A pumped storage power station full reservoir anti-seepage reservoir and seepage monitoring method

Abstract

A kind of pumped storage power station whole reservoir anti-seepage reservoir and seepage monitoring method, including seepage control structure, drainage collection system and seepage monitoring system, seepage control structure includes reservoir bottom seepage control structure and reservoir bank seepage control structure, reservoir bottom seepage control structure includes geomembrane, gravel cushion, reservoir bottom transition layer, geonet mat, geotextile;Reservoir bank seepage control structure includes geomembrane, reservoir bank cushion, high-strength woven geotextile, wave protection wall;The drainage collection system is used to drain and collect groundwater in reservoir basin foundation and reservoir seepage water, the present application is based on the deformation characteristics of different regions of reservoir basin, designs the seepage control type suitable for combination and forms the complete whole reservoir basin seepage control structure, through seepage monitoring system real-time collection monitoring point seepage pressure value information, proposes seepage point position determination method to determine local seepage point area.

Description

TECHNICAL FIELD

[0001] The present application relates to the field of full-reservoir-basin seepage prevention reservoirs in hydropower engineering, and particularly relates to a pumped storage power station full-reservoir-basin seepage prevention reservoir and a seepage monitoring method. BACKGROUND

[0002] The upper reservoir of a pumped storage power station is usually located in a relatively high terrain area and needs to be formed by large-scale excavation and filling to form a reservoir basin. Due to the high water head and large storage capacity of the reservoir area, the reliability of the reservoir basin seepage prevention system directly affects the safe operation and power generation efficiency of the power station. The seepage prevention type of the upper reservoir is divided into vertical seepage prevention and surface seepage prevention. When the geological conditions of the reservoir area are complex, such as extensive distribution of strong karst development zones and faults and other unfavorable geological structures, the vertical seepage prevention type such as curtain grouting is difficult to achieve ideal seepage prevention effect, and therefore the surface seepage prevention type such as full-reservoir-basin geomembrane seepage prevention is preferably selected.

[0003] At present, the full-reservoir-basin geomembrane seepage prevention scheme gradually becomes the preferred scheme for the reservoir basin seepage prevention of a pumped storage power station due to the advantages of strong deformation adaptability of the seepage prevention material, convenient construction and low cost, but there are certain safety hazards of the seepage prevention system in actual engineering application. For example, when facing complex hydrogeological conditions such as high underground water environment of the reservoir area, the underground water in the foundation at the bottom of the reservoir basin has a jacking effect on the geomembrane, causing the geomembrane to bear seepage pressure and easily causing liquid swelling or gas swelling damage. In the prior art, the reservoir basin drainage scheme mainly adopts a single drainage measure under the geomembrane, and the drainage effect is not significant, especially when strong rainfall and other unfavorable conditions cause the underground water of the reservoir area to rise suddenly, the drainage capacity is insufficient and the geomembrane is easily damaged by local jacking. In actual engineering, the deformation of the geomembrane is mainly affected by the change of the upper water load and the deformation of the structure and foundation under the geomembrane, and the geomembrane is easily damaged when it is subjected to large uneven deformation, and the deformation characteristics of the foundation in different regions such as the reservoir bottom backfill area, the reservoir bottom bedrock area and the reservoir bank are obviously different, and the conventional reservoir basin seepage prevention design lacks consideration of the deformation of different regions of the reservoir basin on the seepage prevention structure. In addition, when the geomembrane has a defect leakage, the leakage point positioning mainly depends on a large-scale investigation of the full-reservoir-basin, which is low in efficiency and high in cost, and it is difficult to capture the leakage path and lacks real-time monitoring of local leakage of each region of the reservoir basin during the operation of the reservoir. SUMMARY

[0004] In order to solve the defects of the prior art, the present application provides a pumped storage power station full-reservoir-basin seepage prevention reservoir, which adopts a seepage control structure form suitable for deformation and functionality for different regions of the reservoir basin, and improves the seepage control safety of the geomembrane seepage prevention layer and the drainage structure.

[0005] The technical scheme of the present application: a full-reservoir seepage control reservoir of pumped storage power station, comprising a reservoir bottom seepage control structure, a reservoir bank seepage control structure and a drainage system, the surface of the reservoir bottom seepage control structure and the reservoir bank seepage control structure is covered with a continuous and complete geomembrane, the reservoir bottom seepage control structure comprises a reservoir bottom backfill area seepage control structure and a reservoir bottom bedrock area seepage control structure, the reservoir bottom backfill area seepage control structure comprises, from top to bottom, a geomembrane, a geonet mat, a gravel cushion layer and a reservoir bottom transition layer, the reservoir bottom bedrock area seepage control structure comprises, from top to bottom, a geomembrane and a geotextile, and the reservoir bank seepage control structure comprises, from top to bottom, a geomembrane, a geotextile and a reservoir bank cushion layer.

[0006] The geonet mat has water permeability and can reduce damage such as puncture of the geomembrane by the gravel cushion layer, the gravel cushion layer plays a role of drainage under the geomembrane, and the reservoir bottom transition layer plays a role of support and transition for the structure above.

[0007] The geotextile plays a protective role for the geomembrane and has water permeability.

[0008] Preferably, the geotextile is a high-strength woven geotextile, which plays a protective role for the geomembrane and improves the anti-sliding stability between the geomembrane and the cushion layer.

[0009] In one embodiment, the drainage system comprises a reservoir perimeter corridor, a corridor at the junction of excavation and backfill, a geotechnical drainage pipe, a reservoir bank drainage pipe, a reservoir bottom lower layer corridor, a vertical drainage pipe, an inclined drainage pipe, a horizontal drainage pipe and a drainage hole, and the drainage collection system is used to drain and collect underground water in the reservoir basin foundation and reservoir seepage water.

[0010] In one embodiment, the reservoir bottom backfill area seepage control structure, the reservoir bottom bedrock area seepage control structure and the reservoir bank seepage control structure are provided with a seepage monitoring device, which is used to transmit the collected seepage pressure value and the corresponding monitoring point information to a seepage monitoring information platform.

[0011] The seepage monitoring device comprises a seepage pressure gauge and a signaler, which are installed in the protective shell, the seepage pressure gauge is used to measure the seepage pressure value at the monitoring point, the signaler is used to transmit the collected seepage pressure value and the corresponding monitoring point information to the seepage monitoring information platform, and the protective shell is used to protect the seepage monitoring point from damage by external structures.

[0012] In one embodiment, the seepage monitoring device of the reservoir bottom backfill area is arranged in the form of a dot matrix in the gravel cushion layer, the seepage monitoring device of the reservoir bottom bedrock area is arranged at the end and intersection of the geotechnical drainage pipe, and the seepage monitoring device of the reservoir bank is arranged at the bottom of the reservoir bank drainage pipe.

[0013] In one of the embodiments, the circumferential gallery is arranged below the earthwork membrane at the junction of the bank slope and the reservoir bottom, the excavation and backfill junction gallery is arranged at the junction of the bedrock area and the backfill area of the reservoir bottom, the two ends of the excavation and backfill junction gallery are communicated with the circumferential gallery, and the water flow in the excavation and backfill junction gallery can be collected into the circumferential gallery. The water in the gravel cushion can be discharged to the circumferential gallery and the excavation and backfill junction gallery at the side of the gravel cushion.

[0014] In one of the embodiments, the geotechnical drainage pipe is arranged longitudinally and transversely in the bedrock area of the reservoir bottom and below the geotextile. Each section of the geotechnical drainage pipe is arranged obliquely. The geotechnical drainage pipe is connected with the circumferential gallery and the excavation and backfill junction gallery, so as to ensure that the water flow in each section of the geotechnical drainage pipe can be smoothly collected into the circumferential gallery or the excavation and backfill junction gallery. The geotechnical drainage pipe plays a role of membrane drainage and water guide.

[0015] In one of the embodiments, the bank drainage pipe is arranged below the bank cushion of the reservoir and is arranged at the same slope as the bank slope. Each section of the bank drainage pipe is connected with the circumferential gallery. The water in the bank drainage pipe can be discharged to the circumferential gallery at the bottom end of the bank drainage pipe.

[0016] In one of the embodiments, the lower-layer gallery of the reservoir bottom is arranged obliquely in the bedrock directly below the circumferential gallery. The lowest point of the lower-layer gallery is communicated with the drainage hole. The inclined drainage pipe is arranged in the bedrock below the bank of the reservoir. The horizontal drainage pipe is arranged in the bedrock below the reservoir bottom. The vertical drainage pipe is arranged between the lower-layer gallery of the reservoir bottom and the circumferential gallery. The vertical drainage pipe, the inclined drainage pipe and the horizontal drainage pipe are used to discharge the underground water in the reservoir basin and to collect the underground water to the lower-layer gallery. The vertical drainage pipe can also collect the water in the circumferential gallery to the lower-layer gallery. The water flow discharged by all the drainage facilities of the reservoir basin is sequentially collected into the lower-layer gallery and finally discharged through the drainage hole.

[0017] In one of the embodiments, the pipe diameter of the geotechnical drainage pipe is determined according to the following formula:

[0018]

[0019] wherein, d D is the pipe diameter of the geotechnical drainage pipe; V V is the total reservoir capacity; k K is the limitation coefficient of the defect leakage of the reservoir basin; α C is the flow capacity coefficient of the geotechnical drainage pipe; s N is the number of the geotechnical drainage pipes; t T is the daily operation time of the reservoir; v Vmax is the maximum flow velocity of the geotechnical drainage pipe.

[0020] Further, the application proposes a monitoring method for judging the leakage point position and leakage path of each area of the whole reservoir based on the leakage monitoring system, which significantly improves the positioning accuracy of the leakage point.

[0021] The technical scheme of the application is a leakage monitoring method for a full-reservoir anti-seepage reservoir of a pumped storage power station ij (i=1, 2, 3, …, q; j=1, 2, 3, …, p); the reservoir bottom bedrock area leakage monitoring point is denoted as B ij (i=1, 2, 3, …, m; j=1, 2, 3, …, n); the reservoir bank leakage monitoring point is denoted as C i (i=1, 2, 3, …, k);

[0022] The reservoir bottom backfill area leakage point: if HA ij ≥βh, and all satisfy HA ij >HA （i-1）j , HA ij >HA （i+1）j , HA ij >HA i（j-1） , HA ij >HA i（j+1） , then it is judged that the leakage point is located in the local area near the monitoring point A ij .

[0023] The reservoir bottom bedrock area leakage point: if HB ij ≥βh, and all satisfy HB ij >HB （i-1）j , HB ij >HB i+1）j , HB ij >HB i（j-1） , HB ij >HB i（j+1） , then it is judged that the leakage point is located in the local area near the monitoring point B ij .

[0024] The reservoir bank area leakage point: if HC i ≥βh, and all satisfy HC i >HC i-1 , HC i >HC i+1 , then it is judged that the leakage point is located in the local area near the monitoring point C i .

[0025] Wherein, HA ij , HB ij , and HC i represent the corresponding seepage pressure values of the leakage monitoring points; βh represents the seepage pressure abnormal limit value for judging the occurrence of local defect leakage; h is the water head borne by the geomembrane; and β is the abnormal seepage pressure limit value coefficient.

[0026] The present application is based on the deformation and other characteristics of different areas of the reservoir basin, and designs a suitable seepage control type and combines to form a complete full-reservoir-basin seepage control structure, which significantly improves the seepage control effect and seepage safety of the full-reservoir-basin seepage control reservoir. For the reservoir bottom backfill area with relatively large foundation deformation, a seepage control structure of "geomembrane + geonet mat + gravel cushion + reservoir bottom transition layer" is adopted, which has the functions of seepage prevention and drainage, and improves the protection and support capacity of the geomembrane; for the reservoir bottom bedrock area with relatively small foundation deformation, a seepage control structure of "geomembrane + geotextile + geodraining pipe" is adopted, which protects the geomembrane and ensures the drainage and water guiding effect; for the reservoir bank, a seepage control structure of "geomembrane + high-strength woven geotextile + reservoir bank cushion" is adopted, which not only has excellent seepage control effect, but also enhances the seepage safety of the geomembrane.

[0027] The present application adopts a drainage system composed of double-layer drainage corridors in the reservoir basin and the underlying foundation and various drainage pipes, and the underlying corridor and inclined, horizontal and vertical drainage pipes arranged around the reservoir effectively reduce the overall groundwater level of the reservoir area foundation, and the reservoir perimeter corridor, the corridor at the junction of excavation and backfill and the drainage facilities under each membrane drain the groundwater and seepage water in the local area of the reservoir bottom, and the combined action of various drainage structures significantly improves the drainage capacity of the reservoir basin drainage system, which can effectively deal with complex high groundwater caused by unfavorable conditions such as strong karst permeable area and heavy rainfall, avoids the local damage caused by the jacking effect of high groundwater on the geomembrane, and ensures the safe operation of the reservoir basin seepage control system.

[0028] Through the drainage collection system composed of the underlying corridor and various drainage pipes around the reservoir, at the junction of excavation and backfill of the reservoir bottom and in the underlying corridor, the high groundwater level in the foundation of the reservoir basin under complex hydrogeological conditions is significantly reduced, the risk of damage to the geomembrane by groundwater jacking is effectively reduced, and the seepage water in the reservoir basin is drained in time; a seepage monitoring system based on zoned seepage monitoring points and a monitoring information platform is established to determine the position and seepage path of the seepage points in each area of the reservoir basin, and the positioning accuracy of the seepage points is significantly improved.

[0029] The present application adopts full-coverage dot-matrix distributed seepage monitoring points to realize the seepage monitoring of the full-reservoir-basin area of the reservoir bottom backfill area, the reservoir bottom bedrock area and the reservoir bank, real-time collection of seepage pressure value information of the monitoring points through the seepage monitoring information platform, a seepage point position determination method to determine the local seepage point area, which is convenient for narrowing the target range for further seepage point accurate detection, improves the speed of accurate detection of geomembrane defects, solves the problems of high cost and low efficiency of blind exploration of geomembrane defect seepage points, and can also determine the seepage path based on the seepage pressure distribution law of the monitoring points. BRIEF DESCRIPTION OF DRAWINGS

[0030] Figure 1 The present application is based on the deformation and other characteristics of different areas of the reservoir basin, and designs a suitable seepage control type and combines to form a complete full-reservoir-basin seepage control structure, which significantly improves the seepage control effect and seepage safety of the full-reservoir-basin seepage control reservoir. For the reservoir bottom backfill area with relatively large foundation deformation, a seepage control structure of "geomembrane + geonet mat + gravel cushion + reservoir bottom transition layer" is adopted, which has the functions of seepage prevention and drainage, and improves the protection and support capacity of the geomembrane; for the reservoir bottom bedrock area with relatively small foundation deformation, a seepage control structure of "geomembrane + geotextile + geodraining pipe" is adopted, which protects the geomembrane and ensures the drainage and water guiding effect; for the reservoir bank, a seepage control structure of "geomembrane + high-strength woven geotextile + reservoir bank cushion" is adopted, which not only has excellent seepage control effect, but also enhances the seepage safety of the geomembrane.

[0031] Figure 2 As Figure 1 Enlarged view at A in the middle;

[0032] Figure 3 As the schematic plan view of the drainage collection system and the leakage monitoring system in the embodiment of the present application;

[0033] In the figure, 1, geomembrane, 2-1, corridor around the reservoir, 2-2, corridor at the junction of excavation and backfill, 3, gravel cushion, 4, reservoir bottom transition layer, 5, geotextile mat, 6, geotextile; 7, geodrain, 8, reservoir bank drainage pipe, 9, wave protection wall, 10, reservoir bank, 11, reservoir bank cushion, 12, reservoir bottom lower layer corridor, 13, vertical drainage pipe, 14, inclined drainage pipe, 15, horizontal drainage pipe, 16, drainage hole, 17, reservoir bottom bedrock area, 18, reservoir bottom backfill area, 19, reservoir bottom backfill area leakage monitoring point A ij , 20, reservoir bottom bedrock area leakage monitoring point B ij , 21, reservoir bank leakage monitoring point C i , 22, leakage monitoring information platform. DETAILED DESCRIPTION

[0034] The technical solutions in the embodiments of the present application will be clearly and completely described below with reference to the drawings in the embodiments of the present application. Obviously, the described embodiments are only part of the embodiments of the present application, rather than all the embodiments. Based on the embodiments in the present application, all other embodiments obtained by those skilled in the art without creative work fall within the scope of protection of the present application.

[0035] Unless otherwise defined, all technical and scientific terms used herein have the same meaning as commonly understood by one of ordinary skill in the art to which this application belongs. The terminology used in the description of the application herein is for the purpose of describing particular embodiments only and is not intended to be limiting of the application. As used herein, the term "and / or" includes any and all combinations of one or more of the associated listed items.

[0036] As Figures 1-2 shown, the present embodiment discloses a pumped storage power station anti-seepage reservoir, which comprises a reservoir bottom seepage control structure, a reservoir bank seepage control structure and a drainage system, the surface of the reservoir bottom seepage control structure and the reservoir bank seepage control structure is covered with a continuous and complete geomembrane 1, and the reservoir bottom seepage control structure comprises a reservoir bottom backfill area seepage control structure and a reservoir bottom bedrock area seepage control structure.

[0037] The seepage control structure of the reservoir bottom backfill area 18 is in turn from top to bottom a geomembrane 1, a geotextile mat 5, a gravel cushion 3 and a reservoir bottom transition layer 4. The geotextile mat 5 is water permeable and can reduce damage such as puncture of the geomembrane 1 by the gravel cushion 3. The gravel cushion 3 plays a role in drainage under the membrane, and the reservoir bottom transition layer 4 plays a supporting and transitional role for the structure above.

[0038] The seepage control structure of the reservoir bottom bedrock area 17 is sequentially arranged from top to bottom as the geomembrane 1, the geotextile 6, and the geodrain 7. The geotextile 6 protects the geomembrane 1 and has water permeability. The geodrain 7 has the functions of water drainage and water guiding.

[0039] The seepage control structure of the reservoir bank 10 is sequentially arranged from top to bottom as the geomembrane 1, the geotextile 6, and the reservoir bank cushion 11. The reservoir bank 10 is provided with the wave protection wall 9. The geotextile 6 of the reservoir bank 10 is high-strength woven geotextile, which can protect the geomembrane 1 and improve the anti-sliding stability between the geomembrane 1 and the reservoir bank cushion 11.

[0040] The geomembrane 1 of the seepage control structure is continuously and completely distributed in the entire reservoir basin including the reservoir bottom and the reservoir bank.

[0041] The drainage collection system includes the reservoir perimeter corridor 2-1, the excavation backfill junction corridor 2-2, the reservoir bank drain 8, the reservoir bottom lower corridor 12, the vertical drain 13, the inclined drain 14, the horizontal drain 15, and the drain hole 16. The drainage collection system is used to drain and collect the underground water and the reservoir seepage water in the foundation of the reservoir basin.

[0042] The seepage monitoring system includes the seepage monitoring device and the seepage monitoring information platform 22. The seepage monitoring device is widely distributed in the reservoir bottom backfill area 18, the reservoir bottom bedrock area 17, and the reservoir bank 10. Each seepage monitoring device corresponds to a seepage monitoring point. The seepage monitoring device of each seepage monitoring point is composed of a osmometer, a signaler, and a protective shell. The osmometer is a commonly used tool on the market, which is suitable for long-term embedding in hydraulic structures or other concrete structures and soil bodies, measures the osmotic (pore) water pressure inside the structure or soil body, and can simultaneously measure the temperature of the embedding point. The signaler is a commonly used instrument on the market, which is used to transmit electronic signals. The osmometer is used to measure the osmotic pressure value at the monitoring point. The signaler is used to transmit the collected osmotic pressure value and the corresponding monitoring point information to the seepage monitoring information platform 22. The protective shell is used to protect the seepage monitoring point from external structural damage.

[0043] The seepage monitoring information platform 22 can collect the osmotic pressure monitoring information of the seepage monitoring points in each subarea of the reservoir basin in real time, which is used to determine the defect seepage point area of the reservoir basin. The seepage monitoring information platform 22 can also determine the seepage path based on the osmotic pressure value distribution law of each monitoring point.

[0044] The reservoir perimeter corridor 2-1 is arranged below the geomembrane at the junction of the bank slope and the reservoir bottom. The excavation backfill junction corridor 2-2 is arranged at one side of the reservoir bottom bedrock area 17 at the junction of the reservoir bottom backfill area 18 and the reservoir bottom bedrock area 17. The two ends of the excavation backfill junction corridor 2-2 are communicated with the reservoir perimeter corridor 2-1. The water in the excavation backfill junction corridor 2-2 can be collected into the reservoir perimeter corridor 2-1.

[0045] The geotechnical drainage pipe 7 is arranged in the reservoir bottom bedrock area 17 in a longitudinal and horizontal manner, and each section of the geotechnical drainage pipe 7 is arranged at a certain slope to ensure that the water flow in each section of the geotechnical drainage pipe 7 can smoothly flow into the reservoir perimeter gallery 2-1 or the gallery 2-2 at the excavation backfill junction.

[0046] The pipe diameter of the geotechnical drainage pipe is determined according to the following formula:

[0047]

[0048] wherein, d D is the pipe diameter of the geotechnical drainage pipe; V V is the total reservoir capacity; k K is the reservoir basin defect leakage amount limiting coefficient; α C is the geotechnical drainage pipe flow capacity coefficient; s N is the number of geotechnical drainage pipe arrangements; t T is the daily operation time of the reservoir; v V is the maximum flow velocity of the geotechnical drainage pipe.

[0049] The water in the gravel cushion 3 can be discharged to the reservoir perimeter gallery 2-1 on its side and the gallery 2-2 at the excavation backfill junction.

[0050] The lower layer gallery 12 of the reservoir bottom is arranged in the bedrock directly below the reservoir perimeter gallery 2-1 in a certain slope, and the lowest point thereof is communicated with the drainage hole 16. The water flow discharged from all the drainage facilities of the reservoir basin is sequentially flowed into the lower layer gallery 12, and finally discharged through the drainage hole 16.

[0051] The reservoir bank drainage pipe 8 is arranged below the reservoir bank cushion 11 at a certain interval, and the arrangement slope of the reservoir bank drainage pipe 8 is consistent with the slope ratio of the reservoir bank 10. The bottom of each reservoir bank drainage pipe 8 is connected with the reservoir perimeter gallery 2-1, and the water in the reservoir bank drainage pipe 8 can be discharged to the reservoir perimeter gallery 2-1 at the bottom end thereof.

[0052] The inclined drainage pipe 14 and the horizontal drainage pipe 15 are arranged in the bedrock below the reservoir bank and the reservoir bottom, respectively. The vertical drainage pipe 13 is used to communicate the lower layer gallery 12 and the reservoir perimeter gallery 2-1 to flow the water in the reservoir perimeter gallery 2-1 into the lower layer gallery 12 of the reservoir bottom. The vertical drainage pipe 13, the inclined drainage pipe 14 and the horizontal drainage pipe 15 are all used to discharge the underground water in the reservoir basin bedrock and flow the underground water to the lower layer gallery 12.

[0053] The reservoir bottom backfill area leakage monitoring point A of the leakage monitoring system ij 19 (i=1, 2, 3, …, q; j=1, 2, 3, …, p) point array is arranged in the gravel cushion 3, and the reservoir bottom bedrock area leakage monitoring point B ij 20 (i=1, 2, 3, …, m; j=1, 2, 3, …, n) is arranged at the end and intersection of the geotechnical drainage pipe 7, and the reservoir bank leakage monitoring point C i21 (i = 1, 2, 3, …, k) are arranged near the bottom of the reservoir bank drainage pipe 8, the reservoir basin defect leakage point area monitoring method is as follows:

[0054] Reservoir bottom backfill area leakage point: if HA ij ≥ βh, and all satisfy HA ij > HA （i-1）j , HA ij > HA （i+1）j , HA ij > HA i（j-1） , HA ij > HA i（j+1） , then it is judged that the leakage point is located in the local area near the reservoir bottom backfill area leakage monitoring point A ij .

[0055] Reservoir bottom bedrock area leakage point: if HB ij ≥ βh, and all satisfy HB ij > HB （i-1）j , HB ij > HB i+1）j , HB ij > HB i（j-1） , HB ij > HB i（j+1） , then it is judged that the leakage point is located in the local area near the reservoir bottom bedrock area leakage monitoring point B ij .

[0056] Reservoir bank area leakage point: if HC i ≥ βh, and all satisfy HC i > HC i-1 , HC i > HC i+1 , then it is judged that the leakage point is located in the reservoir bank area near the reservoir bank leakage monitoring point C i .

[0057] Wherein HA ij , HB ij , HC i represent the seepage pressure values of the leakage monitoring points; βh represents the seepage pressure abnormal limit value for judging the occurrence of local defect leakage, h is the water head borne by the geomembrane, and β is the abnormal seepage pressure limit value coefficient.

[0058] In this embodiment, q = 15, p = 4, m = 15, n = 4, and k = 31 are preferred, and the leakage monitoring point arrangement diagram of the leakage monitoring system is shown in Figure 3 .

[0059] The full-coverage point array distributed leakage monitoring points are adopted, full reservoir basin area leakage monitoring of the reservoir bottom backfill area 18, the reservoir bottom bedrock area 17 and the reservoir bank 10 is realized, leakage point position judgment method is proposed to determine the local leakage point area through the real-time collection of the monitoring point seepage pressure value information on the leakage monitoring information platform, the target range is narrowed for further leakage point accurate detection, the precision detection speed of the geomembrane defect is improved, the high cost and low efficiency problem of the geomembrane defect leakage point blind detection is solved, and the leakage path can be judged based on the monitoring point seepage pressure distribution law.

[0060] The above is only a preferred embodiment of the present application, and is not used to limit the present application, any modification, equivalent replacement and improvement within the spirit and principle of the present application should be included in the protection scope of the present application.

Claims

1. A pumped storage power station full reservoir anti-seepage reservoir, comprising a reservoir bottom and a reservoir bank, characterized in that: The bottom of the reservoir comprises a reservoir bottom backfill area and a reservoir bottom bedrock area, and the reservoir bottom backfill area, the reservoir bottom bedrock area and the reservoir bank are provided with seepage control structures, the surfaces of the seepage control structures of the reservoir bottom backfill area, the reservoir bottom bedrock area and the reservoir bank are covered with continuous and complete geomembranes, the seepage control structure of the reservoir bottom backfill area comprises, from top to bottom, a geomembrane, a geotextile mat, a gravel cushion layer and a reservoir bottom transition layer, the seepage control structure of the reservoir bottom bedrock area comprises, from top to bottom, a geomembrane and a geotextile cloth, and the seepage control structure of the reservoir bank comprises, from top to bottom, a geomembrane, a geotextile cloth and a reservoir bank cushion layer, and the seepage control structures of the reservoir bottom backfill area, the reservoir bottom bedrock area and the reservoir bank are provided with leakage monitoring devices, the leakage monitoring devices of the reservoir bottom backfill area are arranged in a dot matrix mode in the gravel cushion layer, the leakage monitoring devices of the reservoir bottom bedrock area are arranged at the ends and intersections of the geodrains, the geodrains are arranged obliquely below the geotextile cloth of the seepage control structure of the reservoir bottom bedrock area, the leakage monitoring devices of the reservoir bank are arranged at the bottoms of the reservoir bank drains, and the reservoir bank drains are arranged in the reservoir bank cushion layer in a spaced mode, and the leakage monitoring devices are used to transmit the collected seepage pressure values and corresponding monitoring point information to a leakage monitoring information platform.

2. The pumped storage power plant full-reservoir impervious reservoir according to claim 1, characterized in that: The drainage system comprises a reservoir perimeter corridor, an excavation backfill junction corridor, a reservoir bottom lower layer corridor, vertical drains, inclined drains, horizontal drains and drainage holes, the reservoir perimeter corridor is arranged below the earthwork membrane at the junction of the bank slope and the reservoir bottom, the excavation backfill junction corridor is arranged at the junction of the reservoir bottom bedrock area and the reservoir bottom backfill area, the two ends of the excavation backfill junction corridor are communicated with the reservoir perimeter corridor, the reservoir bottom lower layer corridor is arranged obliquely below the reservoir perimeter corridor in the bedrock, the lowest point of the reservoir bottom lower layer corridor is communicated with the drainage hole, the vertical drains are arranged between the reservoir bottom lower layer corridor and the reservoir perimeter corridor, the inclined drains are arranged in the bedrock below the reservoir bank, and the horizontal drains are arranged in the bedrock below the reservoir bottom.

3. The pumped storage power plant full reservoir water seepage prevention reservoir according to claim 2, characterized in that: Each of the geodrains is connected with the reservoir perimeter corridor and the excavation backfill junction corridor, the setting slope of each of the reservoir bank drains is the same as that of the reservoir bank slope, and each of the reservoir bank drains is connected with the reservoir perimeter corridor.

4. The pumped storage power plant full reservoir water seepage prevention reservoir according to claim 1, characterized in that: The pipe diameter of the geodrain is determined according to the following formula: wherein, d D is the diameter of the geodrain pipe; V V is the total reservoir capacity of the reservoir; k K is the reservoir basin defect leakage quantity limiting coefficient; α C is the geodrain pipe flow capacity coefficient; s N is the number of geodrain pipe arrangements; t T is the daily operation time of the reservoir; v Vmax is the maximum flow velocity of the geodrain pipe.

5. A method for monitoring the leakage of the full-reservoir seepage-proof reservoir of the pumped storage power station according to any one of claims 1-4, characterized in that: The leakage monitoring point of the library bottom backfill area is marked as A ij (i=1, 2, 3, …, q; j=1, 2, 3, …, p); the leakage monitoring point of the library bottom bedrock area is marked as B ij (i=1, 2, 3, …, m; j = 1, 2, 3,..., n); the seepage monitoring point of the reservoir bank is denoted as C i (i = 1, 2, 3,..., k); If HA ij ≥ βh, and all satisfy HA ij > HA （i-1）j , HA ij > HA （i+1）j , HA ij > HA i（j-1） , HA ij > HA i（j+1） , it is judged that the leakage point is located in the local area near the monitoring point A ij of the backfill area at the bottom of the reservoir. If HB ij ≥ βh, and all satisfy HB ij > HB （i-1）j , HB ij > HB i+1）j , HB ij > HB i（j-1） , HB ij > HB i（j+1） , it is judged that the leakage point is located in the local area near the monitoring point B ij of the bedrock area of the reservoir bottom. If HC i ≥ βh, and all satisfy HC i > HC i-1 , HC i > HC i+1 , it is determined that the leakage point is located in the vicinity of the reservoir bank area where the monitoring point C i is located. wherein HA ij , HB ij , HC i represent the corresponding osmotic pressure values of the leakage monitoring points; βh represents the abnormal limit value of the osmotic pressure for judging the leakage of local defects, h is the water head borne by the geomembrane, and β is the abnormal osmotic pressure limit value coefficient.

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