CN114059499B - Partition structure of asphalt concrete core wall gravel dam body of pumped storage power station in severe cold region - Google Patents
Partition structure of asphalt concrete core wall gravel dam body of pumped storage power station in severe cold region Download PDFInfo
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
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- 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 an asphalt concrete core wall gravel dam partition structure of a pumped storage power station in a severe cold region, which sequentially comprises an upstream flint slope protection, a broken stone cushion layer, an upstream filling region, an upstream transition region II, an upstream transition region I, an asphalt concrete core wall, a downstream transition region I, a downstream transition region II, a downstream filling region and a downstream dry masonry slope protection, wherein the downstream transition region II extends between the downstream filling region and a downstream dam foundation in an L shape to form a downstream horizontal transition region II, a downstream dam foundation reverse filter layer is further arranged between the downstream dam foundation and the downstream horizontal transition region II, a rock pile slope protection is arranged between the upstream flint slope protection and the broken stone cushion layer, a dam slope reverse filter layer is arranged between the broken stone cushion layer and the upstream filling region, the upstream transition region II extends between the upstream filling region and the upstream dam foundation in an L shape to form an upstream horizontal transition region II, an upstream dam foundation and an upstream dam foundation reverse filter layer is further arranged between the upstream dam foundation and the upstream horizontal transition region II, and an upstream dam foundation reverse filter layer and an anti-freezing performance safety and stability are further ensured, and safety performance and stability are improved.
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 partition structure of an asphalt concrete core wall gravel dam body 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 regions, such as He Hao Te, pu Danhe, dun, feng Ning, qing Yuan, zhi Rui and the like. The pumped storage power station for the severe cold region has the characteristics of low temperature, long low temperature time, frequent water level change, large water level amplitude and the like in winter of a reservoir, and particularly has large safety influence on the dam and the reservoir due to the fact that the dam filled with gravel is easy to be subjected to permeation stability damage and frost heaving damage.
The domestic under-construction of the dunned pumped storage power station is a pumped storage power station project adopting an asphalt concrete core wall rock-fill dam for the first time in severe cold areas in China, and hard rock-fill stones are adopted as dam filling materials. The rock-fill material has high compressive strength, large softening coefficient and weather resistance, the grading of the rock-fill material mined by blasting is continuous, the content of fine particles is low, free drainage is realized, the property change of the reservoir storage dam material after saturation is small, and the problems of stable and safe permeation and frost heaving damage are not outstanding.
Compared with the blasting rockfill material, the sand gravel is widely distributed on a riverbed and a beach land of a bank slope, has low exploitation cost and convenient construction, has higher strength and deformation modulus after compaction, has small strength attenuation under high pressure and short deformation stabilizing time, and is a good material for filling a dam. But the natural graded gravel has graded discreteness, intermittence and easy separation of coarse and fine particles during rolling construction, and has poor permeation damage resistance and erosion resistance. Thus, the osmotic stability of the gravel is an important point in dam design.
In the conventional hydropower station engineering, more projects are required to build a dam by adopting gravel stones. However, the conventional hydropower station has stable running water level, most of the conventional hydropower stations are weekly (monthly) or annual water reservoirs, the water level has small amplitude change and long period, and the problem of seepage stability of the sand gravel dam is not outstanding. In order to meet the normal operation requirement, the pumped storage power station generally has two load peaks in one day, namely an early peak and an evening peak, the highest number of daily power generation pumping cycles can reach 2, the reservoir water level changes frequently and has the operation working condition of abrupt change, and the permeation stability of the sand gravel dam directly influences the safety of the dam body, so that the safety operation of the reservoir is influenced. In addition, for the pumped storage power station engineering in severe cold areas, when the air temperature is low during winter operation and the reservoir water level is reduced, if the permeability of the sand gravel dam shell material is poor, the water seepage in the dam body cannot be fully discharged, and the dam shell material has the risk of frost heaving damage, so that the safety of the dam body is influenced; meanwhile, the upstream slope protection of the dam body is positioned on the surface, and the risk of ice pulling and ice pushing damage exists.
The asphalt concrete core wall gravel dam in the prior art is mainly used for conventional hydropower stations, and no pumped storage power station engineering is used in China. The dam body partition structure of the conventional hydropower station is shown in fig. 1, and the upstream-to-downstream dam body partition structure is usually an upstream rubble slope protection 31, a rubble cushion layer 35, an upstream filling area 32, an upstream transition II area 38, an upstream transition I area 37, an asphalt concrete core wall 30, a downstream transition I area 47, a downstream transition II area 48, a downstream filling area 33 and a downstream dry rubble slope protection 39 in sequence, wherein the downstream transition II area 48 extends to an L shape to form a downstream horizontal transition II area 43 between the downstream filling area 33 and a downstream dam foundation, 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 the pumped storage power station engineering in severe cold areas, the dam body has the risks of permeation stability damage and frost heaving damage, the dam foundation has the risks of permeation stability damage, and the upstream surface of the dam body has the risks of ice pulling and ice pushing damage.
Therefore, in the engineering of pumped storage power stations in severe cold areas, the seepage control of the gravel dam is an important subject, and many of the engineering destroyed and even collapsed at home and abroad are mostly caused by the defects and defects in seepage control design and construction. Particularly, the front dam of the sand gravel panel is broken after the green sea ditch of China (the date of 27, 8 and 3 of 199), so that the design of seepage control is needed to be very important for the dam taking the sand gravel as the 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 invention provides a dam partition structure which is simple, economical, reasonable, safe and effective in construction, prevents the dam from generating osmotic stability damage and frost heaving damage and ensures the safety of the dam by utilizing the gravel stones of the engineering local riverbed 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 the reservoir of the pumped storage power station in the severe cold region in winter.
In order to solve the technical problems, the invention adopts the following technical scheme: the utility model provides a cold district water pumping energy storage power station asphalt concrete core wall gravel dam body subregion structure, include upstream flint bank protection, the rubble bed course, upstream filling district, upstream transition II district, upstream transition I district, asphalt concrete core wall, downstream transition I district, downstream transition II district, downstream filling district and downstream dry masonry bank protection in proper order, downstream transition II district is "L" shape and extends to between downstream filling district and the low reaches dam foundation, form low reaches horizontal transition II district, still be provided with the low reaches dam foundation reverse filter layer between low reaches dam foundation and the low reaches horizontal transition II district, be provided with the rock-fill bank protection between upstream flint bank protection and the rubble bed course, be provided with the dam slope reverse filter layer between rubble bed course and upstream filling district, upstream transition II district is "L" shape and extends to between upstream filling district and the high reaches the dam foundation, form upstream horizontal transition II district, still be provided with upstream dam foundation reverse filter layer between upstream horizontal transition II district.
The upstream filling area and the downstream filling area adopt natural gravel materials excavated by engineering local river beds, and the osmotic coefficient is of the order of 10 -4 cm/s。
The horizontal width of the upstream riprap slope protection is not less than 3.0m, large-particle block stones with the particle size of 0.4-1 m are adopted, and the whole slope is smooth; the thickness of the vertical slope surface of the downstream dry masonry revetment is not less than 0.5m, and fresh hard stone blocks which are manually picked are adopted.
The horizontal width of the rock-fill revetment arranged under the upstream rock-throwing revetment is not less than 3.0m, graded rock-fill with the maximum grain diameter of 0.3m is adopted, and the osmotic coefficient order of magnitude is 10 -1 cm/s。
The thickness of the vertical slope surface of the broken stone cushion layer arranged under the rock-fill slope protection is not less than 0.5m, and the osmotic coefficient order of magnitude is 10 - 2 cm/s, the broken stone cushion layer has reverse filtration protection performance on the reverse filtration layer of the dam slope; the vertical slope thickness of the dam slope reverse filtering layer is not less than 0.5m, and the osmotic coefficient is of the order of magnitude of 10 -3 cm/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 zone and the downstream transition II zone is not less than 1.5m, and the osmotic coefficient is in the order of 10 -2 cm/s, the upstream transition II zone has reverse filtration protection performance to the upstream transition I zone, the downstream transition II zone has reverse filtration protection performance to the downstream transition I zone, the upstream transition II zone has reverse filtration protection performance to the upstream filling zone, and the downstream transition II zone has reverse filtration protection performance to the downstream filling zone.
The thicknesses of the upstream dam foundation inverted filter layer and the downstream dam foundation inverted filter layer are not less than 1.0m, and the osmotic coefficient is 10 orders of magnitude - 3 cm/s, the upstream dam foundation reverse filtering layer has reverse filtering protection performance on the upstream natural dam foundation, and the downstream dam foundation reverse filtering layer has reverse filtering protection performance on the downstream natural dam foundation.
The thickness of the upstream horizontal transition II zone and the downstream horizontal transition II zone is not less than 1.0m, and the osmotic coefficient is in the order of 10 -2 cm/s, the upstream horizontal transition zone II has reverse filtration protection performance on the upstream dam foundation reverse filtration layer and the upstream filling zone respectively, and the downstream horizontal transition zone II has reverse filtration protection performance on the downstream dam foundation reverse filtration layer and the downstream filling zone respectively.
The horizontal thickness of the upstream transition zone I and the downstream transition zone I is not less than 1.5m, and the osmotic coefficient is in the order of 10 - 4 cm/s。
Has reverse filtration protection performance meeting D 20 /d k < 7 and D 20 /d 20 The critical slope of the protected material is improved by more than 4 times or not less than 1 time under the reverse filtration protection of the protected material through the reverse filtration protection test; wherein D is 20 A particle size of the protective material, wherein the weight of the particle size is less than 20 percent of the total weight of the protective material, and the particle size is unit mm; d, d k The particle size of the protected material is a certain particle size, and the particle size has a direct relation with the permeation stability and is in unit mm; d, d 20 The particle size of the protected material is less than 20% by weight of the total weight.
The beneficial effects of the invention are as follows: the dam can be built by fully utilizing local materials, and the construction is simple, economical, reasonable, safe and effective; the dam can be well suitable for 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 severe cold areas, engineering investment is saved, and safety of the dam is ensured. And a new design idea is provided for the similar engineering dam partition.
Drawings
FIG. 1 is a schematic diagram of a prior art asphalt concrete core wall gravel dam body partition structure;
fig. 2 is a schematic diagram of the partition structure of the asphalt concrete core wall gravel dam body of the pumped storage power station in the severe cold region.
In the figure, 1-upstream riprap slope protection; 2-an upstream landfill; 3-a downstream landfill; 4-rock-fill slope protection; 5-a macadam cushion layer; 6-a dam slope reverse filtration layer; 7-upstream transition zone I; 8-upstream transition II zone; 9-downstream dry masonry revetment; 10-asphalt concrete core wall; 11-upstream horizontal transition zone II; 12-an upstream dam foundation inverted filter; 13-downstream horizontal transition zone II; 14-a downstream dam foundation inverted filter; 17-downstream transition zone I; 18-downstream transition II zone.
Detailed Description
The technical solutions 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 apparent that the described embodiments are only some embodiments of the present invention, not all embodiments, and that all other embodiments obtained by persons of ordinary skill in the art without making creative efforts based on the embodiments in the present invention are within the protection scope of the present invention.
In the description of the present invention, it should be noted that the positional or positional relationship indicated by the terms such as "upper", "lower", "inner", "outer", "top/bottom", etc. are based on the positional or positional relationship shown in the drawings, are merely for convenience of describing the present invention and simplifying the description, and do not indicate or imply that the apparatus or elements referred to must have a specific orientation, be constructed and operated in a specific orientation, and thus should not be construed as limiting the present invention. Furthermore, the terms "first," "second," and the like, 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 explicitly specified and limited otherwise, the terms "mounted," "configured to," "engaged with," "connected to," and the like are to be construed broadly, and may be either fixedly connected, detachably connected, or integrally connected, for example; can be mechanically or electrically connected; can be directly connected or indirectly connected through an intermediate medium, and can be communication between two elements. The specific meaning of the above terms in the present invention will be understood in specific cases by those of ordinary skill in the art.
As shown in fig. 2, the partition structure of the asphalt concrete core wall gravel dam body of the pumped storage power station in the severe cold region sequentially comprises an upstream flint slope protection 1, a broken stone cushion layer 5, an upstream filling region 2, an upstream transition II region 8, an upstream transition I region 7, an asphalt 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 slope protection 9, wherein the downstream transition II region 18 extends in an L shape between the downstream filling region 3 and a downstream dam foundation to form a downstream horizontal transition II region 13, a downstream dam foundation inverse filter layer 14 is further arranged between the downstream dam foundation and the downstream horizontal transition II region 13, a rock pile slope protection 4 is arranged between the upstream flint slope protection 1 and the broken stone cushion layer 5, a dam slope inverse filter layer 6 is arranged between the broken stone cushion layer 5 and the upstream filling region 2, the upstream transition II region 8 extends in an L shape between the upstream filling region 2 and the upstream dam foundation to form an upstream horizontal transition II region 11, and the upstream dam foundation inverse filter layer 11 is further arranged between the upstream dam foundation and the upstream horizontal transition II region 11.
The upstream filling area 2 and the downstream filling area 3 adopt natural gravel materials excavated by engineering local river beds, and the permeability coefficient is in the order of 10 -4 cm/s。
The horizontal width of the upstream riprap slope protection 1 is not smaller than 3.0m, large-particle block stones with the particle diameters of 0.4-1 m are adopted, and the whole slope is smooth; the thickness of the vertical slope of the downstream dry masonry revetment 9 is not less than 0.5m, and fresh hard stone blocks which are manually picked are adopted.
The horizontal width of the rock-fill revetment 4 arranged under the upstream riprap revetment 1 is not less than 3.0m, the rock-fill revetment with the maximum grain diameter of 0.3m is adopted, and the osmotic coefficient order of magnitude is 10 -1 cm/s。
The thickness of the vertical slope surface of the broken stone cushion layer 5 arranged under the rock-fill slope protection 4 is not less than0.5m, permeability coefficient of the order of 10 -2 cm/s, the broken stone cushion layer 5 has reverse filtration protection performance on the dam slope reverse filtration layer 6; the vertical slope thickness of the dam slope reverse filter layer 6 is not less than 0.5m, and the osmotic coefficient is of the order of magnitude of 10 -3 cm/s, the dam slope reverse filtering layer 6 has reverse filtering protection performance on the upstream filling area 2.
The horizontal thickness of the upstream transition II zone 8 and the downstream transition II zone 18 is not less than 1.5m, and the osmotic coefficient is 10 order of magnitude -2 cm/s, the upstream transition II zone 8 has reverse filtration protection performance for the upstream transition I zone 7, the downstream transition II zone 18 has reverse filtration protection performance for the downstream transition I zone 17, the upstream transition II zone 8 has reverse filtration protection performance for the upstream packing zone 2, and the downstream transition II zone 18 has reverse filtration protection performance for the downstream packing zone 3.
The thicknesses of the upstream dam foundation reverse filter layer 12 and the downstream dam foundation reverse filter layer 14 are not less than 1.0m, and the osmotic coefficient is 10 orders of magnitude -3 cm/s, the upstream dam foundation reverse filter layer 12 has reverse filter protection performance for the upstream natural dam foundation, and the downstream dam foundation reverse filter layer 14 has reverse filter protection performance for the downstream natural dam foundation.
The thickness of the upstream horizontal transition II zone 11 and the downstream horizontal transition II zone 13 is not less than 1.0m, and the osmotic coefficient is in the order of 10 -2 cm/s, the upstream horizontal transition II zone 11 has reverse filtration protection performance on the upstream dam foundation reverse filtration layer 12 and the upstream filling zone 2 respectively, and the downstream horizontal transition II zone 13 has reverse filtration protection performance on the downstream dam foundation reverse filtration layer 14 and the downstream filling zone 3 respectively.
The horizontal thickness of the upstream transition I zone 7 and the downstream transition I zone 17 is not less than 1.5m, and the osmotic coefficient is in the order of 10 -4 cm/s。
Has reverse filtration protection performance meeting D 20 /d k < 7 and D 20 /d 20 The critical slope of the protected material is improved by more than 4 times or not less than 1 time under the reverse filtration protection of the protected material through the reverse filtration protection test; wherein D is 20 A particle size of the protective material, wherein the weight of the particle size is less than 20 percent of the total weight of the protective material, and the particle size is unit mm; d, d k The particle size of the protected material is a certain particle size, and the particle size has a direct relation with the permeation stability and is in unit mm; d, d 20 The particle size of the protected material is less than 20% by weight of the total weight.
Specifically, the asphalt concrete core wall gravel dam body of the pumped storage power station in the severe cold region is used for jointly protecting the upstream surface of the dam body by the upstream riprap slope protection 1 and the rockfill slope protection 4, and the drainage function of the surface of the dam body is considered; the reverse filtration protection of the dam body adopts a broken stone cushion layer 5 and a dam slope reverse filtration layer 6 to jointly carry out the 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 of the inner part of the dam body adopts an upstream transition II area 8 and an upstream horizontal transition II area 11 to jointly drain water; downstream of the dam body is a downstream transition II zone 18 and a downstream horizontal transition II zone 13 for combined drainage.
When the power station operates in winter, especially under the working condition of sudden drop of the water level of a reservoir, as the drainage of an upstream filling area 2 is not smooth, the drop speed of an infiltration surface in the dam is far lower than the drop speed of the water level of the reservoir, obvious hysteresis phenomenon exists, the frost heave risk is easily caused on the surface of the dam body in an external low-temperature environment, the rock-fill slope 4 with the width of not less than 3.0m horizontally is arranged under an upstream rock-filled slope 1, the thickness is larger than the local maximum frozen soil depth, and meanwhile, good drainage performance and permeability stability are required.
In order to prevent fine particles in the upstream filling area 2 from being brought out to cause osmotic stability damage of a dam body under the condition of suddenly dropping reservoir water level, a dam slope reverse filtering 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 vertical slopes is not less than 0.5m, reverse filtering protection is carried out on the upstream filling area 2, and certain drainage performance is considered.
In order to prevent the dam foundation from being stably damaged due to seepage caused by untimely dissipation of dam foundation water pressure under the condition of suddenly falling water level of a dam foundation and the construction defect of an impervious wall in the normal operation period of the dam body, an upstream dam foundation filter layer 12 and a downstream dam foundation reverse filter layer 14 are arranged at the top of the dam foundation, and the thickness is not less than 1.0m.
The upstream transition I area 7 and the downstream transition I area 17 are positioned on two sides of the asphalt concrete core wall 10 and are vertically and symmetrically arranged, and the horizontal thickness is not less than 1.5m; the upstream transition II zone 8 is positioned upstream of the upstream transition I zone 7, the thickness is 1.5m, the upstream transition II zone 8 is required to have a reverse filtration protection function on the upstream transition I zone 7, and meanwhile, the transition requirement of deformation between the asphalt concrete core wall and the upstream filling zone 2 is required to be met; downstream transition II zone 18 is located downstream of downstream transition I zone 17 and has a thickness of not less than 1.5m, and is required to meet the transition requirements for deformation between the asphalt concrete core wall and downstream filling zone 3.
In order to prevent damage of rainwater and the like to the dam slope, the downstream dam slope is provided with a dry masonry slope protection with the thickness not less than 0.5m, and fresh hard block stone materials which are manually picked are adopted. Masonry is required to be hard in texture, not prone to weathering, and good in water resistance and freeze resistance.
The invention can fully utilize local materials to build the dam, and by providing a dam body partition design scheme which is simple in construction, economical, reasonable, safe and effective, the dam can be well suitable for 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 severe cold areas, thereby saving engineering investment and ensuring safety of the dam. The method provides design thought and reference for the partition design of the similar engineering dam body, and has reference significance. The technical scheme for solving the problems 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 slope protection and the rock-fill slope protection on the water facing side of the dam body, frost heaving of the dam shell material is prevented, and smooth drainage of the surface of the dam body is ensured. Through setting up dam slope rubble bed course and reverse filter layer, on the one hand can effectively prevent the outflow of fine particles in the dam shell material, on the other hand can improve the infiltration deformation's of seepage exit resistance ability to effectively guarantee and improved the infiltration stability safety of sand gravel dam.
The following takes a certain engineering barrage adopting the technical scheme of the invention as an example, and the following is further described with reference to the accompanying drawings:
as shown in figure 2, the engineering of the pumped storage power station in a certain severe cold region has the extremely lowest temperature of-36.7 ℃ in the lower reservoir and the average temperature of-16.6 ℃ in the coldest month, and the engineering region belongs to the severe cold region. The lower reservoir barrage adopts an asphalt concrete core wall gravel dam, the dam top elevation is 1133.00m, the dam top width is 10.0m, the dam top length is 407.71m, and the maximum dam height is 34.0m. The upstream dam slope and the downstream dam slope are 1:2.0. The dam shell material adopts natural gravel materials excavated in a lower reservoir, the content of fine grains of the natural gravel materials is larger, and the osmotic coefficient is of the order of 10 -4 cmAnd/s, poor permeation stability. Under normal operation conditions, after the reservoir water level is reduced, the infiltration surface in the dam shell is reduced along with the reduction of the reservoir water level, but due to poor permeability of the gravel material, obvious hysteresis phenomenon exists on the infiltration surface, the descent speed of the infiltration surface in the dam body is far lower than the descent speed of the reservoir water level, and the dam body has the problems of permeation stability damage and frost heaving damage.
Aiming at the problems, the dam body partition of the barrage is mainly as follows:
1) The asphalt concrete core wall and the downstream are a transition I area (the horizontal width is 1.5 m) and a transition II area (the horizontal width is 1.5 m);
2) An upstream and downstream filling area;
3) Upstream of the dam: a riprap slope protection (horizontal width is 3.0 m), a rock-fill slope protection (horizontal width is 3.0 m), a broken stone cushion layer (thickness is 0.5 m) and a dam slope reverse filtering layer (thickness is 0.5 m);
4) Downstream of the dam: drywall revetment (thickness 0.5 m);
5) Dam foundation: transition zone II (1.0 m thick), dam foundation inverted filter (1.0 m thick).
The main design indexes of the partitions are as follows:
(1) upstream filling area
The upstream filling area is positioned upstream of the dam body and adopts natural gravel materials excavated in the warehouse. The maximum grain diameter is 600mm, the content of grain diameter less than 5mm is controlled within 10% -40%, and the content of grain diameter less than 0.075mm is less than or equal to 5%. The non-uniformity coefficient is preferably greater than 10. Designing compaction indexes: the relative density is not less than 0.82, and the permeability coefficient is more than 10 -4 cm/s。
(2) Downstream filling area
The downstream filling area is positioned downstream of the dam body and adopts natural gravel materials excavated in the warehouse. The maximum grain diameter is 600mm, the content of grain diameter less than 5mm is controlled within 10% -40%, and the content of grain diameter less than 0.075mm is less than or equal to 5%. The non-uniformity coefficient is preferably greater than 10. Designing compaction indexes: the relative density is not less than 0.82, and the permeability coefficient is more than 10 -4 cm/s。
(3) Transition zone I
The transition I area is positioned on two sides of the asphalt concrete core wall, and the thickness is 1.5m. Dense, hard, weather-resistant and erosion-resistant, and has continuous grain size distribution, and adoptsThe gravel materials excavated in the warehouse are processed by the screening system and then filled in the dam. The maximum grain diameter is 80mm, the content of grain diameter less than 5mm is controlled within 25% -50%, and the content of grain diameter less than 0.075mm is less than or equal to 5%. The curvature coefficient is preferably between 1 and 3, and the non-uniformity coefficient is preferably greater than 15. Designing compaction indexes: the relative density is not less than 0.82, and the permeability coefficient is more than 10 -4 cm/s。
(4) Transition zone II
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 layer and is 1m thick. The sand gravel stone is processed by a screening system and then is filled in a dam. The maximum grain diameter is less than or equal to 200mm, the content of grain diameter less than 5mm is controlled within 10-25%, and the content of grain diameter less than 0.075mm is less than or equal to 5%. The non-uniformity coefficient is preferably greater than 10. Designing compaction indexes: the relative density is not less than 0.82, and the permeability coefficient is more than 10 - 2 cm/s。
(5) Reverse filtration layer
In order to prevent the seepage damage of the upper and lower filling areas and the dam foundation covering layer foundation, a layer of reverse filtering layer (thickness 0.5 m) is arranged outside the upstream filling area of the dam body, a layer of reverse filtering layer (thickness 1.0 m) is arranged at the bottom of the transition II area and the dam shell, gravel materials are excavated in a warehouse, and the dam is filled after being processed by a screening system. The maximum grain diameter is 80mm, the content of the grain diameter smaller than 5mm is 20% -40%, and the content of the grain diameter smaller than 0.075mm is less than or equal to 5.0%. The curvature coefficient is preferably between 1 and 3, and the non-uniformity coefficient is preferably greater than 7. Designing compaction indexes: the relative density is not less than 0.85, and the permeability coefficient is more than 10 -3 cm/s。
(6) Stone crushing cushion layer
The gravel materials excavated 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 compaction indexes: the relative density is not less than 0.82, and the permeability coefficient is more than 10 -2 cm/s。
(7) Rock-fill revetment
To prevent the frost heaving and damage of the dam body filling material, the rock-fill slope protection is utilized to protect the dam bodyThe slope surface of the dam is protected, the horizontal width is 3m, the usable materials for open cut or weak weathering of the stone in the lower reservoir are adopted, the maximum grain diameter is less than or equal to 300mm, the grain content is less than or equal to 20% of 5mm, the content is less than or equal to 5% of 0.075mm, the curvature coefficient is preferably between 1 and 3, the non-uniformity coefficient is preferably more than 12, the porosity after compaction is less than or equal to 25%, and the permeability coefficient is more than 10 -1 cm/s。
(8) Stone throwing slope protection
In order to prevent the surface of the dam body from being frozen and damaged, the dam slopes at the upstream and downstream are protected by using the riprap, the horizontal width is 3m, the weak weathering available materials of the lower reservoir stone are adopted, the grain size is required to be 0.4 m-1 m, the grading is good, and the whole slope is required to be smooth.
(9) Drywall stone slope protection
In order to prevent damage to the dam slope caused by rainwater and the like, a slope protection is arranged on the downstream dam slope, the thickness of the slope protection is 50cm, and fresh hard stone materials which are manually picked are mined by adopting open cut of a lower-warehouse stone party. Masonry is required to be hard in texture, not prone to weathering, and good in water resistance and freeze resistance. The stone material has no weathering flaking layer or crack, no dirt, scale and other impurity on the stone surface, and the stone material has homogeneous color.
Verification of reverse filtering protection function of each partition
In order to ensure that the dam meets the requirement of permeation stability, according to the design grading of each partition, the dam partition with the requirement of reverse filtration protection needs to be subjected to reverse filtration function theoretical checking, and when the theoretical checking does not meet D 20 /d k < 7 and D 20 /d 20 At > 4, further validation can be performed in conjunction with the reverse filtration protection assay. Table 1 shows the checking and calculating process of the reverse filtering relation of each partition of the dam body of an engineering barrage.
TABLE 1 checking and calculating process of reverse filtering relation of each partition of dam body of certain engineering
The above-described embodiments are only for illustrating the technical spirit and features of the present invention, and it is intended to enable those skilled in the art to understand the content of the present invention and to implement it accordingly, and the scope of the present invention is not limited to the embodiments, i.e. equivalent changes or modifications to the spirit of the present invention are still within the scope of the present invention.
Claims (6)
1. The partition structure of the asphalt concrete core wall gravel dam body of the pumped storage power station in the severe cold region sequentially comprises an upstream riprap slope protection (1), a gravel cushion layer (5), an upstream filling region (2), an upstream transition II region (8), an upstream transition I region (7), an asphalt 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 riprap slope protection (9), wherein the downstream transition II region (18) extends to a position between the downstream filling region (3) and a downstream dam foundation in an L shape to form a downstream horizontal transition II region (13), a downstream dam foundation anti-filtering layer (14) is further arranged between the downstream dam foundation and the downstream horizontal transition II region (13), and is characterized in that a rock pile (4) is arranged between the upstream stone slope protection (1) and the gravel cushion layer (5), a slope anti-filtering layer (6) is arranged between the upstream filling region (2), the upstream transition II region (8) extends to a position between the upstream dam foundation (11) and the upstream horizontal transition II region (11);
the vertical slope thickness of the broken stone cushion layer (5) arranged under the rock-filled revetment (4) is not less than 0.5m, and the osmotic coefficient order of magnitude is 10 -2 cm/s, the crushed stone cushion layer (5) has reverse filtration protection performance on the dam slope reverse filtration layer (6); the vertical slope thickness of the dam slope reverse filtering layer (6) is not less than 0.5m, and the osmotic coefficient is 10 orders of magnitude -3 cm/s, and the dam slope reverse filtering layer (6) has reverse filtering protection performance on the upstream filling area (2);
the horizontal thickness of the upstream transition II zone (8) and the downstream transition II zone (18) is not less than 1.5m, and the osmotic coefficient is of the order of 10 -2 cm/s, the upstream transition II zone (8) has reverse filtration protection performance to the upstream transition I zone (7), the downstream transition II zone (18) has reverse filtration protection performance to the downstream transition I zone (17), the upstream transition II zone (8) has reverse filtration protection performance to the upstream filling zone (2), and the downstream transition II zone (18) has reverse filtration protection performance to the downstream filling zone (3);
the upper part is provided withThe thicknesses of the upstream dam foundation reverse filter layer (12) and the downstream dam foundation reverse filter layer (14) are not less than 1.0m, and the osmotic coefficient is 10 orders of magnitude -3 cm/s, the upstream dam foundation reverse filtration layer (12) has reverse filtration protection performance on the upstream natural dam foundation, and the downstream dam foundation reverse filtration layer (14) has reverse filtration protection performance on the downstream natural dam foundation;
the thickness of the upstream horizontal transition II zone (11) and the downstream horizontal transition II zone (13) is not less than 1.0m, and the permeability coefficient is in the order of 10 -2 cm/s, the upstream horizontal transition II area (11) has 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 reverse filtration protection performance on the downstream dam foundation reverse filtration layer (14) and the downstream filling area (3) respectively.
2. The asphalt concrete core gravel dam body partition structure of the pumped storage power station in severe cold areas according to claim 1, wherein the upstream filling area (2) and the downstream filling area (3) adopt natural gravel materials excavated by engineering local river beds, and the permeability coefficient is in the order of 10 -4 cm/s。
3. The partition structure of the asphalt concrete core wall gravel dam body of the pumped storage power station in the severe cold region according to claim 1, wherein the horizontal width of the upstream riprap slope protection (1) is not less than 3.0m, large-particle block stones with the particle size of 0.4-1 m are adopted, and the whole slope is smooth; the thickness of the vertical slope surface of the downstream dry masonry revetment (9) is not less than 0.5m, and fresh hard stone materials which are manually picked are adopted.
4. The partition structure of asphalt concrete core wall gravel dam body of the pumped storage power station in severe cold areas according to claim 1, wherein the horizontal width of a rockfill slope (4) arranged under the upstream rockfill slope (1) is not less than 3.0m, graded rockfill with the maximum grain size of 0.3m is adopted, and the permeability coefficient is in the order of 10 -1 cm/s。
5. The asphalt concrete core wall gravel dam body partition structure of the pumped storage power station in severe cold areas according to claim 1, wherein the upper part is provided withThe horizontal thickness of the upstream transition zone I (7) and the downstream transition zone I (17) is not less than 1.5m, and the osmotic coefficient is 10 -4 cm/s。
6. The asphalt concrete core wall gravel dam body partition structure of the pumped storage power station in severe cold areas according to claim 1, wherein the reverse filtering protection performance meets the requirement of D 20 /d k < 7 and D 20 /d 20 The critical slope of the protected material is improved by more than 4 times or not less than 1 time under the reverse filtration protection of the protected material through the reverse filtration protection test; wherein D is 20 A particle size of the protective material, wherein the weight of the particle size is less than 20 percent of the total weight of the protective material, and the particle size is unit mm; d, d k The particle size of the protected material is a certain particle size, and the particle size has a direct relation with the permeation stability and is in unit mm; d, d 20 The particle size of the protected material is less than 20% by weight of the total weight.
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