Dam-passing flow guide layout structure of earth and rockfill dam
By setting up steel corrugated pipes in front of the reservoir cofferdam of the reservoir on the pumped storage power station, and using self-flow drainage, the problem of large number of water pumps and large energy consumption in the traditional mechanical pumping and drainage method is solved, and the effect of reducing construction costs and improving construction convenience is achieved.
Patent Information
- Application Number
- CN202421348469.X
- Authority / Receiving Office
- CN · China
- Patent Type
- Utility models(China)
- Current Assignee / Owner
- Filing Date
- 2024-06-13
- Publication Date
- 2025-03-18
- Estimated Expiration
- 2034-06-13
AI Technical Summary
In the case where there is no permanent void on the reservoir on the pumped storage power station, the traditional mechanical pumping and drainage method leads to a large number of pumps, large energy consumption, and high construction diversion costs, making it difficult to achieve quality control and progress improvement.
The earth and rock dam flow-through layout structure is adopted. By installing steel corrugated pipes in front of the reservoir cofferdam, the water in the reservoir in front of the cofferdam is discharged by self-flowing, a large number of pumps are avoided and energy consumption and construction costs are reduced.
It effectively reduces the number of water pumps and energy consumption, reduces construction costs and maintenance costs, improves construction convenience and progress, and realizes quality control of flow diversion projects.
Smart Images
Figure CN222632146U_ABST
Abstract
Description
Technical Field
[0001] The utility model belongs to the technical field of pumped storage power station engineering, and in particular relates to a dam-crossing diversion layout structure for an earth-rock dam. Background Art
[0002] The diversion of the upper reservoir of a pumped storage power station is a very important part of the engineering construction. The upper reservoir of a pumped storage power station is generally built in a mountain top ditch source depression, with a small area. The water inflow during the construction period is mainly small basin floods. The diversion project is relatively simple and small in scale. At present, the common construction diversion methods include drainage through the drainage gallery at the bottom of the reservoir (dam bottom), diversion using permanent vent holes (discharge channels), mechanical pumping, culvert diversion, tunnel diversion and other methods. At present, when the hydraulic structures of the upper reservoir of a common pumped storage power station are laid out, if no permanent air-raid shelter (discharge channel) is set up, the main diversion method used in the upper reservoir area is mechanical pumping. Utility Model Content
[0003] The utility model provides a diversion layout structure for an earth-rock dam. One of its purposes is to provide a diversion layout structure that can improve the convenience and progress of diversion project construction and effectively implement quality control; the second purpose is to provide a diversion layout structure that can reduce the cost of construction diversion projects in the case of no permanent vent hole and other hydraulic structures; the third purpose is to provide a diversion layout structure that can reduce the number of water pumps for mechanical drainage and effectively reduce energy consumption.
[0004] In order to achieve the above purpose, the technical solution adopted by the utility model is:
[0005] A diversion layout structure for an earth-rock dam comprises a reservoir cofferdam, a steel corrugated pipe, an earth-rock dam, a water reservoir in front of the cofferdam and a ditch outside the reservoir; the water reservoir in front of the cofferdam is arranged in front of the reservoir cofferdam to provide water during the construction period; the front end of the steel corrugated pipe is buried through the reservoir cofferdam and is connected to the water reservoir in front of the cofferdam; the end of the steel corrugated pipe passes through the earth-rock dam and extends to the ditch outside the reservoir.
[0006] Two steel corrugated pipes are arranged in parallel.
[0007] The distance between two parallel steel corrugated pipes is 30cm-50cm.
[0008] The inner diameter of the steel corrugated pipe is 10-30 cm.
[0009] After the end of the steel bellows passes through the second elevation of the steel bellows at the earth-rock dam, its elevation rises as the filling elevation of the earth-rock dam rises.
[0010] The front end of the steel corrugated pipe is buried through the reservoir cofferdam, and its buried height, that is, the first elevation of the steel corrugated pipe is 1.3-1.7m away from the top elevation of the reservoir cofferdam.
[0011] The height difference between the first elevation of the steel bellows where the front end of the steel bellows passes through the reservoir cofferdam and the second elevation of the steel bellows where the end of the steel bellows passes through the earth-rock dam is greater than 10m.
[0012] The first elevation of the steel bellows is greater than the second elevation of the steel bellows.
[0013] Beneficial effects:
[0014] (1) The technical solution of the utility model uses a steel bellows to divert water, breaking the conventional diversion method of using mechanical pumping and drainage when there is no permanent drain hole in the upper reservoir of a pumped storage power station, avoiding the configuration of a large number of pumps and greatly reducing energy consumption.
[0015] (2) The technical solution of the utility model avoids the power load caused by configuring too many water pumps and reduces the subsequent costs of overhauling, maintaining and pump pipe maintenance of the water pumps.
[0016] (3) The utility model adopts the technical solution of setting a steel bellows across the dam to discharge part of the accumulated water in the water reservoir in front of the cofferdam by gravity.
[0017] (4) The plan layout of the utility model is flexible and can effectively adapt to actual changes in topography, geology and engineering.
[0018] The above description is only an overview of the technical solution of the utility model. In order to more clearly understand the technical means of the utility model and implement it according to the contents of the specification, the following is a detailed description of the preferred embodiments of the utility model in conjunction with the accompanying drawings. BRIEF DESCRIPTION OF THE DRAWINGS
[0019] In order to more clearly illustrate the embodiments of the utility model or the technical solutions in the prior art, the drawings required for use in the embodiments will be briefly introduced below. Obviously, the drawings described below are only some embodiments of the utility model. For ordinary technicians in this field, other drawings can be obtained based on these drawings without paying creative work.
[0020] Figure 1 It is a schematic diagram of the plane layout of the utility model.
[0021] Figure 2 It is a schematic diagram of the buried steel corrugated pipe in the cofferdam of the utility model.
[0022] In the figure: 1. Reservoir cofferdam; 2. Steel corrugated pipe; 3. Earth-rock dam; 4. Water storage tank in front of cofferdam; 5. First elevation of steel corrugated pipe; 6. Second elevation of steel corrugated pipe; 7. High-pressure spraying anti-seepage wall; 8. Top elevation of reservoir cofferdam; 9. Earth-rock cofferdam; 10. Ground line. DETAILED DESCRIPTION
[0023] The following will be combined with the drawings in the embodiments of the utility model to clearly and completely describe the technical solutions in the embodiments of the utility model. Obviously, the described embodiments are only part of the embodiments of the utility model, not all of the embodiments. Based on the embodiments of the utility model, all other embodiments obtained by ordinary technicians in this field without creative work are within the scope of protection of the utility model.
[0024] Embodiment 1:
[0025] according to Figure 1 and Figure 2 The structure of the earth-rock dam diversion layout shown in the figure includes a reservoir cofferdam 1, a steel corrugated pipe 2, an earth-rock dam 3, a water reservoir 4 in front of the cofferdam and a ditch outside the reservoir; the water reservoir 4 in front of the cofferdam is arranged in front of the reservoir cofferdam 1 to provide water during the construction period; the front end of the steel corrugated pipe 2 is buried through the reservoir cofferdam 1 and is connected with the water reservoir 4 in front of the cofferdam; the end of the steel corrugated pipe 2 passes through the earth-rock dam 3 and extends to the ditch outside the reservoir.
[0026] In actual use, the reservoir cofferdam 1 is set upstream of the earth-rock dam 3 and close to the reservoir tail. The front end of the steel bellows 2 passes through the reservoir cofferdam 1 and is connected to the water storage tank 4 in front of the cofferdam formed by the original channel in front of the reservoir cofferdam 1; the rear end of the steel bellows 2 extends to the back of the earth-rock dam 3, and is raised as the dam body is filled. After the dam body is filled to the second elevation 6 of the steel bellows, the steel bellows 2 is removed; usually, the elevation at which the front end of the steel bellows 2 passes through the reservoir cofferdam 1 is greater than the elevation when the steel bellows 2 passes through the earth-rock dam 3, ensuring that the water in the water storage tank 4 in front of the cofferdam can flow along the steel bellows 2 to the outside of the reservoir.
[0027] The technical solution of the utility model is to provide a steel bellows 2 for diversion, thus breaking the conventional diversion method of using mechanical pumping and drainage when no permanent drain hole is provided in the upper reservoir of a pumped storage power station, avoiding the configuration of a large number of pumps, and greatly reducing energy consumption.
[0028] The technical solution of the utility model avoids the power load caused by configuring too many water pumps, and reduces the costs of the subsequent inspection, maintenance and pump pipe maintenance of the water pumps.
[0029] The utility model adopts the technical solution of arranging a steel bellows across the dam, and discharges part of the accumulated water in the water reservoir in front of the cofferdam in a gravity flow manner.
[0030] The utility model has flexible plan layout and can effectively adapt to actual changes in topography, geology and engineering.
[0031] Embodiment 2:
[0032] according to Figure 1 and Figure 2 The earth-rock dam over-dam diversion layout structure shown is different from the first embodiment in that: two steel corrugated pipes 2 are arranged in parallel.
[0033] Furthermore, the distance between the two parallel steel corrugated pipes 2 is 30-50 cm.
[0034] Furthermore, the inner diameter of the steel corrugated pipe 2 is 10-30 cm.
[0035] In actual use, the number and inner diameter of the steel bellows 2 are related to the flow rate. The more the number and the larger the inner diameter, the faster the water in the water reservoir 4 in front of the cofferdam will flow along the steel bellows 2 to the outside of the reservoir, but the corresponding construction difficulty and construction cost will increase significantly. According to the design and related verification, two steel bellows 2 are set, and the inner diameter of the steel bellows 2 is 10-30cm, which can basically achieve the designed flow rate of the water in the water reservoir 4 in front of the cofferdam, save costs, and reduce the difficulty of construction.
[0036] Embodiment three:
[0037] according to Figure 1 and Figure 2 The earth-rock dam diversion layout structure shown is different from the first or second embodiment in that after the end of the steel bellows 2 passes through the second steel bellows elevation 6 at the earth-rock dam 3, its elevation rises as the filling elevation of the earth-rock dam 3 rises.
[0038] In actual use, the technical solution that the end of the steel bellows 2 passes through the second elevation 6 of the steel bellows at the earth-rock dam 3, and its elevation rises as the filling elevation of the earth-rock dam 3 rises, will produce the following technical effects: on the one hand, the steel bellows 2 is lifted as the dam body is filled, which is not only simple to construct and has little difficulty, but also conducive to continuous and uninterrupted drainage; on the other hand, assuming that the steel bellows 2 does not rise as the dam body is filled, there will be problems of overlapping the steel bellows 2 and sealing the steel bellows 2 that remain in the dam body and have not risen. Whether it is overlapping the steel bellows 2 or sealing the construction, the difficulty is relatively large, and the safety is not easy to guarantee.
[0039] Embodiment 4:
[0040] according to Figure 1 and Figure 2The earth-rock dam diversion layout structure shown is different from the first or second embodiment in that the front end of the steel bellows 2 is buried through the reservoir cofferdam 1, and its buried height, i.e. the first elevation 5 of the steel bellows, is 1.3-1.7m away from the top elevation 8 of the reservoir cofferdam.
[0041] In actual use, the above technical solution is adopted. On the one hand, a part of the water can be retained in the water reservoir 4 in front of the cofferdam for water supply to the project construction, thereby reducing the water cost of the project; on the other hand, the first elevation 5 of the steel corrugated pipe is 1.3-1.7m away from the elevation 8 of the top of the reservoir cofferdam, so a part of the capacity space of the water reservoir 4 in front of the cofferdam can be reserved to cooperate with the configured water pump to cope with the surge in water volume caused by instantaneous heavy rainfall.
[0042] Embodiment five:
[0043] according to Figure 1 and Figure 2 The structure of the earth-rock dam diversion layout shown is different from that of Example 1 in that the height difference between the first elevation 5 of the steel bellows where the front end of the steel bellows 2 passes through the reservoir cofferdam 1 and the second elevation 6 of the steel bellows where the end of the steel bellows 2 passes through the earth-rock dam 3 is greater than 10m.
[0044] Furthermore, the first elevation 5 of the steel bellows is greater than the second elevation 6 of the steel bellows.
[0045] In actual use, the above technical solution is adopted to ensure that the water in the water reservoir 4 in front of the cofferdam can flow out of the reservoir along the steel bellows 2, avoiding the power load caused by configuring too many water pumps, and reducing the subsequent inspection, maintenance and pump pipe maintenance costs of the water pumps.
[0046] Embodiment six:
[0047] according to Figure 1 and Figure 2 The structure of diversion layout for earth-rock dam shown in the figure is different from that of the first embodiment in that: two steel bellows 2 are arranged in parallel, and the spacing between the two parallel steel bellows 2 is 40 cm; the inner diameter of the steel bellows 2 is 20 cm; after the end of the steel bellows 2 passes through the second elevation 6 of the steel bellows at the earth-rock dam 3, its elevation rises as the filling elevation of the earth-rock dam 3 rises; the front end of the steel bellows 2 passes through the reservoir cofferdam 1 and is buried, and its buried height, i.e., the first elevation 5 of the steel bellows, is 1.5 m away from the top elevation 8 of the reservoir cofferdam; the height difference between the first elevation 5 of the steel bellows where the front end of the steel bellows 2 passes through the reservoir cofferdam 1 and the second elevation 6 of the steel bellows where the end of the steel bellows 2 passes through the earth-rock dam 3 is greater than 10 m; the first elevation 5 of the steel bellows is greater than the second elevation 6 of the steel bellows.
[0048] In the reservoir cofferdam 1 of this embodiment, the part above the ground line 10 is an earth-rock cofferdam 9, and a high-pressure spraying anti-seepage wall 7 is vertically arranged downward in the middle of the top of the earth-rock cofferdam 9, and the high-pressure spraying anti-seepage wall 7 extends below the ground line 10. The height of the highest point where the steel bellows 2 passes through the reservoir cofferdam, i.e., the first elevation 5 of the steel bellows, is greater than the highest point where the steel bellows 2 passes through the earth-rock dam 3, i.e., the second elevation 6 of the steel bellows; two steel bellows 2 with an inner diameter of 20 cm are arranged; the front end of the steel bellows 2 passes through the reservoir cofferdam 1 and is buried, and its buried height, i.e., the first elevation 5 of the steel bellows, is 1.5 m from the elevation 8 of the top of the reservoir cofferdam.
[0049] The utility model breaks the conventional diversion method of mechanical pumping and drainage when the upper reservoir of a pumped storage power station is not equipped with a permanent drain hole, avoids the configuration of a large number of pumps, and greatly reduces energy consumption. The utility model adopts the technical solution of setting a steel bellows across the dam, and uses gravity to discharge the accumulated water in the reservoir in front of the cofferdam, avoiding the power load caused by configuring too many pumps, and reducing the subsequent cost of pumping pump inspection, maintenance and pump pipe maintenance.
[0050] The utility model has flexible plan layout and can effectively adapt to actual changes in topography, geology and engineering.
[0051] In the absence of conflicts, technicians in this field can combine the relevant technical features in the above examples according to actual conditions to achieve corresponding technical effects. The specific combinations are not described here one by one.
[0052] It should be noted that all directional indications (such as up, down, left, right, front, back...) in the embodiments of the present invention are only used to explain the relative position relationship, movement status, etc. between the various components under a certain specific posture (as shown in the accompanying drawings). If the specific posture changes, the directional indication will also change accordingly.
[0053] In addition, the descriptions of "first", "second", etc. in the present invention are only for descriptive purposes and cannot be understood as indicating or implying their relative importance or implicitly indicating the number of the indicated technical features. Therefore, the features defined as "first" or "second" may explicitly or implicitly include at least one of the features.
[0054] The above is only a preferred embodiment of the utility model. The utility model will not be limited to these embodiments shown in this article, but should conform to the widest range consistent with the principles and novel features disclosed in this article. Any simple modification, equivalent changes and modifications made to the above embodiments based on the technical essence of the utility model still fall within the scope of the technical solution of the utility model.
Claims
1. A diversion layout structure for earth-rock dam, characterized in that: The invention comprises a reservoir cofferdam (1), a steel corrugated pipe (2), an earth-rock dam (3), a water reservoir in front of the cofferdam (4), and an external ditch; the water reservoir in front of the cofferdam (4) is arranged in front of the reservoir cofferdam (1) to provide water for the construction period; the front end of the steel corrugated pipe (2) is buried through the reservoir cofferdam (1) and is connected to the water reservoir in front of the cofferdam (4); the end of the steel corrugated pipe (2) passes through the earth-rock dam (3) and extends to the external ditch.
2. The earth-rock dam over-dam diversion layout structure according to claim 1, characterized in that: Two steel corrugated pipes (2) are arranged in parallel.
3. The earth-rock dam over-dam diversion layout structure according to claim 2, characterized in that: The distance between the two parallel steel corrugated pipes (2) is 30 cm to 50 cm.
4. The earth-rock dam over-dam diversion layout structure according to any one of claims 1 to 3, characterized in that: The inner diameter of the steel corrugated pipe (2) is 10-30 cm.
5. The earth-rock dam over-dam diversion layout structure according to any one of claims 1 to 3, characterized in that: After the end of the steel bellows (2) passes through the second steel bellows elevation (6) at the earth-rock dam (3), its elevation rises as the filling elevation of the earth-rock dam (3) rises.
6. The earth-rock dam over-dam diversion layout structure according to any one of claims 1 to 3, characterized in that: The front end of the steel corrugated pipe (2) is buried through the reservoir cofferdam (1), and its buried height, i.e., the first elevation (5) of the steel corrugated pipe is 1.3-1.7 m from the top elevation (8) of the reservoir cofferdam.
7. The earth-rock dam over-dam diversion layout structure according to claim 1, characterized in that: The height difference between a first elevation (5) of the steel bellows where the front end of the steel bellows (2) passes through the reservoir cofferdam (1) and a second elevation (6) of the steel bellows where the rear end of the steel bellows (2) passes through the earth-rock dam (3) is greater than 10 m.
8. The earth-rock dam over-dam diversion layout structure according to claim 7, characterized in that: The first elevation (5) of the steel bellows is greater than the second elevation (6) of the steel bellows.