Earth and rockfill dam body new and old anti-seepage wall lap joint and water delivery hole anti-seepage reinforcing structure
By using a structure combining high-pressure rotary spray piles and plastic concrete anti-seepage walls in the earth and rock dam, the leakage problem of the dam body and the structure is solved, the effective anti-seepage effect of the dam body is achieved, and the construction risks and costs are reduced. It is suitable for soil and rock dam. dam removal and reinforcement technology.
Patent Information
- Application Number
- CN202420928053.9
- Authority / Receiving Office
- CN · China
- Patent Type
- Utility models(China)
- Current Assignee / Owner
- Filing Date
- 2024-04-30
- Publication Date
- 2025-01-03
- Estimated Expiration
- 2034-04-30
AI Technical Summary
During the reinforcement process of earth and rock dam, the leakage problem between the dam body and the structure is difficult to effectively solve, especially at the connection between the dam body and the anti-seepage wall, which still causes leakage to exist, and the existing drilling and grouting methods are difficult to construct and easy to use. Causes wall damage.
The structure is adopted that combines high-pressure rotary spray piles and plastic concrete anti-seepage walls, overlaps new and old anti-seepage walls and water transport holes to prevent seepage reinforcement. By setting up high-pressure rotary at the new anti-seepage wall, the original anti-seepage wall and the plastic concrete anti-seepage wall. Spray piles to form an effective anti-seepage connection to ensure the anti-seepage connection between the dam body and the structure.
It realizes effective anti-seepage between the dam body and the structure, reduces the risk of leakage, has small construction risk, low cost and high efficiency, and is suitable for the removal and reinforcement technology of earth and rock dams.
Smart Images
Figure CN222294856U_ABST
Abstract
Description
Technical Field
[0001] The utility model relates to the technical field of anti-seepage reinforcement of dangerous earth-rock dams in water conservancy and hydropower engineering, and specifically to an anti-seepage reinforcement structure for overlapping new and old anti-seepage walls of an earth-rock dam body and a water diversion tunnel. Background Art
[0002] Leakage is a common and dangerous problem in earth-rock dams. The types of leakage are diverse, the causes are complex, and the consequences are serious.
[0003] In the process of strengthening earth-rock dams, in order to solve the leakage problem of the dam body and the dam body and structures, most earth-rock dams adopt a reinforcement treatment method that combines the dam body concrete anti-seepage wall and the dam foundation curtain grouting. After reinforcement, the leakage is effectively controlled, which can solve the leakage problem of the dam body and the dam foundation and ensure the safety of dam seepage. However, after the dam body of some earth-rock dams was reinforced with plastic concrete anti-seepage walls, the leakage problem of the dam body was solved. However, in the later operation, it was found that there was still leakage in the anti-seepage connection part of the earth-rock dam body and the anti-seepage connection part of the structure and the dam body. For this type of problem, it is necessary to develop an effective connection structure for the anti-seepage of the earth-rock dam body and the anti-seepage of the dam foundation.
[0004] The thickness of the concrete anti-seepage wall of the dam body is generally 80cm. If the anti-seepage curtain of the dam foundation is grouted, it is difficult to construct by drilling holes in the plastic concrete anti-seepage wall of the dam body. Due to the inclination error of the drilling hole, the wall is easily damaged during the drilling process, and the grouting curtain of the dam body cannot be effectively connected with the anti-seepage wall of the dam body.
[0005] Therefore, it is necessary to develop an anti-seepage structure for the earth-rock dam body and an effective connection structure between the anti-seepage structure and the dam body. Utility Model Content
[0006] The utility model aims to solve the problem of leakage between the dam body and the structure and achieve a good anti-seepage effect for the dam body by overlapping the new and old anti-seepage walls of the earth-rock dam body and reinforcing the anti-seepage structure of the water diversion tunnel.
[0007] In order to achieve the above-mentioned purpose, the technical scheme adopted by the utility model is: a new and old anti-seepage wall overlap of the earth-rock dam body and a water tunnel anti-seepage reinforcement structure, including a dam body and an original anti-seepage wall, a new anti-seepage wall, a plastic concrete anti-seepage wall, a water tunnel and a plurality of high-pressure rotary jet piles arranged in the dam body;
[0008] The axis of the new cut-off wall is located 0.5-0.8 m downstream of the axis of the original cut-off wall, and the overlap section between the new cut-off wall and the original cut-off wall is arranged close to the original cut-off wall;
[0009] A high-pressure jet grouting pile is provided at each end of the overlap section between the new cut-off wall and the original cut-off wall, and the elevation is consistent with that of the new cut-off wall;
[0010] A row of high-pressure jet grouting piles is set up upstream and downstream of the plastic concrete anti-seepage wall on both sides of the water tunnel, and the wall is connected with the elevation of the plastic concrete anti-seepage wall. The high-pressure jet grouting piles at the top of the water tunnel are ≥0.5m away from the outer wall of the water tunnel;
[0011] Located close to the two side walls of the water diversion tunnel, two high-pressure jet grouting piles are extended downstream, and the bottom elevation is consistent with the elevation of the plastic concrete anti-seepage wall.
[0012] Preferably, the thickness of the new anti-seepage wall is ≥ 0.6 m.
[0013] Preferably, the two rows of high-pressure jet-jet piles located upstream and downstream of the plastic concrete anti-seepage wall on both sides of the water diversion tunnel have a pile diameter of 1.4m, a spacing of 1.25m, and are connected to form a wall with a wall thickness of ≥0.6m.
[0014] Preferably, the diameter of the high-pressure jet grouting piles located at the overlap section between the new cut-off wall and the original cut-off wall is 1.4 m.
[0015] Preferably, the diameter of the four high-pressure jet jet piles located downstream of the water diversion tunnel is 1.4 m.
[0016] Preferably, the water diversion tunnel and the plastic concrete anti-seepage wall are integrally located in the central area of the dam body.
[0017] Preferably, the thickness of the original anti-seepage wall is between 0.6m and 0.8m.
[0018] Preferably, the new cutoff wall and the original cutoff wall are both plastic concrete cutoff walls.
[0019] Preferably, the axis of the new anti-seepage wall is located 0.5 m downstream of the axis of the original anti-seepage wall.
[0020] Preferably, the thickness of the new anti-seepage wall is 0.6 m, and the thickness of the wall formed by two rows of high-pressure jet grouting piles upstream and downstream of the plastic concrete anti-seepage wall located on both sides of the water diversion tunnel is 0.6 m.
[0021] The utility model has substantial characteristics and progress compared with the prior art. Specifically, the utility model has the following advantages:
[0022] A combination of high-pressure jet grouting piles and plastic concrete is used to solve the leakage problem between the dam body and the structure (water diversion tunnel) and the connection points, so that the dam body can achieve a good anti-seepage effect. This construction structure technology has low risk, strong practicality, lower cost than the grouting method, and higher work efficiency. It can be widely promoted in the field of earth-rock dam hazard removal, reinforcement and anti-seepage technology. BRIEF DESCRIPTION OF THE DRAWINGS
[0023] Figure 1The utility model is a schematic diagram of the dam top of an earth-rock dam body with new and old anti-seepage walls overlapped and a water diversion tunnel anti-seepage reinforcement structure.
[0024] Figure 2 The utility model discloses a dam body cross-sectional view of an earth-rock dam body with an overlapped new and old anti-seepage walls and an anti-seepage reinforcement structure for a water delivery tunnel.
[0025] In the figure: 1. Dam body; 2. Original anti-seepage wall; 3. New anti-seepage wall; 4. Plastic concrete anti-seepage wall; 5. Water diversion tunnel; 6. High-pressure jet jet piles; 7. Center line of dam top. DETAILED DESCRIPTION
[0026] The technical solution of the utility model is further described in detail below through specific implementation methods.
[0027] like Figure 1 and Figure 2 As shown, a new and old cutoff wall overlap and water tunnel anti-seepage reinforcement structure of an earth-rock dam body includes a dam body 1 and an original cutoff wall 2, a new cutoff wall 3, a plastic concrete cutoff wall 4, a water tunnel 5 and a plurality of high-pressure rotary jet piles 6 arranged in the dam body 1. In the figure, the middle dotted line is the dam top center line 7 of the dam body, the original cutoff wall is located in the upstream area of the dam top center line 7, the water tunnel 5 and the plastic concrete cutoff wall 4 section are located in the center of the entire dam body 1, and the thickness of the original cutoff wall is between 0.6m and 0.8m.
[0028] The axis of the new cutoff wall 3 is located 0.5-0.8 m downstream of the axis of the original cutoff wall 2. Both the new cutoff wall 2 and the original cutoff wall 3 are plastic concrete cutoff walls.
[0029] In this embodiment, it is designed to be 0.5m. The overlapping section between the new cutoff wall 3 and the original cutoff wall 2 is set close to the original cutoff wall 2. The wall thickness is more than 0.6m. In this embodiment, it is designed to be 0.6m. The bottom of the new cutoff wall is controlled according to the excavation contour line of the original water diversion tunnel 5m deep, and the design elevation of the wall bottom is determined according to the wall bottom contour.
[0030] A high-pressure jet grouting pile 6 is provided at each end of the overlapped section between the new cut-off wall 2 and the original cut-off wall 3, the elevation of which is consistent with that of the new cut-off wall 2, and the pile diameter is 1.4 m.
[0031] A row of high-pressure rotary jet piles 6 are arranged upstream and downstream of the plastic concrete anti-seepage wall 4 on both sides of the water diversion tunnel 5. The three-pipe method is adopted for construction. The pile diameter is 1.4m, the spacing is 1.25m, and the wall is sleeved. The thickness of the wall is not less than 0.6m, and the elevation is consistent with the elevation of the plastic concrete anti-seepage wall 4. The high-pressure rotary jet piles 6 located at the top of the water diversion tunnel 5 are ≥0.5m away from the outer wall of the water diversion tunnel.
[0032] In order to ensure the quality of the rotary jet grouting pile reinforcement on the side wall of the water diversion tunnel, two high-pressure rotary jet grouting piles 6 are arranged close to the two side walls of the water diversion tunnel 5 and extend downstream respectively. Two-sequence hole construction is adopted, the bottom elevation is consistent with the elevation of the plastic concrete anti-seepage wall, and the pile diameter is 1.4m.
[0033] By setting up a plastic concrete anti-seepage wall on the dam top, designing large-diameter high-pressure rotary jet piles near the building, and setting a high-pressure rotary jet pile at each end of the new and old anti-seepage walls, an anti-seepage system is formed on the dam body through several anti-seepage treatment combinations, thereby achieving a good anti-seepage effect on the dam body. Specific embodiments
[0034] The main buildings of Changzhuang Reservoir include the main dam, auxiliary dam, spillway and water diversion tunnel. Based on this structure, the above technical scheme was experimentally verified. A new plastic concrete anti-seepage wall was set up in the dam top pile number 0+000~0+093 section. The axis is located 0.5m downstream of the original anti-seepage wall axis, and the overlap section is set close to the original anti-seepage wall; the wall thickness is 0.6m, and the bottom of the anti-seepage wall is controlled according to the excavation contour line of the original water diversion tunnel 5m deep. High-pressure jet grouting is used in the water diversion tunnel section and both sides, and the wall thickness is not less than 0.6m. One high-pressure jet grouting pile is added at each end of the overlap between the new and old anti-seepage walls.
[0035] A row of high-pressure jet grouting piles (three-tube method) is set on the upper and lower reaches of the plastic concrete anti-seepage wall on both sides of the water tunnel. The diameter of the jet grouting piles is 1.4m, the spacing is 1.25m, and they are connected to form a wall with a thickness of not less than 0.6m. In order to ensure the reinforcement quality of the jet grouting piles on the side walls of the water tunnel, two jet grouting piles are extended downstream close to the side walls of the water tunnel. The top elevation of the high-pressure jet grouting piles is consistent with the plastic concrete anti-seepage wall. Two-sequence hole construction is adopted. The bottom elevation of the jet grouting piles on both sides of the water tunnel is consistent with the anti-seepage wall. The bottom elevation of the jet grouting piles at the top of the water tunnel is 0.5m to the outer wall of the water tunnel.
[0036] The above scheme reduces the leakage of the dam body and dam foundation, lowers the dam body infiltration line, and enhances the stability of the dam body. It has the advantages of moderate engineering cost, good anti-seepage effect, and low construction conditions, which fundamentally guarantees the safe operation of the dam.
[0037] Finally, it should be noted that: The above describes in detail the preferred implementation of this patent, but this patent is not limited to the above implementation. Various changes can be made within the knowledge scope of ordinary technicians in this field without departing from the purpose of this patent.
Claims
1. A structure for overlapping the new and old anti-seepage walls of an earth-rock dam and for reinforcing the anti-seepage of a water diversion tunnel, characterized in that: It includes the dam body and the original anti-seepage wall, new anti-seepage wall, plastic concrete anti-seepage wall, water delivery tunnel and several high-pressure jet grouting piles set in the dam body; The axis of the new cut-off wall is located 0.5-0.8 m downstream of the axis of the original cut-off wall, and the overlap section between the new cut-off wall and the original cut-off wall is arranged close to the original cut-off wall; A high-pressure jet grouting pile is provided at each end of the overlap section between the new cut-off wall and the original cut-off wall, and the elevation is consistent with that of the new cut-off wall; A row of high-pressure jet grouting piles is set up upstream and downstream of the plastic concrete anti-seepage wall on both sides of the water tunnel, and the wall is connected with the elevation of the plastic concrete anti-seepage wall. The high-pressure jet grouting piles at the top of the water tunnel are ≥0.5m away from the outer wall of the water tunnel; Located close to the two side walls of the water diversion tunnel, two high-pressure jet grouting piles are extended downstream, and the bottom elevation is consistent with the elevation of the plastic concrete anti-seepage wall.
2. The earth-rock dam body new and old anti-seepage wall overlap and water diversion tunnel anti-seepage reinforcement structure according to claim 1, characterized in that: The thickness of the new anti-seepage wall is ≥0.6m.
3. The earth-rock dam body new and old anti-seepage wall overlap and water diversion tunnel anti-seepage reinforcement structure according to claim 2, characterized in that: The two rows of high-pressure jet grouting piles located upstream and downstream of the plastic concrete anti-seepage wall on both sides of the water diversion tunnel have a pile diameter of 1.4m and a spacing of 1.25m. They are connected to form a wall with a wall thickness of ≥0.6m.
4. The earth-rock dam body new and old anti-seepage wall overlap and water diversion tunnel anti-seepage reinforcement structure according to claim 3, characterized in that: The diameter of the high-pressure rotary jet piles located at the overlap section of the new cut-off wall and the original cut-off wall is 1.4m.
5. The earth-rock dam body new and old anti-seepage wall overlap and water diversion tunnel anti-seepage reinforcement structure according to claim 4, characterized in that: The diameter of the four high-pressure jet jet piles located downstream of the water diversion tunnel is 1.4m.
6. The earth-rock dam body new and old anti-seepage wall overlap and water diversion tunnel anti-seepage reinforcement structure according to claim 5, characterized in that: The water diversion tunnel and the plastic concrete anti-seepage wall are integrally located in the central area of the dam body.
7. The overlapping structure of the new and old anti-seepage walls of the earth-rock dam and the anti-seepage reinforcement structure of the water diversion tunnel according to claim 6 is characterized by: The thickness of the original anti-seepage wall was between 0.6m and 0.8m.
8. The earth-rock dam body new and old anti-seepage wall overlap and water diversion tunnel anti-seepage reinforcement structure according to claim 7, characterized in that: The new anti-seepage wall and the original anti-seepage wall are both plastic concrete anti-seepage walls.
9. The overlapping structure of the new and old anti-seepage walls of the earth-rock dam and the anti-seepage reinforcement structure of the water diversion tunnel according to claim 8 is characterized by: The axis of the new anti-seepage wall is located 0.5m downstream of the axis of the original anti-seepage wall.
10. The overlapping structure of the new and old anti-seepage walls of the earth-rock dam and the anti-seepage reinforcement structure of the water diversion tunnel according to claim 9, characterized in that: The thickness of the new anti-seepage wall is 0.6m, and the thickness of the wall formed by the two rows of high-pressure jet grouting piles upstream and downstream of the plastic concrete anti-seepage wall located on both sides of the water diversion tunnel is 0.6m.