CN219671244U - Geomembrane seepage-proofing structure of side water inlet and outlet front pool of pumped storage power station - Google Patents
Geomembrane seepage-proofing structure of side water inlet and outlet front pool of pumped storage power station Download PDFInfo
- Publication number
- CN219671244U CN219671244U CN202321329609.4U CN202321329609U CN219671244U CN 219671244 U CN219671244 U CN 219671244U CN 202321329609 U CN202321329609 U CN 202321329609U CN 219671244 U CN219671244 U CN 219671244U
- Authority
- CN
- China
- Prior art keywords
- geomembrane
- water inlet
- outlet
- forehearth
- anchoring
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Active
Links
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 title claims abstract description 71
- 238000003860 storage Methods 0.000 title claims abstract description 21
- 238000004873 anchoring Methods 0.000 claims abstract description 55
- 239000002893 slag Substances 0.000 claims abstract description 13
- 239000010410 layer Substances 0.000 claims description 50
- 239000000463 material Substances 0.000 claims description 29
- 239000004576 sand Substances 0.000 claims description 23
- 239000004746 geotextile Substances 0.000 claims description 12
- 229910001220 stainless steel Inorganic materials 0.000 claims description 12
- 239000010935 stainless steel Substances 0.000 claims description 12
- 239000011248 coating agent Substances 0.000 claims description 8
- 238000000576 coating method Methods 0.000 claims description 8
- 230000002265 prevention Effects 0.000 claims description 8
- 230000007704 transition Effects 0.000 claims description 8
- 239000002390 adhesive tape Substances 0.000 claims description 6
- 239000003795 chemical substances by application Substances 0.000 claims description 5
- 238000007789 sealing Methods 0.000 claims description 5
- 229910000831 Steel Inorganic materials 0.000 claims description 4
- 239000011247 coating layer Substances 0.000 claims description 4
- 229920006334 epoxy coating Polymers 0.000 claims description 4
- 239000012528 membrane Substances 0.000 claims description 4
- 239000010959 steel Substances 0.000 claims description 4
- 239000002131 composite material Substances 0.000 claims description 3
- 239000006261 foam material Substances 0.000 claims description 3
- 239000011435 rock Substances 0.000 claims description 3
- 239000004575 stone Substances 0.000 claims description 3
- 230000001681 protective effect Effects 0.000 claims description 2
- 239000002352 surface water Substances 0.000 claims description 2
- 239000004567 concrete Substances 0.000 description 11
- 239000002344 surface layer Substances 0.000 description 8
- 238000009412 basement excavation Methods 0.000 description 5
- 238000010276 construction Methods 0.000 description 3
- 238000003475 lamination Methods 0.000 description 3
- 239000011178 precast concrete Substances 0.000 description 3
- 239000011241 protective layer Substances 0.000 description 3
- 239000011150 reinforced concrete Substances 0.000 description 3
- 230000002441 reversible effect Effects 0.000 description 3
- 239000004593 Epoxy Substances 0.000 description 2
- 230000000670 limiting effect Effects 0.000 description 2
- 230000004048 modification Effects 0.000 description 2
- 238000012986 modification Methods 0.000 description 2
- 238000000465 moulding Methods 0.000 description 2
- 239000003973 paint Substances 0.000 description 2
- 238000005096 rolling process Methods 0.000 description 2
- 238000009991 scouring Methods 0.000 description 2
- 238000012876 topography Methods 0.000 description 2
- 238000003466 welding Methods 0.000 description 2
- 229910000746 Structural steel Inorganic materials 0.000 description 1
- 230000004888 barrier function Effects 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000005336 cracking Methods 0.000 description 1
- 230000006872 improvement Effects 0.000 description 1
- 235000000396 iron Nutrition 0.000 description 1
- 238000012423 maintenance Methods 0.000 description 1
- 238000000034 method Methods 0.000 description 1
- 230000036961 partial effect Effects 0.000 description 1
- 230000008569 process Effects 0.000 description 1
- 230000002829 reductive effect Effects 0.000 description 1
- 238000004062 sedimentation Methods 0.000 description 1
Classifications
-
- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02E—REDUCTION OF GREENHOUSE GAS [GHG] EMISSIONS, RELATED TO ENERGY GENERATION, TRANSMISSION OR DISTRIBUTION
- Y02E10/00—Energy generation through renewable energy sources
- Y02E10/20—Hydro energy
Landscapes
- Revetment (AREA)
Abstract
The utility model relates to a geomembrane seepage-proofing structure of a front pool of a side water inlet and outlet of a pumped storage power station, which comprises a basin, a bank, the side water inlet and outlet and the front pool, wherein the front pool is positioned on a high slag filling body, and the geomembrane seepage-proofing structure comprises: the geomembrane is paved on the surface of the front pool, and the edge of the geomembrane at least partially extends to the reservoir basin and the reservoir bank; the anchoring pit is at least partially positioned at the junction of the reservoir basin and the front pool, and can anchor the geomembrane; the anchoring structure can anchor one side of geomembrane towards side formula water inlet and outlet, and drainage gallery has been arranged to forebay and side formula water inlet and outlet's juncture, and one side of geomembrane is anchored on drainage gallery through the anchoring structure. Wherein, the forebay includes positive slope and the side slope that is located positive slope both sides, and the slope ratio of positive slope is slower than 1:6, the slope ratio of the side slope surface is slower than 1:3.5; the anchor pits are arranged along the length/width direction of the positive slope and the lateral slope.
Description
Technical Field
The utility model relates to the technical field of hydroelectric engineering, in particular to a geomembrane seepage-proofing structure of a side water inlet and outlet front pool of a pumped storage power station.
Background
In the hydroelectric engineering, the side water inlet (water outlet) of the pumped storage power station is kept to have enough submerged inflow depth, and is usually arranged below the height of the basin, so that the water inlet (water outlet) is ensured to be lower than the dead water level by a certain depth. The front end of the water inlet (water outlet) is provided with a front pool, and a reverse slope is formed towards the three directions of the reservoir basin. In the running process of the hydropower station, the water flow in and out of the front pool area of the water inlet (water outlet) is frequent, the condition is complex, the front pool area is designed by adopting a reinforced concrete panel structure, the reinforced concrete panel is convenient to construct and strong in impact resistance, and the requirement on the foundation condition is high. With the continuous construction of the pumped storage power station, stations with better geological conditions are fewer and fewer, the topography and geological conditions of part of stations are worse, the basin needs to be filled higher, and the seepage prevention scheme of the whole basin needs to be considered. Even the front pool area of the water inlet (outlet) of the station is located on the high slag filling body, the slag filling body is greatly deformed in the operation period, the reinforced concrete panel is difficult to be adapted to the uneven deformation caused by sedimentation in the seepage prevention, the concrete panel is pulled to crack or is at great risk of staggering, the centralized leakage is easy to generate, and the operation safety of the station is directly influenced.
Disclosure of Invention
The geomembrane seepage-proofing structure of the side water inlet and outlet front pool of the pumped storage power station is safe, reliable, simple in structure and convenient to construct. Specifically, the pumped storage power station includes storehouse basin, storehouse bank, side water inlet and outlet and forehearth, the forehearth is located high slag filling body, geomembrane seepage prevention structure includes:
the geomembrane is laid on the surface of the front pool, and the edge of the geomembrane at least partially extends to the reservoir basin and the reservoir bank;
the anchoring pit is at least partially positioned at the junction of the reservoir basin and the forehearth, and can anchor the geomembrane;
the anchoring structure can anchor the geomembrane towards one side of the side water inlet and outlet, drainage galleries are arranged at the junctions of the foreponds and the side water inlet and outlet, and one side of the geomembrane is anchored on the drainage galleries through the anchoring structure.
In an alternative scheme, the forehearth comprises a positive slope surface and side slope surfaces positioned on two sides of the positive slope surface, and the slope ratio of the positive slope surface is slower than 1:6, the slope ratio of the side slope surface is less than 1:3.5;
the anchoring pits are arranged along the length/width direction of the positive slope surface and the lateral slope surface.
In an alternative, the bottom of the positive slope surface is also provided with an anchoring pit;
the anchor hole has the degree of depth, laid the geomembrane anchor area in the anchor hole, backfill bed course material and well fine sand layer on the geomembrane anchor area, at least part of geomembrane anchor area expose in well fine sand layer and with the geomembrane welds.
In an alternative scheme, a mould increasing area is arranged at the junction of the bottom of the front pool and the positive slope, and the mould increasing area comprises a stone filling layer filled by a dam rock fill.
In an alternative scheme, backfill bulges are arranged at positions, close to the drainage gallery, of the geomembrane, wherein the backfill bulges comprise medium-fine sand layers and/or foam material layers, and the height of the backfill bulges is 0.2-0.4 m.
In an alternative scheme, the thickness of the geomembrane is 1.5-2.5 mm, and the geomembrane is a light membrane or a composite geomembrane;
the depth of the anchoring pit is 0.3-0.5 m, and the width of the anchoring pit is 0.6-1.0 m.
In an alternative scheme, the joint of the geomembrane and the anchoring structure is connected with a water stop part of a gallery joint surface layer after being coated with an anti-seepage coating, and the anti-seepage coating comprises an epoxy coating layer, an SR leveling layer, a first SR primer layer, an SR anti-seepage adhesive tape and a second SR primer layer which are sequentially coated or arranged at the bottom of the geomembrane from bottom to top;
and a third SR primer layer and an SR anti-seepage protective cover plate are arranged on the upper surface of the geomembrane adjacent to the anchoring structure.
In an alternative scheme, the anchoring structure comprises a stainless steel bolt, a stainless steel angle steel and a gasket;
the side edges of the geomembrane at the anchoring structure are coated with an elastic HK edge sealing agent.
In an alternative scheme, a transition material, a cushion material, a middle fine sand layer, a three-dimensional water permeable net and geotextile are arranged between the geomembrane and the reservoir bottom slag filling body of the front pool from bottom to top.
In an alternative scheme, the thickness of the transition material is 1.2-1.6 m, the thickness of the cushion material is 0.4-0.6 m, the thickness of the medium fine sand layer is 0.05-0.1 m, and the weight of the three-dimensional water permeable net is 1250-1350 g/m 2 The weight of the geotextile is 400-500 g/m 2 。
The embodiment of the utility model has the beneficial effects that:
in the embodiment of the utility model, the geomembrane of the front pool counter slope is anchored by adopting the bottom pre-digging anchoring pit, the geomembrane is laid in the pre-digging anchoring pit, the back filling bedding material and the middle fine sand are covered, a section of geomembrane and the surface layer geomembrane are reserved for welding and anchoring, a plurality of anchoring belts are arranged in the front Chi Shunpo direction in a through length way, the anchoring pits are also arranged at the top and the bottom of the front pool, and the geomembrane is tightly anchored on the front pool side slope, so that the geomembrane is ensured not to be scoured and damaged under the complex water flow condition. The geomembrane adopts an anchoring pit for anchoring, and the upper part is not provided with a protective layer, so that the risk that the geocloth rolls up to influence the water inlet and outlet and the edges and corners of the precast block scratch the geomembrane caused by water flow scouring in the operation period can be avoided. Simultaneously, the problem of inconvenient overhaul caused by the fact that the upper part is covered with the concrete precast block is effectively solved. In addition, the geomembrane is anchored with the concrete drainage gallery at the water inlet (water outlet) part, so that the whole anti-seepage system is ensured to be complete. The earth work membrane is fixedly connected with the concrete by adopting the stainless steel bolts and the stainless steel angle steel, and then is connected with the water stop on the surface layer of the gallery structural joint to form a complete anti-seepage system, so that the anti-seepage structure safety of the anchoring part can be effectively ensured.
It is to be understood that both the foregoing general description and the following detailed description are exemplary and explanatory only and are not restrictive of the utility model as claimed.
Drawings
FIG. 1 is a schematic plan layout of a side water inlet and outlet forehearth of a pumped storage power station provided by the utility model;
FIG. 2 is a schematic view of the cross-sectional structure A-A of FIG. 1;
FIG. 3 is a schematic view of the cross-sectional B-B structure of FIG. 1;
FIG. 4 is a schematic view of the cross-sectional C-C structure of FIG. 1;
FIG. 5 is a schematic illustration of an anchoring structure of a geomembrane and drainage gallery in one embodiment;
fig. 6 is a detail view of the anchor of fig. 5.
Reference numerals: the side water inlet and outlet 1, a front pool 2, a reservoir basin 3, a reservoir bank 4, a drainage gallery 5, a transition material 6, a bedding material 7, a middle fine sand layer 8, a three-dimensional water permeable net 9, geotextiles 10, geomembranes 11, anchor belts 12, backfill bulges 13, an anchor structure 14, a positive slope 15, a side slope 16, an elastic HK edge sealing agent 17, an epoxy coating layer 18, an SR leveling layer 19, a first SR primer layer 20a, a second SR primer layer 20b, a third SR primer layer 20c, an SR anti-seepage adhesive tape 21, anchors 22, a mold-increasing area 23, anchor pits 25, an SR anti-seepage protection cover plate 26 and a gallery structural seam surface water stop 27.
The accompanying drawings, which are incorporated in and constitute a part of this specification, illustrate embodiments consistent with the utility model and together with the description, serve to explain the principles of the utility model.
Detailed Description
For a better understanding of the technical solution of the present utility model, the following detailed description of the embodiments of the present utility model refers to the accompanying drawings.
It should be understood that the described embodiments are merely some, but not all, embodiments of the utility model. All other embodiments, which can be made by those skilled in the art based on the embodiments of the utility model without making any inventive effort, are intended to be within the scope of the utility model.
The terminology used in the embodiments of the utility model is for the purpose of describing particular embodiments only and is not intended to be limiting of the utility model. As used in this application and the appended claims, the singular forms "a," "an," and "the" are intended to include the plural forms as well, unless the context clearly indicates otherwise.
It should be understood that the term "and/or" as used herein is merely one relationship describing the association of the associated objects, meaning that there may be three relationships, e.g., a and/or B, may represent: a exists alone, A and B exist together, and B exists alone. In addition, the character "/" herein generally indicates that the front and rear associated objects are an "or" relationship.
It should be noted that, the terms "upper", "lower", "left", "right", and the like in the embodiments of the present utility model are described in terms of the angles shown in the drawings, and should not be construed as limiting the embodiments of the present utility model. In the context of this document, it will also be understood that when an element is referred to as being "on" or "under" another element, it can be directly on the other element or be indirectly on the other element through intervening elements.
The embodiment of the utility model aims at the engineering that the front pool area of the water inlet (water outlet) is located on the high slag filling body, adopts a geomembrane seepage prevention mode, not only can adapt to the large uneven deformation generated by the high slag filling body, but also can adapt to the complex water flow condition, and ensures the operation safety of the engineering. The utility model provides a geomembrane seepage-proofing structure of a side water inlet (water outlet) front pool, which is safe, reliable, simple in structure and convenient to construct.
As shown in fig. 1-6, the pumped storage power station in this embodiment includes a basin 3, a bank 4, a side water inlet and outlet 1 and a front pool 2, the front pool 2 is located on a high slag filling body, the surface of the area of the front pool 2 is impermeable by a geomembrane 11, and the geomembrane 11 is anchored with a drainage gallery 5. Specifically, the geomembrane 11 barrier structure includes: geomembrane 11, anchor pits 25, and anchor structure 14, wherein: the geomembrane 11 is laid on the surface of the front pool 2, the edge of the geomembrane 11 at least partially extends to the reservoir basin 3 and the reservoir bank 4, the thickness of the geomembrane 11 is generally 1.5-2.5 mm, and a light membrane or a composite geomembrane 11 can be adopted; the anchoring pit 25 is at least partially positioned at the junction of the reservoir basin 3 and the forehearth 2, and the anchoring pit 25 can anchor the geomembrane 11; the anchoring structure 14 can anchor the side of the geomembrane 11 facing the side water inlet and outlet 1, the drainage gallery 5 is arranged at the junction of the forehearth 2 and the side water inlet and outlet 1, and one side of the geomembrane 11 is anchored on the drainage gallery 5 through the anchoring structure 14.
For the geomembrane 11 under the complex water flow condition, a sand bag or a precast block and geotextile 10 are generally adopted for lamination, but in the embodiment of the utility model, the counter-slope geomembrane 11 in the front pool 2 area is anchored by adopting a pre-digging anchoring pit 25, and a lamination layer is not arranged on the surface layer, so that the risk that the geomembrane 11, the sand bag or the geomembrane 11 is scratched by the edges and corners of the precast concrete block and is rolled into a water inlet and a water outlet is avoided, and the problem of difficult later maintenance caused by the lamination of the precast concrete block is solved. The geomembrane 11 is anchored on the drainage gallery 5 at the front end of the water inlet and outlet, and the geomembrane 11 at the top of the front pool 2 is welded with the geomembrane 11 at the bottom of the reservoir to form a complete seepage-proofing system.
In addition, the common bedrock excavation area of the front pool 2 area of the conventional water inlet and outlet has better geological conditions, and a concrete panel structure is adopted mostly. However, for the front pool 2 located on the high slag filling body, the uneven deformation of the front pool 2 is large before the operation period, and the concrete panel has the risk of cracking and dislocation to form concentrated leakage. And the geomembrane 11 has strong stretch resistance and deformation adaptability, and can effectively reduce the risk of damage to the seepage-proofing body of the forehearth 2.
As shown in fig. 1-2, in one embodiment, the forehearth 2 includes a positive slope 15 and side slopes 16 on either side of the positive slope 15, the positive slope 15 having a slope ratio less than 1:6, the slope ratio of the side slope surface 16 is less than 1:3.5, namely the positive slope surface 15 and the side slope surface 16 of the front pool 2 are slowed down as much as possible, and the specific slope ratio is determined according to the anchoring anti-slip requirement of the geomembrane 11. The anchor pits 25 are arranged in the length/width direction of the positive slope 15 and the lateral slope 16. During construction, an anchor pit 25 is excavated on a reverse slope, a top and a bottom filling body of the front pool 2, a reverse arc is formed by excavating the anchor pit 25 at a folded angle, a geomembrane 11 is paved, the anchor pit 25 is backfilled with cushion materials 7 and medium fine sand, and a section of geomembrane 11 is reserved at the edge for welding with the surface layer geomembrane 11.
Specifically, the anchor pit 25 has a depth, the geomembrane 11 anchor belt 12 is paved in the anchor pit 25, the geomembrane 11 anchor belt 12 is backfilled with the cushion material 7 and the middle fine sand layer 8, and at least part of the geomembrane 11 anchor belt 12 is exposed out of the middle fine sand layer 8 and welded with the geomembrane 11. In one embodiment, the anchoring pits 25 have a depth of 0.3 to 0.5m and a width of 0.6 to 1.0m, and are arranged along the slope surface.
In the embodiment, the geomembrane 11 of the counter slope of the front pool 2 is anchored by adopting a bottom pre-digging anchoring pit 25, the geomembrane 11 is laid in the pre-digging anchoring pit 25, backfill bedding materials 7 and medium fine sand are pressed and covered, a section of the geomembrane 11 is reserved to be welded and anchored with the geomembrane 11 of the surface layer, a plurality of anchoring belts 12 are arranged along the slope direction of the front pool 2, the anchoring pit 25 is also arranged at the top and the bottom of the front pool 2, and the geomembrane 11 is tightly anchored on the side slope of the front pool 2, so that the geomembrane 11 is ensured not to be scoured and damaged under the complex water flow condition.
In addition, in the conventional design, a protective layer is arranged on the upper part of the geomembrane 11, and is usually protected by geotextile 10, and impact resistance and wind resistance are carried out by utilizing sand bags or precast concrete blocks. The geomembrane 11 of the structure is anchored by the anchor pits 25, and the upper part is not provided with a protective layer, so that the risk that the water inlet and outlet and the edges and corners of the precast block are scratched by the rolling of the geotextile 10 caused by water flow scouring in the operation period can be avoided. Simultaneously, the problem of inconvenient overhaul caused by the fact that the upper part is covered with the concrete precast block is effectively solved.
As shown in fig. 2, in one embodiment, a molding zone 23 is disposed at the junction of the bottom of the forehearth 2 and the positive slope 15, and the molding zone 23 includes a stone filling layer filled with a dam rock fill. Specifically, the excavation and gentle slope ratio is carried out on the steep part of the original topography at the excavation and filling boundary part of the front pool 2, then the partial backfilling and mould increasing area 23 is carried out, the mould increasing area 23 adopts the rockfill filling material of the dam, the rolling standard is improved, and the uneven settlement of the part can be effectively reduced. Because the water inlet and outlet structure is located on bedrock, the front pool 2 is a high slag filling body, a digging and filling boundary exists, and the part is extremely easy to generate uneven deformation, even if the geomembrane 11 has good adaptability to deformation, the geomembrane is difficult to ensure not to be pulled out for larger deformation. Therefore, the excavation slope ratio is slowed down by adopting the excavation and filling boundary parts, the mould increasing area 23 filled by the rockfill material of the dam is locally arranged, and the measures such as the backfilling bulge 13 is reserved on the upper geomembrane 11 can effectively reduce the risk of the stretch-breaking of the geomembrane 11.
As shown in fig. 5-6, in a specific embodiment, a backfill bulge 13 is disposed at a position of the geomembrane 11 close to the drainage gallery 5, the backfill bulge 13 includes a medium fine sand layer 8 and/or a foam material layer, and the height of the backfill bulge 13 is 0.2-0.4 m. The geomembrane 11 is fixedly connected with the concrete by adopting stainless steel bolts and stainless steel angle steel at the anchoring position, and then is connected with the water stop 27 at the surface layer of the gallery structural joint to form a complete seepage prevention system, so that the seepage prevention structure safety of the anchoring position can be effectively ensured.
As shown in fig. 6, in one embodiment, the connection (i.e., the anchoring portion) of the geomembrane 11 and the anchoring structure 14 is joined to the water stop at the surface of the gallery seam after the impermeable coating is applied, and the impermeable coating includes an epoxy coating layer 18, an SR-screed layer 19, a first SR primer layer 20a, an SR-impermeable adhesive tape 21, and a second SR primer layer 20b that are applied or disposed in sequence from bottom to top at the bottom of the geomembrane 11; the geomembrane 11 is provided with a third SR primer layer 20c and an SR impermeable cover sheet 26 on the upper surface of the adjacent anchoring structure 14. Note that, in this embodiment, the first SR primer layer 20a, the second SR primer layer 20b, and the third SR primer layer 20c may be made of the same material, or may be made of different materials, and the "first", "second", etc. may merely indicate the sequence or position of application of the SR primer layer.
During construction, the geomembrane 11 can be anchored on the concrete by adopting stainless steel bolts and stainless steel angle irons at the anchoring position, the SR adhesive tape, the SR primer, the SR leveling layer 19 and the epoxy paint are arranged under the geomembrane 11 at the anchoring position, edges are sealed by adopting the edge sealing agent, and the geotextile 10 at the bottom of the geomembrane 11 is extended and glued on the concrete.
More specifically, the concrete surface of the drainage gallery 5 is first coated with an HK-963 epoxy paint layer 18, 14cm wide; the upper part is provided with an SR leveling layer 19 with the thickness of 6mm; coating a first SR primer layer 20a twice, wherein the width is 15cm; paving an SR impermeable adhesive tape 21, wherein the SR material faces upwards, and the SR material is 10cm wide and 6mm thick; coating the second SR primer layer 20b twice; the geomembrane 11 is laid, and then the third SR primer layer 20c is painted, and is covered by the SR anti-seepage protection cover plate 26, and then is connected with the surface layer of the gallery joint. The two sides are coated with the elastic HK edge sealing agent 17 and then anchored by adopting an anchoring piece 22. The anchoring member 22 may be a common connecting member such as a stainless steel bolt, a stainless steel angle iron, a gasket and the like, which can play a role in anchoring.
As shown in fig. 1-4, a transition material 6, a cushion material 7, a middle fine sand layer 8, a three-dimensional water permeable net 9 and geotextile 10 are arranged between the geomembrane 11 and the bottom slag filling body of the front pool 2 from bottom to top. The thickness of the transition material 6 is 1.2-1.6 m, the thickness of the cushion material 7 is 0.4-0.6 m, the thickness of the medium fine sand layer 8 is 0.05-0.1 m, and the weight of the three-dimensional water permeable net 9 is 1250-1350 g/m 2 The weight of the geotextile 10 is 400-500 g/m 2 . Specifically, in this embodiment, the thickness of the transition material 6 is about 1.6m, the thickness of the cushion material 7 is about 0.5m, the thickness of the medium fine sand layer 8 is about 0.1m, and the weight of the three-dimensional water-permeable net 9 is generally 1300g/m 2 The geotextile 10 typically has a weight of 500g/m 2 Specifically, the values may be appropriately adjusted according to actual conditions, and are not specifically exemplified herein.
The above is only a preferred embodiment of the present utility model, and is not intended to limit the present utility model, but various modifications and variations can be made to the present utility model by those skilled in the art. Any modification, equivalent replacement, improvement, etc. made within the spirit and principle of the present utility model should be included in the protection scope of the present utility model.
Claims (10)
1. The utility model provides a geomembrane seepage prevention structure of water storage power station side formula water inlet and outlet forehearth, water storage power station includes storehouse basin, storehouse bank, side formula water inlet and outlet and forehearth, the forehearth is located high slag filling body, its characterized in that, geomembrane seepage prevention structure includes:
the geomembrane is laid on the surface of the front pool, and the edge of the geomembrane at least partially extends to the reservoir basin and the reservoir bank;
the anchoring pit is at least partially positioned at the junction of the reservoir basin and the forehearth, and can anchor the geomembrane;
the anchoring structure can anchor the geomembrane towards one side of the side water inlet and outlet, drainage galleries are arranged at the junctions of the foreponds and the side water inlet and outlet, and one side of the geomembrane is anchored on the drainage galleries through the anchoring structure.
2. The geomembrane impermeable structure of a side water inlet and outlet forehearth of a pumped storage power station according to claim 1, wherein the forehearth comprises a positive slope surface and side slope surfaces positioned on two sides of the positive slope surface, and the slope ratio of the positive slope surface is less than 1:6, the slope ratio of the side slope surface is less than 1:3.5;
the anchoring pits are arranged along the length/width direction of the positive slope surface and the lateral slope surface.
3. The geomembrane impermeable structure of a side water inlet and outlet forehearth of a pumped storage power station according to claim 2, wherein an anchoring pit is also arranged at the bottom of the positive slope;
the anchor hole has the degree of depth, laid the geomembrane anchor area in the anchor hole, backfill bed course material and well fine sand layer on the geomembrane anchor area, at least part of geomembrane anchor area expose in well fine sand layer and with the geomembrane welds.
4. A geomembrane impermeable structure for a side water inlet and outlet forehearth of a pumped storage power station according to claim 2 or 3, wherein a mould increasing area is arranged at the junction of the bottom of the forehearth and the positive slope, and the mould increasing area comprises a stone filling layer filled with a dam rock fill material.
5. The geomembrane impermeable structure of a side water inlet and outlet forehearth of a pumped storage power station according to claim 4, wherein backfill bulges are arranged at positions of the geomembrane close to the drainage gallery, the backfill bulges comprise a middle fine sand layer and/or a foam material layer, and the height of the backfill bulges is 0.2-0.4 m.
6. The geomembrane seepage-proofing structure of a side water inlet and outlet front pool of a pumped storage power station according to claim 4, wherein the thickness of the geomembrane is 1.5-2.5 mm, and the geomembrane is a light membrane or a composite geomembrane;
the depth of the anchoring pit is 0.3-0.5 m, and the width of the anchoring pit is 0.6-1.0 m.
7. The geomembrane impermeable structure of a pumped storage power station side water inlet and outlet forehearth according to any one of claims 1-3 or 5-6, wherein the connection of the geomembrane and the anchoring structure is connected with a gallery seam surface water stop after being coated with an impermeable coating, and the impermeable coating comprises an epoxy coating layer, an SR leveling layer, a first SR primer layer, an SR impermeable adhesive tape and a second SR primer layer which are sequentially coated or arranged at the bottom of the geomembrane from bottom to top;
and a third SR primer layer and an SR anti-seepage protective cover plate are arranged on the upper surface of the geomembrane adjacent to the anchoring structure.
8. The geomembrane impermeable structure of a pumped storage power station side water inlet and outlet forehearth of claim 7, wherein said anchoring structure comprises stainless steel bolts, stainless steel angle steel and shims;
the side edges of the geomembrane at the anchoring structure are coated with an elastic HK edge sealing agent.
9. The geomembrane impermeable structure of a pumped storage power station side water inlet and outlet forehearth according to any one of claims 1-3 or 5-6, wherein a transition material, a cushion material, a middle fine sand layer, a three-dimensional water permeable net and geotextile are arranged between the geomembrane and a bottom slag filling body of the forehearth from bottom to top.
10. Pumped storage power station side entry and exit water as claimed in claim 9The geomembrane seepage-proofing structure of the pre-opening pool is characterized in that the thickness of the transition material is 1.2-1.6 m, the thickness of the cushion material is 0.4-0.6 m, the thickness of the middle fine sand layer is 0.05-0.1 m, and the weight of the three-dimensional water-permeable net is 1250-1350 g/m 2 The weight of the geotextile is 400-500 g/m 2 。
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202321329609.4U CN219671244U (en) | 2023-05-30 | 2023-05-30 | Geomembrane seepage-proofing structure of side water inlet and outlet front pool of pumped storage power station |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202321329609.4U CN219671244U (en) | 2023-05-30 | 2023-05-30 | Geomembrane seepage-proofing structure of side water inlet and outlet front pool of pumped storage power station |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN219671244U true CN219671244U (en) | 2023-09-12 |
Family
ID=87891484
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202321329609.4U Active CN219671244U (en) | 2023-05-30 | 2023-05-30 | Geomembrane seepage-proofing structure of side water inlet and outlet front pool of pumped storage power station |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN219671244U (en) |
-
2023
- 2023-05-30 CN CN202321329609.4U patent/CN219671244U/en active Active
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN103321241B (en) | Deep water open type combination foundation harbour and construction method thereof | |
| US20140314494A1 (en) | Polymer grouting method for constructing vertical supporting system | |
| CN107268636A (en) | The diaphragm wall foundation ditch that the steel cylinder or steel sheet pile of a kind of seal groove and occlusion structure are constituted is with going along with sb. to guard him and construction method | |
| CN110499772A (en) | A kind of rock matter riverbed double-layer plate pile cofferdam construction method | |
| CN111305282A (en) | Subway station anti-floating system in weak water-rich stratum and construction method thereof | |
| CN111472326A (en) | Method and structure for building gravity dam on deep covering layer | |
| CN219671244U (en) | Geomembrane seepage-proofing structure of side water inlet and outlet front pool of pumped storage power station | |
| CN105970882A (en) | Structure solving reverse osmosis water problem of dam body in construction process of concrete-faced rockfill dam and construction method thereof | |
| CN113047215B (en) | High stake pier structure of medium plate stake | |
| CN215052663U (en) | River course side slope protective structure | |
| CN113373865B (en) | Frame type embankment structure | |
| CN108343026A (en) | A kind of load retaining wall buttressed quay wall structure | |
| CN208219559U (en) | Works water outlet temporary blocking device | |
| CN209891168U (en) | Dredging engineering's floodgate case buried pipe formula outlet structure | |
| CN208088228U (en) | A kind of load retaining wall buttressed quay wall structure | |
| CN103821106B (en) | Small-sized fishing port and channel revetment structure | |
| CN103590379B (en) | The easy mounted-dismounted type tunnel mouth baffle device for water of electric power plant circulating water system and construction method thereof | |
| CN107587484B (en) | Panel rock-fill dam with toe board under small stress | |
| CN203080480U (en) | Upstream blanket structure of concrete face rockfill dam | |
| CN110185048A (en) | Deep narrow river valley ultra-deep foundation pit Muddy Bottoms excavate road construction protective slope structure and method | |
| CN215977136U (en) | Concrete panel rock-fill dam structure with foundation grouting gallery | |
| CN212896195U (en) | Double-layer geomembrane core wall rock-fill dam structure | |
| CN215105430U (en) | Tide-sensitive river section steel pipe pile anchor pulling combined cofferdam | |
| CN116657640B (en) | Mixed water retaining dam built on deep coverage layer | |
| CN214143756U (en) | High-sensitivity soil foundation pit supporting structure |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| GR01 | Patent grant | ||
| GR01 | Patent grant |