CN114481970A - Asphalt concrete core wall structure of pumped storage power station dam in heavy rainfall area - Google Patents
Asphalt concrete core wall structure of pumped storage power station dam in heavy rainfall area Download PDFInfo
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- CN114481970A CN114481970A CN202210193230.9A CN202210193230A CN114481970A CN 114481970 A CN114481970 A CN 114481970A CN 202210193230 A CN202210193230 A CN 202210193230A CN 114481970 A CN114481970 A CN 114481970A
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- core wall
- concrete core
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- asphalt
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02B—HYDRAULIC ENGINEERING
- E02B7/00—Barrages or weirs; Layout, construction, methods of, or devices for, making same
- E02B7/02—Fixed barrages
- E02B7/04—Dams across valleys
- E02B7/08—Wall dams
-
- 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
- E02B3/16—Sealings or joints
Abstract
The invention relates to the field of dam construction, and discloses an asphalt concrete core wall structure of a pumped storage power station dam in a heavy rainfall area, which comprises an asphalt concrete core wall, core wall expansion feet and a concrete core wall base, wherein transition layers are arranged on the upstream side and the downstream side of the core wall, the bottom of the transition layer is a transition bottom layer, the core wall expansion feet and the concrete core wall base are wrapped between the transition bottom layers on the two sides, the core wall expansion feet are seated on the concrete core wall base, the contact surface between the core wall expansion feet and the concrete core wall base is an arc surface, a contact seam formed at the contact surface is blocked by longitudinally embedding a first water-stop copper sheet, one side of the first water-stop copper sheet is embedded into the core wall expansion feet, and the other side of the first water-stop copper sheet is embedded into the concrete core wall base; the concrete core wall base is located on the bedrock or placed on the covering layer, the lower portion of the concrete core wall base is provided with a concrete impervious wall and curtain grouting, and the top portion of the concrete impervious wall protrudes out of the bedrock or the covering layer and is wrapped by the concrete core wall base. The invention realizes the complete and continuous water-blocking effect of the upper part and the lower part of the base, improves the quality of the asphalt concrete core rock-fill dam, and has little influence on construction in rainy season.
Description
Technical Field
The invention relates to the field of dam construction, in particular to an asphalt concrete core wall structure of a pumped storage power station dam in a heavy rainfall area.
Background
Pumped storage power stations are gaining more and more attention as clean and renewable energy sources, and a large number of pumped storage power stations are built and operated one after another. In order to adapt to wider geological conditions, in the construction of pumped storage power stations, the dam type is mostly selected from a core-wall rock-fill dam, the clay core-wall rock-fill dam is mainly used in the traditional method, but the construction of the clay core-wall rock-fill dam is greatly influenced by rainy seasons in rainy areas, so that how to build the dam quickly and shorten the construction period in heavy rainfall areas need further research.
The asphalt concrete core rock-fill dam is relatively less influenced by rainfall, can carry out filling work in flood season, and is particularly suitable for the construction of a pumped storage power station dam in a heavy rainfall area. Because the bottom of the asphalt concrete core wall is generally connected with the dam foundation by arranging the concrete core wall base, the construction process inevitably forms a contact gap at the joint to influence the integrity and reliability of the dam impervious system, and therefore, the problem that how to solve the water seepage prevention problem at the joint of the upper part and the joint of the bottom of the concrete core wall base needs to be solved urgently is needed.
Disclosure of Invention
Aiming at the defects and shortcomings in the prior art, the invention provides an asphalt concrete core wall structure of a pumped storage power station dam in a heavy rainfall area.
The above purpose of the invention is realized by the following technical scheme:
an asphalt concrete core wall structure of a pumped storage power station dam in a heavy rainfall area comprises an asphalt concrete core wall, asphalt concrete core wall expansion feet and a concrete core wall base, wherein the asphalt concrete core wall expansion feet and the concrete core wall base are connected with the bottom of the core wall into a whole;
the concrete core wall base is located on the bedrock or placed on the covering layer, a concrete impervious wall is arranged in the bedrock or the covering layer, the top of the concrete impervious wall protrudes out of the bedrock or the covering layer, the protruding concrete impervious wall top is wrapped by the concrete core wall base, and curtain grouting is arranged below the bottom of the concrete impervious wall.
Preferably, the water seepage is blocked by a third water-stopping copper sheet longitudinally embedded at the wrapping joint of the concrete core wall base and the top of the concrete impervious wall, a joint at one side of the third water-stopping copper sheet is embedded in the concrete core wall base, and a joint at the other side of the third water-stopping copper sheet is embedded in the top of the concrete impervious wall;
the concrete core wall base is provided with a plurality of structural joints, each structural joint blocks water seepage through a second water-stopping copper sheet which is longitudinally embedded, one side joint of the second water-stopping copper sheet is connected with one side joint of the first water-stopping copper sheet embedded in the concrete core wall base, and the other side joint of the second water-stopping copper sheet is connected with one side joint of the third water-stopping copper sheet embedded in the concrete core wall base, so that integral water stopping is formed.
Preferably, the first water stopping copper sheet and the second water stopping copper sheet as well as the second water stopping copper sheet and the third water stopping copper sheet are connected by seamless copper double-sided welding.
Preferably, the construction process of wrapping the top of the concrete impervious wall by the concrete core wall base comprises the following steps: the top surface of the protruded concrete impervious wall is chiseled and washed clean to ensure that the wrapping contact surface is clean and dry, then a layer of diluted asphalt is sprayed firstly, a layer of asphalt mortar is coated after the diluted asphalt is fully dried to ensure that the asphalt mortar does not flow in the coating process, and after the coating is finished, a concrete core wall base is poured to wrap the top of the protruded concrete impervious wall.
Preferably, the curtain grouting is deeply injected into 5m below the 3lu line.
Preferably, the design slope of the core wall expansion foot is 1: 0.175, and the radius of curvature of the cross-sectional arc is 2 m.
Preferably, a thickness gradient section is arranged at a middle elevation of the core wall, the slope of the thickness gradient section is 1:0.01, the thickness of the core wall above the thickness gradient section is consistent and equal to the thickness of the top of the thickness gradient section, and the thickness of the core wall below the thickness gradient section is consistent and equal to the thickness of the bottom of the thickness gradient section.
Preferably, the core wall adopts a layered paving and rolling process, and the main design indexes of the core wall are as follows: porosity is less than or equal to 2%, and permeability coefficient is less than or equal to 1 × 10-8cm/s, water stability coefficient of not less than 0.9, bending strength of not less than 400kPa, bending strain of not less than 1%, internal friction angle of not less than 25 degrees, cohesive force of not less than 300kPa, and Marshall stability>5kN and a Marshall flow value of 3-11 mm, and the compacted core wall is slightly higher than the transition layers on the two sides.
Preferably, the transition layer and the transition bottom layer are formed by continuously grading and rolling fine rockfill materials in a layered mode, and the design parameters are as follows: the dry density is more than or equal to 20kN/m3The content of the porosity is less than 22 percent, the maximum grain diameter is 80mm, and the grain diameter is less than 5mm, and is 25 to 30 percent.
Preferably, the concrete core wall base is seated on the bedrock or placed on the cover layer through a concrete protective cushion.
Compared with the prior art, the technical scheme of the invention has the beneficial effects that:
according to the invention, the first water-stop copper sheet is longitudinally embedded at the arc-shaped connection part between the concrete core wall base and the core wall expansion foot, the concrete core wall base is arranged to wrap and connect the top of the concrete impervious wall which is protruded, meanwhile, the second water-stop copper sheet is embedded in the structural joint of the concrete core wall base, the third water-stop copper sheet is embedded at the wrapping and connecting part of the concrete core wall base and the top of the concrete impervious wall, and the first water-stop copper sheet and the second water-stop copper sheet as well as the second water-stop copper sheet and the third water-stop copper sheet are connected in a seamless brazing manner, so that the complete and continuous water-stop effect of the upper part and the lower part of the base is realized, the requirement of the expansion and deformation of a dam material is met, the quality of the asphalt concrete core wall rock-fill dam is improved, and the completeness and the reliability of a dam impervious system are favorably ensured; the construction is reduced from being influenced by rainy seasons, the method is suitable for the construction of pumped storage power station dams in heavy rainfall areas, the construction progress of the project can be greatly improved, the excavation amount can be reduced, local materials and excavation materials of the project can be utilized to the maximum extent, the project investment is saved, and the method has good economic benefits and social benefits.
Additional advantages, objects, and features of the invention will be set forth in part in the description which follows and in part will become apparent to those having ordinary skill in the art upon examination of the following or may be learned from practice of the invention.
Drawings
FIG. 1 is a schematic cross-sectional view of an embodiment of the present invention;
FIG. 2 is an enlarged view of a portion of an embodiment of the present invention;
in the figure: the waterproof core comprises a transition layer 1, a core wall 2, core wall expansion feet 3, a concrete core wall base 4, a concrete impervious wall 5, curtain grouting 6, a first waterproof copper sheet 7, a second waterproof copper sheet 8, a third waterproof copper sheet 9, a transition bottom layer 10, an arc-shaped surface 11 and a concrete protection cushion layer 12.
Detailed Description
The drawings are for illustrative purposes only and are not to be construed as limiting the patent;
for the purpose of better illustrating the embodiments, certain features of the drawings may be omitted, enlarged or reduced, and do not represent the size of an actual product;
it will be understood by those skilled in the art that certain well-known structures in the drawings and descriptions thereof may be omitted;
in the description of the present invention, it should be noted that, unless otherwise explicitly specified or limited, the terms "disposed" and "connected" are to be interpreted broadly, e.g., as a fixed connection, a detachable connection, or an integral connection; can be mechanically or electrically connected; they may be connected directly or indirectly through intervening media, so to speak, as communicating between the two elements. The specific meaning of the above terms in the present invention can be understood in specific cases to those skilled in the art. The terms "upper", "lower", "left", "right", "front", "rear", and the like indicate orientations or positional relationships based on those shown in the drawings, and are only for convenience in describing and simplifying the description, but do not indicate or imply that the referred devices or elements 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.
The technical solution of the present invention is further described below with reference to the accompanying drawings and examples.
As shown in fig. 1, the asphalt concrete core wall structure of the pumped storage power station dam in the heavy rainfall area of the present embodiment comprises an asphalt concrete core wall 2, asphalt concrete core wall enlarged feet 3 and a concrete core wall base 4, wherein the asphalt concrete core wall enlarged feet 3 and the concrete core wall base are connected with the bottom of the core wall 2 into a whole, the two sides of the upstream and the downstream of the core wall 2 are provided with transition layers 1, the bottom of the transition layers is provided with transition bottom layers 10 connected with the transition layers into a whole, the outer sides of the transition layers and the transition bottom layers are provided with rockfill areas (not shown), the core wall enlarged feet and the concrete core wall base are wrapped between the transition bottom layers at the two sides, the core wall enlarged feet 3 are seated on the concrete core wall base 4, the contact surface between the core wall enlarged feet and the concrete core wall base is an arc surface 11, the section arc specifications of the contact surface at any position along the length direction of the dam are consistent, the contact seam formed at the contact surface blocks water seepage through a first copper sealing sheet 7 embedded longitudinally, one side of the first copper sealing sheet is embedded in the joint core wall enlarged feet 3, The other side joint is embedded in the concrete core wall base 4. After the reservoir impounds, the reservoir water overflows the upstream rockfill area, and is blocked by the asphalt concrete core wall structure after penetrating through the transition layer and the transition bottom layer, the stress of the arc contact part is even, the water can be stably blocked by combining the first water-stopping copper sheet, and the complete and continuous water-blocking effect on the upper part of the base is realized. Meanwhile, the concrete core wall base 4 is seated on bedrock or placed on a deep covering layer, a concrete impervious wall 5 is arranged in the bedrock or the covering layer, the top of the concrete impervious wall protrudes out of the bedrock or the covering layer, the concrete core wall base 4 wraps the top of the protruding concrete impervious wall, curtain grouting 6 is arranged below the bottom of the concrete impervious wall 5 and penetrates into the position 5m below a 3lu line, and good waterproof treatment of the bottom of the base is achieved. When the concrete core wall base is arranged on the covering layer, natural geological conditions are conveniently and fully utilized, the excavation amount is reduced, the pace of engineering construction is favorably accelerated, and the investment is saved.
As shown in fig. 2, the water seepage is blocked by a third water stop copper sheet 9 longitudinally embedded at the wrapping joint of the top of the concrete core wall base 4 and the top of the concrete impervious wall 5, a joint at one side of the third water stop copper sheet is embedded in the concrete core wall base 4, and a joint at the other side is embedded in the top of the concrete impervious wall 5 by 0.5 m; when the length of the dam is large, structural joints (the joint surfaces are perpendicular to the direction of the concrete core wall base) are arranged on the concrete core wall base every 20m and perpendicular to the axis of the dam, each structural joint blocks water seepage through the second water-stopping copper sheet 8 which is longitudinally embedded, one side joint of the second water-stopping copper sheet is connected with one side joint of the first water-stopping copper sheet 7 embedded in the concrete core wall base 4 in a seamless copper double-sided welding mode, and the other side joint of the second water-stopping copper sheet is connected with one side joint of the third water-stopping copper sheet 9 embedded in the concrete core wall base 4 in a seamless copper double-sided welding mode, so that the integral water-stopping copper sheet arrangement is formed, the water-stopping effect of the core wall structure is further guaranteed, and the requirement of the expansion deformation of the dam material can be met.
In this embodiment, the construction process of wrapping the concrete core wall base 4 on the top of the concrete impermeable wall 5 is as follows: the top surface of the protruded concrete impervious wall is chiseled and washed clean to ensure that the wrapping contact surface is clean and dry, then a layer of diluted asphalt is sprayed firstly, a layer of asphalt mortar is coated after the diluted asphalt is fully dried to ensure that the asphalt mortar does not flow in the coating process, after the coating is finished, a concrete core wall base is poured to wrap the top of the protruded concrete impervious wall, the top surface of the protruded concrete impervious wall is ensured to be firmly connected with the concrete surface of the concrete core wall base, the wrapping contact surface is in complete contact, no connecting gap is generated, and the water blocking effect is ensured. To further ensure the stability of the concrete core base, the concrete core base 4 is seated on the bedrock or placed on the overburden through the concrete protective underlayment 12, it should be understood that the protruding concrete barrier top means also protruding above the concrete protective underlayment.
The core wall 2 adopts a paving structure mode with a narrow top and a wide bottom, specifically, a thickness transition section (not marked) is arranged at a middle elevation of the core wall (namely, a middle elevation of a dam), the slope of the thickness transition section is 1:0.01, optionally, the thickness of the top of the thickness transition section is designed to be 0.6m, the thickness of the bottom of the thickness transition section is designed to be 0.7m, the thickness of the core wall above the thickness transition section is consistent and equal to the thickness of the top of the thickness transition section, and the thickness of the core wall below the thickness transition section is consistent and equal to the thickness of the bottom of the thickness transition section. By the design, the water blocking and draining effects of the asphalt concrete core wall can be fully exerted. During construction, raw materials and the using amount are selected according to design parameters, so that the asphalt concrete has better workability and various indexes meeting design requirements, such as: mass and particle size of aggregateThe composition and content, the quality and content of asphalt, the compaction temperature of asphalt concrete, the quality and content of filler and the like, particularly in the embodiment, the main design indexes are as follows: porosity is less than or equal to 2%, and permeability coefficient is less than or equal to 1 × 10-8cm/s, water stability coefficient of not less than 0.9, bending strength of not less than 400kPa, bending strain of not less than 1%, internal friction angle of not less than 25 degrees, cohesive force of not less than 300kPa, and Marshall stability>5kN, Marshall flow value 3 ~ 11mm, and the bituminous concrete core wall after layering is laid and is rolled closely knit is a little higher than both sides transition layer (transition material), is the arch aspect in order to facilitate the drainage.
In the core wall with the design, the design slope of the core wall expanding foot 3 can be preferably 1: 0.175, the radius of curvature of the arc of section may preferably be 2m, which allows the concrete core foundation to better withstand the load of the upper core, achieving complete water blocking at the arc contact.
In this embodiment, the transition layer 1 and the transition bottom layer 10 are formed by continuously grading and layering and rolling fine rockfill materials, the fine rockfill materials are hard and durable, have no impurities such as clay and organic matters, have low compressibility and high shear strength after being compacted, and have free drainage, and the related design parameters include: the dry density is more than or equal to 20kN/m3The content of the porosity is less than 22 percent, the maximum grain diameter is 80mm, and the grain diameter is less than 5mm, and is 25 to 30 percent. So, transition layer and transition bottom can play better coordinated deformation's effect between this heart wall structure and rockfill district, realize better protection effect.
The basic construction process of the pumped storage power station dam with the asphalt concrete core wall structure comprises the following steps: after excavating a foundation surface, constructing curtain grouting and a concrete impervious wall, and performing foundation seepage prevention; then, laying water-stop copper sheets and constructing a concrete core wall base; and then, constructing a core wall enlarging foot on the concrete core wall base, constructing upwards to the gradual change part and then to the top of the dam, and constructing and filling transition materials on two sides. It should be noted that each construction should be strictly controlled according to the specifications and related technical requirements to ensure the construction quality; the pre-embedded water-stop copper sheet is checked in advance before relevant pouring construction is carried out, and completeness, reliability and no damage are guaranteed.
The above description is only a preferred embodiment of the present invention, but the scope of the present invention is not limited thereto, and any person skilled in the art should be considered as the technical scope of the present invention, and the technical solutions and their concepts are equivalent or modified within the scope of the present invention.
Claims (10)
1. The asphalt concrete core wall structure of the dam of the pumped storage power station in the heavy rainfall area is characterized by comprising an asphalt concrete core wall, asphalt concrete core wall expansion feet and a concrete core wall base, wherein the asphalt concrete core wall expansion feet and the concrete core wall base are connected with the bottom of the core wall into a whole;
the concrete core wall base is located on the bedrock or arranged on the overburden in, be equipped with the concrete impervious wall in bedrock or the overburden, and concrete impervious wall top salient on bedrock or overburden, the outstanding concrete impervious wall top of concrete core wall base parcel, set up the curtain grout below the concrete impervious wall bottom.
2. The asphalt concrete core wall structure of the pumped storage power station dam in the heavy rainfall area as claimed in claim 1, wherein the joint of the concrete core wall base and the top of the concrete impermeable wall is blocked from water seepage by a third copper water-stop sheet longitudinally embedded, one side joint of the third copper water-stop sheet is embedded in the concrete core wall base, and the other side joint is embedded in the top of the concrete impermeable wall;
the concrete core wall base is provided with a plurality of structural joints, each structural joint blocks water seepage through a second water-stopping copper sheet which is longitudinally embedded, one side joint of the second water-stopping copper sheet is connected with one side joint of the first water-stopping copper sheet embedded in the concrete core wall base, and the other side joint of the second water-stopping copper sheet is connected with one side joint of the third water-stopping copper sheet embedded in the concrete core wall base, so that integral water stopping is formed.
3. The asphalt concrete core wall structure of the pumped storage power station dam in the heavy rainfall area as claimed in claim 2, wherein the first and second water stop copper sheets and the second and third water stop copper sheets are connected by seamless copper double-sided welding.
4. The asphalt concrete core wall structure of the pumped storage power station dam in the heavy rainfall area according to claim 1, wherein the construction process of wrapping the top of the concrete impervious wall by the concrete core wall base is as follows: the top surface of the protruded concrete impervious wall is chiseled and washed clean to ensure that the wrapping contact surface is clean and dry, then a layer of diluted asphalt is sprayed firstly, a layer of asphalt mortar is coated after the diluted asphalt is fully dried to ensure that the asphalt mortar does not flow in the coating process, and after the coating is finished, a concrete core wall base is poured to wrap the top of the protruded concrete impervious wall.
5. The asphalt concrete core wall structure of pumped storage power station dam in heavy rainfall areas according to claim 1 wherein said curtain grouting is deep 5m below 3 lu.
6. The asphalt concrete core wall structure of pumped storage power station dams in heavy rainfall areas of claim 1, wherein the core wall expansion foot design slope is 1: 0.175, and the radius of curvature of the cross-sectional arc is 2 m.
7. The asphalt concrete core wall structure of pumped storage power station dam in heavy rainfall area of claim 1, wherein the core wall has a thickness transition section at the middle elevation, the slope of the thickness transition section is 1:0.01, the thickness of the core wall above the thickness transition section is uniform and equal to the top thickness of the thickness transition section, and the thickness of the core wall below the thickness transition section is uniform and equal to the bottom thickness of the thickness transition section.
8. The asphalt concrete core wall structure of the pumped storage power station dam in the heavy rainfall area as claimed in claim 1, wherein the core wall adopts a layered paving and rolling process, and the main design indexes are as follows: porosity is less than or equal to 2%, and permeability coefficient is less than or equal to 1 × 10-8cm/s, water stability coefficient of not less than 0.9, bending strength of not less than 400kPa, bending strain of not less than 1%, internal friction angle of not less than 25 degrees, cohesive force of not less than 300kPa, and Marshall stability>5kN and a Marshall flow value of 3-11 mm, and the compacted core wall is slightly higher than the transition layers on the two sides.
9. The asphalt concrete core wall structure of the pumped storage power station dam in the heavy rainfall area as claimed in claim 1, wherein the transition layer and the transition bottom layer are formed by continuously grading and laminating fine rockfill materials, and the design parameters are as follows: the dry density is more than or equal to 20kN/m3The content of the porosity is less than 22 percent, the maximum grain diameter is 80mm, and the content of the grain diameter less than 5mm is 25 to 30 percent.
10. The asphalt concrete core wall structure of pumped storage power station dam in heavy rainfall area of claim 1 wherein the concrete core wall base is sitting on bedrock or on overburden through concrete protective bedding.
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210193230.9A CN114481970A (en) | 2022-03-01 | 2022-03-01 | Asphalt concrete core wall structure of pumped storage power station dam in heavy rainfall area |
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| Application Number | Priority Date | Filing Date | Title |
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| CN202210193230.9A CN114481970A (en) | 2022-03-01 | 2022-03-01 | Asphalt concrete core wall structure of pumped storage power station dam in heavy rainfall area |
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| CN202210193230.9A Pending CN114481970A (en) | 2022-03-01 | 2022-03-01 | Asphalt concrete core wall structure of pumped storage power station dam in heavy rainfall area |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN115992501A (en) * | 2022-12-30 | 2023-04-21 | 南方电网调峰调频发电有限公司工程建设管理分公司 | Asphalt concrete core wall dam and construction method |
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| SU1412391A1 (en) * | 1986-11-19 | 1992-02-23 | Нижегородский инженерно-строительный институт им.В.П.Чкалова | Earth dam with flexible ferroconcrete core wall |
| KR101570939B1 (en) * | 2014-12-18 | 2015-11-20 | (주)대우건설 | Asphalt core fill dam with core zone using waterstop of corrugated plate |
| CN107419706A (en) * | 2017-07-18 | 2017-12-01 | 中国水电基础局有限公司 | The mesoclimate of high altitude localities asphaltic concrete core wall construction builds method |
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| CN207537988U (en) * | 2017-11-30 | 2018-06-26 | 中国电建集团成都勘测设计研究院有限公司 | A kind of connection structure pattern of asphaltic concrete core wall and dam foundation impervious wall |
| CN209323464U (en) * | 2018-10-30 | 2019-08-30 | 中国电建集团华东勘测设计研究院有限公司 | The subregion water sealing structure of hydraulic structure |
| CN214833581U (en) * | 2021-05-28 | 2021-11-23 | 中交第四航务工程勘察设计院有限公司 | Water stop structure for deformation joint of structure |
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2022
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| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| SU1412391A1 (en) * | 1986-11-19 | 1992-02-23 | Нижегородский инженерно-строительный институт им.В.П.Чкалова | Earth dam with flexible ferroconcrete core wall |
| KR101570939B1 (en) * | 2014-12-18 | 2015-11-20 | (주)대우건설 | Asphalt core fill dam with core zone using waterstop of corrugated plate |
| CN206800333U (en) * | 2017-03-31 | 2017-12-26 | 中国电建集团华东勘测设计研究院有限公司 | A kind of attachment structure of cut-pff wall and clay core wall |
| CN107419706A (en) * | 2017-07-18 | 2017-12-01 | 中国水电基础局有限公司 | The mesoclimate of high altitude localities asphaltic concrete core wall construction builds method |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN115992501A (en) * | 2022-12-30 | 2023-04-21 | 南方电网调峰调频发电有限公司工程建设管理分公司 | Asphalt concrete core wall dam and construction method |
| CN115992501B (en) * | 2022-12-30 | 2024-01-12 | 南方电网调峰调频发电有限公司工程建设管理分公司 | Asphalt concrete core wall dam and construction method |
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