CN107338770B - Combined dam shape of asphalt concrete core wall dam and concrete gravity dam and construction method thereof - Google Patents
Combined dam shape of asphalt concrete core wall dam and concrete gravity dam and construction method thereof Download PDFInfo
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- CN107338770B CN107338770B CN201710709221.XA CN201710709221A CN107338770B CN 107338770 B CN107338770 B CN 107338770B CN 201710709221 A CN201710709221 A CN 201710709221A CN 107338770 B CN107338770 B CN 107338770B
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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
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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
- E02B7/10—Gravity dams, i.e. those in which the weight of the structure prevents overturning
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Abstract
The invention provides a combined dam shape of an asphalt concrete core wall dam and a concrete gravity dam and a construction method thereof. The combined dam comprises an asphalt concrete core dam section, a concrete gravity dam section and a concrete transition dam section for connecting the asphalt concrete core dam section and the concrete gravity dam section. The asphalt concrete core wall dam section sequentially comprises an upstream rockfill area, an upstream transition area, an asphalt concrete core wall area, a downstream transition area and a downstream rockfill area from the upstream side to the downstream side. The concrete transition dam section is sequentially provided with an upstream constant-weight retaining wall, a middle depression inclined gravity dam and a downstream constant-weight retaining wall from the upstream side to the downstream side. The construction method of the combined dam comprises the steps of closure diversion construction, dam foundation trench excavation construction, concrete transition dam section construction, concrete gravity dam section construction, asphalt concrete core wall dam section construction and the like. The combined dam type has wide applicability, good economy, good seepage-proofing effect and wide application prospect.
Description
Technical Field
The invention relates to the field of hydraulic structure engineering, in particular to a combined dam type and a construction method thereof.
Background
The asphalt concrete core dam is an earth-rock dam with an asphalt concrete wall arranged in the middle of a dam body as a seepage-proofing body, and the asphalt concrete core dam is generally vertical and slightly inclined to the upstream. When the asphalt concrete wall is located in the middle of the dam and is slightly inclined upstream, it may also be referred to as an asphalt concrete skew wall dam. The asphalt concrete has good anti-seepage and deformation-adapting performances, so that the asphalt concrete can be used as an anti-seepage core wall of an earth-rock dam. Compared with the traditional cohesive soil impervious core wall, the asphalt concrete impervious core wall has the advantages that the asphalt concrete construction is slightly influenced by rainfall and low temperature, a high-quality rock-fill material does not need to be filled in the asphalt concrete core wall dam or the requirement on the quality of the dam body filler is low, the asphalt concrete has stronger plasticity, so that the asphalt concrete core wall has strong adaptability to dam foundation deformation, and the like. Due to the advantages, the asphalt concrete core wall dam has been developed into one of the main dam types in the earth-rock dam, and the application of the asphalt concrete core wall dam in the hydraulic engineering is increased year by year.
Asphalt concrete core dams, which are a type of earth and rockfill dams, have the advantages of outstanding performance, such as low requirement on the foundation, high capability of coordinating deformation, and capability of being directly built on the foundation with a deep covering layer, but the defects are not negligible. As the dam body is filled with rockfill materials, the erosion damage resistance of the dam body is very low, overflow at the top of the dam is not allowed, and the spillway serving as a flood discharge building of a reservoir needs to be arranged separately from the dam body and cannot be directly arranged on the dam body. Therefore, the arrangement condition of the spillway is sometimes one of the key factors for determining whether the asphalt concrete core dam can be selected.
Concrete gravity dams are one of the main types of river dams, and are widely applied to hydraulic engineering. Compared with asphalt concrete core-wall dams, the concrete gravity dam has the characteristics of small volume and simple arrangement of flood discharge buildings. The flood discharge building of the concrete gravity dam can be designed to cross flood discharge holes of the dam body and can also be designed to be a flood discharge overflow weir for overflow at the top of the dam. However, concrete gravity dams are also disadvantageous. Concrete gravity dams have a high ground level requirement due to their self-weight, low ability to accommodate deformation, and generally require a ground level of at least moderately weathered rock. Therefore, the decisive factor for determining whether a concrete gravity dam can be selected as a river dam in hydraulic engineering is not usually the arrangement problem of flood discharge buildings but is often the condition of the foundation.
When the topographic condition of the dam site area of the hydraulic engineering is that the valley is wide and no shoreside spillway is arranged, and the geological condition is that the local covering layer of the valley is deep, the bearing capacity of the rock foundations on one side or two sides is high and the burial depth is not large, it is not easy to select a proper river blocking dam type. Asphalt concrete core dams seem to be an option due to the deep local coverage of the river valleys, but the implementation difficulty of asphalt concrete core dams is increased sharply due to the fact that the river valleys are wide and the conditions for arranging the bank spillways are not provided. Because the rock foundation bearing capacity is high and the buried depth is not big, the river valley is wide and does not have the bank spillway condition of arranging, concrete gravity dam seems to be good choice, however, because the local overburden of river valley is deep, the dam foundation excavation degree of difficulty is very big for concrete gravity dam's implementation also is difficult.
Disclosure of Invention
The invention aims to provide a combined dam shape of an asphalt concrete core wall dam and a concrete gravity dam and a construction method thereof, which aim to solve the problems in the prior art.
The technical scheme adopted for achieving the purpose of the invention is that the combined dam type of the asphalt concrete core dam and the concrete gravity dam comprises an asphalt concrete core dam section, a concrete gravity dam section and a concrete transition dam section which is connected with the asphalt concrete core dam section and the concrete gravity dam section.
The asphalt concrete core wall dam section sequentially comprises an upstream rockfill area, an upstream transition area, an asphalt concrete core wall area, a downstream transition area and a downstream rockfill area from the upstream side to the downstream side. The asphalt concrete core area comprises an asphalt concrete core and a concrete base. The asphalt concrete core wall is arranged on the concrete base. And an anti-seepage curtain I is arranged at the lower part of the concrete base.
The basic section of the concrete gravity dam section is integrally in a right-angled triangle shape. And a transverse river-direction impervious curtain II is arranged in the foundation of the concrete gravity dam section.
The concrete transition dam section is sequentially provided with an upstream constant-weight retaining wall, a middle depression inclined gravity dam and a downstream constant-weight retaining wall from the upstream side to the downstream side. The wall back of the upstream balance weight type retaining wall is mutually intersected with the upstream rockfill area. The wall back of the downstream balance weight retaining wall is mutually intersected with the downstream rockfill area.
The depression inclined plane of the middle depression inclined gravity dam is in contact with the upstream transition area, the asphalt concrete core wall area and the downstream transition area, and the vertical plane is in contact with the concrete gravity dam section. And a vertical U-shaped groove is formed in the depression inclined plane. And the asphalt concrete core wall area is embedded into the U-shaped groove. And a transverse river-direction impervious curtain III is arranged in the foundation of the middle depression-inclination type gravity dam.
The seepage-proof curtain I, the seepage-proof curtain II and the seepage-proof curtain III are connected into a whole to form the dam foundation seepage-proof curtain together.
Furthermore, the concrete gravity dam section is provided with a flood discharge overflow weir at the top of the dam.
Furthermore, flood discharge holes are formed in the dam body of the concrete gravity dam section.
Furthermore, the width of the U-shaped groove is not less than the thickness of the asphalt concrete core wall area, and the depth of the U-shaped groove is more than 50 cm.
Furthermore, an asphalt layer is arranged between the end face of the part, embedded into the U-shaped groove, of the asphalt concrete core wall area and the bottom of the U-shaped groove. And a water stopping material is filled at the joint of the vertical surface and the concrete gravity dam section.
Further, from the upper reaches downstream direction, the height of upstream balance weight formula barricade increases gradually, and thickness increases gradually. From upstream to downstream direction, the height of downstream weighing type barricade reduces gradually, and thickness reduces gradually.
The invention also discloses a construction method of the combined dam type of the asphalt concrete core wall dam and the concrete gravity dam, which comprises the following steps:
1) according to the designed diversion and interception scheme, diversion facilities and interception facilities in the dam site area are constructed, and interception and diversion are carried out on the surface of the river valley and underground water flow.
2) And (5) construction lofting, and excavating the dam foundation according to parameters such as the position, the geometric dimension and the like of the designed dam foundation groove.
3) And according to the designed dam body structure, the construction of the concrete transition dam section and the construction of the concrete gravity dam section are synchronously or respectively carried out.
4) And constructing the asphalt concrete core wall dam section according to the designed dam body structure.
The technical effects of the invention are undoubted:
A. the combined dam has wide applicability and good economical efficiency, and can fully exert the advantages of the asphalt concrete core wall dam and the concrete gravity dam;
B. the concrete transition dam section of the combined dam type effectively solves the problem of connection between the asphalt concrete core dam section and the concrete gravity dam section, and ensures the lateral stability of the upstream rockfill dam body and the downstream rockfill dam body of the asphalt concrete core dam section;
C. the anti-seepage effect of the end part of the asphalt concrete core wall is simple and reliable.
Drawings
FIG. 1 is a schematic view of a combined dam structure;
FIG. 2 is a sectional view taken along line A-A;
FIG. 3 is a schematic view of a structure of an asphalt concrete core dam segment;
FIG. 4 is a schematic structural view of a concrete gravity dam segment;
FIG. 5 is a schematic structural view of a concrete transition dam section;
FIG. 6 is a cross-sectional view B-B;
FIG. 7 is a schematic view of a mid-pitch gravity dam;
FIG. 8 is a schematic view of the connection of the center submerged gravity dam to the asphalt concrete core area.
In the figure: the construction method comprises the following steps of an asphalt concrete core wall dam section 1, an upstream rockfill area 101, an upstream transition area 102, an asphalt concrete core wall area 103, an asphalt concrete core wall 1031, a concrete foundation 1032, a downstream transition area 104, a downstream rockfill area 105, a concrete gravity dam section 2, a concrete transition dam section 3, an upstream weighing retaining wall 301, a middle inclined gravity dam 302, a inclined plane 3021, a U-shaped groove 30211, an upright surface 3022, an asphalt layer 303, a downstream weighing retaining wall 303, a dam foundation impervious curtain 4, an impervious curtain I401, an impervious curtain II 402 and an impervious curtain III 403.
Detailed Description
The present invention is further illustrated by the following examples, but it should not be construed that the scope of the above-described subject matter is limited to the following examples. Various substitutions and alterations can be made without departing from the technical idea of the invention and the scope of the invention is covered by the present invention according to the common technical knowledge and the conventional means in the field.
Example 1:
the embodiment discloses a combined dam shape of an asphalt concrete core dam and a concrete gravity dam, which comprises an asphalt concrete core dam section 1, a concrete gravity dam section 2 and a concrete transition dam section 3 for connecting the asphalt concrete core dam section 1 and the concrete gravity dam section 2.
Referring to fig. 2, in the present embodiment, the asphalt concrete core dam 1 covers the deep coverage area of the riverbed at the dam site. Referring to fig. 3, the asphalt concrete core dam section 1 is, from the upstream side to the downstream side, an upstream rockfill area 101, an upstream transition area 102, an asphalt concrete core area 103, a downstream transition area 104, and a downstream rockfill area 105 in this order. The asphaltic concrete core section 103 includes an asphaltic concrete core 1031 and a concrete foundation 1032. The asphalt concrete core 101 is disposed on a concrete foundation 102. The lower part of the concrete base 102 is provided with a cover layer seepage-proofing structure such as a seepage-proofing curtain I401. The upstream transition zone 102 is disposed on the upstream side of the asphaltic concrete core region 103. The downstream transition zone 104 is disposed downstream of the asphaltic concrete core region 103. The upstream transition zone 102 and the downstream transition zone 104 are both proximate to the asphaltic concrete core area 103. The upstream transition zone 102, the downstream transition zone 104 and the asphaltic concrete core area 103 are of equal height. The upstream rockfill region 101 is disposed on an upstream side of the upstream transition region 102. The downstream rockfill zone 105 is disposed downstream of the downstream transition zone 104. The upstream rockfill area 101 is adjacent to the upstream transition area 102. The downstream rockfill area 105 is proximate to the downstream transition area 104. The upstream rockfill area 101 and the downstream rockfill area 105 are inclined planes on the upstream side, and vertical planes on the downstream side.
Referring to fig. 2, in the present embodiment, the concrete gravity dam section 2 is located in a region where the bed bedrock has high bearing capacity and small burial depth. Referring to fig. 4, the basic section of the concrete gravity dam section 2 is a right triangle as a whole. The upstream side of the concrete gravity dam section 2 is a vertical surface, and the downstream side is an inclined surface. And the dam crest elevation of the concrete gravity dam section 2 is equal to the dam crest elevation of the asphalt concrete core wall dam section 1. The bottom of the concrete gravity dam section 2 is a medium-weathered rock foundation, and a transverse river-direction anti-seepage curtain II 402 is arranged in the foundation.
Referring to fig. 2, in this embodiment, the concrete transition dam section 3 is located in a region where the bed bedrock has high bearing capacity and small burial depth. The concrete transition dam section 3 is provided with an upstream balance weight retaining wall 301, a middle depression inclined gravity dam 302 and a downstream balance weight retaining wall 303 in sequence from the upstream side to the downstream side. The upstream side of the intermediate dive gravity dam 302 contacts the downstream side of the upstream counterbalanced wall 301, and the downstream side contacts the upstream side of the downstream counterbalanced wall 303.
Referring to fig. 1, the back of the upstream counterbalancing wall 301 interfaces with the upstream rockfill area 101. The upstream counterbalancing wall 301 serves to buttress the upstream rockfill area 101 to maintain lateral stability and limit lateral deformation of the upstream rockfill area 101. The bottom surface of the upstream counterweight-type retaining wall 301 is located on a medium-weathered rock foundation, and the top elevation is flush with the upstream dam slope of the asphalt concrete core dam section 1. Referring to fig. 5 and 6, the upstream balance-weight retaining wall 301 has a gradually increasing height and a gradually increasing thickness in the upstream-downstream direction. Vertical structure seams are arranged on the upstream balance weight type retaining wall 301.
The back of the wall of the downstream weighted retaining wall 303 interfaces with the downstream rockfill area 105. The downstream counterbalancing wall 303 is used to back off the downstream rockfill area 105 to maintain lateral stability and limit lateral deformation of the downstream rockfill area 105. The bottom surface of the downstream constant-weight retaining wall 303 is located on the medium-weathered rock foundation, and the top surface elevation is flush with the downstream dam slope surface of the asphalt concrete core dam section 1. From the upstream to the downstream direction, the height of the downstream counterweight-type retaining wall 303 gradually decreases, and the thickness gradually decreases. And a vertical structure seam is arranged on the downstream weight-balance retaining wall 303.
Referring to fig. 1, the inclined plane 3021 of the intermediate inclined gravity dam 302 contacts the upstream transition area 102, the asphalt concrete core area 103, and the downstream transition area 104, and the upright plane 3022 contacts the concrete gravity dam section 2. Referring to fig. 7, the depression slope 3021 is provided with a U-shaped groove 30211 arranged along the slope direction. The width of the U-shaped groove 30211 is not less than the thickness of the asphalt concrete core area 103, and the depth is more than 50 cm. The asphalt concrete core wall area 103 extends from the asphalt concrete core wall dam section 1 to the middle depression type gravity dam 302 body and is embedded into the U-shaped groove 30211, and an asphalt layer 303 is arranged between the end surface of the embedded part and the groove bottom of the U-shaped groove 30211. The thickness of the asphalt layer 303 is 20-30 cm. Reinforcing steel bars for electric heating are embedded in the asphalt layer 303. Asphalt can be melted by heating the reinforcing steel bars for electric heating to eliminate various cracks or blisters and the like in the contact area of the portion of the asphalt concrete core wall 103 embedded in the U-shaped groove 30211 and the middle inclined gravity dam 302. And a water stopping material is filled at the joint of the vertical surface 3022 and the concrete gravity dam section 2. The bottom of the middle inclined gravity dam 302 is a medium weathered rock foundation, and a transverse river-direction impervious curtain III 403 is arranged in the foundation.
Referring to fig. 1, the seepage-proofing curtain I401, the seepage-proofing curtain II 402 and the seepage-proofing curtain III 403 are connected into a whole to form a dam foundation seepage-proofing curtain 4.
It should be noted that the specific structural form and geometric dimensions of the upstream and downstream counterbalanced retaining walls 301 and 303 are determined by calculation according to the requirements of the retaining wall such as stress condition, stability and strength. The flood discharge building of the concrete gravity dam section 2 can be provided with a flood discharge overflow weir at the dam top and/or a flood discharge hole on the dam body according to actual conditions.
The combined dam type provided by the embodiment can give full play to the advantages of two traditional dam types, avoids the respective defects, and greatly expands the application range of the asphalt concrete core wall dam and the concrete gravity dam.
Example 2:
the embodiment discloses a method for constructing a combined dam shape of an asphalt concrete core dam and a concrete gravity dam in embodiment 1, which comprises the following steps:
1) according to the designed diversion and interception scheme, diversion facilities and interception facilities in the dam site area are constructed, and interception and diversion are carried out on the surface of the river valley and underground water flow.
2) And (3) construction lofting, namely reinforcing the side slope, excavating the dam foundation trench of the bituminous concrete core wall dam section 1, excavating the dam foundation trench of the concrete transition dam section 3 and excavating the dam foundation trench of the concrete gravity dam section 2 according to the designed parameters such as the position, the geometric dimension and the like of the dam foundation trench.
3) According to the designed dam body structure, the construction of the concrete transition dam section 3 and the construction of the concrete gravity dam section 2 are synchronously or respectively carried out.
4) And (3) constructing the asphalt concrete core wall dam section 1 according to the designed dam body structure.
Claims (5)
1. A combined dam profile of an asphalt concrete core dam and a concrete gravity dam is characterized by comprising an asphalt concrete core dam section (1), a concrete gravity dam section (2) and a concrete transition dam section (3) for connecting the asphalt concrete core dam section (1) and the concrete gravity dam section (2);
the asphalt concrete core wall dam section (1) is sequentially provided with an upstream rockfill area (101), an upstream transition area (102), an asphalt concrete core wall area (103), a downstream transition area (104) and a downstream rockfill area (105) from the upstream side to the downstream side; the asphaltic concrete core section (103) includes an asphaltic concrete core (1031) and a concrete foundation (1032); the asphalt concrete core wall (101) is arranged on the concrete base (102); an anti-seepage curtain I (401) is arranged at the lower part of the concrete base (102);
the basic section of the concrete gravity dam section (2) is integrally in a right-angled triangle shape; a transverse river-direction impervious curtain II (402) is arranged in the foundation of the concrete gravity dam section (2);
the concrete transition dam section (3) is sequentially provided with an upstream balance weight retaining wall (301), a middle depression inclined gravity dam (302) and a downstream balance weight retaining wall (303) from the upstream side to the downstream side;
the height of the upstream balance weight retaining wall (301) is gradually increased and the thickness is gradually increased from the upstream to the downstream; the height of the downstream balance weight retaining wall (303) is gradually reduced and the thickness is gradually reduced from the upstream direction to the downstream direction; the wall back of the upstream balance weight retaining wall (301) is intersected with the upstream rockfill area (101); the wall back of the downstream counterweight retaining wall (303) is intersected with the downstream rockfill area (105);
the depression slope (3021) of the middle depression-slope gravity dam (302) is in contact with the upstream transition region (102), the asphalt concrete core wall region (103) and the downstream transition region (104), and the vertical surface (3022) is in contact with the concrete gravity dam section (2); a vertical U-shaped groove (30211) is arranged on the depression inclined plane (3021); the asphalt concrete core wall area (103) is embedded into the U-shaped groove (30211); an asphalt layer (303) is arranged between the end surface of the part, embedded into the U-shaped groove (30211), of the asphalt concrete core wall area (103) and the bottom of the U-shaped groove (30211); the joint between the vertical surface (3022) and the concrete gravity dam section (2) is filled with a water stop material; a transverse river-direction impervious curtain III (403) is arranged in the foundation of the middle inclined gravity dam (302);
the seepage-proof curtain I (401), the seepage-proof curtain II (402) and the seepage-proof curtain III (403) are connected into a whole to form a dam foundation seepage-proof curtain (4) together.
2. The combined dam form of an asphalt concrete core dam and a concrete gravity dam according to claim 1, wherein: and the concrete gravity dam section (2) is provided with a flood discharge overflow weir at the top of the dam.
3. The combined dam form of an asphalt concrete core dam and a concrete gravity dam according to claim 1, wherein: and flood discharge holes are formed in the dam body of the concrete gravity dam section (2).
4. The combined dam form of an asphalt concrete core dam and a concrete gravity dam according to claim 1, wherein: the width of the U-shaped groove (30211) is more than or equal to the thickness of the asphalt concrete core wall area (103), and the depth is more than 50 cm.
5. A method of constructing a combined dam configuration of an asphalt concrete core dam and a concrete gravity dam as defined in claim 1, comprising the steps of:
1) constructing a diversion facility and an interception facility of a dam site area according to a designed diversion and interception scheme, and intercepting and guiding the surface of the river valley and underground water flow;
2) construction lofting, namely excavating a dam foundation according to the designed dam foundation groove position and geometric dimension parameters;
3) according to the designed dam body structure, the construction of the concrete transition dam section (3) and the construction of the concrete gravity dam section (2) are synchronously or respectively carried out;
4) and (3) constructing the asphalt concrete core wall dam section (1) according to the designed dam body structure.
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| CN201710709221.XA CN107338770B (en) | 2017-08-17 | 2017-08-17 | Combined dam shape of asphalt concrete core wall dam and concrete gravity dam and construction method thereof |
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| CN201710709221.XA CN107338770B (en) | 2017-08-17 | 2017-08-17 | Combined dam shape of asphalt concrete core wall dam and concrete gravity dam and construction method thereof |
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| CN107338770B true CN107338770B (en) | 2020-05-01 |
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Families Citing this family (3)
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| CN111395267A (en) * | 2020-04-24 | 2020-07-10 | 中水北方勘测设计研究有限责任公司 | Core wall rock-fill dam |
| CN113106931A (en) * | 2021-04-23 | 2021-07-13 | 中水北方勘测设计研究有限责任公司 | Core wall dam that can be under construction fast |
| CN117216849B (en) * | 2023-09-13 | 2024-06-11 | 大连理工大学 | Design method of impervious wall structure for reducing tensile stress of impervious wall of soil core wall rock-fill dam on deep coverage layer |
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| CN101974894A (en) * | 2010-08-23 | 2011-02-16 | 清华大学 | Combined dam |
| CN104099903A (en) * | 2014-07-10 | 2014-10-15 | 中国电建集团西北勘测设计研究院有限公司 | High-base asphalt concrete core wall dam |
| CN105064288A (en) * | 2015-08-04 | 2015-11-18 | 中国电建集团华东勘测设计研究院有限公司 | Concrete dam and earth and rockfill dam mixed dam type structure and construction method |
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2017
- 2017-08-17 CN CN201710709221.XA patent/CN107338770B/en active Active
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| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101974894A (en) * | 2010-08-23 | 2011-02-16 | 清华大学 | Combined dam |
| CN104099903A (en) * | 2014-07-10 | 2014-10-15 | 中国电建集团西北勘测设计研究院有限公司 | High-base asphalt concrete core wall dam |
| CN105064288A (en) * | 2015-08-04 | 2015-11-18 | 中国电建集团华东勘测设计研究院有限公司 | Concrete dam and earth and rockfill dam mixed dam type structure and construction method |
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| 观音岩水电站混合坝插入式接头设计研究;相彪等;《水力发电》;20170131;第43卷(第1期);38-42 * |
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