CN114059499A - Severe cold area pumped storage power station bituminous concrete core wall sand gravel dam body partition structure - Google Patents
Severe cold area pumped storage power station bituminous concrete core wall sand gravel dam body partition structure Download PDFInfo
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02B—HYDRAULIC ENGINEERING
- E02B3/00—Engineering works in connection with control or use of streams, rivers, coasts, or other marine sites; Sealings or joints for engineering works in general
- E02B3/04—Structures or apparatus for, or methods of, protecting banks, coasts, or harbours
- E02B3/10—Dams; Dykes; Sluice ways or other structures for dykes, dams, or the like
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02B—HYDRAULIC ENGINEERING
- E02B3/00—Engineering works in connection with control or use of streams, rivers, coasts, or other marine sites; Sealings or joints for engineering works in general
- E02B3/04—Structures or apparatus for, or methods of, protecting banks, coasts, or harbours
- E02B3/12—Revetment of banks, dams, watercourses, or the like, e.g. the sea-floor
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02B—HYDRAULIC ENGINEERING
- E02B3/00—Engineering works in connection with control or use of streams, rivers, coasts, or other marine sites; Sealings or joints for engineering works in general
- E02B3/04—Structures or apparatus for, or methods of, protecting banks, coasts, or harbours
- E02B3/12—Revetment of banks, dams, watercourses, or the like, e.g. the sea-floor
- E02B3/122—Flexible prefabricated covering elements, e.g. mats, strips
- E02B3/123—Flexible prefabricated covering elements, e.g. mats, strips mainly consisting of stone, concrete or similar stony material
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
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Abstract
The invention discloses a bituminous concrete core wall gravel dam body partition structure of a pumped storage power station in severe cold areas, which sequentially comprises an upstream riprap protection slope, a gravel cushion, an upstream filling area, an upstream transition area II, an upstream transition area I, a bituminous concrete core wall, a downstream transition area I, a downstream transition area II, a downstream filling area and a downstream dry masonry protection slope, wherein the downstream transition area II is L-shaped and extends to a position between the downstream filling area and a downstream dam foundation to form a downstream horizontal transition area II, a downstream dam foundation inverted filter layer is also arranged between the downstream dam foundation and the downstream horizontal transition area II, a rock-fill protection slope is arranged between the upstream riprap protection slope and the gravel cushion, a dam slope inverted filter layer is arranged between the gravel cushion and the upstream filling area, the upstream transition area II is L-shaped and extends to a position between the upstream filling area and the upstream dam foundation to form an upstream horizontal transition area II, and an upstream dam foundation inverted filter layer is also arranged between the upstream dam foundation and the upstream horizontal transition area II, effectively ensures and improves the seepage stability safety performance and frost heaving resistance safety performance of the gravel dam.
Description
Technical Field
The invention relates to a dam body of a local material dam of a hydraulic and hydroelectric engineering, in particular to a dam body partition structure of a bituminous concrete core wall sand gravel dam of a pumped storage power station in a severe cold region.
Background
In recent years, more and more pumped storage power stations are built in severe cold areas, such as huhaochote, futokui, dulcamore, fengning, qingyuan, zhirui and the like. For a pumped storage power station in a severe cold area, the pumped storage power station has the characteristics of low temperature, long low temperature time, frequent water level change, large water level amplitude and the like of a reservoir in winter, particularly for a dam filled with sand gravel materials, the pumped storage power station is easy to cause seepage stability damage and frost heaving damage, and has great influence on the safety of the dam and the reservoir.
A domestic under-construction stockpiling pumped storage power station is a pumped storage power station project which adopts an asphalt concrete core rock-fill dam in severe cold areas for the first time in China, and the dam filling material adopts hard rock-fill material. The rockfill material has high compressive strength, large softening coefficient and weather resistance, the gradation of the rockfill material mined by blasting is continuous, the content of fine particles is low, water can be freely drained, the property change of the saturated reservoir storage dam material is small, the problems of stable and safe permeation and frost heaving damage are not obvious.
Compared with blasting rockfill material, the sand gravel is widely distributed on riverbeds and bank slopes and beach lands, has low mining cost and convenient construction, has higher strength and deformation modulus after compaction, reduces strength attenuation under high pressure, has short deformation stabilization time, and is a good material for filling dams. However, the natural graded sand gravel material has graded dispersion, discontinuity and easy separation of thick and thin particles during rolling construction, and has poor penetration damage resistance and erosion resistance. Therefore, the infiltration stability of gravel material is an important point of the dam design.
In the conventional hydropower station engineering, the construction of a dam by adopting sand gravel materials is more. However, the conventional hydropower station has stable operation water level, is mostly used for weekly (monthly) regulation or annual regulation of reservoirs, has small water level amplitude change and long period, and has no outstanding problem of stable penetration of the gravel dam. In order to meet the normal operation requirement of a pumped storage power station, two load peaks are generally arranged in one day, namely an early peak and a late peak, the daily power generation pumping cycle times can reach 2 times at most, the water level of a reservoir changes frequently and has a rapidly changing operation condition, and the permeation stability of a gravel dam directly influences the safety of a dam body of the dam and then influences the safe operation of the reservoir. In addition, for pumped storage power station engineering in severe cold regions, the temperature is low during operation in winter, after the reservoir water level is reduced, if the permeability of the gravel dam shell material is poor, the water seepage in the dam body cannot be fully discharged, the dam shell material has the risk of frost heaving damage, and the safety of the dam body is further influenced; meanwhile, the upstream slope protection of the dam body is positioned on the surface, and the risks of ice pulling and ice pushing damage exist.
The asphalt concrete core wall gravel dam in the prior art is mainly used for a conventional hydropower station, and no pumped storage power station engineering in China uses the dam type. The partitioned structure of the dam-shaped dam body of the conventional hydropower station is shown in fig. 1, and an upstream riprap protection slope 31, a gravel cushion layer 35, an upstream filling area 32, an upstream transition II area 38, an upstream transition I area 37, an asphalt concrete core 30, a downstream transition I area 47, a downstream transition II area 48, a downstream filling area 33 and a downstream dry masonry protection slope 39 are generally arranged in sequence from upstream to downstream, the downstream transition II area 48 is L-shaped and extends to a position between the downstream filling area 33 and a downstream dam foundation to form a downstream horizontal transition II area 43, and a downstream dam foundation inverted filter layer 44 is further arranged between the downstream dam foundation and the downstream horizontal transition II area 43. If the partition structure is used in pumped storage power station engineering in severe cold areas, the dam body has the risks of seepage stability damage and frost heaving damage, the dam foundation has the risks of seepage stability damage, and the upstream surface of the dam body has the risks of ice pulling and ice pushing damage.
Therefore, seepage control of gravel dams is a very important problem in pumped storage power station engineering in severe cold areas, and many of domestic and foreign damaged and even broken engineering are mostly caused by the defects and defects in seepage control design and construction. Particularly, the sand gravel face dam after the Qinghai ditch of China breaks (8-27 th of 1993), so that the seepage control design is very important for the dam taking sand gravel as a main body so as to ensure the stable and safe seepage of the dam body.
Disclosure of Invention
The invention aims to solve the technical problems that the dam is built by utilizing the sand gravel materials of the local riverbed of the engineering according to local conditions on the basis of fully considering the running conditions of low temperature, long low temperature time, frequent water level change, large water level amplitude and the like of a pumped storage power station reservoir in a severe cold region in winter, a partition structure of the dam body is simple, economic, reasonable, safe and effective in construction, the seepage stability damage and the frost heaving damage of the dam body are prevented, and the safety of the dam is ensured.
In order to solve the technical problems, the invention adopts the technical scheme that: a dam body partition structure of a bituminous concrete core wall sand gravel dam of a pumped storage power station in a severe cold region sequentially comprises an upstream riprap slope protection, a gravel cushion layer, an upstream filling region, an upstream transition II region, an upstream transition I region, a bituminous concrete core wall, a downstream transition I region, a downstream transition II region, a downstream filling region and a downstream dry masonry slope protection, wherein the downstream transition II region is L-shaped and extends to a position between the downstream filling region and a downstream dam foundation to form a downstream horizontal transition II region, a downstream dam foundation inverted filter layer is also arranged between the downstream dam foundation and the downstream horizontal transition II area, a rock-fill protection slope is arranged between the upstream rock-fill protection slope and the gravel cushion layer, and a dam slope reverse filtering layer is arranged between the gravel cushion layer and the upstream filling area, the upstream transition II area is L-shaped and extends between the upstream filling area and the upstream dam foundation to form an upstream horizontal transition II area, and an upstream dam foundation reverse filtering layer is also arranged between the upstream dam foundation and the upstream horizontal transition II area.
The upstream filling area and the downstream filling area adopt natural gravel materials excavated by engineering local riverbeds, and the order of magnitude of permeability coefficient is 10-4cm/s。
The horizontal width of the upstream riprap protection slope is not less than 3.0m, and large-particle blockstones with particle sizes of 0.4-1 m are adopted, so that the whole slope surface is smooth; the thickness of the vertical slope surface of the downstream dry masonry revetment is not less than 0.5m, and fresh and hard block stone materials which are manually picked are adopted.
The horizontal width of the rockfill protection slope arranged below the upstream riprap protection slope is not less than 3.0m, graded rockfill with the maximum particle size of 0.3m is adopted, and the magnitude order of the permeability coefficient is 10-1cm/s。
The thickness of the vertical slope surface of the broken stone cushion layer arranged below the rockfill protection slope is not less than 0.5m, and the order of magnitude of the permeability coefficient is 10- 2cm/s, the broken stone cushion layer has the reverse filtration protection performance on the reverse filtration layer of the dam slope; the thickness of the vertical slope surface of the reverse filter layer of the dam slope is not less than 0.5m, and the order of magnitude of the permeability coefficient is 10-3cm/s, the dam slope reverse filtration layer has reverse filtration protection performance on an upstream filling area.
The horizontal thickness of the upstream transition II area and the downstream transition II area is not less than 1.5m, and the order of magnitude of permeability coefficient is 10-2cm/s, the upstream transition II area has the reverse filtration protection performance on the upstream transition I area, the downstream transition II area has the reverse filtration protection performance on the downstream transition I area, the upstream transition II area has the reverse filtration protection performance on the upstream filling area, and the downstream transition II area has the reverse filtration protection performance on the downstream filling area.
The thickness of the upstream dam foundation inverted filter layer and the downstream dam foundation inverted filter layer is not less than 1.0m, and the order of magnitude of permeability coefficient is 10- 3cm/s, the upstream dam foundation inverted filter layer has inverted filter protection performance on the upstream natural dam foundation, and the downstream dam foundation inverted filter layer has inverted filter protection performance on the downstream natural dam foundation.
The thickness of the upstream horizontal transition II area and the downstream horizontal transition II area is not less than 1.0m, and the order of magnitude of permeability coefficient is 10-2cm/s, the upstream horizontal transition area II has the reverse filtration protection performance on the upstream dam foundation reverse filtration layer and the upstream filling area respectively, and the downstream horizontal transition area II has the reverse filtration protection performance on the downstream dam foundation reverse filtration layer,The downstream landfill areas have reverse filtration protection performance respectively.
The horizontal thickness of the upstream transition I area and the downstream transition I area is not less than 1.5m, and the order of magnitude of permeability coefficient is 10- 4cm/s。
Has the anti-filtration protective performance to satisfy D20/dk< 7 and D20/d20If the critical slope drop of the protected material is more than 4 times, or the critical slope drop of the protected material is verified to be improved by not less than 1 time under the reverse filtration protection of the protective material through a reverse filtration protection test; wherein D20The weight of the protective material with a certain particle size smaller than 20 percent of the total weight accounts for unit mm; dkIs a certain particle size of the protected material, the particle size has a direct relation with the penetration stability, and the unit is mm; d20The weight of the particle size of the protected material is less than 20 percent of the total weight.
The invention has the beneficial effects that: the local materials can be fully utilized to build a dam, and the construction is simple, economic, reasonable, safe and effective; the dam can be well suitable for the running conditions of low temperature, long low-temperature time, frequent water level change, large water level amplitude and the like in winter of the pumped storage power station reservoir in severe cold areas, the engineering investment is saved, and the safety of the dam is ensured. Provides a new design idea for similar engineering dam body subareas.
Drawings
FIG. 1 is a sectional structure diagram of a bituminous concrete core sand gravel dam body in the prior art;
FIG. 2 is a schematic diagram of a dam body partition structure of a bituminous concrete core wall sand gravel dam of a pumped storage power station in a severe cold region.
In the figure, 1-upstream riprap slope protection; 2-an upstream landfill area; 3-downstream landfill; 4-rockfill slope protection; 5-a gravel cushion layer; 6-dam slope inverted filter layer; 7-upstream transition I zone; 8-an upstream transition II zone; 9-downstream dry masonry slope protection; 10-asphalt concrete core wall; 11-upstream horizontal transition II zone; 12-upstream dam foundation inverted filter layer; 13-downstream horizontal transition II zone; 14-downstream dam foundation inverted filter layer; 17-downstream transition I zone; 18-downstream transition II zone.
Detailed Description
The technical solution in the embodiments of the present invention will be clearly and completely described below with reference to the accompanying drawings in the embodiments of the present invention; it is obvious that the described embodiments are only a part of the embodiments of the present invention, and not all embodiments, and all other embodiments obtained by those skilled in the art without any inventive work are within the scope of the present invention.
In the description of the present invention, it should be noted that the terms "upper", "lower", "inner", "outer", "top/bottom", and the like indicate orientations or positional relationships based on those shown in the drawings, and are only for convenience of description and simplification of description, but do not indicate or imply that the referred device or element must have a specific orientation, be constructed in a specific orientation, and be operated, and thus should not be construed as limiting the present invention. Furthermore, the terms "first" and "second" are used for descriptive purposes only and are not to be construed as indicating or implying relative importance.
In the description of the present invention, it should be noted that, unless otherwise explicitly specified or limited, the terms "mounted," "disposed," "sleeved/connected," "connected," and the like are to be construed broadly, e.g., "connected," which may be fixedly connected, detachably connected, or integrally connected; can be mechanically or electrically connected; they may be connected directly or indirectly through intervening media, or they may be interconnected between two elements. The specific meanings of the above terms in the present invention can be understood in specific cases to those skilled in the art.
As shown in fig. 2, the present invention provides a dam body partition structure of asphalt concrete core sand gravel dam for pumped storage power station in severe cold region, which comprises an upstream riprap slope 1, a gravel cushion 5, an upstream filling region 2, an upstream transition II region 8, an upstream transition I region 7, an asphalt concrete core 10, a downstream transition I region 17, a downstream transition II region 18, a downstream filling region 3 and a downstream dry masonry slope 9 in sequence, wherein the downstream transition II region 18 is "L" shaped and extends between the downstream filling region 3 and the downstream dam foundation to form a downstream horizontal transition II region 13, a downstream dam foundation inverted filter 14 is further arranged between the downstream dam foundation and the downstream horizontal transition II region 13, a rockfill slope 4 is arranged between the upstream riprap slope 1 and the gravel cushion 5, a dam slope inverted filter 6 is arranged between the gravel cushion 5 and the upstream filling region 2, the upstream transition II region 8 is "L" shaped and extends between the upstream filling region 2 and the upstream dam foundation, an upstream dam foundation inverted filter layer 12 is arranged between the upstream dam foundation and the upstream horizontal transition II area 11.
The upstream filling area 2 and the downstream filling area 3 adopt natural gravel materials excavated by engineering local riverbeds, and the order of magnitude of permeability coefficient is 10-4cm/s。
The horizontal width of the upstream riprap protection slope 1 is not less than 3.0m, and large-particle blockstones with particle sizes of 0.4-1 m are adopted, so that the whole slope surface is smooth; the thickness of the vertical slope surface of the downstream dry masonry revetment 9 is not less than 0.5m, and fresh and hard rock blocks which are manually picked are adopted.
The horizontal width of the rockfill protection slope 4 arranged below the upstream riprap protection slope 1 is not less than 3.0m, graded rockfill with the maximum grain diameter of 0.3m is adopted, and the order of magnitude of the permeability coefficient is 10-1cm/s。
The thickness of the vertical slope surface of a broken stone cushion layer 5 arranged below the rockfill protection slope 4 is not less than 0.5m, and the order of magnitude of the permeability coefficient is 10-2cm/s, the broken stone cushion layer 5 has the reverse filtration protection performance on the dam slope reverse filtration layer 6; the thickness of the vertical slope surface of the dam slope inverted filter layer 6 is not less than 0.5m, and the order of magnitude of permeability coefficient is 10-3cm/s, the dam slope reverse filter layer 6 has reverse filter protection performance on the upstream filling area 2.
The horizontal thickness of the upstream transition II area 8 and the downstream transition II area 18 is not less than 1.5m, and the order of magnitude of permeability coefficient is 10-2cm/s, the upstream transition II area 8 has the reverse filtration protection performance on the upstream transition I area 7, the downstream transition II area 18 has the reverse filtration protection performance on the downstream transition I area 17, the upstream transition II area 8 has the reverse filtration protection performance on the upstream filling area 2, and the downstream transition II area 18 has the reverse filtration protection performance on the downstream filling area 3.
The thickness of the upstream dam foundation inverted filter layer 12 and the downstream dam foundation inverted filter layer 14 is not less than 1.0m, and the order of magnitude of permeability coefficient is 10-3cm/s, the upstream dam foundation inverted filter layer 12 has inverted filter protection performance on an upstream natural dam foundation, and the downstream dam foundation inverted filter layer 14 has inverted filter protection performance on a downstream natural dam foundation.
The thickness of the upstream horizontal transition II area 11 and the downstream horizontal transition II area 13 is not less than 1.0m, and the permeability coefficient is 10 order of magnitude-2cm/s, the upstream horizontal transition II area 11 has the reverse filtration protection performance on the upstream dam foundation reverse filtration layer 12 and the upstream filling area 2 respectively, and the downstream horizontal transition II area 13 has the reverse filtration protection performance on the downstream dam foundation reverse filtration layer 14 and the downstream filling area 3 respectively.
The horizontal thickness of the upstream transition I area 7 and the downstream transition I area 17 is not less than 1.5m, and the order of magnitude of permeability coefficient is 10-4cm/s。
Has the anti-filtration protective performance to satisfy D20/dk< 7 and D20/d20If the critical slope drop of the protected material is more than 4 times, or the critical slope drop of the protected material is verified to be improved by not less than 1 time under the reverse filtration protection of the protective material through a reverse filtration protection test; wherein D20The weight of the protective material with a certain particle size smaller than 20 percent of the total weight accounts for unit mm; dkIs a certain particle size of the protected material, the particle size has a direct relation with the penetration stability, and the unit is mm; d20The weight of the particle size of the protected material is less than 20 percent of the total weight.
Specifically, the asphalt concrete core wall sand gravel dam body of the pumped storage power station in the severe cold area carries out combined protection on the upstream face of the dam body by using the upstream riprap protection slope 1 and the rockfill protection slope 4, and also has the function of surface drainage of the dam body; the dam body reverse filtration protection adopts the combination of a broken stone cushion layer 5 and a dam slope reverse filtration layer 6 to carry out reverse filtration protection; the dam foundation reverse filtration protection adopts an upstream dam foundation reverse filtration layer 12 and a downstream dam foundation reverse filtration layer 14 for reverse filtration protection; the upstream in the dam body adopts an upstream transition II area 8 and an upstream horizontal transition II area 11 to jointly discharge water; and a downstream transition II area 18 and a downstream horizontal transition II area 13 are jointly used for draining water at the downstream in the dam body.
When a power station operates in winter, particularly under the working condition of reservoir water level sudden drop, because the drainage of an upstream filling area 2 is not smooth, the falling speed of an infiltration surface in a dam is far lower than the falling speed of the reservoir water level, an obvious hysteresis phenomenon exists, the frost heaving risk is easily caused on the surface of a dam body under the external low-temperature environment, a rockfill protection slope 4 with the thickness not less than 3.0m in the horizontal direction is arranged under an upstream riprap protection slope 1, the thickness is more than the local maximum frozen soil depth, and meanwhile, the rockfill protection slope has good drainage performance and permeation stability.
In order to prevent the situation that under the working condition of sudden reservoir level drop, fine particles in the upstream filling area 2 are brought out to cause the seepage stability damage of the dam body, a dam slope reverse filter layer 6 and a broken stone cushion layer 5 are arranged on the outer side of the upstream filling area 2 of the dam body, the thickness of a vertical slope surface is not less than 0.5m, reverse filter protection is carried out on the upstream filling area 2, and meanwhile certain drainage performance is considered.
In order to prevent the dam foundation from seepage stability damage caused by seepage due to untimely dissipation of dam foundation water pressure under the reservoir water level sudden drop working condition and seepage defects of the impervious wall construction in the normal operation period of the dam body, the top of the dam foundation is provided with an upstream dam foundation filtering layer 12 and a downstream dam foundation reverse filtering layer 14, and the thickness of the upstream dam foundation filtering layer and the downstream dam foundation reverse filtering layer is not less than 1.0 m.
The upstream transition I area 7 and the downstream transition I area 17 are positioned at two sides of the asphalt concrete core wall 10 and are vertically and symmetrically arranged, and the horizontal thickness is not less than 1.5 m; the upstream transition II area 8 is positioned upstream of the upstream transition I area 7, the thickness of the upstream transition II area 8 is 1.5m, the upstream transition II area 8 is required to have the reverse filtration protection function on the upstream transition I area 7, and meanwhile, the transition requirement of deformation between the asphalt concrete core wall and the upstream filling area 2 is required to be met; the downstream transition II area 18 is positioned at the downstream of the downstream transition I area 17, has the thickness not less than 1.5m, and meets the transition requirement of deformation between the asphalt concrete core wall and the downstream filling area 3.
In order to prevent the dam slope from being damaged by rainwater and the like, the downstream dam slope is provided with a dry masonry protection slope with the thickness not less than 0.5m, and fresh and hard block stone materials which are manually picked are adopted. The masonry material is required to be hard in texture, not easy to weather, and good in water resistance and frost resistance.
The dam can be built by fully utilizing local materials, and by providing a partition design scheme of the dam body which is simple in construction, economical, reasonable, safe and effective, the dam can be well suitable for the running conditions of low temperature, long low temperature time, frequent water level change, large water level amplitude and the like of the pumped storage power station reservoir in the severe cold region in winter, the engineering investment is saved, and the safety of the dam is ensured. Provides design ideas and references for partition design of similar engineering dam bodies and has reference significance. The technical problem to be solved by the invention is that the technical scheme for solving the problem is as follows: the dam adopts a dam body design scheme combining drainage, frost heaving prevention and reverse filtration protection. By adopting the combined protection type of the riprap protection slope and the rockfill protection slope on the water facing side of the dam body, frost heaving of dam shell materials is prevented, and smooth drainage on the surface of the dam body is ensured. Through setting up dam slope rubble bed course and inverted filter, can effectively prevent the outflow of fine particle in the dam shell material on the one hand, on the other hand can improve the ability that the infiltration warp is resisted in the seepage flow exit to effectively guarantee and improve the infiltration stability safety of gravel dam.
The following takes an engineering barrage adopting the technical scheme of the invention as an example, and the following is further explained by combining the attached drawings:
as shown in figure 2, in the pumped storage power station project in a severe cold region, the lowest extreme temperature of a lower reservoir is-36.7 ℃, the average temperature of the coldest month is-16.6 ℃, and the project region belongs to the severe cold region. The dam of the lower reservoir adopts a bituminous concrete core wall sand gravel dam, the elevation of the dam crest is 1133.00m, the width of the dam crest is 10.0m, the length of the dam crest is 407.71m, and the maximum dam height is 34.0 m. The upstream dam slope and the downstream dam slope are both 1: 2.0. The dam shell material adopts natural gravel materials excavated in a lower reservoir, the natural gravel materials have large fine particle content, and the order of magnitude of permeability coefficient is 10-4cm/s, the permeation stability is poor. Under normal operation conditions, after the reservoir water level is reduced, the infiltration surface in the dam shell is reduced along with the reservoir water level, however, due to poor permeability of gravel and sand, the infiltration surface has obvious hysteresis, and the infiltration surface falling speed in the dam body is far lower than the reduction speed of the reservoir water level, so that the dam body has the problems of permeation stability damage and frost heaving damage.
Aiming at the problems, the dam body of the barrage is mainly divided into the following sections:
1) on the asphalt concrete core wall and at the downstream, the horizontal width of a transition I area (the horizontal width is 1.5m) and the horizontal width of a transition II area is 1.5 m;
2) upstream and downstream landfill areas;
3) upstream of the dam body: riprap protection slope (horizontal width 3.0m), rockfill protection slope (horizontal width 3.0m), broken stone cushion layer (thickness 0.5m), dam slope inverted filter layer (thickness 0.5 m);
4) downstream of the dam body: dry stone revetment (thickness 0.5 m);
5) dam foundation: a transition II area (thickness is 1.0m) and a dam foundation inverted filter layer (thickness is 1.0 m).
The main design indexes of the partitions are as follows:
filling area of upper reaches
The upstream filling area is positioned at the upstream of the dam body and adopts natural gravel materials excavated in the reservoir. The maximum grain size is 600mm, the content of grain size smaller than 5mm is controlled within 10-40%, and the content of grain size smaller than 0.075mm is less than or equal to 5%. The non-uniformity coefficient is preferably greater than 10. Designing a compaction index: relative density not less than 0.82 and permeability coefficient greater than 10-4cm/s。
② downstream filling area
The downstream filling area is positioned at the downstream of the dam body and adopts natural gravel materials excavated in the reservoir. The maximum grain size is 600mm, the content of grain size smaller than 5mm is controlled within 10-40%, and the content of grain size smaller than 0.075mm is less than or equal to 5%. The non-uniformity coefficient is preferably greater than 10. Designing a compaction index: relative density not less than 0.82 and permeability coefficient greater than 10-4cm/s。
Zone III of transition
The transition I area is positioned at two sides of the asphalt concrete core wall and is 1.5m thick. Dense, hard, weather resistant, erosion resistant, continuous grain composition, and is filled in dam after being processed by a screening system. The maximum grain size is 80mm, the content of the grain size smaller than 5mm is controlled within 25-50%, and the content of the grain size smaller than 0.075mm is less than or equal to 5%. The curvature coefficient is preferably 1 to 3, and the unevenness coefficient is preferably more than 15. Designing a compaction index: relative density not less than 0.82 and permeability coefficient greater than 10-4cm/s。
Transition II zone
One part of the transition II area is positioned outside the transition I area and is 1.5m thick, and the other part of the transition II area is positioned above the dam foundation inverted filter and is 1m thick. Dense, hard, weather resistant, erosion resistant, continuous grain composition, and is filled in dam after being processed by a screening system. The maximum grain size is less than or equal to 200mm, the content of grain size less than 5mm is controlled within 10-25%, and the content of grain size less than 0.075mm is less than or equal to 5%. The non-uniformity coefficient is preferably greater than 10. Designing a compaction index: relative density not less than 0.82 and permeability coefficient greater than 10- 2cm/s。
Fifthly, a reverse filtration layer
To prevent from going upThe downstream filling area and the dam foundation covering layer foundation are subjected to seepage damage, a layer of inverted filter (with the thickness of 0.5m) is arranged on the outer side of the upstream filling area of the dam body, a layer of inverted filter (with the thickness of 1.0m) is arranged at the bottom of the transition II area and the dam shell, gravel materials dug in a warehouse are processed by a screening system and then are filled in the dam. The maximum grain size is 80mm, the content of the grain size smaller than 5mm is 20-40%, and the content of the grain size smaller than 0.075mm is less than or equal to 5.0%. The curvature coefficient is preferably 1 to 3, and the unevenness coefficient is preferably larger than 7. Designing a compaction index: relative density not less than 0.85, and transmittance greater than 10-3cm/s。
Cushion of broken stone
The gravel materials dug in the warehouse are processed by a screening system and then filled in a dam, the thickness is 50cm, the maximum grain diameter is less than or equal to 200mm, the content of the grain diameter less than 5mm is controlled within 10-25%, and the content of the grain diameter less than 0.075mm is less than or equal to 5%. The non-uniformity coefficient is preferably greater than 10. Designing a compaction index: relative density not less than 0.82 and permeability coefficient greater than 10-2cm/s。
Seventhly, rockfill protection slope
In order to prevent frost heaving damage of dam filling materials, the rockfill protection slope is used for slope protection of a downstream dam slope, the horizontal width is 3m, the rockfill exposed excavation or hole excavation weak weathering available materials are adopted, the maximum particle size is less than or equal to 300mm, the content of particles smaller than 5mm is less than or equal to 20%, the content of particles smaller than 0.075mm is less than or equal to 5%, the curvature coefficient is preferably 1-3, the non-uniform coefficient is preferably greater than 12, the porosity after compaction is less than or equal to 25%, and the permeability coefficient is greater than 10-1cm/s。
'Yizhuanshi' revetment
In order to prevent the surface of the dam body from being damaged by freezing, the slope surface of the dam slope at the upper and lower reaches is protected by riprap, the horizontal width is 3m, the usable materials are dug in the open of the rock in the lower reservoir, the grain size is required to be 0.4-1 m, the grading is good, and the whole slope surface is required to be smooth.
Ninthly dry stone slope
In order to prevent rainwater and the like from damaging the dam slope, a protective slope is arranged on the downstream dam slope, the thickness of the protective slope is 50cm, and the lower storehouse stone is adopted to open cut and exploit the fresh and hard rock blocks which are manually picked. The masonry material is required to be hard in texture, not easy to weather, and good in water resistance and frost resistance. The stone has no weathered spalling layer or crack, and the surface of the stone has no impurities such as dirt, water rust and the like, and the stone used for the surface has uniform color and luster.
Checking of reverse filtering protection function of each partition in R (R) R (rate of charge)
In order to ensure that the dam meets the requirement of infiltration stability, according to the design gradation of each subarea, the theoretical checking calculation of the reverse filtration function is needed to be carried out on the subarea of the dam body with the reverse filtration protection requirement, and when the theoretical checking calculation does not meet the requirement D20/dk< 7 and D20/d20When the concentration is more than 4, the method can be further verified by combining a reverse filtration protection test. The back filtering relation checking and calculating process of each partition of the dam body of the dam of the engineering barrage is shown in the table 1.
TABLE 1 checking and calculating process of reverse filtering relation of each partition of dam body of dam of certain engineering
The above-mentioned embodiments are only for illustrating the technical ideas and features of the present invention, and the purpose thereof is to enable those skilled in the art to understand the contents of the present invention and to carry out the same, and the present invention shall not be limited to the embodiments, i.e. the equivalent changes or modifications made within the spirit of the present invention shall fall within the scope of the present invention.
Claims (10)
1. A bituminous concrete core wall sand gravel dam body partition structure of a pumped storage power station in a severe cold region sequentially comprises an upstream riprap protection slope (1), a gravel cushion layer (5), an upstream filling region (2), an upstream transition II region (8), an upstream transition I region (7), a bituminous concrete core wall (10), a downstream transition I region (17), a downstream transition II region (18), a downstream filling region (3) and a downstream dry masonry protection slope (9), wherein the downstream transition II region (18) is L-shaped and extends to a position between the downstream filling region (3) and a downstream dam foundation to form a downstream horizontal transition II region (13), a downstream dam foundation inverted filter layer (14) is further arranged between the downstream dam foundation and the downstream horizontal transition II region (13), and is characterized in that the rockfill protection slope (4) is arranged between the upstream riprap protection slope (1) and the gravel cushion layer (5), and a dam inverted filter layer (6) is arranged between the gravel cushion layer (5) and the upstream riprap protection region (2), the upstream transition II area (8) is L-shaped and extends between the upstream filling area (2) and the upstream dam foundation to form an upstream horizontal transition II area (11), and an upstream dam foundation inverted filter layer (12) is further arranged between the upstream dam foundation and the upstream horizontal transition II area (11).
2. The dam body partition structure of the asphalt concrete core wall sand gravel dam of the pumped storage power station in the severe cold region as claimed in claim 1, wherein the upstream filling region (2) and the downstream filling region (3) are made of natural sand gravel materials excavated from an engineering local riverbed, and the permeability coefficient is 10 orders of magnitude-4cm/s。
3. The dam body partition structure of the asphalt concrete core wall sand gravel dam of the pumped storage power station in the severe cold region as claimed in claim 1, wherein the horizontal width of the upstream riprap revetment (1) is not less than 3.0m, and large-particle stones with particle size of 0.4-1 m are adopted, so that the whole slope surface is smooth; the thickness of the vertical slope surface of the downstream dry masonry revetment (9) is not less than 0.5m, and fresh and hard block stone materials which are manually picked are adopted.
4. The dam body partition structure of the asphalt concrete core sand gravel dam of the pumped storage power station in the severe cold region as claimed in claim 1, wherein the horizontal width of the rockfill protection slope (4) arranged below the upstream rockfill protection slope (1) is not less than 3.0m, graded rockfill with the maximum grain size of 0.3m is adopted, and the order of magnitude of the permeability coefficient is 10-1cm/s。
5. The dam body partition structure of the asphalt concrete core wall sand gravel dam of the pumped storage power station in the severe cold region as claimed in claim 1, wherein the thickness of the vertical slope surface of the gravel cushion layer (5) arranged below the rockfill protection slope (4) is not less than 0.5m, and the order of magnitude of the permeability coefficient is 10-2cm/s, the broken stone cushion layer (5) has the reverse filtration protection performance on the dam slope reverse filtration layer (6); the thickness of the vertical slope surface of the dam slope inverted filter layer (6) is not less than 0.5m, and the order of magnitude of permeability coefficient is 10-3cm/s, the dam slope reverse filtration layer (6) has reverse filtration protection performance on the upstream filling area (2).
6. According to claimThe dam body partition structure of the asphalt concrete core wall sand gravel dam of the pumped storage power station in the severe cold region is characterized in that the horizontal thickness of an upstream transition II region (8) and a downstream transition II region (18) is not less than 1.5m, and the order of magnitude of permeability coefficient is 10-2cm/s, the upstream transition II area (8) has the anti-filtration protection performance on the upstream transition I area (7), the downstream transition II area (18) has the anti-filtration protection performance on the downstream transition I area (17), the upstream transition II area (8) has the anti-filtration protection performance on the upstream filling area (2), and the downstream transition II area (18) has the anti-filtration protection performance on the downstream filling area (3).
7. The dam body partition structure of the asphalt concrete core wall sand gravel dam of the pumped storage power station in the severe cold region as claimed in claim 1, wherein the thickness of the upstream dam foundation inverted filter (12) and the thickness of the downstream dam foundation inverted filter (14) are not less than 1.0m, and the permeability coefficient is 10 orders of magnitude-3cm/s, the upstream dam foundation inverted filter layer (12) has inverted filter protection performance on the upstream natural dam foundation, and the downstream dam foundation inverted filter layer (14) has inverted filter protection performance on the downstream natural dam foundation.
8. The dam body partition structure of asphalt concrete core sand gravel dam of pumped storage power station in severe cold region as claimed in claim 1, wherein the thickness of the upstream horizontal transition II region (11) and the downstream horizontal transition II region (13) is not less than 1.0m, and the permeability coefficient is 10 order of magnitude-2cm/s, the upstream horizontal transition II area (11) has the reverse filtration protection performance on the upstream dam foundation reverse filtration layer (12) and the upstream filling area (2) respectively, and the downstream horizontal transition II area (13) has the reverse filtration protection performance on the downstream dam foundation reverse filtration layer (14) and the downstream filling area (3) respectively.
9. The dam body partition structure of the asphalt concrete core wall sand gravel dam of the pumped storage power station in the severe cold region as claimed in claim 1, wherein the horizontal thickness of the upstream transition I region (7) and the horizontal thickness of the downstream transition I region (17) are not less than 1.5m, and the permeability coefficient is 10 in order of magnitude-4cm/s。
10. Pumped storage electricity for severe cold regions according to any of claims 5-8The dam body partition structure of the asphalt concrete core wall gravel dam is characterized by having reverse filtration protection performance and meeting D20/dk< 7 and D20/d20If the critical slope drop of the protected material is more than 4 times, or the critical slope drop of the protected material is verified to be improved by not less than 1 time under the reverse filtration protection of the protective material through a reverse filtration protection test; wherein D20The weight of the protective material with a certain particle size smaller than 20 percent of the total weight accounts for unit mm; dkIs a certain particle size of the protected material, the particle size has a direct relation with the penetration stability, and the unit is mm; d20The weight of the particle size of the protected material is less than 20 percent of the total weight.
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN108589661A (en) * | 2018-03-13 | 2018-09-28 | 中国电建集团中南勘测设计研究院有限公司 | A kind of core wall rockfill dam |
| CN112431172A (en) * | 2020-12-03 | 2021-03-02 | 中国电建集团华东勘测设计研究院有限公司 | Asphalt concrete core rock-fill dam arrangement structure and construction method |
| CN213086721U (en) * | 2020-05-28 | 2021-04-30 | 中国安能集团第一工程局有限公司 | Flood-control earthquake-resistant stone dam |
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Patent Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108589661A (en) * | 2018-03-13 | 2018-09-28 | 中国电建集团中南勘测设计研究院有限公司 | A kind of core wall rockfill dam |
| CN213086721U (en) * | 2020-05-28 | 2021-04-30 | 中国安能集团第一工程局有限公司 | Flood-control earthquake-resistant stone dam |
| CN112431172A (en) * | 2020-12-03 | 2021-03-02 | 中国电建集团华东勘测设计研究院有限公司 | Asphalt concrete core rock-fill dam arrangement structure and construction method |
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