile foundation when cemented soil thick liquid intensity is different, slip casting pressure is different, stake week cemented soil diameter and height disparity.
Background
The pile foundation is widely applied to projects such as high-rise buildings, high-speed railways, expressways, large-span bridges and the like. In highway, railway and bridge engineering, the pile foundation needs to bear horizontal load in addition to the vertical load. The deep and soft clay layers are distributed in the southeast coastal areas of China, the soil engineering property is poor, and the horizontal bearing performance of the pile foundation is limited to play. In recent years, some scholars and engineers have proposed that the horizontal bearing characteristics of pile foundations can be improved by improving the strength of the shallow soil around the pile foundations. At present, the research on horizontal bearing characteristics of a pile foundation by grouting reinforcement around the pile is less, and a test model and a test research on the influence of the grouting reinforcement around the pile on the horizontal bearing characteristics of the pile foundation of a system are not shown. Some field test results show that the horizontal bearing characteristic of the pile foundation can be improved by constructing the cement-soil mixing pile around the pile foundation, but no systematic research is carried out on the influence of factors such as the strength of the grouting body around the pile foundation, the grouting range and the grouting depth around the pile foundation and the like on the horizontal bearing characteristic of the pile foundation. Therefore, the influence of factors such as the strength of the grouting body around the pile, the grouting reinforcement range, the grouting reinforcement depth and the like on the horizontal bearing of the pile foundation through a model test has very important significance, and research results can provide theoretical basis for the grouting reinforcement around the pile of the horizontal loaded pile foundation in actual engineering.
SUMMERY OF THE UTILITY MODEL
The utility model provides a simulation stake week slip casting is consolidated device and test method to pile foundation level bearing capacity influence research, the device can be used to simulate different cement soil thick liquid intensity, different slip casting pressure, different stake week cement soil diameter and the pile foundation level bearing characteristic influence of different stake week cement soil height, simulation stake week slip casting process that the device can be better. The utility model discloses a test result can provide the theoretical foundation for the design, the construction of the reinforced (rfd) of the stake week slip casting of horizontal load-bearing pile foundation in the actual engineering.
The utility model provides a technical scheme that its technical problem adopted is:
a device for simulating influence research of pile periphery grouting reinforcement on horizontal bearing characteristics of a pile foundation comprises a model box, a loading motor, a circular mold, an air compressor and a slurry storage tank;
the square model box is formed by welding steel plates, a steel support is welded at the bottom of the model box, and I-shaped steel is welded on the side face of the model box to increase the rigidity of the model box; a sand layer is filled in the model box; a model pile is arranged at the center of the model box; the circular mould is a hollow cylinder with a closed top, the top of the circular mould is provided with two round holes, one round hole is positioned in the center of the top and has the same diameter as that of the model pile, the model pile penetrates through the round hole, the top of the model pile is higher than the top of the circular mould, and a gap between the model pile and the round hole is sealed; an inclinometer pipe is embedded in the sandy soil layer, a plurality of vertical rigid pipes are embedded in a sandy soil shallow layer which is less than 1.0m away from the top of the sandy soil layer, and a plurality of soil pressure sensors are fixed on the rigid pipes to measure horizontal soil pressure;
the bottom of the loading motor is vertically fixed on the side wall of the model box, and the lowest point of the loading motor is higher than the top of the circular mold;
the slurry storage tank is provided with a pressure release valve, a pressure regulating switch and a grouting pipe; the grouting pipe penetrates through another round hole in the top of the round die, the diameter of the grouting pipe is the same as that of the round hole, and a gap between the grouting pipe and the round hole is sealed; the slurry storage tank is filled with liquid cement soil which is uniformly stirred, and the grouting pipe is provided with a grouting valve; the end part of the grouting pipe is positioned in a space between the circular mould and the model pile and is used for injecting liquid cement soil into the space to form cement soil around the pile;
the air compressor is provided with an air pipe, the air pipe is connected with the slurry storage tank and used for enabling the slurry storage tank to reach a designed grouting pressure value, and the air pipe is provided with a pressure gauge and a pressure regulating switch.
In the above technical solution, further, the ratio of the side length of the bottom surface of the mold box to the diameter of the circular mold is not less than 10.
Further, the ratio of the distance from the bottom of the model pile to the bottom of the model box to the diameter of the model pile is not less than 10.
Further, the diameter of the circular mould is larger than that of the model pile.
Furthermore, the loading motor can adopt two loading modes of unidirectional loading and cyclic loading.
Further, the limit loading value of the loading motor is 100kN, and the stroke is 100 mm.
Furthermore, the slurry storage tank is made of transparent organic glass, and the side wall of the slurry storage tank is marked with volume scales.
Further, the water content of the liquid cement soil in the slurry storage tank exceeds the liquid limit water content.
The utility model also provides a simulation stake week slip casting is consolidated and is born the test method of the device of characteristic influence research to the pile foundation level, including following step:
filling sandy soil in the model box, and pre-embedding the model pile in the center of the model box after the sandy soil layer below the pile end is filled; continuously filling a sand layer, embedding an inclinometer pipe and a plurality of vertical rigid pipes in the process, and fixing a plurality of soil pressure sensors on the rigid pipes; embedding a circular mold in the center of the model box, and enabling the top of the circular mold to be lower than the lowest end of the motor, so that the model pile penetrates through a central circular hole in the top of the circular mold; installing an air compressor and a slurry storage tank, loading a cement soil sample which is uniformly stirred into the slurry storage tank, extending a grouting pipe into a space between a circular mould and a model pile through another circular hole formed in the upper part of the circular mould, adjusting the air compressor to enable the slurry storage tank to reach a designed grouting pressure value, maintaining the designed grouting pressure to start grouting, and slowly taking out the circular mould from sandy soil while grouting; filling cement soil around the model pile after the grouting process is finished; and loading the model pile by a loading motor 28-90 days after the grouting is finished.
Compared with the prior art, the beneficial effects of the utility model are that:
1. the utility model discloses in adopt circular mould to reserve the slip casting space around the pile bolck at the sand filling in-process, the soil cement thick liquid that will stir after the sand filling is accomplished pours into pile week reservation space into, the actual engineering in pile week slip casting process in simulation that can be better.
2. The utility model discloses the horizontal displacement of the soil body in the test process can be recorded to the pre-buried deviational survey pipe of the passive end of pile foundation in the medium sand soil layer, and pre-buried soil pressure sensor can record the horizontal soil pressure and the horizontal soil pressure dissipation law of the passive end soil body in the test process.
3. The utility model provides a pre-buried circular mould diameter and height can be adjusted to change stake week cement soil diameter and height, can study the influence of the horizontal bearing capacity of pile foundation to the all soil body treatment scope of stake and the treatment degree of depth.
4. The utility model provides a loading motor can carry out one-way loading and circulation loading, can satisfy the experimental requirement of different soil cement thick liquids intensity, different slip casting pressure, different stake week cement soil diameter and different stake week cement soil height's stake week slip casting reinforcing pile foundation level bearing characteristic research.
Drawings
FIG. 1 is a schematic view of a grouting stage test apparatus;
FIG. 2 is a schematic view of the test apparatus after grouting;
FIG. 3 is a side view of a circular mold;
FIG. 4 is a top view of a circular mold;
in the figure: the device comprises a model box 1, a steel support 1-1, I-steel 1-2, a sand layer 1-3, an inclinometer pipe 1-4, a soil pressure sensor 1-5, a rigid pipe 1-6, a model pile 1-7, cement soil around the pile 1-8, a loading motor 2, a steel support 2-1, a circular mold 3, an air compressor 4, a gas pipe 4-1, a pressure gauge 4-2, a pressure regulating switch A4-3, a slurry storage tank 5, a pressure relief valve 5-1, a pressure regulating switch B5-2, a slurry injection pipe 5-3 and a slurry injection valve 5-4.
Detailed Description
The present invention will be further explained with reference to the drawings and examples.
As shown in fig. 1 and 2, the utility model discloses a can simulate different soil cement thick liquids intensity, different slip casting pressure, different stake week soil cement diameter and different stake week soil cement height's test device of stake week slip casting reinforcement to pile foundation level bearing characteristic influence, including five parts totally of model case 1, loading motor 2, circular mould 3, air compressor 4 and holding up tank 5.
The model box 1 is a square model box and is formed by welding steel plates, a steel support 1-1 is welded at the bottom of the model box, I-shaped steel 1-2 is welded at the top of the side face to increase the rigidity of the model box, and the side length of the model box 1 is 4m and the height of the model box 1 is 3 m; a sand layer 1-3 with certain compactness is filled in the model box 1, and the sand layer 1-3 is filled by adopting different methods according to the design compactness requirement; the sand layer filling method comprises a sand rain method (when the designed compactness is small) and a layered tamping method (when the designed compactness is large); embedding inclinometers 1-4 in the sandy soil of the passive area in the sandy soil layer 1-3 filling process to measure the horizontal displacement of the soil body of the passive area; embedding a soil pressure sensor 1-5 in the sandy soil of the passive area in the sandy soil layer 1-3 filling process to measure the horizontal soil pressure; the soil pressure sensor 1-5 is fixed on the vertical rigid pipe 1-6; the diameter of the rigid pipe 1-6 is 10mm, the rigid pipe is fixed on the side wall of the model box in the sand filling process, and the rigid pipe needs to be kept vertical; placing model piles 1-7 in the center of the model box 1; the circular mould 3 is pre-buried in the center of the model box 1, and the model piles 1-7 are positioned in the center of the circular mould 3; the diameter of the circular mould 3 can be adjusted according to the test requirements, and can be set to be 1.5 times, 2.0 times, 2.5 times and 3.0 times of the diameter of the model pile 1-7, and the height of the circular mould can also be adjusted according to the test requirements, and can be set to be 0.2m, 0.4m, 0.6m, 0.8m and 1.0 m; the loading motor 2 is fixed on the side wall of the model box through a steel bracket 2-1; the air compressor 4 inputs air pressure into the slurry storage tank 5 through an air conveying pipe 4-1, and a pressure gauge 4-2 and a pressure regulating switch A4-3 are arranged on the air conveying pipe; the inside of the slurry storage tank 5 is uniformly stirred liquid cement soil, and the slurry storage tank 5 is provided with a pressure release valve 5-1 and a pressure regulating switch B5-2 and is connected with a model box through a grouting pipe 5-3; and a grouting valve 5-4 is arranged on the grouting pipe 5-3, the end part of the grouting pipe needs to be embedded into a space between the circular mould 3 and the model pile 1-7, and liquid cement soil is injected into the space to form cement soil 1-8 around the pile.
The working process of the utility model is as follows: firstly, filling a sand layer 1-3 with certain compactness in a mold box 1, preparing the sand layer 1-3 by adopting a sand rain method when the compactness of the sand layer is required to be smaller by design, obtaining the compactness of the soil body required by the design by controlling the falling distance between the bottom of a sand shakeout device and the surface of a tested soil body, filling the sand layer by adopting a layered tamping method when the compactness of the sand layer is required to be larger by design, and obtaining the compactness of the soil body required by the design by a method for controlling the dry density and the volume of the sand; after the sand layer below the pile end is filled, embedding model piles 1-7 in the center of the model box 1; in the sand filling process, embedding an inclinometer 1-4 in the sand of the passive area to measure the horizontal displacement of the soil body of the passive area, and embedding a soil pressure sensor 1-5 to measure the horizontal soil pressure; when a sand layer is filled to a certain height, the circular mould 3 is pre-embedded at the center of the model box 1, and the model piles 1-7 are positioned at the center of the circular mould 3 to reserve space for injecting cement soil slurry; the method comprises the following steps of (1) extending a grouting pipe 5-3 into a space between a circular mold 3 and a model pile 1-7, installing an air compressor 4 and a slurry storage tank 5, loading a cement soil sample for testing and uniformly stirring into the slurry storage tank 4, adjusting the air compressor 4 to enable the interior of the slurry storage tank 5 to reach a designed grouting pressure value, maintaining the designed grouting pressure to start grouting, slowly taking the circular mold 3 out of sandy soil while grouting, and sealing the top of the circular mold 3 in the grouting process; filling cement soil 1-8 around the model pile 1-7 after the grouting process is finished; and (3) loading the model pile by the loading motor 2 after 28 days of grouting, automatically reading and storing the load and displacement applied by the loading motor, and measuring the horizontal displacement of the soil body at the passive end of the model pile and the lateral soil pressure of the soil body in the test process.
Claims (8)
1. The utility model provides a simulation stake week slip casting is consolidated and is born device that characteristic influence research to pile foundation level which characterized in that: comprises a model box (1), a loading motor (2), a round mould (3), an air compressor (4) and a slurry storage tank (5);
the model box (1) is formed by welding steel plates, a steel support (1-1) is welded at the bottom of the model box, and I-shaped steel (1-2) is welded on the side face of the model box to increase the rigidity of the model box; a sand layer (1-3) is filled in the model box (1); a model pile (1-7) is arranged at the center of the model box (1); the circular mould (3) is a hollow cylinder with a closed top, two round holes are formed in the top of the circular mould, one round hole is located in the center of the top and has the same diameter as that of the model pile (1-7), the model pile (1-7) penetrates through the round hole, the top of the model pile (1-7) is higher than that of the circular mould (3), and sealing treatment is performed between the model pile (1-7) and the round hole; an inclinometer pipe (1-4) is embedded in the sandy soil layer (1-3), a plurality of vertical rigid pipes (1-6) are embedded in a sandy soil shallow layer, a plurality of soil pressure sensors (1-5) are fixed on the rigid pipes (1-6) to measure horizontal soil pressure, and the distance between the sandy soil shallow layer and the top of the sandy soil layer is less than 1 m;
the bottom of the loading motor (2) is vertically fixed on the side wall of the model box, and the lowest point of the loading motor (2) is higher than the top of the circular mold (3);
the slurry storage tank (5) is provided with a pressure release valve (5-1), a pressure regulating switch B (5-2) and a grouting pipe (5-3); the grouting pipe (5-3) penetrates through the other round hole in the top of the round die (3), the diameter of the grouting pipe (5-3) is the same as that of the round hole, and sealing treatment is carried out between the grouting pipe (5-3) and the round hole; liquid cement soil is uniformly stirred in the slurry storage tank (5), and a grouting valve (5-4) is arranged on the grouting pipe (5-3); the end part of the grouting pipe (5-3) is positioned in a space between the circular mould (3) and the model pile (1-7) and is used for injecting liquid cement soil into the space to form cement soil (1-8) around the pile;
be equipped with gas-supply pipe (4-1) on air compressor (4), gas-supply pipe (4-1) be connected with slurry storage tank (5) for make and reach design slip casting pressure value in slurry storage tank (5), gas-supply pipe (4-1) on be equipped with manometer (4-2) and pressure regulating switch A (4-3).
2. The device for simulating the influence of grouting reinforcement around the pile on the horizontal bearing property of the pile foundation as claimed in claim 1, wherein the ratio of the bottom surface side length of the model box (1) to the diameter of the circular mold (3) is not less than 10.
3. The device for simulating the research on the influence of peripile grouting reinforcement on the horizontal bearing property of the pile foundation according to claim 1, wherein the ratio of the distance from the bottom of the model pile (1-7) to the bottom of the model box (1) to the diameter of the model pile (1-7) is not less than 10.
4. The device for simulating the research on the influence of grouting reinforcement around the pile on the horizontal bearing property of the pile foundation according to claim 1, wherein the diameter of the circular mold (3) is larger than that of the model pile (1-7).
5. The device for simulating the influence of grouting reinforcement around the pile on the horizontal bearing characteristic of the pile foundation according to claim 1, wherein the loading motor (2) can adopt two loading modes of unidirectional loading and cyclic loading.
6. The device for simulating the research on the influence of grouting reinforcement around the pile on the horizontal bearing property of the pile foundation according to claim 1, wherein the loading motor has a limit loading value of 100kN and a stroke of 100 mm.
7. The device for simulating the influence of grouting reinforcement around the pile on the horizontal bearing characteristic of the pile foundation according to claim 1, wherein the grout storage tank (5) is made of transparent organic glass, and the side wall of the grout storage tank is marked with volume scales.
8. The device for simulating the research on the influence of grouting reinforcement around the pile on the horizontal bearing property of the pile foundation according to claim 1, wherein the water content of the liquid cement soil in the slurry storage tank (5) exceeds the liquid limit water content.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201921010521.XU CN210507558U (en) | 2019-07-01 | 2019-07-01 | Device for simulating influence research of pile periphery grouting reinforcement on horizontal bearing characteristic of pile foundation |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201921010521.XU CN210507558U (en) | 2019-07-01 | 2019-07-01 | Device for simulating influence research of pile periphery grouting reinforcement on horizontal bearing characteristic of pile foundation |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN210507558U true CN210507558U (en) | 2020-05-12 |
Family
ID=70581669
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201921010521.XU Withdrawn - After Issue CN210507558U (en) | 2019-07-01 | 2019-07-01 | Device for simulating influence research of pile periphery grouting reinforcement on horizontal bearing characteristic of pile foundation |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN210507558U (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110344451A (en) * | 2019-07-01 | 2019-10-18 | 浙江大学 | A kind of simulation cement paste around pile reinforcing influences the experimental rig and test method of research on pile foundation level bearer properties |
-
2019
- 2019-07-01 CN CN201921010521.XU patent/CN210507558U/en not_active Withdrawn - After Issue
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110344451A (en) * | 2019-07-01 | 2019-10-18 | 浙江大学 | A kind of simulation cement paste around pile reinforcing influences the experimental rig and test method of research on pile foundation level bearer properties |
| CN110344451B (en) * | 2019-07-01 | 2024-01-19 | 浙江大学 | Test device and test method for simulating influence study of grouting reinforcement around pile on horizontal bearing characteristics of pile foundation |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN110344451B (en) | Test device and test method for simulating influence study of grouting reinforcement around pile on horizontal bearing characteristics of pile foundation | |
| CN110331743B (en) | Test device and test method for testing bearing performance of enlarged head of pile end of static drilling root planting pile | |
| CN106769478A (en) | A kind of pile-soil interface shearing test device | |
| CN106596268B (en) | Multi-immersion working condition simulation test model box and test method | |
| CN111622273B (en) | Test device and test method for simulating pile foundation bearing performance of precast pile filled with discrete drainage materials around | |
| CN110208489B (en) | Simulation test device and test method for capillary water rise height in roadbed soil | |
| CN106644336B (en) | A kind of frame structure crosses over ground fissure experimental system and method | |
| CN102519811B (en) | Model and method for testing deformation and stress variation law of intensity attenuation roadbed | |
| CN206523371U (en) | Pile-soil interface shearing test device | |
| CN108797660A (en) | The experimental rig and test method of Collapsible Loess District Long-short Pile Group model | |
| WO2021244185A1 (en) | Testing apparatus and testing method for simulating influence of cavity existing on pile end on bearing performance of pile foundation | |
| CN111021440A (en) | CPT integrated geotechnical packaging granular pile indoor model test device and method | |
| CN106013277A (en) | Negative friction testing device for combined cast-in-place pile and using method of negative friction testing device | |
| CN108252290A (en) | The soft thick soil treatment structures and methods of high-strength water-permeable fiber concrete pipe rubble core stake | |
| CN109537616A (en) | A kind of the CFG stake device and its construction method of spiral-digging pore | |
| CN210507558U (en) | Device for simulating influence research of pile periphery grouting reinforcement on horizontal bearing characteristic of pile foundation | |
| CN211122294U (en) | Model test device for researching soft clay thermal consolidation effect | |
| CN109989395B (en) | Large storage tank filling pile assembled pile cap and construction method thereof | |
| CN115142483A (en) | High-speed railway pile-supported embankment model test device for simulating underground water level decline | |
| CN108414362B (en) | Multipurpose model test platform | |
| CN202372418U (en) | Testing model for strength weakening roadbed deformation and stress change law | |
| CN210684814U (en) | Test device for testing bearing performance of pile end expanding head of static drill root planting pile | |
| CN115478568B (en) | Pile soil contact surface shearing experiment device for drainage pile | |
| CN105926594A (en) | Double-pipe construction method for static pressure pipe-sinking carrier cast-in-place pile | |
| CN106948386B (en) | Soil filling side frictional resistance model test device and test method thereof |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| GR01 | Patent grant | ||
| GR01 | Patent grant | ||
| AV01 | Patent right actively abandoned | ||
| AV01 | Patent right actively abandoned | ||
| AV01 | Patent right actively abandoned |
Granted publication date: 20200512 Effective date of abandoning: 20230629 |
|
| AV01 | Patent right actively abandoned |
Granted publication date: 20200512 Effective date of abandoning: 20230629 |