CN108489892B - Submarine shield tunnel excavation test device and method under seepage condition - Google Patents
Submarine shield tunnel excavation test device and method under seepage condition Download PDFInfo
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- CN108489892B CN108489892B CN201810267877.5A CN201810267877A CN108489892B CN 108489892 B CN108489892 B CN 108489892B CN 201810267877 A CN201810267877 A CN 201810267877A CN 108489892 B CN108489892 B CN 108489892B
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Abstract
A submarine shield tunnel excavation test device and method under seepage conditions are provided, and the device comprises a model box body, a lifting device and a test auxiliary device. The model box body comprises a soil filling box (1), a steel support (2) and an excavation module (3). The soil filling box is arranged above the steel support, and the excavation module is arranged in the middle of the steel support. The lifting device comprises a speed reducing motor (12), a screw rod (13) and a gear set (14). The test auxiliary device comprises a first external water tank (15), a second external water tank (17), a first lifting frame (16) and a second lifting machine (18); the excavation module (3) is composed of a movable baffle plate (31) and a fixed sleeve (32). The method comprises the following steps: leveling a field, arranging equipment, preparing a soil sample, saturating a soil body, adjusting a water level, forming seepage, testing and recording data, cleaning a soil filling box and repeating the test.
Description
Technical Field
The invention relates to a submarine shield tunnel excavation test device and method under a seepage condition, and belongs to the technical field of submarine shield tunnel excavation.
Background
The soil arching effect widely exists in various fields of geotechnical engineering, and has been a focus of research for people as a classic problem in soil mechanics. In the shield tunnel engineering, the overlying soil body is loosened due to the tunneling of the shield machine in the construction process, the soil body in the loosening area has stress redistribution, partial soil pressure is transferred to the soil bodies on the two sides of the shield, and the soil pressure acting on the upper part of the segment is far smaller than the full earthing pressure due to the soil arch effect. Therefore, the soil arching effect cannot be ignored in order to reasonably determine the overlying soil pressure of the shield tunnel.
Particularly, for the excavation of the submarine shield tunnel, strong seepage caused by high water pressure can generate seepage volume force in a soil body framework, and the integrity of a force chain between soil body particles and the exertion of a soil arch effect can be further weakened, so that the overlying water and soil pressure acting on the top end of the tunnel and the water and soil pressure on an excavation surface are increased. At present, the research on the soil arching effect is mostly carried out under the condition of dry soil, and no systematic research is available on the coupling effect between seepage and the soil arching effect. Under the background, it is necessary to provide a test method, by which an indoor model test of the shield tunnel excavation process under different seepage conditions can be realized, so that the water and soil load action mechanism of the submarine shield tunnel can be researched, and the earth covering pressure and the earth pressure of the excavation surface of the submarine shield tunnel can be more accurately evaluated.
Disclosure of Invention
The invention aims to realize an indoor model test of a shield tunnel excavation process under different seepage conditions, study the water and soil load action mechanism of a submarine shield tunnel and accurately evaluate the overburden pressure and the excavation surface soil pressure of the submarine shield tunnel.
The invention discloses a submarine shield tunnel excavation test device under a seepage condition. The model box body is connected with the lifting device, and the lifting device controls the movable baffle plate of the excavation module to move to simulate the excavation of the submarine shield tunnel.
The model box body consists of a soil filling box, a steel bracket and an excavation module; the soil filling box is arranged above the steel bracket, and the excavation module is arranged in the middle of the steel bracket;
the lifting device comprises a speed reducing motor, a screw and a gear set; the speed reducing motor is fixed on the steel bracket, the two screw rods are vertically arranged and connected with the movable baffle, the other screw rod is horizontally arranged and connected with the speed reducing motor, and the two screw rods are driven by a gear set;
the test auxiliary device comprises an external water tank, a lifting frame and a digital camera; the external water receiving tank comprises a first external water receiving tank and a second external water receiving tank, and the lifting frame comprises a first lifting frame and a second lifting frame; the first external water tank and the second external water tank are respectively arranged on a first lifting frame and a second lifting frame at two sides of the model box body; the external water tank moves up and down along with the lifting frame by controlling the lifting frame to ascend or descend.
The soil filling box is a cube, the side face with the largest two areas is an observation panel, the bottom face of the soil filling box is composed of fixed bottom plates positioned at two sides and excavation modules in the middle, and water inlet holes are respectively formed in the corners of the two sides of each fixed bottom plate; two rows of water level holes are respectively formed in the same position on two adjacent side walls of the fixed bottom plate and the observation panel, the forming positions of the two water level holes are consistent with the water level required by the test scheme and used for controlling the height of the water level in the test process, the side wall of the model box body and the bottom plate are both stainless steel plates with the thickness not less than 10mm, and the observation panel is a toughened glass plate with the thickness not less than 10 mm.
The excavation module consists of a movable baffle and a fixed sleeve; the movable baffle is a circular arc stainless steel plate, a circle of waterproof gasket is pasted on the side edge of the movable baffle and used for preventing leakage in the test process, four drain holes are formed in the corner part and used for generating seepage in the test process, a pressure measuring hole is formed in the middle part and connected with a pressure measuring pipe and used for measuring pore water pressure at the corresponding position in the test process, and a circular groove is formed in one side of the pressure measuring hole and used for placing a soil pressure cell; the fixed sleeve is a stainless steel cube-shaped sleeve, the wall thickness of the fixed sleeve is not less than 10mm, the inner wall of the fixed sleeve is galvanized, the inner dimension of the fixed sleeve is the same as the outer dimension of the movable baffle, the outer edge of the fixed sleeve is welded with the bottom plate of the soil filling box, the movable baffle is connected with the lifting device, and the movable baffle can freely move up and down in the fixed sleeve in the vertical direction under the action of the lifting device.
The bottoms of the first external water tank and the second external water tank are both provided with holes and can be respectively connected with a water inlet hole at the bottom of the soil filling tank through a plastic hose; the height of the lifting frame can be freely adjusted, and the digital camera is arranged right in front of the observation panel and used for recording the displacement of the soil body in the test process.
The inner side of the soil filling box of the test device and the upper surface of the movable baffle plate are covered with a layer of non-woven fabric at the positions of the water inlet hole, the water level hole, the water discharging hole and the pressure measuring hole; and the water inlet hole, the water level hole, the drain hole and the pressure measuring hole are externally connected with valves.
The invention relates to a submarine shield tunnel excavation test method under seepage conditions, which comprises the following steps:
(1) leveling a field, placing a test device, cleaning a soil filling box of the test device, lubricating the inner wall of the soil filling box, sticking a Teflon film on the stainless steel inner walls and the fixed base plate at two sides of the soil filling box, and smearing a layer of vaseline on the inner sides of the front and rear toughened glass observation panels of the soil filling box.
(2) Installing a dial indicator, a pressure measuring pipe and a soil pressure cell, connecting a lead of the soil pressure cell with a data acquisition instrument, and balancing and clearing a zero point; the soil pressure cell is installed in the circular groove of the movable baffle of the test device.
(3) Filling the test soil sample to a height required by the test in a layering manner by adopting a sand rain method; the test soil sample is sand, and when each layer of soil sample is filled, the distances from the funnel opening of the sand rain device to the top surface of the soil sample are the same.
(4) The water inlet hole is connected with the first external water tank through the plastic hose, and water is injected into the model box to reach the water level required by the test through the first external water tank.
(5) Closing a water inlet valve, reducing the height of the first external water tank to the ground through the first lifting frame, injecting water into the model box through the second external water tank, opening a drain hole valve at the bottom of the movable baffle plate, and forming stable seepage in the test soil sample of the soil filling box;
(6) opening a corresponding water level hole valve at the test water level in the soil filling box, and controlling the height of the test water level;
(7) the excavation of the submarine tunnel is simulated, the total overlying pressure and the pore water pressure change of the shield tunnel are respectively monitored through the soil pressure cell and the pressure measuring tube, and the displacement field of the test soil sample is recorded through the digital camera, so that the distribution rule of the total overlying stress and the pore water pressure of the tunnel and the soil body damage mode in the excavation process are obtained.
(8) And (3) replacing the soil sample, changing the soil filling height and the water level height, repeating the steps (2) to (6), and exploring the influence of different seepage working conditions on the soil arch effect and the soil pressure distribution of the overlying soil body of the submarine shield tunnel.
The first external water tank is filled with water into the model box, and before water is filled, the first external water tank is lifted to the position that the bottom surface height of the first external water tank is higher than the water level height required by the test through the first lifting frame; after water is injected to the soil filling box, the water level in the soil filling box reaches the test water level, the height of the first external water tank is adjusted through the first lifting frame, so that the water level height of the first external water tank is the same as the test water level height in the model box, and the first external water tank is kept stand until the water level height in the piezometer tube reaches the test water level height in the model box.
The second external water receiving tank is used for injecting water into the model box, the test water level height is adjusted and controlled, after the height of the first external water receiving tank is reduced to the ground, the water inlet hole valve is closed, the second external water receiving tank is lifted to the position that the bottom surface of the second external water receiving tank is higher than the test water level height through the second lifting frame, water is slowly injected into the tank from the top of the soil filling tank through the plastic hose, the drain hole valve at the bottom of the movable baffle is opened, further, the corresponding water level hole valve at the test water level position in the soil filling tank is opened, the water injection speed is adjusted through the water outlet valve of the second external water receiving tank, and partial water higher than the test water level overflows from the water level hole, so that the water level in the soil filling.
The method comprises the following steps of simulating excavation of a submarine tunnel, controlling a movable baffle to fall at a constant speed through a speed reduction motor, and simulating excavation of the submarine shield tunnel; and when the displacement of the movable baffle reaches the preset displacement, closing the speed reducing motor, the water level hole and the drain hole valve, stopping the water supply of the second external water receiving tank to the soil filling tank, continuously recording the data of the soil pressure cell and the variation condition of the water head of the pressure measuring pipe, and comparing and confirming the influence of seepage on the water and soil pressure of the excavation of the submarine shield tunnel.
The method has the advantages that the influence of seepage on the redistribution of the stress of the overlying soil body of the shield tunnel excavation is disclosed by simulating the excavation process of the submarine shield tunnel under the conditions of saturation and seepage for the first time, the research on the aspects of water and soil load of the submarine shield tunnel and the like is enriched, and the theory of the relevant aspects of the mutual coupling effect of seepage and soil arching effect is supplemented.
Drawings
FIG. 1 is a schematic structural diagram of a submarine shield tunnel excavation test device;
FIG. 2 is a side view of a model box of the submarine shield tunnel excavation testing apparatus;
FIG. 3 is a top view of a model box of the submarine shield tunnel excavation testing apparatus;
FIG. 4 is a schematic structural view of a movable baffle of the submarine shield tunnel excavation testing device;
FIG. 5 is a schematic view of a method of operating the submarine shield tunnel excavation test apparatus;
in the figure, 1 is a soil filling box, 2 is a steel support, 3 is an excavation module, 4 is an observation panel, 5 is a water inlet, 6 is a water level hole, 7 is a waterproof gasket, 8 is a water drain hole, 9 is a pressure measuring hole, 10 is a pressure measuring pipe, 11 is a circular groove, 12 is a speed reducing motor, 13 is a screw rod, 14 is a gear set, 15 is a first external water tank, 16 is a first lifting frame, 17 is a second external water receiving box, 18 is a second lifting frame, 19 is a digital camera, 31 is a movable baffle, and 32 is a fixed sleeve.
Detailed Description
As shown in fig. 1, the submarine shield tunnel excavation test apparatus under the seepage condition in this embodiment includes a model box, a lifting device, and a test auxiliary device. The model box body is connected with the lifting device, and the movable baffle is controlled to move by the lifting device to simulate the excavation of the submarine shield tunnel.
As shown in fig. 2 and 3, the model case includes a soil-filling box 1, a steel support 2, and an excavation module 3. The soil filling box 1 is a cube and is erected on the steel support 2, the two side faces with the largest area are observation panels 4 made of toughened glass, and the observation panels are fixed with the box bodies on the two sides through hot melt adhesives. The bottom surface of the soil filling box 3 consists of fixed bottom plates at two sides and an excavation module 3 at the middle part. Four water inlets 5 are arranged at four corners of the fixed bottom plate, and test water is injected into the soil filling box 3 from the four water inlets. The width of the excavation module is B, and two rows of water level holes 6 are respectively arranged on the box bodies on two sides and at the positions 2B, 3B and 4B away from the bottom plate of the earth filling box 3 and used for controlling different initial water levels so as to simulate different seepage working conditions. The side wall and the bottom plate of the model box body are both stainless steel plates with the thickness not less than 10mm, and the observation panel is a toughened glass plate with the thickness not less than 10 mm.
The excavation module 3 is composed of a movable baffle 31 and a fixed sleeve 32. The movable baffle plate 31 is a circular arc-shaped stainless steel plate, a circle of waterproof gasket 7 is pasted on the side edge of the movable baffle plate to prevent leakage in the test process, four drain holes 8 are formed in the corner part to generate seepage in the test process, a pressure measuring hole 9 is formed in the middle part and is connected with a pressure measuring pipe 10 to measure the pore water pressure of the corresponding position in the test process, and a circular groove 11 is formed in one side of the pressure measuring hole to place a soil pressure cell; the fixed sleeve 32 is a stainless steel cube-shaped sleeve, the wall thickness of the fixed sleeve is not less than 10mm, the inner wall of the fixed sleeve is galvanized, the inner dimension of the fixed sleeve is the same as the outer dimension of the movable baffle, the outer edge of the fixed sleeve is welded with the bottom plate of the soil filling box, the movable baffle 31 is connected with the lifting device, and the fixed sleeve can freely move up and down in the fixed sleeve 32 in the vertical direction under the action of the lifting device. The flapper 31 is shown in fig. 4.
The lifting device comprises a speed reducing motor 12, a screw 13 and a gear set 14. The gear motor 12 is fixed on the steel bracket 2, and the rotating speed and the rotating direction of the gear motor can be adjusted, so that different test requirements can be met. The screw rods 13 are horizontally arranged and connected with the speed reducing motor 12, and the other screw rod is vertically arranged and connected with the excavation module 3. The excavation module 3 comprises a movable baffle 31 and a fixed sleeve 32 welded at the upper edge to the bottom plate of the soil-filling box 1. The movable baffle 31 is a half arc plate for simulating a shield tunnel. The movable baffle plate is connected with the screw rods 13, and the two screw rods are driven by the gear set 14, so that the speed reducing motor 12 can control the movable baffle plate 31 to move up and down in the fixed sleeve 32 at different speeds, and the simulation of shield tunnel excavation unloading is realized.
The test auxiliary device comprises an external water tank, a lifting frame and a digital camera; the external water receiving tank comprises a first external water receiving tank 15 and a second external water receiving tank 17, and the lifting frame comprises a first lifting frame 16 and a second lifting frame 18; a first external water tank 15 and a second external water tank 17 are respectively arranged on a first lifting frame 16 and a second lifting frame 18 at two sides of the model box body; the external water tank moves up and down along with the lifting frame by controlling the lifting frame to ascend or descend.
The bottoms of the first external water tank 15 and the second external water tank 17 are both provided with holes and are respectively connected with two water inlet holes 5 at the bottom of the soil filling box through plastic hoses; the height of the lifting frame can be freely adjusted, and the digital camera 19 is arranged right in front of the observation panel and used for recording the displacement of the soil body in the test process.
As shown in fig. 5, the method for testing excavation of a submarine shield tunnel under a seepage condition in this embodiment includes the following steps:
(1) the method comprises the steps of leveling a field, placing a testing device and cleaning a soil filling box 1, pasting a Teflon film on the inner wall of the soil filling box except an observation panel, coating vaseline on the inner side of the observation panel 4 to reduce friction between the inner wall of the soil filling box and a test soil sample, pasting a layer of non-woven fabric on the inner wall of the soil filling box and the positions of a water inlet 5, a water outlet 8, a water level hole 6 and a pressure measuring hole 9 above a movable baffle 31, and filling water into two external water tanks through a tap water pipe.
(2) The sensors are arranged, according to the specific requirements of the test, the soil pressure cell is placed in the circular groove 11 of the movable baffle plate 31, and the lead of the soil pressure cell is fixed on the movable baffle plate by hot melt adhesive, so that the situation that the lead cuts the soil body in the test process is avoided. The tail end of the lead is connected with a data acquisition instrument and is balanced and cleared of zero point. A dial indicator is arranged at the bottom of the movable baffle, plastic hoses are connected to the water inlet 5, the water outlet 8 and the corresponding water level hole 6 corresponding to the test water level, a pressure measuring pipe 10 is connected to the pressure measuring hole 9, and all valves are guaranteed to be in a closed state.
(3) Preparing a soil sample, namely pouring standard sand for testing into a sand rain funnel, conveying the sand rain funnel to the upper part of a soil filling box 1 through a crane, filling a test soil body layer by taking 50mm as one layer through a sand rain method until the buried depth of the top of a movable baffle is equal to the diameter of the circular arc-shaped movable baffle, and ensuring that the sand rain fall distance is the same during filling each time, thereby controlling the compactness and the apparent gravity of each layer of soil sample to be the same.
(4) The soil body is saturated, and the two external water tanks are respectively a first external water tank 15 and a second external water tank 17. Connecting the water inlet 5 with the openings at the bottoms of the two external water tanks through plastic hoses; the height of the bottom surface of the first external water tank 15 is adjusted to be higher than the test water level through the first lifting frame 16, a valve of the water inlet hole 5 and a valve at the bottom of the first external water tank 15 are opened, and water is slowly injected into the soil filling box 1 through the first external water tank 15 until the distance between the water surface and the top of the movable baffle 31 is equal to twice the diameter of the movable baffle; then, the height of the first external water tank is adjusted through a first lifting frame 16, so that the water level height of the first external water tank is the same as the test water level height in the model tank; and standing until the height of the water level in the pressure measuring pipe is equal to that in the model box so as to ensure that the test soil sample is saturated.
(5) And (3) forming seepage, closing a valve of the water inlet hole 5, reducing the height of the first external water tank 15 to the ground by the first lifting frame 16, opening a drain hole 8 valve at the bottom of the movable baffle plate 31, lifting the second external water tank 17 to the position that the bottom surface of the second external water tank is higher than the test water level by the second lifting frame 18, opening a water outlet valve at the bottom of the second external water tank, slowly injecting water into the soil filling box from the top surface of the soil filling box through the plastic hose, and simultaneously discharging the discharged test water into the first external water tank 15 through the plastic hose of the drain hole 8.
(6) The water level control opens the valve of the corresponding water level hole 6 of the internal test water level of the earth-filling box, and simultaneously adjusts the water injection speed through the valve at the water outlet at the bottom of the second external water receiving box 17, so that the water inflow is increased, the test water higher than the test water level part flows out from the water level hole 6 all the time, the water level is stabilized at the test design water level height, and the test water overflowing from the water level hole 6 is drained into the first external water tank 15 through the plastic hose.
(7) The test was conducted and data was recorded, and a digital camera 19 was mounted at a position about 2m in front of the observation panel 4. Reading initial data of the dial indicator and the piezometer tube 9, starting the speed reducing motor 12, adjusting the rotating speed of the motor to 1mm/min, enabling the movable baffle 31 to slowly fall at a constant speed, and simulating the shield tunnel excavation process; meanwhile, recording soil pressure data at the frequency of 1 time/s through a data acquisition instrument, and shooting and recording a photograph of soil displacement in the test process at the frequency of 15s through a digital camera; when the displacement of the movable baffle 12 reaches one tenth of the diameter of the movable baffle, reading the data of the pressure measuring pipe 9 for the second time, closing the speed reducing motor 12, the water level hole 6 and the drain hole 8, stopping the water supply of the second external water receiving tank to the soil filling tank, continuously recording the data of the soil pressure cell, reading the data of the pressure measuring pipe for the third time, and comparing the obtained data with the data under the previous seepage condition so as to confirm the influence of the seepage on the water and soil pressure of the excavation of the submarine shield tunnel.
(8) And (3) after the test is finished, cleaning the soil filling box, reading the final reading of the dial indicator, removing the dial indicator, lowering the height of the second external water receiving box 17 to the ground, opening a drain hole 8 valve, draining test water in the soil filling box into the two external water tanks through a drain hole 8 hose, taking out a soil sample and a sensor in the soil filling box, cleaning the soil filling box, raising the movable baffle to a position before the test through a speed reducing motor, changing the soil filling height and the water level height, and repeating the steps (3) - (8).
The method comprises the steps of measuring the distribution of total overlying pressure and pore water pressure in the excavation of the submarine shield tunnel under different soil filling heights, different water levels and different seepage working conditions by changing the soil filling height and the water level height, and then subtracting the pore water pressure from the total pressure to obtain the distribution of effective overlying soil pressure in the excavation of the submarine shield tunnel. By drawing the change chart of the effective soil pressure at different positions in the test process and comparing the change chart with the relationship of the initial static effective soil pressure straight line, the soil arch effect exertion condition of each measuring point position and the influence of seepage on the soil arch effect and the soil pressure distribution can be judged: the effective soil pressure change curve is approximately superposed with the initial static soil pressure straight line, which shows that no soil arch effect occurs at the position; the effective soil pressure change curve falls below the initial static soil pressure straight line, which shows that the soil arching effect occurs at the position, and the larger the distance between the effective soil pressure change curve and the initial static soil pressure straight line, the more obvious the soil arching effect is. In addition, the auxiliary software is used for carrying out comparative analysis on the soil body photos shot by the digital camera in the test process, so that the change conditions of the upper soil body displacement field and the strain field in the falling process (shield tunnel excavation) of the movable baffle plate can be drawn, and the soil body damage mechanism under the seepage condition can be obtained.
In summary, in the embodiment, the development process of the active soil arch caused by the shield tunnel excavation under various seepage working conditions is simulated for the first time, the influence rule of seepage on the soil body destruction mode and the soil pressure distribution of the soil arch loosening area is disclosed, and the research on the water and soil load borne in the submarine shield tunnel excavation process is enriched.
Claims (7)
1. A submarine shield tunnel excavation test device under seepage conditions is characterized by comprising a model box body, a lifting device and a test auxiliary device; the model box body is connected with the lifting device, and the movable baffle is controlled to move by the lifting device to simulate the excavation of the submarine shield tunnel;
the model box body consists of a soil filling box, a steel bracket and an excavation module; the soil filling box is arranged above the steel bracket, and the excavation module is arranged in the middle of the steel bracket;
the lifting device comprises a speed reducing motor, a screw and a gear set; the speed reducing motor is fixed on the steel bracket, the two screw rods are vertically arranged and connected with the movable baffle, the other screw rod is horizontally arranged and connected with the speed reducing motor, and the two screw rods are driven by a gear set;
the test auxiliary device comprises an external water tank, a lifting frame and a digital camera; the external water receiving tank comprises a first external water receiving tank and a second external water receiving tank, and the lifting frame comprises a first lifting frame and a second lifting frame; the first external water tank and the second external water tank are respectively arranged on a first lifting frame and a second lifting frame at two sides of the model box body; the external water tank moves up and down along with the lifting frame by controlling the lifting frame to ascend or descend;
the soil filling box is a cube, the side face with the largest two areas is an observation panel, the bottom face of the soil filling box is composed of fixed bottom plates positioned at two sides and excavation modules in the middle, and water inlet holes are respectively formed in the corners of the two sides of each fixed bottom plate; two rows of water level holes are respectively formed in the same position on two adjacent side walls of the fixed bottom plate and the observation panel, the forming positions of the water level holes are consistent with the water level required by the test scheme and used for controlling the height of the water level in the test process, the side wall of the model box body and the bottom plate are both stainless steel plates with the thickness not less than 10mm, and the observation panel is a toughened glass plate with the thickness not less than 10 mm;
the excavation module consists of a movable baffle and a fixed sleeve; the movable baffle is a circular arc stainless steel plate, a circle of waterproof gasket is pasted on the side edge of the movable baffle and used for preventing leakage in the test process, four drain holes are formed in the corner part and used for generating seepage in the test process, a pressure measuring hole is formed in the middle part and connected with a pressure measuring pipe and used for measuring pore water pressure at the corresponding position in the test process, and a circular groove is formed in one side of the pressure measuring hole and used for placing a soil pressure cell; the fixed sleeve is a stainless steel cube-shaped sleeve, the wall thickness of the fixed sleeve is not less than 10mm, the inner wall of the fixed sleeve is galvanized, the inner dimension of the fixed sleeve is the same as the outer dimension of the movable baffle, the outer edge of the fixed sleeve is welded with the bottom plate of the soil filling box, the movable baffle is connected with the lifting device, and the movable baffle can freely move up and down in the fixed sleeve in the vertical direction under the action of the lifting device.
2. The submarine shield tunnel excavation test device under seepage conditions according to claim 1, wherein the bottoms of the first external water tank and the second external water tank are both provided with holes and valves, and can be respectively connected with water inlet holes at the bottom of a soil filling tank through plastic hoses; the height of the lifting frame can be freely adjusted, and the digital camera is arranged right in front of the observation panel and used for recording the displacement of the soil body in the test process.
3. The submarine shield tunnel excavation test device under seepage conditions of claim 1, wherein the inner side of a soil filling box and the upper surface of the movable baffle plate of the test device are covered with a layer of non-woven fabric at the positions of the water inlet hole, the water level hole, the drain hole and the pressure measuring hole; and the water inlet hole, the water level hole, the drain hole and the pressure measuring hole are externally connected with valves.
4. The submarine shield tunnel excavation test method under the seepage condition by adopting the submarine shield tunnel excavation test device according to any one of claims 1 to 3, wherein the method comprises the following steps:
(1) leveling a field, placing a test device, cleaning a soil filling box of the test device, lubricating the inner wall of the soil filling box, sticking a Teflon film on the stainless steel inner walls and a fixed bottom plate at two sides of the soil filling box, and smearing a layer of vaseline on the inner sides of front and rear toughened glass observation panels of the soil filling box;
(2) installing a dial indicator, a pressure measuring pipe and a soil pressure cell, connecting a lead of the soil pressure cell with a data acquisition instrument, and balancing and clearing a zero point; the soil pressure box is arranged in the circular groove of the movable baffle of the test device;
(3) filling the test soil sample to a height required by the test in a layering manner by adopting a sand rain method; the test soil sample is sandy soil, and when each layer of soil sample is filled, the distances from the funnel opening of the sand rain device to the top surface of the soil sample are the same;
(4) connecting the water inlet hole with the bottom of the first external water tank through a plastic hose, and injecting water into the model box to reach the water level required by the test through the first external water tank;
(5) closing a water inlet valve, reducing the height of the first external water tank to the ground through the first lifting frame, injecting water into the model box through the second external water tank, opening a drain hole valve at the bottom of the movable baffle plate, and forming stable seepage in the test soil sample of the soil filling box;
(6) opening a corresponding water level hole valve at the test water level in the soil filling box, and controlling the height of the test water level;
(7) simulating excavation of a submarine tunnel, monitoring total overlying pressure and pore water pressure changes of the shield tunnel through a soil pressure cell and a pressure measuring tube respectively, and recording a test soil sample displacement field through a digital camera, so as to obtain a distribution rule of the total overlying stress and the pore water pressure of the tunnel and a soil body destruction mode in the excavation process;
(8) and (3) replacing the soil sample, changing the soil filling height and the water level height, repeating the steps (2) to (6), and exploring the influence of different seepage working conditions on the soil arch effect and the soil pressure distribution of the overlying soil body of the submarine shield tunnel.
5. The method for testing the excavation of the submarine shield tunnel under the seepage condition according to claim 4, wherein the first external water tank is filled with water into the model box, and the first external water tank is lifted to a position where the bottom surface of the first external water tank is higher than the water level required by the test by the first lifting frame before water is filled; after water is injected to the soil filling box, the water level in the soil filling box reaches the test water level, the height of the first external water tank is adjusted through the first lifting frame, so that the water level height of the first external water tank is the same as the test water level height in the model box, and the first external water tank is kept stand until the water level height in the piezometer tube reaches the test water level height in the model box.
6. The method for testing the excavation of the submarine shield tunnel under the seepage condition according to claim 4, wherein the second external water receiving tank is filled with water into the model box, the test water level height is adjusted and controlled, the water inlet valve is closed after the height of the first external water receiving tank is reduced to the ground, the second external water receiving tank is lifted by the second lifting frame until the bottom surface of the second external water receiving tank is higher than the test water level height, water is slowly filled into the tank from the top of the soil filling tank through a plastic hose, the drain hole valve at the bottom of the movable baffle is opened, further, the corresponding water level hole valve at the test water level in the soil filling tank is opened, and the water filling speed is adjusted through the water outlet valve of the second external water receiving tank, so that part of water higher than the test water level overflows from the water level hole, and the water level in the soil filling tank is ensured to be stabilized at the.
7. The method for testing the excavation of the submarine shield tunnel under the seepage condition according to claim 4, wherein the excavation of the submarine shield tunnel is simulated by controlling a movable baffle to fall at a constant speed through a speed reduction motor; and when the displacement of the movable baffle reaches the preset displacement, closing the speed reducing motor, the water level hole and the drain hole valve, stopping the water supply of the second external water receiving tank to the soil filling tank, continuously recording the data of the soil pressure cell and the variation condition of the water head of the pressure measuring pipe, and comparing and confirming the influence of seepage on the water and soil pressure of the excavation of the submarine shield tunnel.
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Citations (13)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| WO2009037315A1 (en) * | 2007-09-18 | 2009-03-26 | Bouygues Travaux Publics | Process for determining additives used in tunnel boring machines and device |
| CN103278376A (en) * | 2013-05-29 | 2013-09-04 | 浙江大学 | Test device of stability control model of earth pressure balance shield excavation surface |
| CN203287239U (en) * | 2013-05-29 | 2013-11-13 | 浙江大学 | Earth pressure balance shield excavation face stability control model test device |
| JP2013256842A (en) * | 2012-06-14 | 2013-12-26 | Kajima Corp | Boring condition setting method and control method of shield machine |
| CN104897527A (en) * | 2015-06-11 | 2015-09-09 | 同济大学 | Visual quasi-rectangular shield synchronous grouting slurry diffusion mode research platform and application |
| CN105137048A (en) * | 2015-09-28 | 2015-12-09 | 北京建筑大学 | Stratum grouting simulation system |
| CN205262912U (en) * | 2015-12-16 | 2016-05-25 | 北京交通大学 | Experimental device for it constructs sludge -biofilm formation to be used for simulating shield |
| CN105863624A (en) * | 2016-04-12 | 2016-08-17 | 河海大学 | Visual testing method for simulating permeation of slurry into stratum during slurry shielding |
| CN105866337A (en) * | 2016-04-21 | 2016-08-17 | 河海大学 | Device and method for testing slurry shield excavation surface mud film formation and mud film air tightness under high pressure |
| CN106198921A (en) * | 2016-06-15 | 2016-12-07 | 浙江大学 | A kind of subway shield tunnel construction Disturbance Model assay device and test method thereof |
| CN106442941A (en) * | 2016-11-11 | 2017-02-22 | 浙江科技学院（浙江中德科技促进中心） | Testing apparatus and method for shield crossing liquefiable top and hard bottom stratum |
| CN107045044A (en) * | 2017-06-06 | 2017-08-15 | 福州大学 | A kind of pullout type model test apparatus and method for simulating Shield Tunneling mortar depositing construction |
| CN107489426A (en) * | 2017-09-29 | 2017-12-19 | 中铁隧道局集团有限公司 | A kind of slurry shield lab simulation mole and its analogy method |
-
2018
- 2018-03-29 CN CN201810267877.5A patent/CN108489892B/en active Active
Patent Citations (13)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| WO2009037315A1 (en) * | 2007-09-18 | 2009-03-26 | Bouygues Travaux Publics | Process for determining additives used in tunnel boring machines and device |
| JP2013256842A (en) * | 2012-06-14 | 2013-12-26 | Kajima Corp | Boring condition setting method and control method of shield machine |
| CN103278376A (en) * | 2013-05-29 | 2013-09-04 | 浙江大学 | Test device of stability control model of earth pressure balance shield excavation surface |
| CN203287239U (en) * | 2013-05-29 | 2013-11-13 | 浙江大学 | Earth pressure balance shield excavation face stability control model test device |
| CN104897527A (en) * | 2015-06-11 | 2015-09-09 | 同济大学 | Visual quasi-rectangular shield synchronous grouting slurry diffusion mode research platform and application |
| CN105137048A (en) * | 2015-09-28 | 2015-12-09 | 北京建筑大学 | Stratum grouting simulation system |
| CN205262912U (en) * | 2015-12-16 | 2016-05-25 | 北京交通大学 | Experimental device for it constructs sludge -biofilm formation to be used for simulating shield |
| CN105863624A (en) * | 2016-04-12 | 2016-08-17 | 河海大学 | Visual testing method for simulating permeation of slurry into stratum during slurry shielding |
| CN105866337A (en) * | 2016-04-21 | 2016-08-17 | 河海大学 | Device and method for testing slurry shield excavation surface mud film formation and mud film air tightness under high pressure |
| CN106198921A (en) * | 2016-06-15 | 2016-12-07 | 浙江大学 | A kind of subway shield tunnel construction Disturbance Model assay device and test method thereof |
| CN106442941A (en) * | 2016-11-11 | 2017-02-22 | 浙江科技学院（浙江中德科技促进中心） | Testing apparatus and method for shield crossing liquefiable top and hard bottom stratum |
| CN107045044A (en) * | 2017-06-06 | 2017-08-15 | 福州大学 | A kind of pullout type model test apparatus and method for simulating Shield Tunneling mortar depositing construction |
| CN107489426A (en) * | 2017-09-29 | 2017-12-19 | 中铁隧道局集团有限公司 | A kind of slurry shield lab simulation mole and its analogy method |
Non-Patent Citations (3)
| Title |
|---|
| Effect of seepage forces on tunnel face stability;In-Mo Lee et al.;《Can. Geotech. J.》;20031231;第40卷;第342-351页 * |
| 基于连续介质模型的海底隧道渗流问题分析;房倩等;《岩石力学与工程学报》;20171231;第26卷;第3776-3784页 * |
| 考虑渗流的多层土盾构隧道开挖面稳定性分析;乔金丽等;《岩土力学》;20100530;第31卷(第5期);第1497-1506页 * |
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