CN215165306U - Asphalt concrete core rock-fill dam arrangement structure - Google Patents
Asphalt concrete core rock-fill dam arrangement structure Download PDFInfo
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- CN215165306U CN215165306U CN202022866435.8U CN202022866435U CN215165306U CN 215165306 U CN215165306 U CN 215165306U CN 202022866435 U CN202022866435 U CN 202022866435U CN 215165306 U CN215165306 U CN 215165306U
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Abstract
The utility model relates to a bituminous concrete core rock-fill dam arrangement structure. The utility model aims at providing a bituminous concrete core rock-fill dam arrangement structure to improve bituminous concrete core rock-fill dam's ground adaptability with, reduce the requirement to damming material performance, improve bituminous concrete core rock-fill dam's security and economic nature. The technical scheme of the utility model is that: the utility model provides an asphalt concrete core rock-fill dam arrangement structure which characterized in that: the dam body of the asphalt concrete core rock-fill dam is arranged in an arch shape protruding towards the upstream, and the dam axis of the dam body is formed by tangency of two arcs with the radiuses of R1 and R2 at the middle part of a riverbed; the arc connected with the bank slope part with steep bank slope and deep covering layer in the two sections of arcs of the dam axis adopts a smaller arc radius, and the arc connected with the bank slope part with relatively slow covering layer and relatively shallow covering layer adopts a relatively larger arc radius; when the symmetry of the geological conditions of the two-bank terrain is good, the radius R1 of the circular arc is equal to R2.
Description
Technical Field
The utility model relates to a bituminous concrete core rock-fill dam arrangement structure. The method is suitable for asphalt concrete core rock-fill dam engineering with one or more adverse factors such as a weak dam foundation soil layer, steep side slopes on two banks, poor filling material quality, large dam height scale and the like, and large deformation problems of a dam body, a dam foundation and the like, so that the asphalt concrete cores on the two banks have large tensile stress, the asphalt concrete cores on a riverbed part have large deflection, and the cores have large cracking risk.
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 the current research and engineering practical experience, when the dam foundation soil layer is weak, the slopes of two banks are steep, the quality of filling materials is poor or the dam height scale is large, the following adverse factors exist, and the safe operation of the dam is influenced:
(1) the dam body or the dam foundation has large deformation in the dam body filling process and the operation period, the deformation can cause tensile stress and deformation of the core walls of the two banks, and particularly, the distribution range and the size of the tensile stress can be further increased when the landform of the two banks is steep;
(2) after water storage, the core wall has larger deflection deformation under the action of water thrust, particularly the dam height and the water head of a riverbed part are larger, the deflection deformation is also largest, and when the tensile stress of an upstream surface caused by the deflection deformation is overlarge, the seepage-proofing body is cracked;
(3) when the soil body seepage-proofing performance of the dam foundation is better, the excess pore water pressure occurs in the filling process, the sedimentation in the filling process is influenced, and the post-construction sedimentation is increased;
(4) when the soil body seepage-proofing performance of the dam foundation is better, due to the seepage-proofing effect of the soil body, a hydraulic gradient is generated in the soil body at the initial stage of water storage and operation, the water head of the soil layer surface is higher than that of the soil body at the bottom layer, the additional stress caused by the water head difference further compresses the soil body, the foundation settlement deformation of the upstream part of the seepage-proofing body is increased, and particularly when the water storage rate is higher.
When the tensile stress and the deflection deformation of the two banks caused by the factors exceed the ultimate tensile capacity of the asphalt concrete core wall material, cracks appear and are continuously intensified under the action of hydraulic fracture, so that the seepage-proofing failure of a dam body is caused, and the safety of the dam is endangered.
At present, the main mode for solving the problems is to carry out treatment by measures of strictly controlling the deformation of a dam body and a dam foundation, improving the tensile property of the asphalt concrete core wall and the like. The scheme mainly solves the problems based on improving the performance of the material, the effectiveness is limited by the characteristics of the material, the investment is generally large, especially when the foundation is a deep and weak soil layer, the treatment investment of the weak foundation is greatly increased, and even the project can not be smoothly implemented. Therefore, by utilizing the deformation characteristics of the dam body and the foundation, the utility model relates to an asphalt concrete core rock-fill dam structure suitable for deep soft soil foundation and a construction method thereof, which effectively improve the stress state of the impervious core and have important significance and wide application value for reducing the engineering investment and improving the engineering operation reliability.
SUMMERY OF THE UTILITY MODEL
The to-be-solved technical problem of the utility model is: aiming at the existing problems, the arrangement structure of the asphalt concrete core rock-fill dam is provided to improve the foundation adaptability of the asphalt core rock-fill dam, reduce the requirements on the performance of the damming material and improve the safety and the economical efficiency of the asphalt concrete core rock-fill dam.
The utility model adopts the technical proposal that: the utility model provides an asphalt concrete core rock-fill dam arrangement structure which characterized in that: the dam body of the asphalt concrete core rock-fill dam is arranged in an arch shape protruding towards the upstream, and the dam axis of the dam body is formed by tangency of two arcs with the radiuses of R1 and R2 at the middle part of a riverbed;
the arc connected with the bank slope part with steep bank slope and deep covering layer in the two sections of arcs of the dam axis adopts a smaller arc radius, and the arc connected with the bank slope part with relatively slow covering layer and relatively shallow covering layer adopts a relatively larger arc radius; when the symmetry of the geological conditions of the two-bank terrain is good, the radius R1 of the circular arc is equal to R2.
The dam crest of the dam body is a widened dam crest which has two narrow banks and gradually increases towards the middle of a riverbed.
The dam crest downstream control line is formed by tangency of two arcs with the radiuses of R3 and R4 in the middle of the riverbed, and the radiuses of the two arcs on the control line are larger than the radiuses of corresponding arcs on the dam axis.
And the asphalt concrete core wall in the dam body is arranged at the upstream position in the middle part in the dam body.
The top thickness of the downstream main rockfill area downstream of the asphalt concrete core wall in the dam body is changed correspondingly with the change of the width of the dam top, and the filling top thickness of the downstream secondary rockfill area downstream of the downstream main rockfill area is kept unchanged.
And a reverse filtering layer and a transition layer are arranged between the asphalt concrete core rock-fill dam body and the soil foundation below the asphalt concrete core rock-fill dam body.
The bottom of the asphalt concrete core wall in the asphalt concrete core wall rock-fill dam body is connected with a foundation seepage-proofing structure through a foundation gallery, and the top of the asphalt concrete core wall is connected with a wave wall.
And a plurality of drainage facilities capable of shortening drainage paths of the soil foundation are arranged in the soil foundation below the rock-fill dam body of the asphalt concrete core wall.
The drainage facility adopts one or more of a sand well, a vibroflotation gravel pile and a gravel pile.
A construction method of the asphalt concrete core rock-fill dam arrangement structure is characterized by comprising the following steps:
the construction method comprises the following steps that (1) when the asphalt concrete core rock-fill dam is constructed, the dam is divided into 4 filling layer areas along the elevation direction, and the filling layer area I of the core foundation pit, the filling layer area II of the middle-lower dam, the filling layer area III of the middle-upper dam and the filling layer area IV of the top dam are sequentially arranged from bottom to top;
the middle-lower dam body filling layer area II is divided into a middle-lower part upstream first filling area II-1, a middle-lower part center wall filling area II-3 and a middle-lower part downstream first filling area II-2 from upstream to downstream; the middle-upper dam body filling layer area III is divided into a middle-upper upstream first filling area III-1, a middle-upper center wall filling area III-3 and a middle-upper downstream first filling area III-2 from upstream to downstream;
the construction method comprises the following steps:
determining the partition design of dam body materials and main parameters of the axis of the two banks of dam;
excavating a dam foundation riverbed foundation, wherein the dam foundation comprises an asphalt concrete core wall foundation and a rockfill area foundation;
performing core wall gallery foundation treatment, constructing a diaphragm wall, and pouring a foundation gallery;
constructing a drainage facility on the soil foundation;
constructing an inner dam body and a core wall of the core wall foundation pit filling zone I to a rockfill foundation surface according to rolling process parameters of the filling material of the inner dam body of the core wall foundation pit filling zone I and asphalt concrete construction process requirements;
filling areas II-1 and II-2 at the upper and lower parts of the middle and lower part of the filling layer area II of the dam body to the designed filling top elevation;
constructing a middle-lower core wall filling area II-3 of the middle-lower dam filling area II to the designed filling top elevation;
constructing a middle-upper dam filling layer area III according to the construction sequence of the middle-lower dam filling layer area II;
constructing a top dam body filling layer area IV;
constructing the wave wall and ensuring that the seepage control requirement is met between the wave wall and the asphalt concrete core wall;
constructing a dam crest transition material and a dam crest pavement structure layer;
and performing foundation curtain grouting construction through the foundation gallery.
The utility model has the advantages that: traditional linear type dam axis, the heart wall is downward protruding downstream about water thrust, and the whole tensile state that is in of heart wall to aggravate inside tensile stress. The utility model discloses utilize protruding arch core wall structure to the upper reaches, can convert water pressure into along the compressive stress of axial distribution, fundamentally changes the inside stress state of core wall.
The utility model discloses utilize the leading dam crest structure of arranging and not aequilate of core wall, utilize the thickness of the resistance body in limited engineering volume increase core wall low reaches, make whole dam have more the view effect simultaneously.
The utility model discloses utilize the engineering to abandon the sediment and fill the upstream and downstream slope body, not only can absorb and abandon the sediment, can improve the overall stability of dam simultaneously, under the equal safe condition, the method can effectively reduce the scale of dam body.
The utility model discloses utilize sand well, shake and dash gravel pile, gravel pile etc. and have the basic treatment measure of drainage ability, when consolidating the basis, can effectively shorten basic drainage consolidation time, the basis subsides with higher speed, reduces the adverse effect of settlement to the mood after the worker during operation.
The utility model discloses utilize the scheme that the subregion was filled, subside the adverse effect to the core wall during reducing the dam body and filling, further improve the stress state of core wall.
Drawings
FIG. 1 is a layout view of dam body in the embodiment.
Fig. 2 is a typical structure diagram of the dam body in the embodiment.
FIG. 3 is a diagram of the filling partition of the dam body in the embodiment.
In the figure: 1. a reservoir bank; 2. a dam body of the asphalt concrete core rock-fill dam; 3. a soil foundation; 4. an asphalt concrete core; 5. an upstream ballast zone; 6. an upstream rockfill zone; 7. an upstream transition zone; 8. a downstream transition zone; 9. a downstream main rockfill region; 10. a downstream secondary rockfill zone; 11. a downstream ballast 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 sand well.
Detailed Description
The embodiment is an asphalt concrete core rock-fill dam arrangement structure, and asphalt concrete core rock-fill dam body river crossing is arranged, and reservoir bank is connected at dam body both ends. The whole asphalt concrete core rock-fill dam is arranged in an arch shape protruding towards the upstream.
In the embodiment, the dam axis of the dam body is formed by two arcs with the radiuses of R1 and R2 in a tangent mode in the middle of the riverbed, and when the geological conditions of the landforms at two sides are good in symmetry, the radius of the arc of R1 is equal to that of R2, and single-circle arrangement is formed; when the geological conditions of the landforms on the two banks are generally symmetrical, the arc connected with the bank slope part with the steep bank slope and the deep covering layer in the two sections of arcs of the axis of the dam adopts a smaller arc radius, and the arc connected with the bank slope part with the relatively slow bank slope and the relatively shallow covering layer adopts a relatively larger arc radius, so that a two-center circular arrangement is formed.
In the embodiment, the width delta 1 of the dam crest of the asphalt concrete core rock-fill dam is set to be narrow at both banks and gradually increased towards the middle part of the riverbed. In order to meet the dual requirements of widening the dam crest and building beauty, a control line formed by tangency of two sections of arcs with the radiuses of R3 and R4 at the middle part of the riverbed is adopted at the downstream of the dam crest, and the radius of the arc on the control line is larger than the radius of the arc of the dam axis at the corresponding part (so that tangency at the riverbed part can be ensured at the same time, and the width of the dam crest at the middle part of the riverbed is larger than the width of the dam crests of the bank slopes at two sides).
In this embodiment, the asphalt concrete core dam in the asphalt concrete core rockfill dam is located on the soil foundation, the asphalt concrete core dam is arranged at the middle upstream of the interior of the dam body, and the dam body structure sequentially includes an upstream ballast area, an upstream rockfill area, an upstream transition area, the asphalt concrete core dam, a downstream transition area, a downstream main rockfill area, a downstream secondary rockfill area and a downstream ballast area from upstream to downstream. The zones can be further subdivided according to the properties of the material source, the hydraulic transition relation among the zones and deformation coordination requirements.
In the example, the top thickness delta 2 of the downstream main rockfill area of the asphalt concrete core wall of the asphalt core-wall rockfill dam changes correspondingly with the change of the width delta 1 of the dam crest, and the filling top thickness of the downstream secondary rockfill area is kept constant. The main resistance body size of the downstream of the asphalt concrete core wall is continuously increased along with the increase of the height of the dam crest through the variable-size delta 1 and delta 2.
In this embodiment, a reverse filter layer and a transition layer are arranged between the dam body of the asphalt core rock-fill dam and the soil foundation, the bottom of the core wall is connected with a foundation seepage-proofing structure (a waterproof wall and a foundation curtain) through a foundation gallery, and the top of the core wall is connected with a wave wall.
In the embodiment, the sand well is arranged in the soil foundation below the dam body, and the sand well is utilized to shorten the drainage path of the soil foundation during filling, so that the sedimentation speed of the soil foundation is effectively accelerated. During water storage, due to the water guide effect of the sand well, the hydraulic gradient formed by the infiltration effect in the soil foundation can be effectively reduced, and the additional settlement of the upstream part of the core wall after water storage of the soil foundation is reduced. The sand well can be replaced by foundation treatment measures with a water drainage function, such as vibroflotation gravel piles, sand-gravel piles and the like, and the vibroflotation gravel piles, the sand-gravel piles and the sand well can be matched for use.
The specific construction method of the embodiment is as follows:
the construction method comprises the following steps that (1) when the asphalt concrete core rock-fill dam is constructed, 4 filling layer areas are formed along the elevation direction, and a core foundation pit filling layer area I, a middle-lower dam filling layer area II, a middle-upper dam filling layer area III and a top dam filling layer area IV are sequentially formed from bottom to top;
the middle-lower dam body filling layer area II is divided into a middle-lower part upstream first filling area II-1, a middle-lower part center wall filling area II-3 and a middle-lower part downstream first filling area II-2 from upstream to downstream; the middle-upper dam body filling layer area III is divided into a middle-upper upstream first filling area III-1, a middle-upper center wall filling area III-3 and a middle-upper downstream first filling area III-2 from upstream to downstream;
the construction method in the embodiment comprises the following steps:
and determining the partition design of dam material and main parameters of the dam axis of the two banks according to the topographic and geological conditions, the dam height, the filling material characteristics and the like of the two banks, namely determining dam layout parameters R1, R2, R3 and R4. In order to select a proper circular arc, the different arrangement schemes are contrastively analyzed by adopting three-dimensional numerical simulation calculation.
Excavating a dam foundation riverbed foundation, wherein the dam foundation comprises an asphalt concrete core wall foundation and a rockfill area foundation;
performing core wall gallery foundation treatment, constructing a diaphragm wall, and pouring a foundation gallery;
constructing a drainage facility on the soil foundation;
constructing an inner dam body and a core wall of the core wall foundation pit filling zone I to a rockfill foundation surface according to rolling process parameters of the filling material of the inner dam body of the core wall foundation pit filling zone I and asphalt concrete construction process requirements;
filling areas II-1 and II-2 at the upper and lower parts of the middle and lower part of the filling layer area II of the dam body to the designed filling top elevation;
constructing a middle-lower core wall filling area II-3 of the middle-lower dam filling area II to the designed filling top elevation;
constructing a middle-upper dam filling layer area III according to the construction sequence of the middle-lower dam filling layer area II;
constructing a top dam body filling layer area IV;
constructing the wave wall and ensuring that the seepage control requirement is met between the wave wall and the asphalt concrete core wall; constructing a dam crest transition material and a dam crest pavement structure layer;
and performing foundation curtain grouting construction through the foundation gallery.
Claims (9)
1. The utility model provides an asphalt concrete core rock-fill dam arrangement structure which characterized in that: the dam body of the asphalt concrete core rock-fill dam is arranged in an arch shape protruding towards the upstream, and the dam axis of the dam body is formed by tangency of two arcs with the radiuses of R1 and R2 at the middle part of a riverbed;
the arc connected with the bank slope part with the steep bank slope and the deep covering layer in the two sections of arcs of the dam axis adopts a smaller arc radius, and the arc connected with the bank slope part with the relatively slow bank slope and the relatively shallow covering layer adopts a relatively larger arc radius; when the two-bank terrain geological conditions are substantially symmetrical, the circular arc radius R1 is equal to R2.
2. The asphalt concrete core rock-fill dam arrangement structure of claim 1, wherein: the dam crest of the asphalt concrete core rock-fill dam body is a widened dam crest which has two narrow banks and gradually increases towards the middle of a riverbed.
3. The asphalt concrete core rock-fill dam arrangement structure of claim 2, wherein: the dam crest downstream control line is formed by tangency of two arcs with the radiuses of R3 and R4 in the middle of the riverbed, and the radiuses of the two arcs on the control line are larger than the radiuses of corresponding arcs on the dam axis.
4. An asphalt concrete core rock-fill dam arrangement according to claim 1, 2 or 3, wherein: and the asphalt concrete core wall in the dam body is arranged at the upstream position in the middle part in the dam body.
5. The asphalt concrete core rock-fill dam arrangement structure of claim 4, wherein: the top thickness of the downstream main rockfill area downstream of the asphalt concrete core wall in the dam body is correspondingly changed along with the change of the width of the dam top, and the filling top thickness of the downstream secondary rockfill area downstream of the downstream main rockfill area is kept unchanged.
6. The asphalt concrete core rock-fill dam arrangement structure of claim 1, wherein: and a reverse filtering layer and a transition layer are arranged between the asphalt concrete core rock-fill dam body and the soil foundation below the asphalt concrete core rock-fill dam body.
7. The asphalt concrete core rock-fill dam arrangement structure of claim 6, wherein: the bottom of the asphalt concrete core wall in the asphalt concrete core wall rock-fill dam body is connected with a foundation seepage-proofing structure through a foundation gallery, and the top of the asphalt concrete core wall is connected with a wave wall.
8. The asphalt concrete core rock-fill dam arrangement structure of claim 1, wherein: and a plurality of drainage facilities capable of shortening drainage paths of the soil foundation are arranged in the soil foundation below the rock-fill dam body of the asphalt concrete core wall.
9. The asphalt concrete core rock-fill dam arrangement structure of claim 8, wherein: the drainage facility adopts one or more of a sand well, a vibroflotation gravel pile and a gravel pile.
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| CN202022866435.8U CN215165306U (en) | 2020-12-03 | 2020-12-03 | Asphalt concrete core rock-fill dam arrangement structure |
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| CN202022866435.8U CN215165306U (en) | 2020-12-03 | 2020-12-03 | Asphalt concrete core rock-fill dam arrangement structure |
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