A full-scale test device and construction method for contact scour damage and grouting repair of pressure pipe culverts through dikes

Abstract

A full-scale test device and construction method for contact scour damage and grouting repair of a pressure pipe culvert through a dike, belonging to the field of dike scour damage simulation and grouting repair. The concrete pipe culvert is buried in the lower part of the dike, and two leakage holes are radially preset on the concrete pipe culvert, and a leakage device is installed on the leakage hole; the leakage device includes four sets of filter components, two sets of flow acquisition modules, four sets of flow velocity acquisition modules and two sets of tees, each set of filter components includes a filter screen and a screw; each set of tees is divided into an inlet and two outlets, and each set of filter components is tightly connected to the outlet through a screw, and the inlet on each set of tees is respectively connected to one end of the grouting pipe or water injection pipe, and the other end is respectively connected to the water injection device and the grouting equipment; sensors are arranged from top to bottom on the plane where the central axis of the concrete pipe culvert is located. The present invention can reduce the test cost, reduce the site dependence, and has a full-scale test model and construction method for contact scour damage and grouting repair of a pressure pipe culvert through a dike with controllable test conditions.

Description

Technical Field

[0001] The present invention relates to the field of embankment scour damage simulation and grouting repair, and in particular to a full-scale test model and a construction method for simulating contact scour damage and grouting repair of a pressure pipe culvert penetrating an embankment. Background Art

[0002] Through-embankment culverts are crucial structures for embankment drainage and water storage. They allow water to flow through the embankment, ensuring its integrity and safety during periods of high water levels. Often buried at the base of the embankment, these structures are deep, high-lying drainage and water storage structures. Due to their advantages of short construction times and low costs, through-embankment culverts are widely used in water conservancy projects. Depending on their application, through-embankment culverts are typically categorized as pressurized or non-pressurized. Pressurized culverts, due to the high pressure inside them, have lower structural durability and safety, and therefore require significant research and protection.

[0003] Pressurized pipes not only bear the weight of the overlying soil and additional surface loads, but also the internal pressure, creating a complex operating environment. Under such high-load operating conditions, the negative impact of uneven soil settlement around the pipe becomes particularly pronounced. As uneven settlement progresses, the advantageous seepage channels at the pipe-soil interface expand, increasing the soil load on the pipe. Furthermore, aging culvert materials make the inner and outer walls of the culvert susceptible to delamination, cracks, and even holes. Once holes develop in the pipe, the water inside the pressurized culvert, under high pressure, surges into the embankment at extremely high speeds, rapidly saturating the surrounding soil and causing a sharp drop in its shear strength. Furthermore, the erosion of high-pressure water can create cavities and cracks within the embankment, further exacerbating the uneven settlement and seriously endangering the safety of both the embankment and the pipeline.

[0004] At present, research on through-embankment culverts is mostly focused on indoor model tests. However, due to the scale effect, model tests are often difficult to accurately reflect the actual situation of the project. In addition, model tests often use similar materials, which further increases the test error. Since the size of the full-scale test is close to the actual engineering structure, and the selected test materials are also completely based on the construction standards, the measured data are more real and reliable, and more instructive for engineering applications. However, the full-scale test cannot be repeated, the workload is large, the cycle is long, it is obviously restricted by site conditions, and some test variables are uncontrollable. In response to the above problems, it is necessary to develop a full-scale test model that can reduce the test workload, increase the controllability of the test, and reduce site dependence. This invention provides a full-scale test model for contact scouring damage and grouting repair of through-embankment pressurized culverts. The test model can simulate different pipeline leakage pressures through a built-in leakage device, and can also avoid drilling holes in the embankment body during the grouting repair test, effectively reducing the workload of the full-scale test. In addition, since the present invention adopts the method of placing a conduit inside the pipeline, compared with laying out grouting pipes and water injection pipes outside the pipeline, it can reduce the impact of the test device on the seepage field of the dam, making the test data more reliable. Summary of the Invention

[0005] In response to the problems existing in the existing full-scale tests on contact scouring damage and grouting repair of pressurized pipe culverts through dikes, the present application provides a full-scale test model and construction method for contact scouring damage and grouting repair of pressurized pipe culverts through dikes, which can reduce test costs, reduce site dependence and have controllable test conditions.

[0006] The technical solution of the present invention:

[0007] A full-scale test device for contact scour damage and grouting repair of pressurized pipe culverts through dikes, comprising a dike 1, a concrete pipe culvert 2, a conduit 3, a leakage hole 9, a water injection pipe 10, a grouting pipe 11, a grouting device 12, a water injection device 13 and a sensor 15. The concrete pipe culvert 2 is buried in the lower part of the dike 1. Two leakage holes 9 are radially preset on the concrete pipe culvert 2. A leakage device 21 is installed on the leakage hole 9. The leakage device 21 comprises four sets of filter assemblies 4, two sets of flow acquisition modules 6, four sets of flow rate acquisition modules 5 and two sets of tee pipes 20. Each set of filter assemblies 4 comprises a filter screen 16 and a screw 19. Each set of the tee pipes 20 is divided into an inlet 7 and two outlets 8. The flow acquisition module 6 is installed at the inlet 7, and the flow rate acquisition module 5 is installed at the outlet 8. Each set of the filter assembly 4 is tightly connected to the outlet 8 via a screw 19. The outlet 8 is tightly fitted with the leakage hole 9, and the outlet 8 is axially aligned with the filter screen 16 in the filter assembly 4. The surface is vertical, and the inlet 7 on each set of three-way pipes 20 is respectively connected to one end of the grouting pipe 11 or the water injection pipe 10. The grouting pipe 11 and the water injection pipe 10 are respectively covered with a conduit 3, and the other ends are respectively connected to the water injection equipment 13 and the grouting equipment 12; the water injection equipment 13 can adjust the water injection pressure in real time according to the flow acquisition module 6 to simulate different leakage conditions; the plane where the central axis of the concrete culvert 2 is located is respectively arranged with sensors 15 from top to bottom, and the data changes of the sensors 15 for real-time monitoring of the pore pressure and soil pressure inside the dam 1 during the water injection process; the grouting equipment 12 can control the grouting amount through the flow acquisition module 6, and inject polymer into the dam 1 when the data of the sensor 15 reaches a certain value.

[0008] Furthermore, the concrete culvert 2 is parallel to the bottom surface of the dam 1 .

[0009] Furthermore, the inlet 7 on the tee pipe 20 is bonded to the water injection pipe 10 and the grouting pipe 11 by means of PVC-U water supply type adhesive.

[0010] Furthermore, the gap between the leakage device 21 and the leakage hole 9 is treated to be anti-seepage by applying sealing silica gel.

[0011] Furthermore, the filter screen 16 in the filter assembly 4 has holes at four corners and is fixed by screws 14 on the holes.

[0012] Furthermore, the flow rate collection module 5 is attached to the outlet of the tee pipe 20 and fixed with a cable tie.

[0013] Furthermore, the flow collection module 6 is pasted on the inlet of the tee pipe 20 and fixed with a cable tie.

[0014] Furthermore, the grouting pipe 11 and the water injection pipe 10 are placed in parallel in the conduit 3 .

[0015] Furthermore, the downstream outlet end of the concrete culvert 2 is blocked by a concrete plug 17 to form a downstream blocking section.

[0016] The construction method for contact scouring damage and grouting repair of a pressure pipe culvert through a dike includes:

[0017] S1, drilling of concrete culvert 2: drilling leakage holes 9 at preset leakage locations of concrete culvert 2;

[0018] S2. Filling of embankment 1: Filling of embankment 1 in layers, and compacting and scraping the surface of each layer;

[0019] S3. Place concrete culvert 2: When the embankment 1 is filled to a specified height, dig a trench to place the concrete culvert 2;

[0020] S4. Install the leakage device 21: Connect the grouting pipe 11 and the water injection pipe 10 to the inlet 7 of the corresponding tee pipe 20 respectively, and use the traction rope to pull them from the inside of the concrete culvert 2 to the leakage hole 9, and then connect the filter assembly 4 to the outlet 8 of the tee pipe 20 through the screw 19;

[0021] S5, sealing treatment: evenly apply sealing silica gel to the gap between the outlet 8 of the tee pipe 20 and the leakage hole 9;

[0022] S6. Apply a concrete plug 17 at the downstream outlet of the concrete culvert 2 and repeat step S2;

[0023] S7, sensor burial: during the filling process of the embankment 1, sensors 15 are buried at different levels;

[0024] S8. After the dam 1 model is built, water is stored upstream so that the interior of the concrete culvert 2 is filled with water to simulate the gravity of water;

[0025] S9, adjusting different water injection pressures to conduct a pressure pipe culvert leakage scouring test on the dam 1;

[0026] S10, real-time monitoring of data changes from the flow acquisition module 6 and the flow velocity acquisition module 5 of the sensor 15 inside the dam 1, and starting the grouting equipment 12 to perform a grouting repair test on the dam 1 when damage occurs inside the dam 1;

[0027] S11. Based on the test data obtained, the development of scour damage of Dam 1 and the effect of grouting repair were studied and analyzed.

[0028] In summary, this application has at least one of the following beneficial effects:

[0029] 1. It can simulate the contact scour damage in the full-scale test of the pressure pipe culvert through the dike, and at the same time avoid grouting drilling, effectively reducing the workload required for grouting repair;

[0030] 2. By adjusting the pressure of the water injection equipment and the water outlet position of the leakage device, different leakage conditions of the pressurized culvert can be simulated.

[0031] 3. It can reduce the requirements for site conditions and equipment, and scouring destruction can be achieved by using low-power water injection equipment.

[0032] 4. The leakage order of the leakage holes can be controlled to simulate more complex leakage conditions. BRIEF DESCRIPTION OF THE DRAWINGS

[0033] Figure 1 It is an overall schematic diagram of the full-scale test device and construction method for contact scour damage and grouting repair of the pressurized pipe culvert through the dike described in this application;

[0034] Figure 2 It is a schematic diagram of a leakage device for a full-scale test device and construction method for contact scour damage and grouting repair of a pressurized pipe culvert through a dike as described in this application;

[0035] Figure 3 It is a schematic diagram of the filter assembly of the full-scale test device and construction method for contact scour damage and grouting repair of the pressurized pipe culvert through the dike described in this application;

[0036] Figure 4 It is a schematic diagram of a conduit for a full-scale test device and construction method for contact scour damage and grouting repair of a pressurized pipe culvert through a dike as described in this application;

[0037] Figure 5 This is a schematic diagram of a concrete pipe culvert for a full-scale test device and construction method for contact scour damage and grouting repair of a pressure pipe culvert through a dike as described in this application;

[0038] Figure 6 This is a flow chart of the full-scale test device and construction method for contact scour damage and grouting repair of pressurized pipe culverts through dikes described in this application;

[0039] In the figure: 1. Dam; 2. Concrete culvert; 3. Conduit; 4. Filter assembly; 5. Flow velocity acquisition module; 6. Flow rate acquisition module; 7. Inlet; 8. Outlet; 9. Leakage hole; 10. Water injection pipe; 11. Grouting pipe; 12. Grouting equipment; 13. Water injection equipment; 14. Screw; 15. Sensor 16. Filter; 17. Concrete plug; 19. Screw; 20. Tee; 21 Leakage device. DETAILED DESCRIPTION

[0040] The following will further describe the test model and construction method in the embodiment of the present application in detail and in full with reference to the accompanying drawings. Obviously, the embodiment described is only a part of the embodiment of the present invention, not all embodiments. Figure 1-6 .

[0041] The present embodiment provides a full-scale test model and construction method for simulating contact scour damage and grouting repair of a pressurized culvert through a dike, including a dike 1, a concrete culvert 2, a conduit 3, a filter assembly 4, a velocity acquisition module 5, a flow acquisition module 6, an inlet 7, an outlet 8, a leakage hole 9, a water injection pipe 10, a grouting pipe 11, a grouting device 12, a water injection device 13, a screw 14, a sensor 15, a filter screen 16, a concrete plug 17, a screw 19, a tee 20, and a leakage device 21. A concrete culvert 2 is provided at the bottom of the dike 1, and a leakage hole 9 is provided on the concrete culvert 2. 3, 5, and 5 sensors 15 are arranged from top to bottom on the plane where the central axis of the concrete culvert 2 is located. A concrete plug 17 is provided at the downstream end of the concrete culvert 2. A filter assembly 15 is provided on the leakage device 21. A filter screen 16 is installed in the filter assembly 15. Four screw holes are provided at the corresponding positions of the four corners of the filter screen 16. The filter assembly 15 and the tee 20 are connected by a screw 19. After connection, it is installed at the leakage hole 9, and the seam is treated with sealing silicone to prevent seepage. The other end of the tee pipe 20 on the leakage device 21 is connected to the grouting pipe 11 and the water injection pipe 10. The grouting pipe 10 and the water injection pipe 11 are covered with a conduit 3. The conduit 3 extends from the inside of the concrete culvert 2 to the leakage hole 9. The grouting equipment 12 and the water injection equipment 13 are respectively connected to the grouting pipe 11 and the water injection pipe 10 in the conduit 3, and the polymer slurry and water are injected into the inside of the dam 1 through the leakage hole 9.

[0042] In this embodiment, the dam has a slope of 1:2, a crest width of 4m, a height of 3m, and a length of 16m. The dam body is made of silt with a compaction degree of 0.95. Seepage holes are located at the upper and lower portions of the middle section of the culvert. Polymer slurry tends to have a slightly higher viscosity than aqueous solutions, so the pore size of the filter screen 16 installed in the filter assembly should be different. The pore size of the filter screen 16 installed at the grouting outlet should be slightly larger than that of the water injection outlet, ensuring smooth slurry flow while preventing impurities in the soil from clogging the outlet. The specific construction process is as follows:

[0043] S1, drilling of concrete culvert 2: drilling leakage holes 9 at preset leakage locations of concrete culvert 2;

[0044] S2. Filling of embankment 1: Filling of embankment 1 in layers, and compacting and scraping the surface of each layer;

[0045] S3. Place concrete culvert 2: When the embankment 1 is filled to a specified height, dig a trench to place the concrete culvert 2;

[0046] S4. Install the leakage device 21: Connect the grouting pipe 11 and the water injection pipe 10 to the inlet 7 of the corresponding tee pipe 20 respectively, and use the traction rope to pull them from the inside of the concrete culvert 2 to the leakage hole 9, and then connect the filter assembly 4 to the outlet 8 of the tee pipe 20 through the screw 19;

[0047] S5, sealing treatment: evenly apply sealing silica gel to the gap between the outlet 8 of the tee pipe 20 and the leakage hole 9;

[0048] S6. Apply a concrete plug 17 at the downstream outlet of the concrete culvert 2 and repeat step S2;

[0049] S7. Sensor burial: During the embankment filling process, pore pressure and soil pressure sensors 15 are buried at the 0.4m, 1.4m, and 2.4m levels respectively;

[0050] S8. After the dam 1 model is built, water is stored upstream so that the interior of the concrete culvert 2 is filled with water to simulate the gravity of water;

[0051] S9, adjusting different water injection pressures to conduct a pressure pipe culvert leakage scouring test on the dam 1;

[0052] S10, real-time monitoring of data changes from the flow acquisition module 6 and the flow velocity acquisition module 5 of the pore pressure and earth pressure sensors 15 inside the dam 1, and starting the grouting equipment 12 to perform a grouting repair test on the dam 1 when damage occurs inside the dam 1;

[0053] S11. Based on the test data obtained, the development of scour damage of Dam 1 and the effect of grouting repair were studied and analyzed.

Claims

1. A full-scale test device for contact scour damage and grouting repair of pressurized pipe culverts through dikes, characterized by: The invention comprises a dam (1), a concrete pipe culvert (2), a conduit (3), a leakage hole (9), a water injection pipe (10), a grouting pipe (11), a grouting device (12), a water injection device (13) and a sensor (15); the concrete pipe culvert (2) is buried in the lower part of the dam (1); two leakage holes (9) are radially preset on the concrete pipe culvert (2); a leakage device (21) is installed on the leakage holes (9); the leakage device (21) comprises four sets of filter components (4), Two sets of flow rate collection modules (6), four sets of flow rate collection modules (5) and two sets of three-way pipes (20), each set of filter components (4) includes a filter screen (16) and a screw (19); each set of the three-way pipes (20) is divided into an inlet (7) and two outlets (8), the flow rate collection module (6) is installed at the inlet (7), the flow rate collection module (5) is installed at the outlet (8), and each set of the filter components (4) is tightly connected to the outlet (8) through the screw (19). The outlet (8) is tightly fitted with the leakage hole (9), and the outlet (8) is axially perpendicular to the mesh surface of the filter screen (16) in the filter assembly (4). The inlet (7) on each set of three-way pipes (20) is respectively connected to one end of the grouting pipe (11) or the water injection pipe (10). The grouting pipe (11) and the water injection pipe (10) are respectively covered with a conduit (3), and the other ends are respectively connected to the water injection equipment (13) and the grouting equipment (12); the water injection equipment (13) can adjust the water injection pressure in real time according to the flow acquisition module (6) to simulate different leakage conditions; sensors (15) are respectively arranged from top to bottom on the plane where the central axis of the concrete pipe culvert (2) is located, and the data changes of the sensors (15) for real-time monitoring of the pore pressure and soil pressure inside the dam (1) during the water injection process; the grouting equipment (12) can control the grouting amount through the flow acquisition module (6), and inject polymer into the dam (1) when the data of the sensor (15) reaches a certain value.

2. A full-scale test device for contact scour damage and grouting repair of a pressurized pipe culvert through a dike according to claim 1, characterized in that: The concrete culvert (2) is parallel to the bottom surface of the dam (1).

3. A full-scale test device for contact scour damage and grouting repair of a pressurized pipe culvert through a dike according to claim 1, characterized in that: The inlet (7) on the three-way pipe (20) is bonded to the water injection pipe (10) and the grouting pipe (11) by using PVC-U water supply type adhesive.

4. A full-scale test device for contact scour damage and grouting repair of a pressurized pipe culvert through a dike according to claim 1, characterized in that: The gap between the leakage device (21) and the leakage hole (9) is treated to prevent leakage by applying sealing silica gel.

5. A full-scale test device for contact scour damage and grouting repair of a pressurized pipe culvert through a dike according to claim 1, characterized in that: The filter screen (16) in the filter assembly (4) has holes at four corners and is fixed by screws (14) on the holes.

6. A full-scale test device for contact scour damage and grouting repair of a pressurized pipe culvert through a dike according to claim 1, characterized in that: The flow rate acquisition module (5) is pasted on the outlet of the three-way pipe (20) and fixed with a tie.

7. A full-scale test device for contact scour damage and grouting repair of pressurized pipe culverts through dikes according to claim 1, characterized in that: The flow collection module (6) is pasted on the inlet of the three-way pipe (20) and fixed with a tie.

8. The full-scale test device for contact scour damage and grouting repair of pressurized pipe culverts through dikes according to claim 1 is characterized in that: The grouting pipe (11) and the water injection pipe (10) are placed in parallel in the conduit (3).

9. A full-scale test device for contact scour damage and grouting repair of a pressurized pipe culvert through a dike according to claim 1, characterized in that: The downstream outlet end of the concrete culvert (2) is blocked by a concrete plug (17), forming a downstream blocking section.

10. A construction method for contact scouring damage and grouting repair of a pressure pipe culvert through a dike, characterized in that: The method is implemented by using a full-scale test device for contact scour damage and grouting repair of a pressurized pipe culvert through a dike as described in any one of claims 1 to 9, and the steps include: S1, drilling holes in the concrete culvert (2): drilling leakage holes (9) at preset leakage locations in the concrete culvert (2); S2. Filling the embankment (1): filling the embankment (1) in layers, and compacting and scraping the surface of each layer of fill; S3. Placing the concrete culvert (2): when the embankment (1) is filled to a specified height, digging a trench and placing the concrete culvert (2); S4, installing the leakage device (21): connecting the grouting pipe (11) and the water injection pipe (10) to the inlet (7) of the corresponding tee pipe (20), respectively, and pulling them from the inside of the concrete culvert (2) to the leakage hole (9) by a pulling rope, and then connecting the filter assembly (4) to the outlet (8) of the tee pipe (20) by a screw (19); S5, sealing treatment: evenly apply sealing silica gel to the gap between the outlet (8) of the tee pipe (20) and the leakage hole (9); S6, applying a concrete plug (17) at the downstream outlet of the concrete culvert (2), and repeating step S2; S7, sensor burial: during the filling process of the dam (1), sensors (15) are buried at different horizontal planes; S8. After the dam (1) model is built, water is stored upstream so that the interior of the concrete culvert (2) is filled with water to simulate the gravity of water; S9, adjusting different water injection pressures to conduct a pressure pipe culvert leakage scouring test on the dam (1); S10, real-time monitoring of data changes of the flow acquisition module (6) and the flow velocity acquisition module (5) of the internal sensor (15) of the dam (1), and when damage occurs inside the dam (1), starting the grouting equipment (12) to perform a grouting repair test on the dam (1); S11. Based on the obtained test data, the development of scour damage of the embankment (1) and the effect of grouting repair are studied and analyzed.

Images