CN110295576A - Improve the concrete face rockfill dam of stress and deformations of concrete face slab state - Google Patents
Improve the concrete face rockfill dam of stress and deformations of concrete face slab state Download PDFInfo
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- CN110295576A CN110295576A CN201910663386.7A CN201910663386A CN110295576A CN 110295576 A CN110295576 A CN 110295576A CN 201910663386 A CN201910663386 A CN 201910663386A CN 110295576 A CN110295576 A CN 110295576A
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- 238000011144 upstream manufacturing Methods 0.000 claims abstract description 68
- 230000007704 transition Effects 0.000 claims abstract description 18
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 16
- 239000011435 rock Substances 0.000 claims description 9
- 238000010276 construction Methods 0.000 abstract description 6
- 230000006378 damage Effects 0.000 abstract description 3
- 230000001737 promoting effect Effects 0.000 abstract description 3
- 239000000463 material Substances 0.000 description 7
- 239000002245 particle Substances 0.000 description 5
- 238000005096 rolling process Methods 0.000 description 5
- 230000006872 improvement Effects 0.000 description 4
- 230000000694 effects Effects 0.000 description 3
- 230000009286 beneficial effect Effects 0.000 description 2
- 238000005056 compaction Methods 0.000 description 2
- 238000013461 design Methods 0.000 description 2
- 239000008187 granular material Substances 0.000 description 2
- 230000010412 perfusion Effects 0.000 description 2
- 238000011160 research Methods 0.000 description 2
- 238000007789 sealing Methods 0.000 description 2
- 239000002002 slurry Substances 0.000 description 2
- 230000009471 action Effects 0.000 description 1
- 230000002411 adverse Effects 0.000 description 1
- 230000008859 change Effects 0.000 description 1
- 230000006835 compression Effects 0.000 description 1
- 238000007906 compression Methods 0.000 description 1
- 238000011161 development Methods 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 230000005611 electricity Effects 0.000 description 1
- 238000009533 lab test Methods 0.000 description 1
- 238000000034 method Methods 0.000 description 1
- 238000005192 partition Methods 0.000 description 1
- 230000009467 reduction Effects 0.000 description 1
- 230000004044 response Effects 0.000 description 1
- 238000004062 sedimentation Methods 0.000 description 1
- 238000012360 testing method Methods 0.000 description 1
- 238000013316 zoning Methods 0.000 description 1
Classifications
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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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Abstract
The present invention relates to a kind of concrete face rockfill dam for improving stress and deformations of concrete face slab state, including concrete slab, bed course, transition zone, the main rockfill area of increasing mould, main rockfill area, secondary rockfill area, downstream protection slope and the drainage prism set gradually by upstream to downstream, increase the upstream lateral boundaries of the main rockfill area of mould and the downstream side overlapping margins of transition zone；The downstream lateral boundaries for increasing the main rockfill area of mould include axis of dam upstream part and axis of dam downstream side part, and axis of dam upstream part is parallel to upstream dam slope, and axis of dam downstream side part is horizontally disposed with and extends to the inside of downstream protection slope.The present invention avoid or reduce the dam deformation by caused by water storage caused by concrete slab unfavorable stress deformation state, concrete slab is reduced to come to nothing, collapse, squeezing a possibility that the problems such as destruction, the degree of safety of concrete face rockfill dam is improved, the construction for promoting high or ultra high concrete panel rock-fill dams is conducive to.
Description
Technical field
The present invention relates to hydraulic engineering technical fields, and in particular to a kind of concrete surface for improving stress and deformations of concrete face slab state
Sheetpile masonry dam.
Background technique
Concrete face rockfill dam is one of main force's dam type of China's high dam construction.As what HYDROELECTRIC ENERGY was developed gos deep into,
Rock-fill dams construction in China's gradually develops from 200m grades to 300m grades of height of dam, and more and more high rock-fill dams are being planned or built
In.As the water retaining structure of hydropower complex, the concrete slab of concrete face rockfill dam upstream side is its main antiseepage
Structure, rockfill are the support construction of concrete slab.
Since the mechanical deformation different from those of concrete slab and dam embankment material is very big, to guarantee panel leakage preventing structure not
It is destroyed, the deformation between panel and dam body answers mutually coordinated namely panel that should be able to adapt to the deformation of dam body, dam deformation Ying Jinke
Can it is small.By decades continuous practical studies development, concrete face rockfill dam is in design, construction stage at present, mainly
It chosen from dam zoning, material source, fill timing, water sealing structure etc. and conduct a research, proposed a variety of reduction dam deformations, change
The engineering measure of kind panel force and deformation state and the panel water sealing structure for adapting to large deformation.
Existing research shows that the dam deformation of 200m grades of high concrete panel rock-fill dams occur mainly in dam embankment and
During reservoir filling, later, sedimentation gradually tends to restrain.Due to the mechanical characteristic of dam material itself, completion is poured in panel
Afterwards, during reservoir initial filling, under the action of water ballast(ing) dam body inevitably again can occur significantly to deform, especially with
Dam body upstream region is very；In addition, dam body middle and upper part width narrows, and overall deformation is also vulnerable to water storage as elevation increases
It influences.The deformation as caused by water storage is unfavorable for the stress of panel above, will cause panel damage, then will lead to leakage hair when serious
It is raw；For 300m grades of ultra-high concrete panel rock-fill dams, only head just promotes 100m, this problem will become more prominent.So
And existing engineering measure can not after the completion of effective solution CFRD Embankment the dam deformation due to caused by water storage and its
To the adverse effect of concrete slab stress deformation.
Summary of the invention
In order to solve the above problem, the present invention, which provides one kind, can reduce water storage to dam deformation influence, and then improve panel
The concrete face rockfill dam of stress deformation state.
The technical solution adopted by the present invention is that: a kind of concrete face rockfill dam improving stress and deformations of concrete face slab state,
It is characterized in that: including the concrete slab, bed course, transition zone, the main rockfill area of increasing mould, main enrockment set gradually by upstream to downstream
Area, secondary rockfill area, downstream protection slope and drainage prism, the downstream side of the upstream lateral boundaries for increasing the main rockfill area of mould and transition zone
Boundary is overlapped；
The downstream lateral boundaries for increasing the main rockfill area of mould include axis of dam upstream part and axis of dam downstream side part, institute
It states axis of dam upstream part and is parallel to upstream dam slope, axis of dam downstream side part is horizontally disposed with and extends to downstream protection slope
Inside.
Preferably, horizontal width between the axis of dam upstream part and transition zone downstream lateral boundaries be 0.15~
0.40 times of height of dam.
Further, the downstream side overlapping margins of the main rockfill area upstream lateral boundaries and the increasing main rockfill area of mould, the master
Rockfill area downstream lateral boundaries include horizontal boundary and tendency downstream boundary.
Further, the height of dam that the elevation of the horizontal boundary is 0.4~0.6 times.
Further, the horizontal boundary extends to downstream protection slope.
Further, the slope ratio of the tendency downstream boundary is 1:0.1~1:0.3, and the tendency downstream boundary rises
Horizontal distance of the point apart from the axis of dam is less than horizontal distance of the terminal of tendency downstream boundary apart from the axis of dam.
Further, horizontal distance of the starting point of the tendency downstream boundary apart from the axis of dam is 0~0.2 times of height of dam.
Further, the terminal of the tendency downstream boundary be that tendency downstream boundary extends to intersection point at basement rock.
Preferably, further including upstream apron area, the special bed course area Gai Chongqu and bottom, the upstream apron area is located at heap
Masonry dam upstream side bottom, and it is close to concrete slab arrangement；The upstream apron area includes sloping portion and horizontal component, inclination
Partial upstream side slope ratio is identical as dam slope, and horizontal component upstream extends 1~2 times of concrete toe board width；The Gai Chongqu
It is close to be arranged in the upstream side in upstream apron area, the Gai Chongqu cope level is consistent with upstream apron area, the Gai Chongqu's
Upstream side slope compares upstream dam slope slope than slow；The special bed course area is located at concrete slab downstream side bottom.
Preferably, the downstream protection slope is close to dam body downstream side profile.
Preferably, further including positioned at the special bed course area in bottom in concrete slab downstream side.
The beneficial effect that the present invention obtains is:
(1), increase the main rockfill area of mould by being arranged between transition zone and main rockfill area, increase the main rockfill area resistance to deformation energy of mould
Power is stronger, effectively reduces the influence that water storage deforms dam body upstream side；
(2) it by the way that main rockfill area is arranged with upper bit in 0.5 times of height of dam elevation and increases the main rockfill area of mould, effectively reduces
Dam body middle and upper part deforms the influence degree by water storage, and the later period deflection of dam body middle and upper part can be effectively reduced；
(3) the unfavorable stress of the concrete slab caused by the present invention avoids or reduce the dam deformation by caused by water storage
Deformation state reduces concrete slab and comes to nothing, collapses, squeezing a possibility that the problems such as destruction, improves concrete surface
The degree of safety of sheetpile masonry dam is conducive to the construction for promoting high or ultra high concrete panel rock-fill dams, can be Southwestern China area water
Electricity deeply develops offer and benefits.
Detailed description of the invention
Fig. 1 is the structural diagram of the present invention；
Fig. 2 is the enlarged drawing at the A of Fig. 1；
Appended drawing reference: 1, concrete slab；2, bed course；3, transition zone；4, increase the main rockfill area of mould；41, axis of dam upstream side
Part；42, axis of dam downstream side part；5, main rockfill area；51, horizontal boundary；52, it is inclined to downstream boundary；521, starting point；522,
Terminal；6, secondary rockfill area；7, downstream protection slope；8, drainage prism；9, upstream apron area；91, sloping portion；92, horizontal component 10,
Gai Chongqu；11, concrete toe board；12, special bed course area；13, the axis of dam.
Specific embodiment
The present invention will be further explained in the following with reference to the drawings and specific embodiments.
As shown in Figs. 1-2, the concrete face rockfill dam of a kind of improvement stress and deformations of concrete face slab state of the invention, including by
Concrete slab 1 that upstream to downstream is set gradually, transition zone 3, increases the main rockfill area 4 of mould, main rockfill area 5, secondary enrockment at bed course 2
Area 6, downstream protection slope 7 and drainage prism 8.
Concrete slab 1, bed course 2 and transition zone 3 are arranged at 13 upstream side of the axis of dam, are parallel to upstream dam slope, top
Dam crest is extended to, concrete toe board 11 and special bed course area 12 are equipped between lower part and basement rock.
Increase the main rockfill area 4 of mould to be arranged between transition zone 3 and main rockfill area 5, the stockpile for increasing the main rockfill area 4 of mould, which is resisted, to be become
The ability of shape is better than the ability of the stockpile resistance to deformation of main rockfill area 5, can be by increasing main 4 stockpile of rockfill area of increasing mould
Number of rolling promotes rolling compaction machine tonnage or the modes such as quantitative perfusion stickiness slurries is taken to realize.Increase the main rockfill area 4 of mould to resist
Deformability is stronger, effectively reduces the influence that water storage deforms dam body upstream side.
The upstream lateral boundaries and 3 downstream side overlapping margins of transition zone for increasing the main rockfill area 4 of mould, can be completely on the axis of dam 13
Swim side；The downstream lateral boundaries for increasing the main rockfill area 4 of mould include axis of dam upstream part 41 and axis of dam downstream side part 42, dam axis
Line upstream part 41 is parallel to upstream dam slope, and axis of dam downstream side part 42 is horizontally disposed and extends to downstream protection slope 7, dam axis
The height of dam that horizontal width between 3 downstream lateral boundaries of line upstream part 41 and transition zone is 0.15~0.40 times, horizontal width
Too small, the effect for increasing main 4 resistance to deformation of rockfill area of mould is unobvious, and horizontal width is excessive, and economic cost of building a dam is excessively high.It is horizontal wide
Degree be 0.15~0.4 times of height of dam when, on the one hand can promote dam resistance capacity to deformation, on the other hand can rationally control build a dam through
It helps cost, in the present embodiment, selects 0.25 times of height of dam.
Main 5 upstream lateral boundaries of rockfill area and the downstream side overlapping margins for increasing the main rockfill area 4 of mould, are completely under the axis of dam 13
Swim side；Main 5 downstream lateral boundaries of rockfill area include horizontal boundary 51 and tendency downstream boundary 52, and the elevation of horizontal boundary 51 is 0.4
The range of~0.6 times of height of dam, the too small then main rockfill area 5 of the elevation of horizontal boundary 51 increases, and economic cost of building a dam increases；It is horizontal
The range of the excessively high main rockfill area 5 of the elevation on boundary 51 becomes smaller, and dam body middle and upper part deforms the effect weakened by the influence degree of water storage
It is bad.In the present embodiment, 0.5 times of height of dam is selected.
Horizontal boundary 51 extends to 7 side of downstream protection slope.The slope ratio for being inclined to downstream boundary 52 is 1:0.1~1:0.3, and slope was compared
The interface of big then secondary main rockfill area 6 and main rockfill area 5 is excessively steep, and easily deform problem of disharmony, and slope is than too small then main enrockment
The range in area 5 increases, and economic cost of building a dam increases, and in the present embodiment, tendency 52 slope of downstream boundary is than selecting 1:0.2；Under tendency
It swims horizontal distance of the starting point 521 on boundary 52 apart from the axis of dam 13 and is less than the terminal 522 of tendency downstream boundary 52 apart from the axis of dam
13 horizontal distance (i.e. tendency downstream side).
Horizontal distance of the starting point 521 apart from the axis of dam 13 for being inclined to downstream boundary 52 is 0~0.2 times of height of dam, starting point 521 away from
The range of the excessive then main rockfill area 5 of horizontal distance from the axis of dam 13 increases, and economic cost of building a dam increases；If starting point 521 is arranged
Increase in the 13 upstream side rockfill area Ze Ci of the axis of dam, 6 range, will lead to dam body settlement increase；In the present embodiment, 0.1 times of dam is selected
It is high；The terminal 522 of tendency downstream boundary 52 be that tendency downstream boundary 52 extends to intersection point at basement rock.
Downstream protection slope 7 is close to dam body downstream side profile.
A kind of concrete face rockfill dam of improvement stress and deformations of concrete face slab state of the invention, further include upstream apron area 9,
Gai Chongqu 10 and special bed course area 12, upstream apron area 9 are located at rock-fill dams upstream side bottom, and are close to the arrangement of concrete slab 1；
Upstream apron area 9 includes sloping portion 91 and horizontal component 92, and the upstream side slope ratio of sloping portion 91 is identical as dam slope, horizontal part
92 are divided upstream to extend 1~2 times of 11 width of concrete toe board；Gai Chongqu 10 is close to be arranged in the upstream side in upstream apron area 9, lid
The cope level in weight area 10 is consistent with upstream apron area 9；The upstream side slope of Gai Chongqu 10 compares upstream dam slope slope than slow；It is special
Bed course area 12 is located at 1 downstream side bottom of concrete slab.
In practical engineering applications, the strength grade of concrete of concrete slab 1 is not less than C25, and seepage-resistant grade is not less than
W8, and meet the freeze proof grade of response；1 thickness of concrete slab is linearly increasing from top to bottom, and top thickness is not less than
0.3m, bottom thickness 0.3+0.0035H, H are the vertical range calculated apart from 1 top of concrete slab.
Bed course 2, transition zone 3 increase the main rockfill area 4 of mould, main rockfill area 5, secondary rockfill area 6, downstream protection slope 7 and drainage prism 8
Filling material should make full use of local excavated material, and meet correlation test index and design requirement.
The horizontal width of bed course 2 is not less than 3m, and for the bedding material used for continuous grading, maximum particle diameter is 80~100mm, pressure
Internal leak should be stablized after reality.
The horizontal width of transition zone 3 is not less than 3m, and is not less than the horizontal width of bed course 2, and the Transition Materials used are continuous
Gradation, maximum particle diameter are no more than 300mm, have free drainage performance after compacting.
The stockpile for increasing the main rockfill area 4 of mould is hard rock, and maximum particle diameter is no more than compacted lift thickness, specifically, being no more than 800
~1000mm；Increasing is improved by increasing number of rolling, promoting the modes such as rolling compaction machine tonnage, quantitative perfusion stickiness slurries when rolling
The deformation resistivity of main 4 stockpile of rockfill area of mould.
The stockpile of main rockfill area 5 be hard rock, maximum particle diameter be no more than compacted lift thickness, specifically, be no more than 800~
1000mm is less than 5mm granule content and is no more than 20%.
Hard rock can be used in the stockpile of secondary rockfill area 6, and the slightly lower soft rock of intensity can also be used, and maximum particle diameter is no more than 800
~1000mm is less than 5mm granule content and is no more than 20%.
The rock for being 270m for certain height of dam, the stockpile E-B Parameters of constitutive model obtained using laboratory test
Carry out two dimensional finite element to calculate, obtains identical original partition scheme and this patent preferred embodiment achievement when completely storing operating condition and what is reached have
Beneficial effect is as shown in table 1.Dam body maximum settlement reduces 7.3%, and dam body is downstream displaced maximum value and reduces 9.6%, panel deflection
10.6% is reduced, panel inclined slope aspect compression reduces by 12.5%, and panel inclined slope aspect tensile stress reduces by 17.1%.Dam deformation value drop
Low, stress and deformations of concrete face slab is effectively improved.
1 FEM calculation achievement of table
Basic principle and key structural feature of the invention has been shown and described above.The present invention is not by the limit of examples detailed above
System, without departing from the spirit and scope of the present invention, various changes and improvements may be made to the invention, these changes and improvements
It both falls in the range of claimed invention.The claimed scope of the invention is by appended claims and its equivalent
It defines.
Claims (10)
1. a kind of concrete face rockfill dam for improving stress and deformations of concrete face slab state, it is characterised in that: including by upstream to downstream
Concrete slab, bed course, transition zone, the main rockfill area of increasing mould, main rockfill area, secondary rockfill area, downstream protection slope and the row set gradually
Water rib body, the downstream side overlapping margins of the upstream lateral boundaries for increasing the main rockfill area of mould and transition zone；
The downstream lateral boundaries for increasing the main rockfill area of mould include axis of dam upstream part and axis of dam downstream side part, the dam
Axis upstream part is parallel to upstream dam slope, and axis of dam downstream side part is horizontally disposed with and extends to the interior of downstream protection slope
Side.
2. the concrete face rockfill dam according to claim 1 for improving stress and deformations of concrete face slab state, it is characterised in that:
The height of dam that horizontal width between the axis of dam upstream part and transition zone downstream lateral boundaries is 0.15~0.40 times.
3. the concrete face rockfill dam according to claim 1 for improving stress and deformations of concrete face slab state, it is characterised in that:
The main rockfill area upstream lateral boundaries and the downstream side overlapping margins for increasing the main rockfill area of mould, the main rockfill area downstream lateral boundaries packet
Include horizontal boundary and tendency downstream boundary.
4. the concrete face rockfill dam according to claim 3 for improving stress and deformations of concrete face slab state, it is characterised in that:
The height of dam that the elevation of the horizontal boundary is 0.4~0.6 times.
5. the concrete face rockfill dam according to claim 3 for improving stress and deformations of concrete face slab state, it is characterised in that:
The horizontal boundary extends to downstream protection slope.
6. the concrete face rockfill dam according to claim 3 for improving stress and deformations of concrete face slab state, it is characterised in that:
The slope ratio of the tendency downstream boundary is 1:0.1~1:0.3, the starting point of the tendency downstream boundary apart from the axis of dam it is horizontal away from
The horizontal distance of the axis of dam with a distance from the terminal for being less than tendency downstream boundary.
7. the concrete face rockfill dam according to claim 6 for improving stress and deformations of concrete face slab state, it is characterised in that:
Horizontal distance of the starting point of the tendency downstream boundary apart from the axis of dam is 0~0.2 times of height of dam.
8. the concrete face rockfill dam according to claim 6 for improving stress and deformations of concrete face slab state, it is characterised in that:
The terminal of the tendency downstream boundary be that tendency downstream boundary extends to intersection point at basement rock.
9. the concrete face rockfill dam according to claim 1 for improving stress and deformations of concrete face slab state, it is characterised in that:
It further include upstream apron area, the special bed course area Gai Chongqu and bottom, the upstream apron area is located at rock-fill dams upstream side bottom, and
It is close to concrete slab arrangement；The upstream apron area includes sloping portion and horizontal component, the upstream side slope ratio of sloping portion
Identical as dam slope, horizontal component upstream extends 1~2 times of concrete toe board width；It is close to be arranged in upstream paving in the area Gai Chong
The upstream side of cover region, the Gai Chongqu cope level is consistent with upstream apron area, and the upstream side slope of the Gai Chongqu compares upstream
Dam slope slope is than slow；The special bed course area is located at concrete slab downstream side bottom.
10. the concrete face rockfill dam according to claim 1 for improving stress and deformations of concrete face slab state, feature exist
In: the downstream protection slope is close to dam body downstream side profile.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201910663386.7A CN110295576B (en) | 2019-07-22 | 2019-07-22 | Concrete face rockfill dam for improving face stress deformation state |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201910663386.7A CN110295576B (en) | 2019-07-22 | 2019-07-22 | Concrete face rockfill dam for improving face stress deformation state |
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| CN110295576A true CN110295576A (en) | 2019-10-01 |
| CN110295576B CN110295576B (en) | 2024-04-12 |
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2019
- 2019-07-22 CN CN201910663386.7A patent/CN110295576B/en active Active
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| CN203795389U (en) * | 2014-04-26 | 2014-08-27 | 黄河勘测规划设计有限公司 | Dam body sectioning structure of concrete face rockfill dam with large overburden depth |
| 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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| CN110295576B (en) | 2024-04-12 |
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