An internal water pressure test structure and test method for a pressurized water delivery tunnel

Abstract

The application provides a water pressure test structure and test method of a pressurized water conveying tunnel, and belongs to the technical field of the pressurized water conveying tunnel. The water pressure test structure of the pressurized water conveying tunnel comprises a water conveying tunnel, a first sealing component, a second sealing assembly and a pressurizing system. The water pressure test structure of the pressurized water conveying tunnel is characterized in that the first sealing component and the second sealing assembly seal the two ends of the composite lining section in the water conveying tunnel, the water inlet pipe connected to the steel lining assembly in the first sealing component can be used for water injection and pressure test, the data monitored by the data acquisition assembly in the composite lining section are collected during the pressure test, the actual stress and deformation of the composite lining section are monitored in real time, the stress analysis by computer simulation is more accurate, and the theoretical guidance is provided for the engineering practical popularization and application.

Description

TECHNICAL FIELD

[0001] The present application relates to the technical field of pressure water conveying tunnel, in particular to a pressure water conveying tunnel internal water pressure test structure and test method. BACKGROUND

[0002] The pressure water conveying tunnel is a key control "throat" project of pumped storage power station, and its safe operation is related to the entire project construction and even the safety of life and property of the surrounding people. In the water conveying project, the prestressed lining of the water conveying tunnel is an important part of the project. The tunnel lining is subjected to the action of internal water pressure in addition to external water pressure and surrounding rock pressure during service. Under the action of high internal water pressure, the lining deforms outward, and tensile stress is generated in the lining. When the tensile stress reaches a certain level, the lining cracks and even fails. Therefore, at the present stage, computer simulation is used to analyze the stress of the lining to calculate the data to ensure the safety of the construction process.

[0003] For ordinary lining, the analysis by computer simulation is relatively accurate due to its simple structure. However, the composite lining is relatively complex, and computer simulation cannot accurately simulate the actual stress and change of the composite lining, which cannot ensure the implementation of the composite lining in actual engineering. Therefore, it is necessary to conduct an actual internal water pressure test on the pressure tunnel to determine the accurate stress state of the composite lining, and the research on the pressure tunnel is very important. SUMMARY

[0004] Therefore, the technical problem to be solved by the present application is to overcome the defects in the prior art that computer simulation cannot accurately simulate the actual stress and change of the composite lining, and cannot ensure the implementation of the composite lining in actual engineering, so as to provide a pressure water conveying tunnel internal water pressure test structure and test method.

[0005] In order to solve the above technical problems, the present application provides a pressure water conveying tunnel internal water pressure test structure, comprising:

[0006] The water conveying tunnel has a composite lining section, and a data acquisition assembly is embedded in the composite lining section;

[0007] A first plugging component is plugged at a first end of the composite lining section, the first plugging component comprises a steel lining assembly and a mortar anchor rod arranged outside the steel lining assembly, and the mortar anchor rod and the steel lining assembly are filled with concrete; a water inlet pipe is installed on the steel lining assembly, one end of the water inlet pipe penetrates through the concrete and extends out of the composite lining section, and the other end of the water inlet pipe communicates with the inside of the composite lining section;

[0008] A second plugging component is a reinforced concrete structure, and the second plugging component is plugged at a second end of the composite lining section;

[0009] A pressurizing system in communication with the water inlet pipe, through which water pressure is applied to the composite lining section of the water delivery tunnel.

[0010] Optionally, the data acquisition assembly includes a plurality of data acquisition assemblies, and the plurality of data acquisition assemblies are arranged on the same cross section of the composite lining section.

[0011] Optionally, the data acquisition assembly includes a first data acquisition assembly, a second data acquisition assembly, a third data acquisition assembly, and a fourth data acquisition assembly.

[0012] The first data acquisition assembly is a surrounding rock strain gauge, and a plurality of groups of surrounding rock strain gauges are uniformly arranged on the surrounding rock layer outside the composite lining section.

[0013] The second data acquisition assembly is a primary lining strain gauge, and a plurality of groups of primary lining strain gauges are uniformly arranged on the concrete primary lining of the composite lining section.

[0014] The third data acquisition assembly is a seepage pressure gauge, and a plurality of groups of seepage pressure gauges are uniformly arranged on the anti-seepage coating of the composite lining section.

[0015] The fourth data acquisition assembly is a secondary lining strain gauge, and a plurality of groups of secondary lining strain gauges are uniformly arranged on the reinforced concrete secondary lining of the composite lining section.

[0016] The first data acquisition assembly, the second data acquisition assembly, the third data acquisition assembly, and the fourth data acquisition assembly correspond one by one.

[0017] Optionally, the steel lining assembly includes:

[0018] A first annular steel lining member is coaxially fixed to the inner wall end of the composite lining section.

[0019] A tapered steel lining member is coaxially fixedly connected to the large end of the first annular steel lining member.

[0020] A second annular steel lining member is coaxially fixedly connected to the small end of the tapered steel lining member.

[0021] A steel head member is fixedly arranged in the second annular steel lining member, and the steel head member has a water inlet hole for mounting a water inlet pipe.

[0022] Optionally, a water blocking ring is fixedly arranged on the inner wall of the composite lining section, and the end face of the first annular steel lining member is fixedly connected to the end face of the water blocking ring.

[0023] The present application provides an internal water pressure test method for a pressurized water delivery tunnel, which includes the following steps:

[0024] Construction of water conveyance tunnel: excavate the preliminary tunnel, select the composite lining section, and then carry out composite lining construction on the composite lining section, and pre-embed data acquisition components in the composite lining section;

[0025] Sealing the water conveyance tunnel: a first sealing component is sealed at one end of the composite lining section. The first sealing component has a water inlet pipe, which is connected to a pressurization system; a second sealing component is sealed at the other end of the composite lining section.

[0026] Water is injected into the composite lining section through a pressurization system until it is full, and then the system is used to pressurize it. During the pressurization process, data is collected by the data acquisition component to monitor the relevant data of the composite lining section under a specified pressure.

[0027] Optionally, the composite lining construction includes the following steps:

[0028] Mortar anchor bolts are installed in the composite lining section, followed by shotcrete to form the initial concrete lining. The first data acquisition component is pre-embedded at the location to be detected in the surrounding rock layer outside the composite lining section, and the second data acquisition component is pre-embedded at the location to be detected in the initial concrete lining.

[0029] Clean the base surface of the initial concrete lining, then spray or brush on the anti-seepage coating, and pre-embed the third data acquisition component at the location where the anti-seepage coating needs to be detected.

[0030] Then, the reinforcing bars are tied, and concrete is poured to form a reinforced concrete lining. The fourth data acquisition component is then embedded in the location where testing is required within the reinforced concrete lining.

[0031] Optionally, the construction of the reinforced concrete secondary lining and the second sealing component can be carried out simultaneously.

[0032] Optionally, concrete sealing is performed on the outside of the second sealing component. The concrete sealing construction includes the following steps: mortar anchoring, followed by backfilling with concrete to form a concrete seal, with a structural joint left between the concrete seal and the second sealing component.

[0033] Optionally, the mortar anchor bolt construction in the composite lining construction, the mortar anchor bolt construction in the first sealing component, and the mortar anchor bolt construction in the concrete sealing construction are carried out simultaneously.

[0034] The technical solution of this invention has the following advantages:

[0035] 1. The internal water pressure test structure for a pressurized water conveyance tunnel provided by this invention includes a water conveyance tunnel, a first sealing component, a second sealing assembly, and a pressurization system. The first and second sealing components seal the composite lining section within the water conveyance tunnel. Mortar anchors are installed in the surrounding rock layer outside the steel lining assembly. Concrete is filled between the steel lining assembly and the mortar anchors for one-end sealing. The steel lining assembly and concrete work together to seal the section. The steel lining assembly is connected to the composite lining section and then linked to the surrounding rock layer through the mortar anchors and concrete. This not only enhances the stability of the seal but also ensures that water entering the water conveyance tunnel first passes through the steel lining assembly, preventing water pressure from directly acting on the stressed section. The strong concrete caused the collapse and damaged the water pressure structure. The second sealing component is a reinforced concrete structure with strong stress, which prevents the second sealing component from being damaged when water pressure is applied to the composite lining section, thus affecting the water pressure test of the composite lining section. The water pressure test structure is not only stable, but also consistent with the composite lining structure of actual pressurized water conveyance tunnels. Water can be injected and pressurized through the water inlet pipe connected to the steel lining component. At the same time, data is collected by the data acquisition component in the composite lining section during the pressurization process, and the actual stress and deformation of the composite lining section are monitored in real time. This is more accurate than simply performing computer simulation stress analysis, and provides theoretical guidance for the practical application of the project.

[0036] 2. In the internal water pressure test structure of the pressurized water conveyance tunnel provided by the present invention, the data acquisition components include multiple components, which are set on the same cross section of the composite lining section. This allows for the simultaneous acquisition of the stress conditions at multiple points on the same cross section, making the stress more accurate.

[0037] 3. In the internal water pressure test structure of the pressurized water conveyance tunnel provided by the present invention, the data acquisition components include a first data acquisition component, a second data acquisition component, a third data acquisition component, and a fourth data acquisition component. The first data acquisition component is located in the surrounding rock layer and is used to monitor the strain of the surrounding rock layer. The second data acquisition component is located in the concrete primary lining and is used to monitor the strain of the concrete primary lining. The third data acquisition component is located in the anti-seepage coating and is used to monitor the water pressure of the anti-seepage coating. The fourth data acquisition component is located in the reinforced concrete secondary lining and is used to monitor the strain of the reinforced concrete secondary lining. The stress data of each layer is collected, which facilitates a comprehensive analysis of the tunnel lining.

[0038] 4. The steel lining assembly provided by the present invention includes a first annular steel lining, a conical steel lining, a second annular steel lining, and a steel end cap. By setting the steel lining assembly at the water inlet, the water pressure is prevented from directly acting on the weak concrete, which could lead to collapse and damage to the water pressure environment. The conical steel lining greatly reduces stress concentration. The pressurized water is sent into the tunnel after passing through the second annular steel lining, the conical steel lining, and the first annular steel lining in sequence, which plays a protective transition role for the pressurized water and avoids damage in the early stage of water inlet.

[0039] 5. In the internal water pressure test structure of the pressurized water conveyance tunnel provided by the present invention, a water-blocking ring is fixedly installed on the inner wall of the composite lining section, and the end face of the first annular steel lining is fixedly connected to the end face of the water-blocking ring, which ensures that water will not seep from the gap between the steel lining assembly and the inner wall during the pressurization process, thus ensuring the sealing of the water pressure process and making the test data more accurate.

[0040] 6. The internal water pressure test method for pressurized water conveyance tunnels provided by this invention includes constructing and sealing the water conveyance tunnel, then injecting water into the composite lining section through a pressurization system and applying pressure. During the pressure application process, data is collected by a data acquisition component to monitor relevant data of the composite lining section under specified pressure conditions. The actual stress and deformation of the tunnel section under test are monitored in real time. The pressure application process simulates the internal water pressure of an actual water conveyance tunnel, making the test structure more realistic and providing greater reference and analytical value than simply performing computer simulation stress analysis.

[0041] 7. The composite lining construction provided by this invention includes constructing a concrete primary lining, constructing an anti-seepage coating, and constructing a reinforced concrete secondary lining to form a hybrid lining. A first data acquisition component is pre-embedded in the surrounding rock layer to monitor the strain of the surrounding rock layer; a second data acquisition component is pre-embedded in the concrete primary lining to monitor the strain of the concrete primary lining; a third data acquisition component is pre-embedded in the anti-seepage coating to monitor the water pressure of the anti-seepage coating; and a fourth data acquisition component is pre-embedded in the reinforced concrete secondary lining to monitor the strain of the reinforced concrete secondary lining. The stress data of each layer is collected, which facilitates the analysis of the tunnel lining. The data acquisition components are pre-embedded during construction, eliminating the need for subsequent separate drilling and installation, avoiding damage to the structure, and further reducing costs.

[0042] 8. In the internal water pressure test method for pressurized water conveyance tunnels provided by the present invention, the construction of reinforced concrete secondary lining and the second sealing component are carried out simultaneously. After the steel bars are tied, the concrete is poured at the same time, which saves construction time and improves efficiency.

[0043] 9. In the internal water pressure test method for pressurized water conveyance tunnel provided by the present invention, concrete sealing construction is carried out on the outside of the second sealing component. A structural joint is left between the concrete sealing and the second sealing component. The concrete sealing acts as surrounding rock to prevent the second sealing component from collapsing under large internal water pressure. The setting of the structural joint provides the second sealing component with a space for deformation.

[0044] 10. In the internal water pressure test method for pressurized water conveyance tunnels provided by the present invention, the mortar anchor bolt construction in the composite lining construction, the mortar anchor bolt construction in the first sealing component, and the mortar anchor bolt construction in the concrete sealing construction are carried out simultaneously, which facilitates the rapid implementation of the same process and improves construction efficiency. Attached Figure Description

[0045] To more clearly illustrate the specific embodiments of the present invention or the technical solutions in the prior art, the drawings used in the description of the specific embodiments or the prior art will be briefly introduced below. Obviously, the drawings described below are some embodiments of the present invention. For those skilled in the art, other drawings can be obtained from these drawings without creative effort.

[0046] Figure 1 This is a schematic diagram of a specific embodiment of the internal water pressure test structure for a pressurized water conveyance tunnel provided in an embodiment of the present invention;

[0047] Figure 2 for Figure 1 A schematic diagram of the AA cross-sectional structure in the diagram;

[0048] Figure 3 for Figure 1 A schematic diagram of the steel liner assembly in the diagram;

[0049] Figure 4 for Figure 1 A magnified view of region B in the diagram.

[0050] Explanation of reference numerals in the attached figures:

[0051] 1. Water conveyance tunnel; 2. Composite lining section; 3. First sealing component; 4. Steel lining assembly; 5. Mortar anchor bolt; 6. Inlet pipe; 7. Second sealing assembly; 8. Pressurization system; 9. First data acquisition assembly; 10. Second data acquisition assembly; 11. Third data acquisition assembly; 12. Fourth data acquisition assembly; 13. Surrounding rock layer; 14. Concrete primary lining; 15. Anti-seepage coating; 16. Reinforced concrete secondary lining; 17. First annular steel lining; 18. Conical steel lining; 19. Second annular steel lining; 20. Steel end cap; 21. Inlet hole; 22. Water-blocking ring; 23. Concrete sealing; 24. Structural joint. Detailed Implementation

[0052] The technical solution of the present invention will now be clearly and completely described with reference to the accompanying drawings. Obviously, the described embodiments are only some, not all, of the embodiments of the present invention. Based on the embodiments of the present invention, all other embodiments obtained by those skilled in the art without creative effort are within the scope of protection of the present invention.

[0053] In the description of this invention, it should be noted that the terms "center," "upper," "lower," "left," "right," "vertical," "horizontal," "inner," and "outer," etc., indicate the orientation or positional relationship based on the orientation or positional relationship shown in the accompanying drawings. They are used only for the convenience of describing the invention and for simplifying the description, and do not indicate or imply that the device or element referred to must have a specific orientation, or be constructed and operated in a specific orientation. Therefore, they should not be construed as limitations on the invention. Furthermore, the terms "first," "second," and "third" are used for descriptive purposes only and should not be construed as indicating or implying relative importance.

[0054] In the description of this invention, it should be noted that, unless otherwise explicitly specified and limited, the terms "installation," "connection," and "linking" should be interpreted broadly. For example, they can refer to a fixed connection, a detachable connection, or an integral connection; they can refer to a mechanical connection or an electrical connection; they can refer to a direct connection or an indirect connection through an intermediate medium; and they can refer to the internal connection of two components. Those skilled in the art can understand the specific meaning of the above terms in this invention according to the specific circumstances.

[0055] Furthermore, the technical features involved in the different embodiments of the present invention described below can be combined with each other as long as they do not conflict with each other.

[0056] The internal water pressure test structure for pressurized water conveyance tunnels provided in this embodiment is used to conduct internal water pressure tests on pressurized water conveyance tunnels and determine the accurate stress state of the composite lining.

[0057] like Figure 1 The diagram illustrates a specific embodiment of the internal water pressure test structure for a pressurized water conveyance tunnel provided in this embodiment. It includes a water conveyance tunnel 1, a first sealing component 3, a second sealing assembly 7, and a pressurization system 8. The water conveyance tunnel 1 has a composite lining section 2, in which a data acquisition component is pre-embedded. The first sealing component 3 seals the first end of the composite lining section 2. The first sealing component 3 includes a steel lining assembly 4 and mortar anchors 5 disposed on the outside of the steel lining assembly 4. Concrete is filled between the mortar anchors 5 and the steel lining assembly 4. A water inlet pipe 6 is installed on the steel lining assembly 4. One end of the water inlet pipe 6 extends through the concrete and out of the composite lining section 2, while the other end of the water inlet pipe 6 communicates with the interior of the composite lining section 2. The second sealing assembly 7 is a reinforced concrete structure and seals the second end of the composite lining section 2. The pressurization system 8 is connected to the water inlet pipe 6 and pressurizes the composite lining section 2 of the water conveyance tunnel 1 by pumping water pressure through the pressurization system 8.

[0058] The steel lining component 4 and concrete work together to seal the water in the water conveyance tunnel 1, allowing water to pass through the steel lining component 4 first. This prevents water pressure from directly acting on the weak concrete, which could cause collapse and damage to the water pressure structure. The second sealing component 7 is a reinforced concrete structure with high strength, preventing damage to the composite lining section 2 when pressure is applied, thus ensuring the success of the water pressure test. The water pressure test structure is not only stable but also consistent with the composite lining structure of actual pressurized water conveyance tunnels. Water can be injected and pressurized through the inlet pipe 6 connected to the steel lining component 4. Simultaneously, data is collected from the data acquisition components in the composite lining section 2 during the pressurization process, allowing real-time monitoring of the actual stress and deformation of the composite lining section 2. This method is more accurate than simple computer simulation stress analysis and provides theoretical guidance for practical engineering applications.

[0059] like Figure 2 As shown in the embodiment, the internal water pressure test structure of the pressurized water conveyance tunnel includes multiple data acquisition components. These components are arranged on the same cross-section of the composite lining section 2, allowing simultaneous acquisition of stress data at multiple points on the same cross-section, thus improving stress accuracy. One or more cross-sections can be selected, with identical data acquisition components on each cross-section, facilitating comprehensive monitoring of multiple points.

[0060] like Figure 2 As shown, in the internal water pressure test structure of the pressurized water conveyance tunnel provided in this embodiment, the data acquisition components include a first data acquisition component 9, a second data acquisition component 10, a third data acquisition component 11, and a fourth data acquisition component 12. The first data acquisition component 9 is a surrounding rock strain gauge, with multiple sets of surrounding rock strain gauges evenly distributed on the surrounding rock layer 13 outside the composite lining section 2; the second data acquisition component 10 is a primary lining strain gauge, with multiple sets of primary lining strain gauges evenly distributed on the concrete primary lining 14 of the composite lining section 2; the third data acquisition component 11 is a piezometer, with multiple sets of piezometers evenly distributed on the anti-seepage coating 15 of the composite lining section 2; and the fourth data acquisition component 12 is a secondary lining strain gauge, with multiple sets of secondary lining strain gauges evenly distributed on the reinforced concrete secondary lining 16 of the composite lining section 2. The first data acquisition component 9, the second data acquisition component 10, the third data acquisition component 11, and the fourth data acquisition component 12 correspond one-to-one. Stress data for each layer is collected, with each data acquisition component corresponding to a specific layer, facilitating a comprehensive analysis of the tunnel lining. The first data acquisition component 9 can be configured into eight groups, arranged at 45° intervals along the cross-section. The second, third, and fourth data acquisition components 10, 11, and 12 are also configured into eight groups, each located in the same radial direction as each group of the first data acquisition component 9, monitoring the stress conditions in the same radial direction, thus providing greater comparability and more accurate analysis.

[0061] like Figure 3 As shown, in the internal water pressure test structure of the pressurized water conveyance tunnel provided in this embodiment, the steel lining assembly 4 includes a first annular steel lining 17, a conical steel lining 18, a second annular steel lining 19, and a steel end cap 20. The first annular steel lining 17 is coaxially fixed to the inner wall end of the composite lining section 2; the large end of the conical steel lining 18 is coaxially fixedly connected to the first annular steel lining 17; the second annular steel lining 19 is coaxially fixedly connected to the small end of the conical steel lining 18; the steel end cap 20 is fixedly installed inside the second annular steel lining 19, and the steel end cap 20 has an inlet hole 21 for installing a water inlet pipe. A steel lining component 4 is installed at the water inlet to prevent water pressure from directly acting on the weak concrete, which could lead to collapse and damage to the water pressure environment. The conical steel lining component 18 greatly reduces stress concentration. The pressurized water is sequentially delivered into the tunnel through the second annular steel lining component 19, the conical steel lining component 18, and the first annular steel lining component 17, providing a protective transition for the pressurized water and preventing damage in the early stages of water inlet. The first annular steel lining component 17 can be welded to the reinforcing bars in the reinforced concrete secondary lining 16 of the composite lining section 2 for fixation. The first annular steel lining component 17 provides a transition for water when entering the composite lining section 2 and also prevents water leakage during the pressurization process. The steel end cap can be a crown structure.

[0062] like Figure 4 As shown in the embodiment, in the internal water pressure test structure of the pressurized water conveyance tunnel, a water-blocking ring 22 is fixedly installed on the inner wall of the composite lining section 2, and the end face of the first annular steel lining member 17 is fixedly connected to the end face of the water-blocking ring 22. This ensures that water will not seep from the gaps between the steel lining assembly 4 and the inner wall during the pressurization process, guaranteeing the sealing of the water pressure process and making the test data more accurate. The water-blocking ring 22 is fixed by welding to the reinforcing bars in the reinforced concrete secondary lining 16 in the composite lining section 2, that is, part of it is embedded in the reinforced concrete secondary lining 16. The end face of the first annular steel lining member 17 is welded to the end face of the water-blocking ring 22, resulting in better fixing effect and stronger seepage prevention.

[0063] This embodiment also provides a method for testing the internal water pressure of a pressurized water conveyance tunnel, including the following steps:

[0064] Construction of water conveyance tunnel: excavate the preliminary tunnel, select composite lining section 2, and then carry out composite lining construction on composite lining section 2. Data acquisition components are pre-embedded in composite lining section 2.

[0065] Sealing the water conveyance tunnel: sealing one end of the composite lining section 2 with a first sealing component 3, the first sealing component 3 having a water inlet pipe 6, and connecting the water inlet pipe 6 to the pressurization system 8; sealing the other end of the composite lining section 2 with a second sealing component 7;

[0066] Water is injected into the composite lining section 2 through the pressurization system 8 until it is full, and then the pressurization system 8 is used for loading and pressurization. During the loading and pressurization process, data is collected by the data acquisition component to monitor the relevant data of the composite lining section 2 under the specified pressure.

[0067] During the loading and pressurization process, data is collected from the data acquisition components to monitor the relevant data of the composite lining section under specified pressure conditions. The actual stress and deformation of the tunnel section under test are monitored in real time. The loading and pressurization process simulates the internal water pressure of an actual water conveyance tunnel, making the test structure more realistic and more valuable for reference and analysis than simply performing computer simulation stress analysis.

[0068] In the internal water pressure test method for pressurized water conveyance tunnels provided in this embodiment, the composite lining construction includes the following steps:

[0069] Mortar anchor bolts are installed in the composite lining section 2, and then concrete is sprayed to form the initial concrete lining 14. The first data acquisition component 9 is pre-embedded at the location to be detected in the surrounding rock layer 13 outside the composite lining section 2, and the second data acquisition component 10 is pre-embedded at the location to be detected in the initial concrete lining 14.

[0070] Clean the base surface of the concrete lining 14, and then spray or brush the anti-seepage coating 15. Embed the third data acquisition component 11 at the location to be detected on the anti-seepage coating 15.

[0071] Then, the reinforcing bars are tied and concrete is poured to form a reinforced concrete secondary lining 16. The fourth data acquisition component 12 is pre-embedded in the location that needs to be detected within the reinforced concrete secondary lining 16.

[0072] A first data acquisition component 9 is pre-embedded in the surrounding rock layer 13 to monitor the strain of the surrounding rock layer 13. A second data acquisition component 10 is pre-embedded in the concrete initial lining 14 to monitor the strain of the concrete initial lining 14. A third data acquisition component 11 is pre-embedded in the anti-seepage coating 15 to monitor the water pressure of the anti-seepage coating 15. A fourth data acquisition component 12 is pre-embedded in the reinforced concrete secondary lining 16 to monitor the strain of the reinforced concrete secondary lining 16. The stress data of each layer is collected, which facilitates the analysis of the tunnel lining. The data acquisition components are pre-embedded during the construction process, eliminating the need for subsequent separate drilling and installation, avoiding damage to the structure, and further reducing costs.

[0073] In the internal water pressure test method for pressurized water conveyance tunnels provided in this embodiment, the construction of the reinforced concrete secondary lining 16 and the second sealing component 7 is carried out simultaneously. After the reinforcing bars are tied, the concrete is poured synchronously, saving construction time and improving efficiency. Alternatively, as an alternative implementation, the construction of the reinforced concrete secondary lining 16 and the second sealing component 7 can also be carried out separately.

[0074] In the internal water pressure test method for pressurized water conveyance tunnels provided in this embodiment, concrete sealing construction is carried out on the outside of the second sealing component 7. The concrete sealing construction includes the following steps: mortar anchor bolt construction, followed by backfilling with concrete to form a concrete seal 23. A structural joint 24 is left between the concrete seal 23 and the second sealing component 7. The concrete seal acts as surrounding rock, preventing the second sealing component 7 from collapsing under high internal water pressure. The structural joint 24 provides the second sealing component 7 with a space for deformation.

[0075] In the internal water pressure test method for pressurized water conveyance tunnels provided in this embodiment, the mortar anchor bolt construction in the composite lining construction, the mortar anchor bolt construction in the first sealing component 3, and the mortar anchor bolt construction in the concrete sealing construction are carried out simultaneously. This facilitates the rapid execution of the same process simultaneously and improves construction efficiency. Alternatively, as an alternative implementation, the mortar anchor bolt construction in the composite lining construction, the mortar anchor bolt construction in the first sealing component 3, and the mortar anchor bolt construction in the concrete sealing construction can also be carried out separately.

[0076] Internal water pressure test procedure:

[0077] 1. Repeat the test process twice according to the initially determined test pressure and loading process, and collect the observation readings of the two tests.

[0078] 2. For example, if the following data is selected, the water pressure test loading and pressurization process is as follows:

[0079] Boost the pressure to 0.5 MPa and stabilize it for 30 minutes;

[0080] Increase the pressure to 1.0 MPa, stabilize the pressure for 30 minutes, and then check. If the situation is normal, continue to increase the pressure.

[0081] Boost the pressure to 1.5 MPa and stabilize it for 30 minutes;

[0082] Increase the pressure to 2.0 MPa, stabilize the pressure for 30 minutes, and then check. If the situation is normal, continue to increase the pressure.

[0083] Boost the pressure to 2.5 MPa and stabilize it for 30 minutes;

[0084] Increase the pressure to 3.0 MPa, stabilize the pressure for 30 minutes, and then check. If the situation is normal, continue to increase the pressure.

[0085] Boost the pressure to 3.5 MPa and stabilize it for 30 minutes;

[0086] Increase the pressure to 4.0 MPa, stabilize the pressure for 30 minutes, and then check. If the situation is normal, continue to increase the pressure.

[0087] Boost the pressure to 4.5 MPa and stabilize it for 30 minutes;

[0088] Boost the pressure to 5.0 MPa and stabilize it for 30 minutes.

[0089] Reduce the pressure to 4.5 MPa and stabilize it for 30 minutes;

[0090] Reduce the pressure to 4.0 MPa and stabilize it for 30 minutes;

[0091] Reduce the pressure to 3.5 MPa and stabilize it for 30 minutes;

[0092] Reduce the pressure to 3.0 MPa and stabilize it for 30 minutes;

[0093] Reduce the pressure to 2.5 MPa and stabilize it for 30 minutes;

[0094] Reduce the pressure to 2.0 MPa and stabilize it for 30 minutes;

[0095] Reduce the pressure to 1.5 MPa and stabilize it for 30 minutes;

[0096] Reduce the pressure to 1.0 MPa and stabilize it for 30 minutes;

[0097] Reduce the pressure to 0.5 MPa and stabilize it for 30 minutes;

[0098] After returning to the initial state, the second loading and stress reduction cycle will begin.

[0099] 3. Monitoring data of composite lining section 2 should be collected during the test.

[0100] 4. During the loading and pressurization process, the maximum stress at each monitoring point should be checked at any time.

[0101] 5. After the pressure has been completely released and the vent valve is confirmed to be open, the internal water discharge operation can proceed.

[0102] Obviously, the above embodiments are merely illustrative examples for clear explanation and are not intended to limit the implementation. Those skilled in the art will recognize that other variations or modifications can be made based on the above description. It is neither necessary nor possible to exhaustively list all possible implementations here. However, obvious variations or modifications derived therefrom are still within the scope of protection of this invention.

Claims

1. An internal water pressure test structure for a pressurized water conveyance tunnel, characterized in that, include: The water conveyance tunnel (1) has a composite lining section (2), in which a data acquisition component is pre-embedded; The first sealing component (3) seals the first end of the composite lining section (2). The first sealing component (3) includes a steel lining assembly (4) and a mortar anchor (5) set on the outside of the steel lining assembly (4). Concrete is filled between the mortar anchor (5) and the steel lining assembly (4). A water inlet pipe (6) is installed on the steel lining assembly (4). One end of the water inlet pipe (6) extends through the concrete and out of the composite lining section (2). The other end of the water inlet pipe (6) communicates with the interior of the composite lining section (2). The second sealing component (7) is a reinforced concrete structure, and the second sealing component (7) seals the second end of the composite lining section (2); The pressurization system (8) is connected to the water inlet pipe (6) and pressurizes water into the composite lining section (2) of the water conveyance tunnel (1) through the pressurization system (8); The steel liner assembly (4) includes: The first annular steel liner (17) is coaxially fixed at the end of the inner wall of the composite lining section (2); The tapered steel liner (18) is coaxially and fixedly connected to the first annular steel liner (17) at its large end; The second annular steel liner (19) is coaxially and fixedly connected to the small end of the conical steel liner (18); A steel end cap (20) is fixed inside the second annular steel liner (19), and the steel end cap (20) has an inlet hole (21) for installing a water inlet pipe.

2. The internal water pressure test structure for a pressurized water conveyance tunnel according to claim 1, characterized in that, The data acquisition components include multiple components, and the multiple data acquisition components are arranged on the same cross section of the composite lining section (2).

3. The internal water pressure test structure for a pressurized water conveyance tunnel according to claim 2, characterized in that, The data acquisition components include: a first data acquisition component (9), a second data acquisition component (10), a third data acquisition component (11), and a fourth data acquisition component (12). The first data acquisition component (9) is a surrounding rock strain gauge, and multiple sets of surrounding rock strain gauges are evenly distributed on the surrounding rock layer (13) outside the composite lining section (2); The second data acquisition component (10) is a primary lining strain gauge, and multiple sets of primary lining strain gauges are evenly distributed on the concrete primary lining (14) of the composite lining section (2); The third data acquisition component (11) is a piezometer, and multiple piezometers are evenly distributed on the anti-seepage coating (15) of the composite lining section (2); The fourth data acquisition component (12) is a secondary lining strain gauge, and multiple sets of secondary lining strain gauges are evenly distributed on the reinforced concrete secondary lining (16) of the composite lining section (2). The first data acquisition component (9), the second data acquisition component (10), the third data acquisition component (11), and the fourth data acquisition component (12) correspond one-to-one.

4. The internal water pressure test structure for a pressurized water conveyance tunnel according to claim 1, characterized in that, A water-blocking ring (22) is fixedly installed on the inner wall of the composite lining section (2), and the end face of the first annular steel lining (17) is fixedly connected to the end face of the water-blocking ring (22).

5. A method for internal water pressure testing of a pressurized water conveyance tunnel, applied to the internal water pressure testing structure of the pressurized water conveyance tunnel as described in any one of claims 1-4, characterized in that, Includes the following steps: Constructing a water conveyance tunnel: excavate the initial tunnel, select a composite lining section (2), and then carry out composite lining construction on the composite lining section (2). Data acquisition components are pre-embedded in the composite lining section (2). Sealing the water conveyance tunnel: sealing one end of the composite lining section (2) with a first sealing component (3), the first sealing component (3) having a water inlet pipe (6), and connecting the water inlet pipe (6) to a pressurization system (8); sealing the other end of the composite lining section (2) with a second sealing component (7). Water is injected into the composite lining section (2) through the pressurization system (8) until it is full, and then the pressurization system (8) is used to load and pressurize it; during the loading and pressurization process, the data monitored by the data acquisition component is collected to monitor the relevant data of the composite lining section (2) under the specified pressure.

6. The method for internal water pressure testing of a pressurized water conveyance tunnel according to claim 5, characterized in that, The composite lining construction includes the following steps: Mortar anchor construction is carried out in the composite lining section (2), and then concrete is sprayed to form a concrete initial lining (14). The first data acquisition component (9) is pre-embedded in the surrounding rock layer (13) outside the composite lining section (2) at the location that needs to be detected, and the second data acquisition component (10) is pre-embedded in the concrete initial lining (14) at the location that needs to be detected. Clean the base surface of the concrete lining (14), and then spray or brush the anti-seepage coating (15). Embed the third data acquisition component (11) at the location to be detected on the anti-seepage coating (15). Then, the reinforcing bars are tied and concrete is poured to form a reinforced concrete lining (16). The fourth data acquisition component (12) is pre-embedded in the location that needs to be detected within the reinforced concrete lining (16).

7. The method for internal water pressure testing of a pressurized water conveyance tunnel according to claim 6, characterized in that, The construction of the reinforced concrete secondary lining (16) and the second sealing component (7) is carried out simultaneously.

8. The method for internal water pressure testing of a pressurized water conveyance tunnel according to claim 6, characterized in that, Concrete sealing construction is carried out on the outside of the second sealing component (7). The concrete sealing construction includes the following steps: mortar anchor construction, and then backfilling concrete to form a concrete seal (23). A structural joint (24) is left between the concrete seal (23) and the second sealing component (7).

9. The method for internal water pressure testing of a pressurized water conveyance tunnel according to claim 8, characterized in that, The mortar anchor construction in the composite lining construction, the mortar anchor construction in the first sealing component (3), and the mortar anchor construction in the concrete sealing construction are carried out simultaneously.

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