CN106950099B - Testing device considering horizontal bearing characteristics of single pile under action of pressurized water - Google Patents
Testing device considering horizontal bearing characteristics of single pile under action of pressurized water Download PDFInfo
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- CN106950099B CN106950099B CN201710291457.6A CN201710291457A CN106950099B CN 106950099 B CN106950099 B CN 106950099B CN 201710291457 A CN201710291457 A CN 201710291457A CN 106950099 B CN106950099 B CN 106950099B
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N3/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N3/02—Details
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N3/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N3/08—Investigating strength properties of solid materials by application of mechanical stress by applying steady tensile or compressive forces
- G01N3/10—Investigating strength properties of solid materials by application of mechanical stress by applying steady tensile or compressive forces generated by pneumatic or hydraulic pressure
- G01N3/12—Pressure testing
Abstract
The test device is characterized in that a box soil body of a simulation site is paved in a model box, test piles are embedded in the box soil body, the model box is provided with a water inlet hole and a water outlet hole, the water inlet hole is positioned at the upper part of a pressure-bearing permeable soil layer and communicated with a pressure-supplying box, the water outlet hole is positioned at the lower part of the pressure-bearing permeable soil layer, and a pressure release valve is arranged at the water outlet hole; in the horizontal loading system, a test pile cap is arranged on the top surface of a test pile, the test pile cap is connected with one end of a traction rope, the traction rope penetrates through a guide pulley, the other end of the traction rope is connected with a weight, and the guide pulley is arranged on a model box; in the data acquisition system, a displacement meter is positioned on a test pile cap, a pore water pressure meter is positioned in a pressure-bearing permeable soil layer, a soil pressure meter is positioned in a soil body in a box on a pressure-bearing water layer, and the displacement meter, the pore water pressure meter and the soil pressure meter are connected with a data acquisition instrument. The invention has the advantages of good effect, convenient operation, short construction period and low cost.
Description
Technical Field
The invention relates to a testing device for horizontal bearing characteristics of a single pile, in particular to a testing device for horizontal bearing characteristics of a single pile under the action of pressure-bearing water, which is mainly suitable for researching the horizontal bearing characteristics of the single pile under the action of indoor pressure-bearing water and belongs to the technical field of pile foundation testing.
Background
Pile foundations are widely applied to industrial and civil buildings and become an important foundation form. As high-rise and super-high-rise buildings are more and more, pile foundations are deeper and deeper, and particularly for areas with pressure-bearing water stratum, the pile foundations possibly enter or pass through the pressure-bearing water stratum, and the bearing property of the pile foundations is different from that of areas without pressure-bearing water due to the influence of pressure-bearing water. In order to obtain pile soil characteristics and change rules of single pile bearing capacity, a single pile field bearing test is often adopted for research, in the field test, because a bearing water layer is influenced by a regional boundary of a test field, the water pressure and the water quantity of the bearing water are difficult to control, so that the discreteness and the effect of field actual measurement test data are large, the pile soil bearing characteristics are difficult to obtain, and the pile soil bearing characteristics are matched with the field test.
Disclosure of Invention
In order to overcome the defects of poor effect, inconvenient operation, long construction period and high cost of the existing single pile horizontal bearing characteristic test mode, the invention provides the test device which has good effect, convenient operation, short construction period and low cost and considers the single pile horizontal bearing characteristic under the action of the bearing water.
The technical scheme adopted for solving the technical problems is as follows:
the utility model provides a take into account single stake horizontal bearing characteristic's under the effect of pressure-bearing water testing arrangement, includes model box, pressure supply system, horizontal loading system and data acquisition system, lay the incasement soil body in simulation place in the model box, the test stake is buried to incasement soil body, the model box is equipped with inlet opening and apopore, the inlet opening is located the upper portion of pressure-bearing soil layer that permeates water, the inlet opening communicates with pressure supply box, the apopore is located the lower part of pressure-bearing soil layer that permeates water, the apopore installs the relief valve; the horizontal loading system comprises a test pile cap, a guide pulley, a traction rope and weights, wherein the test pile cap is arranged on the top surface of the test pile, the test pile cap is connected with one end of the traction rope, the traction rope penetrates through the guide pulley, the other end of the traction rope is connected with the weights, and the guide pulley is arranged on the model box; the data acquisition system comprises a displacement meter, a pore water pressure meter and a soil pressure meter, wherein the displacement meter is positioned on the test pile cap, the pore water pressure meter is positioned in the pressure-bearing water-permeable soil layer, the soil pressure meter is positioned in the soil body in the box on the pressure-bearing water layer, and the displacement meter, the pore water pressure meter and the soil pressure meter are connected with the data acquisition instrument.
Further, the pressure supply box comprises a box body, a water level gauge line, a sealing strip, a water level lifting valve and an isolating film, wherein the water level gauge line is carved on the box body, and the water level lifting valve drives the isolating film to slide up and down in the sealing strip.
Still further, the pressure-bearing soil layer that permeates water is including being located the pressure accumulation pond of model incasement wall, the pressure accumulation pond respectively with inlet port and apopore intercommunication, be connected through the filter screen between pressure accumulation pond and the incasement soil body.
Furthermore, a bearing plate is arranged on the top surface of the soil body in the box, and a compression weight stacking load is arranged on the bearing plate.
The inner wall of the model box is provided with a clamping groove, the water stop bar is arranged in the clamping groove, and the geomembrane is arranged on the water stop bar.
And a strain gauge is stuck on the test pile.
The beneficial effects of the invention are mainly shown in the following steps: (1) The simulation environment of the underground pressure-bearing water is realized, and the pressure of the pressure-bearing water is adjustable and controllable. The device realizes the simulation of underground pressure-bearing water by adopting a water supply source, a pressure supply tank, an accumulator tank, a watertight soil layer, a pressure-bearing watertight soil layer, a geomembrane and the like, and the water pressure of the underground pressure-bearing water is regulated and controlled through a water level lifting valve. (2) And the horizontal bearing capacity test of the single pile under the action of different bearing water heads is realized. The existence of underground pressure-bearing water and the water pressure can greatly influence the horizontal bearing property of the single pile, and the device can realize the research on the horizontal bearing property of the single pile under the action of different pressure-bearing water heads. (3) the loading system is stable. The device adopts the test pile caps, the traction ropes, the guide pulleys, the weights and the like to form a loading system, can realize step-by-step stable loading, avoids the condition of unstable load in the loading process caused by hydraulic pressure or a motor, and realizes stable loading. (4) good effect. Because of the complexity of the field stratum and hydrologic conditions, the stable pressure-bearing water head is difficult to obtain in the field test, so that the dispersion of the field actual measurement test data is large, the effect is poor, the device can provide the same test conditions, and the reliability of test results is ensured. And (5) the method has the advantages of short period, low cost and convenient operation. The field test has long period, high cost and complex test procedure, and usually a group of single pile horizontal bearing capacity tests under the action of the (3 piles) bearing water can be completed in several months, and the required cost is up to hundreds of thousands or even millions.
Drawings
Fig. 1 is a schematic structural view of a test device considering horizontal bearing characteristics of a single pile under the action of pressurized water.
Fig. 2 is a model box diagram.
Fig. 3 is a diagram of a pressure supply tank.
Fig. 4 is a sectional view of the pressure tank.
Fig. 5 is a diagram of a separator.
Fig. 6 is a pool diagram.
Fig. 7 is a diagram showing connection between the filter screen and the accumulator.
Fig. 8 is a diagram showing connection between the accumulator and the clamping groove.
Fig. 9 is a diagram of a test pile cap.
Description of the embodiments
The invention is further described below with reference to the accompanying drawings.
Referring to fig. 1 to 9, a testing device considering the horizontal bearing characteristics of a single pile under the action of pressure-bearing water comprises a model box, a pressure supply system, a horizontal loading system, a data acquisition system and a computer control system, wherein the model box 1 is formed by splicing organic glass and profile steel, and 4 clamping grooves and water stop strips which surround the inner wall in a circle are attached to the inner wall. The two sides of the model box are respectively provided with 4 water holes, the water holes on the water inlet side are positioned at the upper part of the pressure-bearing water layer, the inflow of high-pressure water is controlled, the water holes on the water outlet side are positioned at the lower part of the pressure-bearing water layer, and the outer sides of the water holes of the model box are provided with pressure relief valves, so that the outflow of the pressure-bearing water is controlled. The pressure supply box consists of a water level gauge line 15, a sealing strip 16, a water level lifting valve 17 and an isolating membrane 18. The water level gauge line 15 is carved on the pressure supply box 2, and the water level lifting valve 17 drives the isolating membrane 18 to slide up and down in the sealing strip 16. The horizontal loading system consists of a test pile cap 11, a traction rope 12, a guide pulley 13 and weights 14. The trial pile cap 11 may be selected according to the cross-sectional shape of the pile. The guide pulley 13 is arranged on the truss outside the model box, and the height of the guide pulley can be adjusted according to the height of the pile top. The traction rope slides on the guide pulley and connects the weight and the test pile. The data acquisition system and the computer control system comprise an LVDT displacement sensor 28, a pore water pressure gauge 29, a soil pressure gauge 30, a data acquisition instrument 32 and a computer control system 33.
The test device of the present embodiment includes a model box 1; a pressure supply box 2; a pressure accumulation tank 3; a water impermeable soil layer 41; a pressure-bearing water-permeable soil layer 42; a water impermeable soil layer 43; a test pile 5; a geomembrane 6; a water stop strip 7 on the inner wall of the tank; a clamping groove 8; a pressure-bearing plate 9; a press-heavy stacking 10; a test pile cap 11; a traction rope 12; a guide pulley 13; a weight 14; a water level gauge line 15; a sealing strip 16; a water level elevation valve 17; a separator 18; a water supply source 19; a water inlet valve 20; a plastic hose 21; a filter screen 22; a pressure release valve 23; an overflow pool 24; a collection tank 25; a water pressure gauge 26; a magnetometer holder 27; LVDT displacement sensor 28; a pore water pressure gauge 29; a soil pressure gauge 30; a strain gage 31; a data acquisition instrument 32; a computer control system 33.
Wherein, adopt plastic hose 21 to connect between model case 1 and the confession pressure case 2, accumulator 3 adopts draw-in groove 8 to be connected with model case 1. The clamping groove 8 and the water stop strip 7 on the inner wall of the tank are adhered to the inner wall of the model 1, and the geomembrane 6 and the water stop strip 7 on the inner wall of the tank are thermally welded together. The bearing plate 9 is located between the ballast stack 10 and the impermeable soil layer 43. The test pile cap 11 is placed on the top of the test pile 5, one end of the traction rope 12 is connected to the test pile cap 11, and the other end bypasses the guide pulley 13 and is connected with the weight 14. The water level scale line 15 is carved on the side wall of the pressure supply box 2, the sealing strip 16 is adhered on the pressure supply box 2, the water level lifting valve 17 is positioned in the groove of the sealing strip 16, and the isolating film 18 is adhered on the water level lifting valve 17. Strain gage 31 is attached to the shaft. The LVDT displacement sensor 28, pore water pressure gauge 29, soil pressure gauge 30 and data acquisition instrument 32 use data lines to transmit signals, and then the data is converted and transmitted to the computer control system 33.
The plastic hose connects the water outlet of the pressure supply box with the water inlet of the model box. The weights consist of 10 specifications of 0.1kg, 0.2 kg, 0.5 kg, 1kg, 2 kg, 5 kg, 10kg, 20 kg, 50kg and 100 kg, and the number and the specifications of the weights are adjusted according to the level bearing capacity of the single pile to be tested. The pile cap can be selected according to the sectional shape of the pile. The isolating film and the water stop strip on the inner wall of the box can be connected by hot melting and the like.
The inner length, width and height dimensions of the box body of the model box in the embodiment are 1906 multiplied by 906 multiplied by 915mm, and the outer length, width and height dimensions are 2620 multiplied by 1050 multiplied by 1015mm; the organic glass is used as a box wall, and the section steel is welded to form a frame; the length, width and height of the pressure supply box are 500 multiplied by 1000mm; the isolating film adopts an HDEP impermeable geofilm with the thickness of 0.5 mm; the filter screen adopts double-layer nylon mesh cloth.
The implementation steps of the invention are as follows:
1) And selecting piles, cross-sectional shapes and corresponding pile caps for the test. Determining a test pile and a section shape according to the engineering pile and the section shape; and selecting a corresponding test pile cap according to the cross-sectional shape. In this embodiment, the section of the worker Cheng Zhuang is a round steel pile with a bottom, so that the test pile also adopts a round steel pile with a bottom, and the section of the pile cap adopted is round.
2) And determining the size of the test pile. Determining the length of the test pile according to the length of the engineering pile and the height of the fillable layer in the model box; and determining the length-diameter ratio of the test pile according to the length-diameter ratio of the engineering pile, and further determining the diameter of the test pile according to the length of the test pile. The length and diameter of the work Cheng Zhuang in the examples were 32m and 0.8m, respectively. The scaling factor of this experiment was 40:1, the height of the test pile can be calculated to be 0.8m, and the length-diameter ratio of the engineering pile is 40:1 the diameter of the test stake was calculated to be 0.02m.
3) Test soil samples were selected. And selecting a soil sample in the actual engineering to be tested by the test soil sample. The soil layers in the depth range of the actual engineering pile are compact old clay, sand and silt clay from bottom to top respectively, so that the impermeable soil layer 41, the permeable soil layer 42 and the impermeable soil layer 43 in the embodiment adopt compact old clay, sand and silt clay respectively.
4) And determining the soil layer thickness. Soil layer thickness the soil layer thickness is also determined from the same pile length ratio. Pile length ratio of engineering pile to test pile 40:1, since the thicknesses of the dense old clay, the sand and the muddy clay are 5m, 5m and 20m respectively, the thicknesses of the soil layers of the dense old clay, the sand and the muddy clay in the mold box in this embodiment can be calculated to be 0.125 m, 0.125 m and 0.5m respectively.
5) And installing a pile body strain gauge. In order to obtain the change rule of the stress of the lower pile body for horizontal load, the strain gages are required to be measured, are arranged at the side surface of the pile body at equal intervals in a welding or pasting mode, and are symmetrically arranged at the two sides of the pile body. In the embodiment, a group of strain gauges are stuck to the pile body along the height at intervals of 0.3m by adopting epoxy resin, and the strain gauges are required to be symmetrically arranged at two sides of the pile body, and 3 groups of 6 strain gauges are arranged in total.
6) And determining the pressure of the pressure-bearing water, and selecting the height of the corresponding pressure supply box. And determining the test water pressure according to the pile length ratio of the engineering pile to the test pile according to the water pressure of the actually measured pressure-bearing water in the engineering, and selecting the corresponding height of the pressure supply box according to the pressure of the pressure-bearing water to ensure that enough water pressure can be provided. In the embodiment, the water pressure of the pressurized water in the actual engineering is 360kPa, and the pile length ratio of the engineering pile to the test pile is 40:1 the pressure of the available pressurized water was 9kPa, applied in 3 stages, initially 3kPa, followed by a gradient of 3kPa each time. The height of the pressure supply box is 1m according to the water pressure.
7) And the pressure supply box is connected with the model box. And (5) placing the height of the pressure supply box according to the pressure-bearing water head, and then closing the water inlet valve. The pressure supply box is connected with the model box by a plastic hose, water is sent to the pressure supply box by a water source, and the water pressure controllability and the tightness of the pipeline are checked.
8) And (5) paving soil layers in layers, and burying test piles. Firstly, paving soil layers below the bottom of a pile end in layers, when the soil layers are paved at the position of the pile end, vertically placing the pile body with the strain gauge at the middle position of a model box, continuously paving soil layers at the pile side, wherein the layering thickness is required to be not more than 200mm, and adopting a bearing plate and a ballast pile to carry out soil sample consolidation until deformation is stable. In the embodiment, old clay is paved firstly, a test pile is placed when the old clay reaches the bottom of the pile end, then old clay, sand and silt clay at the pile side are paved, the layering thickness is not more than 200mm, the bearing plate and the compression pile load are used for soil sample consolidation, and the bearing plate and the compression pile load are removed after deformation is stable.
9) Burying water, soil pressure and displacement meter, and laying isolating film. In step 8) two pore water pressure gauges are placed in the earth and two earth pressure gauges are placed in the impermeable layer 43 (muddy clay) when laying the pressure-bearing permeable layer 42 (sandy soil). The pore water pressure gauge and the soil pressure gauge are symmetrically arranged on the axis of the pile; when the impermeable soil layer 43 is laid to the height of the inner wall water stop, a pre-perforated geomembrane is laid in the soil layer through the test pile and is in hot-melt connection with the inner wall water stop. The LVDT displacement meter is fixed at the test pile head by using the magnetic meter base, and the horizontal displacement is monitored.
10 Water filling and testing the water pressure. And closing the pressure release valve, opening the water inlet valve, and enabling high-pressure water to flow to the pressure-bearing soil and water layer, and judging whether the water pressure of the pressure-bearing soil and water layer can reach a required pressure value or not according to the water pressure gauge and stabilizing the water pressure in the test process.
11 A pile cap is arranged and connected with a loading system. And sleeving the selected pile cap on the test pile, and sleeving the weight tray and the pile cap by using a traction rope. In the embodiment, a round pile cap is selected, and the weight tray is sleeved with the pile cap by a traction rope.
12 Determining a loading level, and performing hierarchical loading. According to the current pile foundation standard, the bearing capacity of the pile foundation is estimated initially, weights are applied in a grading mode to load, and each loading is 1/10 of the predicted value. In this example, the bearing capacity of the pile foundation is primarily estimated to be 4kN by the current pile foundation standard, and weights are applied in 10 stages according to 0.4 kN per stage.
13 Determining a loading mode for testing, and synchronously collecting data. The loading is carried out by adopting a slow maintenance load method in the standard, and the specific loading and unloading grading, test method and stability standard are carried out according to the current standard. In the test process, the data acquisition instrument synchronously records test data such as pressure of the pressurized water, horizontal bearing capacity of the pile, pile body stress, water pressure, soil pressure and the like, and can automatically draw a corresponding graph.
14 A single pile horizontal bearing capacity characteristic value is determined. And stopping the test when the pile body is broken or the horizontal displacement exceeds 40mm or the horizontal displacement is increased sharply, determining the horizontal bearing capacity characteristic value of the single pile according to the current standard, and obtaining the corresponding soil-water pressure characteristic.
15 Recovering test water and soil samples, and disassembling the test device. After the test is finished, the weights are removed, then the test water is recovered, and then the soil sample is recovered. Firstly, removing the loaded weight, cutting off a water supply source, closing a water inlet valve, opening a water drain valve, recovering test water, recovering soil samples according to the sequence of soil layers from top to bottom, and dismantling the test device.
16 A characteristic value of the horizontal bearing capacity of the single pile is determined. Repeating the steps 7) -15) to obtain a group of characteristic values of the horizontal bearing capacity of the three piles, and taking the average value of the characteristic values as the characteristic value of the horizontal bearing capacity of the single pile when the difference of the three piles is not more than 30% of the average value.
17 The water head height of the pressure-bearing water is adjusted, the steps 6) to 16) are repeated, and the change rule of the horizontal bearing characteristics of the single pile under different pressure-bearing water head conditions can be obtained.
Claims (5)
1. A test device considering horizontal bearing characteristics of single pile under the action of pressure-bearing water is characterized in that: the device comprises a model box, a pressure supply system, a horizontal loading system and a data acquisition system, wherein the model box is internally paved with soil bodies in a simulation site, old clay, sandy soil and silt clay are respectively paved from bottom to top, test piles are embedded in the soil bodies in the box, the bottoms of pile ends are arranged in the old clay, the model box is provided with water inlet holes and water outlet holes, the water inlet holes are positioned at the upper part of a pressure-bearing permeable soil layer, the water inlet holes are communicated with the pressure supply box, the water outlet holes are positioned at the lower part of the pressure-bearing permeable soil layer, and pressure relief valves are arranged on the water outlet holes; the horizontal loading system comprises a test pile cap, a guide pulley, a traction rope and weights, wherein the test pile cap is arranged on the top surface of the test pile, the test pile cap is connected with one end of the traction rope, the traction rope penetrates through the guide pulley, the other end of the traction rope is connected with the weights, and the guide pulley is arranged on the model box; the data acquisition system comprises a displacement meter, a pore water pressure meter and a soil pressure meter, wherein the displacement meter is positioned on the test pile cap, the pore water pressure meter is positioned in a pressure-bearing permeable soil layer, the soil pressure meter is positioned in a soil body in a box on the pressure-bearing water layer, and the displacement meter, the pore water pressure meter and the soil pressure meter are connected with the data acquisition instrument;
the pressure supply box comprises a box body, a water level gauge line, a sealing strip, a water level lifting valve and an isolating membrane, wherein the water level gauge line is carved on the box body, and the water level lifting valve drives the isolating membrane to slide up and down in the sealing strip.
2. The test device considering horizontal bearing characteristics of single piles under the action of pressurized water as set forth in claim 1, wherein: the pressure-bearing permeable soil layer comprises a pressure accumulation pool which is positioned on the inner wall of the model box and is respectively communicated with the water inlet hole and the water outlet hole, and the pressure accumulation pool is connected with soil in the box through a filter screen.
3. The test device considering horizontal bearing characteristics of single piles under the action of pressurized water as set forth in claim 1, wherein: the bearing plate is placed on the top surface of the soil body in the box, and the compression weight stacking load is placed on the bearing plate.
4. The test device considering horizontal bearing characteristics of single piles under the action of pressurized water as set forth in claim 1, wherein: the inner wall of the model box is provided with a clamping groove, the water stop bar is arranged on the inner wall of the model box, and the geomembrane is thermally welded on the water stop bar.
5. The test device considering horizontal bearing characteristics of single piles under the action of pressurized water as set forth in claim 1, wherein: and a strain gauge is stuck on the test pile.
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| CN108981819A (en) * | 2018-08-03 | 2018-12-11 | 深圳大学 | A kind of system and method for testing energy pile temperature and stress distributions |
| CN116519486B (en) * | 2023-05-29 | 2024-03-08 | 广州建筑股份有限公司 | Negative excess pore water pressure model test device and method for following tubular pile drilling while drilling |
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