CN110295576B - Concrete face rockfill dam for improving face stress deformation state - Google Patents
Concrete face rockfill dam for improving face stress deformation state Download PDFInfo
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- 238000011144 upstream manufacturing Methods 0.000 claims abstract description 65
- 230000007704 transition Effects 0.000 claims abstract description 18
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 abstract description 17
- 238000010276 construction Methods 0.000 abstract description 6
- 230000009286 beneficial effect Effects 0.000 abstract description 4
- 238000001125 extrusion Methods 0.000 abstract description 2
- 239000011800 void material Substances 0.000 abstract description 2
- 239000000463 material Substances 0.000 description 10
- 239000011435 rock Substances 0.000 description 7
- 238000000465 moulding Methods 0.000 description 5
- 238000005056 compaction Methods 0.000 description 3
- 230000000694 effects Effects 0.000 description 3
- 238000013461 design Methods 0.000 description 2
- 238000011161 development Methods 0.000 description 2
- 238000000034 method Methods 0.000 description 2
- 238000005192 partition Methods 0.000 description 2
- 230000008569 process Effects 0.000 description 2
- 238000011160 research Methods 0.000 description 2
- 238000005096 rolling process Methods 0.000 description 2
- 239000002002 slurry Substances 0.000 description 2
- 239000004575 stone Substances 0.000 description 2
- 238000012360 testing method Methods 0.000 description 2
- 238000009825 accumulation Methods 0.000 description 1
- 230000009471 action Effects 0.000 description 1
- 230000002411 adverse Effects 0.000 description 1
- 230000008901 benefit Effects 0.000 description 1
- 239000004566 building material Substances 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 238000006073 displacement reaction Methods 0.000 description 1
- 230000005611 electricity Effects 0.000 description 1
- 239000011798 excavation material Substances 0.000 description 1
- 238000007710 freezing Methods 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 238000012827 research and development Methods 0.000 description 1
- 230000004044 response Effects 0.000 description 1
- 238000004062 sedimentation Methods 0.000 description 1
- 210000004906 toe nail Anatomy 0.000 description 1
- 230000003313 weakening effect Effects 0.000 description 1
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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
- E02B7/06—Earth-fill dams; Rock-fill dams
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- General Engineering & Computer Science (AREA)
- Mechanical Engineering (AREA)
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Abstract
The invention relates to a concrete panel rock-fill dam for improving a panel stress deformation state, which comprises a concrete panel, a cushion layer, a transition layer, a mould-increasing main rock-fill area, a secondary rock-fill area, a downstream slope protection and a drainage prism which are sequentially arranged from upstream to downstream, wherein the boundary of the upstream side of the mould-increasing main rock-fill area coincides with the boundary of the downstream side of the transition layer; the downstream side edge of the modular main rockfill area comprises a dam axis upstream side portion and a dam axis downstream side portion, wherein the dam axis upstream side portion is parallel to an upstream dam slope, and the dam axis downstream side portion is horizontally arranged and extends to the inner side of a downstream slope protection. The invention avoids or weakens the unfavorable stress deformation state of the concrete panel caused by the deformation of the dam body due to water storage, reduces the possibility of the problems of void, collapse, extrusion damage and the like of the concrete panel, improves the safety of the concrete panel rock-fill dam, and is beneficial to the construction of the high or ultra-high concrete panel rock-fill dam.
Description
Technical Field
The invention relates to the technical field of hydraulic engineering, in particular to a concrete face rockfill dam for improving a face stress deformation state.
Background
The concrete face rockfill dam is one of the main dam types of high dam construction in China. Along with the deep development of hydropower energy, the construction of rock-fill dams in China gradually progresses from 200m level to 300m level, and more high rock-fill dams are being planned or constructed. As a water retaining building of a hydropower junction, a concrete panel on the upstream side of a concrete-faced rockfill dam is a main seepage-proofing structure, and a rockfill body is a supporting structure of the concrete panel.
Because the mechanical deformation characteristics of the concrete panel and the dam body filling material are very different, in order to ensure that the panel seepage-proofing structure is not damaged, the deformation between the panel and the dam body should be coordinated with each other, that is, the panel should adapt to the deformation of the dam body, and the deformation of the dam body should be as small as possible. Through continuous practical research and development for decades, the concrete face rockfill dam at present mainly develops researches from aspects of dam body partition, source selection, filling time sequence, water stopping structure and the like in the design and construction stages, and various engineering measures for reducing dam body deformation, improving the stress deformation state of the face plate and the face plate water stopping structure suitable for large deformation are provided.
The prior researches show that the deformation of the dam body of the 200 m-level high concrete face rockfill dam mainly occurs in the process of filling the dam body and storing water in a reservoir, and then sedimentation gradually tends to be converged. Due to the mechanical properties of the dam building material, the dam body inevitably deforms obviously under the action of water load in the initial water storage process of the reservoir after the panel pouring is finished, particularly the upstream area of the dam body; in addition, as the height increases, the width of the middle and upper parts of the dam body is narrowed, and the integral deformation of the dam body is also easily influenced by water storage. The deformation caused by water storage is unfavorable for the stress of the panel, the damage of the panel can be caused, and the leakage can be caused when the damage is serious; for a 300m grade ultra high concrete faced rockfill dam, the head alone would be raised by 100m, which becomes even more pronounced. However, the existing engineering measures cannot effectively solve the problem that the dam body deforms and the adverse effect on the stress deformation of the concrete panel is caused by water storage after the face rockfill dam is filled.
Disclosure of Invention
In order to solve the problems, the invention provides the concrete face rockfill dam which can reduce the influence of water storage on deformation of the dam body and further improve the stress deformation state of the face.
The technical scheme adopted by the invention is as follows: a concrete face rockfill dam for improving the stress deformation state of a face plate is characterized in that: the concrete face plate, the cushion layer, the transition layer, the mould-increasing main rock-fill area, the secondary rock-fill area, the downstream slope protection and the drainage prism are sequentially arranged from upstream to downstream, and the boundary of the upstream side of the mould-increasing main rock-fill area is overlapped with the boundary of the downstream side of the transition layer;
the downstream side boundary of the modular-addition main rockfill area comprises a dam axis upstream side part and a dam axis downstream side part, wherein the dam axis upstream side part is parallel to an upstream dam slope, and the dam axis downstream side part is horizontally arranged and extends to the inner side of a downstream slope protection.
Preferably, the horizontal width between the upstream part of the dam axis and the downstream side boundary of the transition layer is 0.15-0.40 times of the dam height.
Further, the upstream side boundary of the main rock-fill area coincides with the downstream side boundary of the modular main rock-fill area, and the downstream side boundary of the main rock-fill area comprises a horizontal boundary and an inclined downstream boundary.
Further, the elevation of the horizontal boundary is 0.4-0.6 times the dam height.
Still further, the horizontal boundary extends to the downstream slope protection.
Further, the slope ratio of the inclined downstream boundary is 1:0.1-1:0.3, and the horizontal distance from the starting point of the inclined downstream boundary to the dam axis is smaller than the horizontal distance from the ending point of the inclined downstream boundary to the dam axis.
Further, the starting point of the inclined downstream boundary is horizontally spaced from the dam axis by a distance of 0 to 0.2 times the dam height.
Further, the end point of the downstream-oriented boundary is an intersection point where the downstream-oriented boundary extends to the bedrock.
Preferably, the concrete face plate further comprises an upstream covering area, a cover weight area and a bottom special cushion area, wherein the upstream covering area is positioned at the bottom of the upstream side of the rock-fill dam and is closely attached to the concrete face plate; the upstream paving region comprises an inclined part and a horizontal part, the upstream side slope ratio of the inclined part is the same as that of the dam slope, and the horizontal part extends upstream for 1-2 times of the width of the concrete toe board; the top elevation of the cover weight area is consistent with that of the upstream paving area, and the upstream side slope of the cover weight area is slower than that of the upstream dam slope; the special cushion region is positioned at the bottom of the downstream side of the concrete panel.
Preferably, the downstream slope is closely attached to the downstream side contour of the dam body.
Preferably, a bottom special underlayment area is also included on the downstream side of the concrete panel.
The beneficial effects obtained by the invention are as follows:
(1) The mould-increasing main rock-fill area is arranged between the transition layer and the main rock-fill area, so that the mould-increasing main rock-fill area has stronger deformation resistance, and the influence of water storage on the deformation of the upstream side of the dam body is effectively reduced;
(2) The main rock-fill area and the mould-increase main rock-fill area are arranged at the position above the elevation of the dam by 0.5 times, so that the influence degree of water storage on the deformation of the middle and upper parts of the dam body is effectively reduced, and the later deformation of the middle and upper parts of the dam body can be effectively reduced;
(3) The invention avoids or weakens the unfavorable stress deformation state of the concrete panel caused by the deformation of the dam body due to water storage, reduces the possibility of the problems of void, collapse, extrusion damage and the like of the concrete panel, improves the safety of the concrete panel rock-fill dam, is beneficial to the construction of the high or ultrahigh concrete panel rock-fill dam, and can provide benefit for deep water and electricity development in southwest areas of China.
Drawings
FIG. 1 is a schematic diagram of the structure of the present invention;
FIG. 2 is an enlarged view at A of FIG. 1;
reference numerals: 1. a concrete panel; 2. a cushion layer; 3. a transition layer; 4. molding the main rock-fill area; 41. a dam axis upstream side portion; 42. a dam axis downstream side portion; 5. a main rockfill area; 51. a horizontal boundary; 52. leaning towards the downstream boundary; 521. a starting point; 522. an endpoint; 6. a secondary rock-fill area; 7. downstream slope protection; 8. a drainage prism; 9. an upstream decking section; 91. an inclined portion; 92. a horizontal portion 10, a cover weight region; 11. a concrete toe board; 12. a special pad region; 13. a dam axis.
Detailed Description
The invention will be further described with reference to the drawings and the specific examples.
As shown in fig. 1-2, the concrete face rockfill dam for improving the stress deformation state of the face plate of the invention comprises a concrete face plate 1, a cushion layer 2, a transition layer 3, a mould-increasing main rockfill area 4, a main rockfill area 5, a secondary rockfill area 6, a downstream slope protection 7 and a drainage prism 8 which are sequentially arranged from upstream to downstream.
The concrete panel 1, the cushion layer 2 and the transition layer 3 are all arranged on the upstream side of the dam axis 13, parallel to the upstream dam slope, the upper part extends to the dam crest, and a concrete toe board 11 and a special cushion layer area 12 are arranged between the lower part and the bedrock.
The molding main rock-fill area 4 is arranged between the transition layer 3 and the main rock-fill area 5, and the deformation resistance of the rock-fill material of the molding main rock-fill area 4 is stronger than that of the rock-fill material of the main rock-fill area 5, and the molding main rock-fill area 4 can be realized by adding the rolling pass number to the rock-fill material of the molding main rock-fill area 4 or lifting the rolling machine tonnage or adopting quantitative pouring of viscous slurry and the like. The deformation resistance of the mould-increasing main rock-fill area 4 is stronger, and the influence of water storage on the deformation of the upstream side of the dam body is effectively reduced.
The boundary of the upstream side of the mould-increasing main rock-fill area 4 coincides with the boundary of the downstream side of the transition layer 3 and can be completely positioned on the upstream side of the dam axis 13; the downstream side edge of the template-increasing main rockfill area 4 comprises a dam axis upstream side part 41 and a dam axis downstream side part 42, the dam axis upstream side part 41 is parallel to an upstream dam slope, the dam axis downstream side part 42 is horizontally arranged and extends to the downstream slope protection 7, the horizontal width between the dam axis upstream side part 41 and the downstream side edge of the transition layer 3 is 0.15-0.40 times of the dam height, the effect of resisting deformation of the template-increasing main rockfill area 4 is not obvious when the horizontal width is too small, and the economic cost of building the dam is too high when the horizontal width is too large. When the horizontal width is 0.15-0.4 times of dam height, on one hand, the deformation resistance of the dam can be improved, and on the other hand, the economic cost of building the dam can be reasonably controlled, and in the embodiment, the dam height is 0.25 times of dam height.
The boundary of the upstream side of the main rock-fill area 5 coincides with the boundary of the downstream side of the modular main rock-fill area 4 and is completely positioned at the downstream side of the dam axis 13; the downstream side edge of the main rockfill area 5 comprises a horizontal boundary 51 and an inclined downstream boundary 52, the height of the horizontal boundary 51 is 0.4-0.6 times of the dam height, the range of the main rockfill area 5 is enlarged when the Gao Chengguo of the horizontal boundary 51 is small, and the dam construction economic cost is increased; the range of the main rockfill area 5 with the higher elevation of the horizontal boundary 51 becomes smaller, and the effect of weakening the influence degree of the water storage on the deformation of the middle and upper parts of the dam body is poor. In this embodiment, a dam height of 0.5 times is selected.
The horizontal boundary 51 extends to the downstream slope protection 7 side. The slope ratio of the inclined downstream boundary 52 is 1:0.1-1:0.3, if the slope ratio is too large, the interface between the secondary main rockfill area 6 and the main rockfill area 5 is too steep, the problem of deformation incompatibility is easy to occur, if the slope ratio is too small, the range of the main rockfill area 5 is enlarged, the dam building economic cost is increased, and in the embodiment, the inclined downstream boundary 52 has the slope ratio of 1:0.2; the horizontal distance of the start 521 inclined toward the downstream boundary 52 from the dam axis 13 is smaller than the horizontal distance of the end 522 inclined toward the downstream boundary 52 from the dam axis 13 (i.e., inclined toward the downstream side).
The horizontal distance from the starting point 521 inclined to the downstream boundary 52 to the dam axis 13 is 0 to 0.2 times of the dam height, and if the horizontal distance from the starting point 521 to the dam axis 13 is too large, the range of the main rockfill area 5 is increased, and the economic cost for building a dam is increased; if the starting point 521 is disposed on the upstream side of the dam axis 13, the range of the secondary rockfill area 6 increases, which leads to an increase in dam settlement; in the embodiment, the dam height is 0.1 times of the dam height; the end point 522 inclined to the downstream boundary 52 is an intersection point where the downstream boundary 52 extends to the bedrock.
The downstream slope protection 7 is closely attached to the downstream side contour of the dam body.
The concrete face rockfill dam for improving the stress deformation state of the face plate further comprises an upstream covering area 9, a cover weight area 10 and a special cushion area 12, wherein the upstream covering area 9 is positioned at the bottom of the upstream side of the rockfill dam and is closely attached to the concrete face plate 1; the upstream paving region 9 includes an inclined portion 91 and a horizontal portion 92, the upstream side slope ratio of the inclined portion 91 is the same as the dam slope, and the horizontal portion 92 extends upstream 1 to 2 times the width of the concrete toenail 11; the cover weight region 10 is closely arranged on the upstream side of the upstream paving region 9, and the top elevation of the cover weight region 10 is consistent with that of the upstream paving region 9; the upstream side slope of the cover weight area 10 is slower than the upstream dam slope; the special cushion region 12 is located at the bottom of the downstream side of the concrete panel 1.
In practical engineering application, the concrete strength grade of the concrete panel 1 is not lower than C25, the impermeability grade is not lower than W8, and the anti-freezing grade of response is met; the thickness of the concrete panel 1 increases linearly from top to bottom, the top thickness is not less than 0.3m, the bottom thickness is 0.3+0.0035h, and h is the calculated vertical distance from the top of the concrete panel 1.
The filling materials of the cushion layer 2, the transition layer 3, the mould-increasing main rock-fill area 4, the main rock-fill area 5, the secondary rock-fill area 6, the downstream slope protection 7 and the drainage prism 8 should fully utilize the local excavation materials, and meet the related test indexes and design requirements.
The horizontal width of the cushion layer 2 is not less than 3m, the adopted cushion layer material is continuous grading, the maximum grain diameter is 80-100 mm, and the internal leakage after compaction is stable.
The horizontal width of the transition layer 3 is not less than 3m and not less than the horizontal width of the cushion layer 2, the adopted transition material is continuous grading, the maximum grain diameter is not more than 300mm, and the free drainage performance is realized after compaction.
The stacking material of the template-added main stacking area 4 is hard rock, and the maximum grain diameter is not more than the thickness of the compaction layer, specifically not more than 800-1000 mm; the deformation resistance of the pile stones in the main pile stone region 4 of the mould-increasing mould is improved by increasing the number of grinding passes, improving the tonnage of the grinding machine, quantitatively pouring viscous slurry and the like.
The heap rock material of the main rockfill area 5 is hard rock, the maximum grain diameter is not more than the thickness of the compacted layer, specifically not more than 800-1000 mm, and the grain content less than 5mm is not more than 20%.
The rock piling material of the secondary rock piling area 6 can be hard rock or soft rock with lower strength, the maximum grain diameter is not more than 800-1000 mm, and the grain content is not more than 20% less than 5 mm.
Aiming at a face rockfill dam with the height of 270m, two-dimensional finite element calculation is carried out by adopting the rock-fill E-B constitutive model parameters obtained through an indoor test, and the results and the achieved beneficial effects of the original partition scheme and the optimal scheme of the patent under the same full-accumulation working condition are shown in the table 1. The maximum settlement of the dam body is reduced by 7.3%, the maximum downstream displacement of the dam body is reduced by 9.6%, the deflection of the panel is reduced by 10.6%, the compressive stress of the panel in the downhill direction is reduced by 12.5%, and the tensile stress of the panel in the downhill direction is reduced by 17.1%. The deformation value of the dam body is reduced, and the stress deformation of the panel is effectively improved.
TABLE 1 finite element computing effort
The foregoing has shown and described the basic principles and main structural features of the present invention. The present invention is not limited to the above examples, and various changes and modifications may be made therein without departing from the spirit and scope of the invention as claimed. The scope of the invention is defined by the appended claims and equivalents thereof.
Claims (1)
1. A concrete face rockfill dam for improving the stress deformation state of a face plate is characterized in that: the concrete face plate, the cushion layer, the transition layer, the mould-increasing main rock-fill area, the secondary rock-fill area, the downstream slope protection and the drainage prism are sequentially arranged from upstream to downstream, and the boundary of the upstream side of the mould-increasing main rock-fill area is overlapped with the boundary of the downstream side of the transition layer;
the downstream side boundary of the template-added main rock-fill area comprises a dam axis upstream side part and a dam axis downstream side part, the dam axis upstream side part is parallel to an upstream dam slope, and the dam axis downstream side part is horizontally arranged and extends to the inner side of a downstream slope protection; the horizontal width between the upstream side part of the dam axis and the downstream side edge of the transition layer is 0.15-0.40 times of the dam height; the upstream side boundary of the main rock-fill area coincides with the downstream side boundary of the modular main rock-fill area, and the downstream side boundary of the main rock-fill area comprises a horizontal boundary and an inclined downstream boundary; the height of the horizontal boundary is 0.4-0.6 times of the dam height; the horizontal boundary extends to a downstream slope protection; the slope ratio of the inclined downstream boundary is 1:0.1-1:0.3, and the horizontal distance between the starting point of the inclined downstream boundary and the dam axis is smaller than the horizontal distance between the ending point of the inclined downstream boundary and the dam axis; the horizontal distance between the starting point of the inclined downstream boundary and the axis of the dam is 0-0.2 times of the height of the dam; the end point of the inclined downstream boundary is an intersection point of the inclined downstream boundary extending to the bedrock; the concrete face plate is characterized by further comprising an upstream covering area, a cover weight area and a bottom special cushion area, wherein the upstream covering area is positioned at the bottom of the upstream side of the rock-fill dam and is closely attached to the concrete face plate; the upstream covering area comprises an inclined part and a horizontal part, the upstream side slope ratio of the inclined part is the same as that of the dam slope, and the horizontal part extends upstream for 1-2 times of the width of the concrete toe board; the top elevation of the cover weight area is consistent with that of the upstream paving area, and the upstream side slope of the cover weight area is slower than that of the upstream dam slope; the special cushion region is positioned at the bottom of the downstream side of the concrete panel; the downstream slope protection clings to the downstream side outline of the dam body.
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| CN201910663386.7A CN110295576B (en) | 2019-07-22 | 2019-07-22 | Concrete face rockfill dam for improving face stress deformation state |
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| CN201910663386.7A CN110295576B (en) | 2019-07-22 | 2019-07-22 | Concrete face rockfill dam for improving face stress deformation state |
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2019
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| CN104110012A (en) * | 2014-07-28 | 2014-10-22 | 中国电建集团西北勘测设计研究院有限公司 | Low-permeability rock-fill material concrete panel rock-fill dam |
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