CN216712939U - Asphalt concrete core dam arrangement structure with broken lines arranged - Google Patents
Asphalt concrete core dam arrangement structure with broken lines arranged Download PDFInfo
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- CN216712939U CN216712939U CN202122184066.9U CN202122184066U CN216712939U CN 216712939 U CN216712939 U CN 216712939U CN 202122184066 U CN202122184066 U CN 202122184066U CN 216712939 U CN216712939 U CN 216712939U
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Abstract
The utility model provides an asphalt concrete core dam arrangement structure arranged in a broken line, wherein the dam axis of an asphalt concrete core dam is formed by sequentially connecting three sections of straight lines, and the whole asphalt concrete core dam is arranged in a convex manner from the middle to the upstream; the asphalt concrete core wall dam comprises an asphalt concrete core wall arranged in the center of a dam body, and a cushion area, a transition area and a rockfill area are sequentially arranged on the upstream side and the downstream side of the asphalt concrete core wall outwards. The utility model utilizes the characteristics of the deformation of the dam body and the foundation to convert the water pressure into the compressive stress distributed along the axial direction, thereby fundamentally changing the stress state in the core walls at the two sides, reducing the engineering investment and improving the engineering operation reliability.
Description
Technical Field
The utility model relates to the field of asphalt concrete core rock-fill dam engineering, in particular to an asphalt concrete core dam arrangement structure arranged in a broken line manner.
Background
As a flexible dam built by adopting local materials, the asphalt concrete core wall has the advantages of wide adaptability, reliable seepage-proofing effect, environmental protection and investment saving, and is widely applied to various reservoir projects. For asphalt concrete core rock-fill dams, the operating state of the core is the key to the safe operation of the entire dam. According to current research and engineering practical experience, the dam body or the dam foundation has large deformation in the dam body filling process and during operation, the deformation can cause tensile stress and deformation of the core walls of the two banks, particularly, when the terrain of the two banks is steep, the distribution range and the size of the tensile stress can be further aggravated, and a tensile crack can be generated in serious conditions, so that a seepage channel is formed, and the failure of an anti-seepage system is caused.
Measures such as strictly controlling the deformation of the dam body and the dam foundation, improving the tensile property of the asphalt concrete core wall and the like are the main approaches for solving the engineering problem at present by improving the filling quality of the dam body and strengthening the foundation treatment measures. The effectiveness of such solutions based on improving the properties of the material and strengthening the underlying treatment measures is limited by the characteristics of the material itself or by investment control.
SUMMERY OF THE UTILITY MODEL
Aiming at the defects in the prior art, the utility model aims to provide an asphalt concrete core dam arrangement structure arranged in a broken line manner. The utility model utilizes the characteristics of the deformation of the dam body and the foundation to convert the water pressure into the compressive stress distributed along the axial direction, thereby fundamentally changing the stress state in the core walls at the two sides, reducing the engineering investment and improving the engineering operation reliability.
In order to solve the technical problems, the utility model is realized by the following technical scheme:
asphalt concrete core dam arrangement structure that broken line was arranged, its characterized in that: the axis of the asphalt concrete core wall dam is composed of three sections of folding lines which are arranged in a convex manner towards the upstream, and the whole asphalt concrete core wall dam is arranged in a convex manner towards the upstream in the middle; the asphalt concrete core dam comprises an asphalt concrete core arranged in the center of a dam body, and a cushion area, a transition area and a rockfill area are sequentially arranged on the upstream side and the downstream side of the asphalt concrete core outwards.
Further: the broken lines arranged convexly upstream in the three sections are respectively composed of a middle section perpendicular to the trend of the river bed, a right side section folded to the downstream side at an angle alpha 1 relative to the middle section, and a left side section folded to the downstream side at an angle alpha 2 relative to the middle section.
Further: the upstream side of the asphalt concrete core wall is outwards provided with an upstream bedding zone, an upstream transition zone and an upstream main rockfill zone in sequence, and the downstream side of the asphalt concrete core wall is outwards provided with a downstream bedding zone, a downstream transition zone, a downstream main rockfill zone and a downstream secondary rockfill zone in sequence.
Further: the two sides of the bottom of the asphalt concrete core wall dam are both provided with a reverse filter layer and a transition layer, the reverse filter layers are located below the transition layers, and the reverse filter layers and the transition layers on the two sides are respectively connected with an upstream transition area and a downstream transition area.
Further: the top of the asphalt concrete core wall is connected with a wave wall, and the tops of the asphalt concrete core wall, the upstream cushion area, the downstream cushion area, the upstream transition area and the downstream transition area are provided with dam crest pavement structure layers.
Further: the bottom of the asphalt concrete core wall is provided with a foundation seepage-proofing structure through a foundation gallery, the foundation seepage-proofing structure comprises a plurality of grouting holes penetrating into relatively complete bedrock, and cement slurry is poured into the grouting holes.
Further: the core wall foundation of the asphalt concrete core wall is located on relatively complete bedrock, and part of the core wall foundation which is deviated to the dam section arranged at the downstream is excavated into a body shape inclined to the upstream.
Compared with the prior art, the utility model has the following advantages and beneficial effects:
the utility model is suitable for the asphalt concrete core rock-fill dam engineering which has one or more adverse factors such as weak dam foundation soil layer, steep side slopes on two banks, poor filling material quality, large dam height scale and the like, and has the problem of large deformation of the dam body and the dam foundation, so that the asphalt concrete cores on the two banks have large tensile stress on the foundation part, thereby generating a penetration channel. The utility model utilizes the fold line-shaped heart wall structure protruding to the upstream, can convert water pressure into compressive stress distributed along the axial direction, and fundamentally changes the stress state in the heart walls at both sides.
Drawings
FIG. 1 is a floor plan of the present invention;
FIG. 2 is a typical structure diagram of a middle dam of a riverbed according to the present invention;
fig. 3 is a typical block diagram of the present invention's two-bank dam body.
Reference numerals: 1. a reservoir bank; 2. an asphalt concrete core dam; 3. overburden or strongly weathered bedrock; 4. an asphalt concrete core; 5. an upstream pad region; 6. a downstream pad region; 7. an upstream transition zone; 8. a downstream transition zone; 9. an upstream main rockfill region; 10. a downstream main rockfill region; 11. a downstream secondary rockfill zone; 12. a reverse filtering layer; 13. a transition layer; 14. a base gallery; 15. a base barrier structure; 16. a wave wall; 17. a dam crest pavement structure layer; 18. a dam axis; 19. relatively intact bedrock; 20. the trend of the river bed.
Detailed Description
In order that those skilled in the art will better understand the technical solutions of the present invention, the following description of the preferred embodiments of the present invention is provided in conjunction with specific examples, but it should be understood that the drawings are for illustrative purposes only and should not be construed as limiting the present invention; for the purpose of better illustrating the present embodiments, certain elements 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. The positional relationships depicted in the drawings are for illustrative purposes only and are not to be construed as limiting the utility model.
The utility model is further illustrated by the following figures and examples, which are not to be construed as limiting the utility model.
As shown in fig. 1 to 3, in the asphalt concrete core dam arrangement structure arranged in a broken line, a dam axis 18 of an asphalt concrete core dam 2 is composed of three sections of broken lines arranged to be convex to the upstream, and the whole asphalt concrete core dam 2 is arranged to be convex to the upstream in the middle; the asphalt concrete core dam 2 comprises an asphalt concrete core 4 arranged in the center of a dam body, and a cushion area, a transition area and a rockfill area are sequentially arranged on the upstream side and the downstream side of the asphalt concrete core 4 outwards. The asphalt concrete core wall dam 2 is arranged across a river, and two ends of the dam are connected with the reservoir bank 1.
The three folding lines arranged convexly upstream are respectively composed of a middle section perpendicular to the riverbed trend 20, a right side section folding to the downstream side at an angle alpha 1 relative to the middle section, and a left side section folding to the downstream side at an angle alpha 2 relative to the middle section. According to the stress distribution characteristics of the asphalt concrete core wall 4, a broken line arrangement mode that the turning point of the dam axis 18 protrudes to the upstream is adopted, and the axial compression deformation of a local dam body formed after water storage at the turning part is utilized to offset the local tensile stress at two banks generated by the sedimentation of the dam body.
The core wall foundation of the asphalt concrete core wall 4 is located on the bedrock 3, and part of the core wall foundation which is deviated to the dam section arranged at the downstream is excavated into a body shape inclined to the upstream.
The angle of the turning of the left side section and the right side section is generally in a forward relation with the slope gradient of the side slope and the dam height and in a reverse relation with the compression modulus of the dam filling material according to the steep degree of the bank slope, the dam height scale and the mechanical characteristics of the filling material (namely, the higher the dam elevation is, the larger the angles alpha 1 and alpha 2 are, and the smaller the compression modulus of the filling material is, the larger the angles alpha 1 and alpha 2 are). The turning points of the middle section, the left section and the right section are arranged on one side of the biasing force of the tensile and compressive stress boundary part at the bottom of the asphalt concrete core wall 4 and are generally positioned at the high-elevation part of the dam foundation. When the slope of a side slope is slow or the foundation condition is good, the problem of tensile stress of the asphalt concrete core wall 4 is not outstanding, or the problem can be eliminated through other simple technical treatment, the dam axis 18 of the bank slope can not be turned.
The upstream side of the asphalt concrete core wall 4 is outwards provided with an upstream bedding zone 5, an upstream transition zone 7 and an upstream main rockfill zone 9 in sequence, and the downstream side of the asphalt concrete core wall 4 is outwards provided with a downstream bedding zone 6, a downstream transition zone 8, a downstream main rockfill zone 10 and a downstream secondary rockfill zone 11 in sequence.
The bottom both sides of asphalt concrete core dam 2 all set up inverted filter 12 and transition layer 13, and inverted filter 12 is in the below of transition layer 13, and the inverted filter 12 and the transition layer 13 of both sides link up with upper reaches transition zone 7 and low reaches transition zone 8 respectively.
The top of the asphalt concrete core wall 4 is connected with a wave wall 16, and the tops of the asphalt concrete core wall 4, the upstream cushion zone 5, the downstream cushion zone 6, the upstream transition zone 7 and the downstream transition zone 8 are provided with a dam crest pavement structure layer 17.
The bottom of the asphalt concrete core wall 4 is provided with a foundation seepage-proofing structure 15 through a foundation gallery 14, the foundation seepage-proofing structure 15 comprises a plurality of grouting holes which penetrate into the complete bedrock 19, and cement slurry is poured into the grouting holes.
The core wall foundation of the asphalt concrete core wall 4 is located on the relatively complete bed rock 19, the part of the core wall foundation which is deviated to the dam section arranged at the downstream is excavated into an upstream figure, the included angle between the contour line of the foundation surface of the excavated part of the core wall foundation and the dam axis of the dam section at the upstream side of the dam is greater than or equal to 90 degrees, and the included angle at the downstream side is less than or equal to 90 degrees.
To sum up, the asphalt concrete core dam arrangement structure arranged in the broken line provided by the utility model comprises the following construction method, and the construction method comprises the following steps:
s1, determining the dam axis 18 arrangement of the initial scheme of the river bed part according to the trend of the river bed and the topographic and geological conditions of the bank slopes on two sides. Under the condition of basically consistent geological conditions, the dam axis 18 of the general initial scheme is arranged at a relatively narrow part and is vertically routed to a riverbed so as to save the filling scale of the dam;
s2, performing three-dimensional stress strain calculation analysis on the whole dam 2 by adopting earth and rockfill dam three-dimensional finite element analysis software (static dynamic fluid-solid coupling visible analysis software can be adopted), analyzing the regions and stress levels of tensile stress generated at the foundation parts of the two banks of asphalt concrete core walls 4, and preliminarily determining the positions and turning angles of two turning points in the dam axis 18;
s3, performing three-dimensional stress strain calculation analysis on the whole asphalt concrete core dam 2 after adjustment and arrangement by adopting earth-rock dam three-dimensional finite element analysis software, and evaluating whether the stress improved result meets the requirement of dam operation;
and S4, repeating the steps S2 and S3 until the stress of the asphalt concrete core dam 2 meets the design and specification requirements.
S5, according to the determined overall arrangement and structural design of the asphalt concrete core dam 2, performing dam foundation excavation, cleaning a relatively weak part of a covering layer or a strongly weathered bed rock 3 surface layer of a rockfill area foundation, wherein the foundation of the asphalt concrete core dam 4 is required to be cleaned to a relatively complete bed rock 19, and the foundation gallery 14 is required to be further subjected to groove excavation on the foundation of the core dam foundation surface;
s6, after the foundation pit of the basic gallery 14 is excavated, the foundation pit enters the basic gallery 14 to be constructed with the basic anti-seepage structure 15, namely, a plurality of grouting holes are arranged at intervals towards the lower part of the more complete bedrock 19 in the basic gallery 14, and then the grouting holes are filled with cement slurry;
s7, sequentially constructing a plurality of layers of asphalt concrete core dam bodies from bottom to top above the foundation surface of the cleaned relatively complete bedrock 19, the covering layer or the strongly weathered bedrock 3, and sequentially constructing each layer of asphalt concrete core dam bodies from the middle asphalt concrete core 4 to two sides;
s8, after the top asphalt concrete core dam body construction is completed, the construction of the wave wall 16 and the dam top pavement structure layer 17 is carried out on the top of the whole dam body, and the penetration control requirement between the wave wall 16 and the asphalt concrete core wall 4 is guaranteed.
In the step S4, when the dam body of the asphalt concrete core dam 2 is constructed to the middle position, a part of the downstream main rockfill area 10 is replaced by a downstream secondary rockfill area 11, and the downstream secondary rockfill area 11 is not in direct contact with the downstream transition area 8; in the step S5, the foundation surface of the asphalt concrete core wall 4 of the dam body part whose both banks are turned downstream is excavated to become an upstream.
In the step S4, the construction process of the single-layer asphalt concrete core dam 2 is to construct the asphalt concrete core 44 first, and then to construct the upstream bedding region 5 and the downstream bedding region 6 on the two sides of the asphalt concrete core 4; after the construction of the upstream cushion region 5 and the downstream cushion region 6 is finished, respectively constructing an upstream transition region 7 and a downstream transition region 8 on the side surfaces of the upstream cushion region 5 and the downstream cushion region 6; after the construction of the upstream transition zone 7 and the downstream transition zone 8 is finished, the construction of a reverse filter layer 12, a transition layer 13 and an upstream main rockfill zone 9 is carried out on the side surface of the upstream transition zone 7; and constructing a reverse filtering layer 12, a transition layer 13 and a downstream main rockfill area 10 on the side surface of the downstream transition area 8.
In the step S1, the dam axis 18 arrangement of the initial plan of the river bed portion is determined according to the trend of the river bed and the topographic and geological conditions of the bank slopes on both sides, the dam axis arrangement of the river bed portion is determined, under the condition of no influence of special geological conditions, the initial plan of the dam axis 18 is a straight line arrangement plan, and the dam axis 18 in the initial plan is arranged on the principle of being perpendicular to the topographic on both sides, so as to reduce the filling scale of the dam section of the river bed; after the initial scheme is determined, determining the core wall section size, the dam filling partition and the upstream and downstream slope ratio according to the quality of filling materials and the dam deformation control requirements, and performing typical section design; stress strain calculation is carried out on the dam body of the asphalt concrete core dam 2 and the asphalt concrete core 4 by adopting three-dimensional finite element analysis software, the area and the stress level of tensile stress generated at the base part of the asphalt concrete core 4 at two banks are analyzed, the position and the turning angle (alpha 1 and alpha 2) of the turning point are preliminarily determined, and verification and adjustment are carried out by a three-dimensional numerical simulation method until the tensile stress at the two banks is eliminated or the tensile stress is in an acceptable range.
According to the description and the drawings of the utility model, the asphalt concrete core dam arrangement structure and the construction method of the utility model with fold line arrangement can be easily manufactured or used by those skilled in the art, and can produce the positive effects recorded in the utility model.
The above description is only a preferred embodiment of the present invention, and is not intended to limit the present invention in any way, and all simple modifications and equivalent variations of the above embodiments according to the technical spirit of the present invention are included in the scope of the present invention.
Claims (7)
1. Asphalt concrete core dam arrangement structure that broken line was arranged, its characterized in that: the dam axis (18) of the asphalt concrete core dam (2) is composed of three sections of broken lines which are arranged in a convex manner towards the upstream, and the whole asphalt concrete core dam (2) is arranged in a convex manner towards the upstream in the middle; the asphalt concrete core dam (2) comprises an asphalt concrete core (4) arranged in the center of a dam body, and the upstream side and the downstream side of the asphalt concrete core (4) are respectively and sequentially provided with a bedding zone, a transition zone and a rockfill zone outwards.
2. The asphalt concrete core dam arrangement structure of fold line arrangement as claimed in claim 1, wherein: the broken lines arranged in the three convex upstream directions are respectively formed by a middle section perpendicular to a riverbed trend (20), a right side section folded to the downstream side at an angle alpha 1 relative to the middle section, and a left side section folded to the downstream side at an angle alpha 2 relative to the middle section.
3. The asphalt concrete core dam arrangement structure of fold line arrangement as claimed in claim 1, wherein: the upstream side of bituminous concrete core (4) outwards sets gradually upstream bedding zone (5), upstream transition district (7) and main rockfill district of upper reaches (9), the downstream side of bituminous concrete core (4) outwards sets gradually downstream bedding zone (6), downstream transition district (8), main rockfill district of lower reaches (10) and inferior rockfill district of lower reaches (11).
4. A broken line arranged asphalt concrete core dam arrangement according to claim 3, wherein: the bottom both sides of asphalt concrete core dam (2) all set up inverted filter (12) and transition layer (13), inverted filter (12) are in the below of transition layer (13), and inverted filter (12) and transition layer (13) of both sides link up with upper reaches transition district (7) and low reaches transition district (8) respectively.
5. A broken line arranged asphalt concrete core dam arrangement according to claim 3, wherein: the top of the asphalt concrete core wall (4) is connected with a wave wall (16), and the tops of the asphalt concrete core wall (4), the upstream cushion region (5), the downstream cushion region (6), the upstream transition region (7) and the downstream transition region (8) are provided with a dam crest pavement structure layer (17).
6. The asphalt concrete core dam arrangement structure of fold line arrangement as claimed in claim 1, wherein: the bottom of the asphalt concrete core wall (4) is provided with a foundation seepage-proofing structure (15) through a foundation gallery (14), the foundation seepage-proofing structure (15) comprises a plurality of grouting holes penetrating into relatively complete bedrock (19), and cement slurry is poured into the grouting holes.
7. The asphalt concrete core dam arrangement structure of fold line arrangement as claimed in claim 1, wherein: the core wall foundation of the asphalt concrete core wall (4) is located on relatively complete bedrock (19), a part of the core wall foundation which is deviated to a dam section arranged at the downstream is excavated into an upstream body type, the included angle between the contour line of the foundation surface of the excavated part of the core wall foundation and the dam axis of the dam section at the upstream side of the dam is greater than or equal to 90 degrees, and the included angle at the downstream side is less than or equal to 90 degrees.
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| CN202122184066.9U CN216712939U (en) | 2021-09-09 | 2021-09-09 | Asphalt concrete core dam arrangement structure with broken lines arranged |
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| CN202122184066.9U CN216712939U (en) | 2021-09-09 | 2021-09-09 | Asphalt concrete core dam arrangement structure with broken lines arranged |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113897911A (en) * | 2021-09-09 | 2022-01-07 | 中国电建集团华东勘测设计研究院有限公司 | Asphalt concrete core dam arrangement structure arranged in broken line and construction method |
| CN115949035A (en) * | 2022-12-30 | 2023-04-11 | 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 dam and construction method |
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2021
- 2021-09-09 CN CN202122184066.9U patent/CN216712939U/en active Active
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113897911A (en) * | 2021-09-09 | 2022-01-07 | 中国电建集团华东勘测设计研究院有限公司 | Asphalt concrete core dam arrangement structure arranged in broken line and construction method |
| CN115949035A (en) * | 2022-12-30 | 2023-04-11 | 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 dam and construction method |
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