CN219118081U - Protection structure for dike head of engineering closure dike - Google Patents
Protection structure for dike head of engineering closure dike Download PDFInfo
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- CN219118081U CN219118081U CN202223444480.XU CN202223444480U CN219118081U CN 219118081 U CN219118081 U CN 219118081U CN 202223444480 U CN202223444480 U CN 202223444480U CN 219118081 U CN219118081 U CN 219118081U
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- 230000002787 reinforcement Effects 0.000 claims abstract description 57
- 239000004575 stone Substances 0.000 claims abstract description 31
- 238000010276 construction Methods 0.000 claims abstract description 8
- 239000010410 layer Substances 0.000 claims description 24
- 229910000831 Steel Inorganic materials 0.000 claims description 18
- 239000010959 steel Substances 0.000 claims description 18
- 239000002344 surface layer Substances 0.000 claims description 5
- 239000002245 particle Substances 0.000 claims description 2
- 238000009991 scouring Methods 0.000 abstract description 9
- 238000000034 method Methods 0.000 abstract description 5
- 239000000463 material Substances 0.000 description 9
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 8
- 238000011144 upstream manufacturing Methods 0.000 description 6
- 230000004888 barrier function Effects 0.000 description 5
- 238000000151 deposition Methods 0.000 description 4
- 239000011435 rock Substances 0.000 description 4
- 238000003466 welding Methods 0.000 description 4
- 239000004576 sand Substances 0.000 description 3
- 238000005266 casting Methods 0.000 description 2
- 230000000694 effects Effects 0.000 description 2
- 239000000203 mixture Substances 0.000 description 2
- 238000012986 modification Methods 0.000 description 2
- 230000004048 modification Effects 0.000 description 2
- 230000001681 protective effect Effects 0.000 description 2
- 239000002689 soil Substances 0.000 description 2
- 239000007787 solid Substances 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 239000008399 tap water Substances 0.000 description 1
- 235000020679 tap water Nutrition 0.000 description 1
- 238000005406 washing Methods 0.000 description 1
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Abstract
The utility model provides an engineering closure dike dyke head protection structure, which relates to the technical field of hydraulic engineering and comprises a bottom protection reinforcement cage, a top protection reinforcement cage and a protection part, wherein the protection part is arranged on a river bank slope, the top protection reinforcement cage is arranged on the protection part, the protection part comprises a base part and an upper layer part which are arranged in a layered manner, the base part and the upper layer part are both composed of block stones, the diameter of the block stone of the base part is smaller than that of the upper layer part, the upper layer part is arranged between the bottom protection reinforcement cage and the top protection reinforcement cage and respectively abuts against the bottom protection reinforcement cage and the top protection reinforcement cage, and weight increasing parts are arranged in the bottom protection reinforcement cage and the top protection reinforcement cage, so that intermittent collapse caused by permeation and scouring of a lower corner of a dike in the process of taking up is avoided, the dike dyke head is firm and stable, the construction is convenient, economical and reasonable, and the safety closure of the dike is ensured.
Description
Technical Field
The utility model relates to the technical field of hydraulic engineering, in particular to an engineering closure dike head protection structure.
Background
In engineering closure, measures should be taken to protect the dike head before closure. The throwing material at the dike head of the dike is influenced by disturbance and scouring of water flow in the intercepting period, and the phenomenon that a small amount of throwing material is taken away by the water flow and the dike head is partially collapsed after long-time scouring exists. When the width of the closure is smaller than a certain degree, the seepage flow and the flow velocity of the dike are increased, the downstream side of the dike is influenced by the convex mountain, the high flow velocity washes the lower corner of the dike, and the lower corner of the dike is intermittently collapsed by seepage and washing in the occupying process. If the dike is simply advanced by adopting a rock block and soil and stone mixture mode to occupy the dike head for protection before interception, the safety risk is high, the casting loss is large, and the interception failure can be caused, so that the engineering safety is seriously endangered. The protection structure of the engineering closure dike head is specially developed for solving the problems that the stability of the dike head is ensured, the engineering safety and smooth closure are realized under the condition that the engineering properties such as a covering layer formed by depositing deep and weak barrier lake phases are poor in the impact resistance of a sand pebble layer on the surface layer of a riverbed.
Disclosure of Invention
The utility model aims to provide an engineering closure dike head protection structure, which solves the problems that the sand-gravel layer on the surface of a river bed has poor impact resistance, and the stability of the dike head is ensured under the condition of poor engineering properties such as a covering layer formed by depositing deep and weak barrier lake phases, and the engineering safety and smooth closure are realized.
In order to solve the problems, the utility model provides an engineering closure dike head protection structure, which comprises a bottom protection reinforcement cage, a top protection reinforcement cage and a protection part, wherein the protection part is arranged on the dike, the top protection reinforcement cage is arranged on the protection part, the protection part comprises a base part and an upper layer part which are arranged in a layered manner, the base part and the upper layer part are both composed of block stones, the diameter of the block stone of the base part is smaller than that of the upper layer part, the upper layer part is arranged between the bottom protection reinforcement cage and the top protection reinforcement cage and respectively props against the bottom protection reinforcement cage and the top protection reinforcement cage, and weight increasing parts are arranged in the bottom protection reinforcement cage and the top protection reinforcement cage.
According to an embodiment of the present utility model, the base portion includes a bank head protection region and a surface layer protection region.
According to one embodiment of the utility model, the stone block diameter in the upper layer part is more than or equal to 1m.
According to one embodiment of the utility model, the diameter of the block stone in the base part is 0.5 m-0.8 m.
According to an embodiment of the utility model, the weighting portion comprises stone.
According to an embodiment of the utility model, the steel mesh space between the bottom protection steel reinforcement cage and the top protection steel reinforcement cage is 20cm, and the stone particle size of the weight increasing part is not less than 30cm.
According to an embodiment of the utility model, the stones are densely filled in the bottom protection reinforcement cage and the top protection reinforcement cage.
According to an embodiment of the utility model, the top protection reinforcement cage is provided with a plurality of layers and is arranged in a step-like manner.
According to an embodiment of the utility model, the base portion has a thickness greater than a thickness of the upper layer portion.
The utility model has the beneficial effects that under the difficult conditions of poor impact resistance of the sand pebble layer on the surface layer of the river bed and poor engineering properties such as a covering layer formed by depositing deep and weak barrier lake, the engineering interception can obtain obvious effects, and special materials such as reinforcement cages can comprehensively protect the dike head and the upstream and downstream of the dike in a certain range, so that intermittent collapse caused by permeation and scouring of the lower pick angle of the dike in the process of occupation is avoided, the dike head is solid and stable, the construction is convenient, quick, economic and reasonable, and the stability of the dike head and the engineering safe interception are ensured.
Drawings
The utility model will be further described with reference to the drawings and examples.
FIG. 1 is a sectional layout view of a dike head protection structure of an engineering closure dike;
FIG. 2 is a plan view of a dike head protection structure of an engineering closure dike;
FIG. 3 is a cross-sectional view of a dike structure in an application case.
Detailed Description
The following description is presented to enable one skilled in the art to practice the utility model and is provided only to enable the utility model. The embodiments in the following description are by way of example only and other obvious variations will occur to those skilled in the art. The basic principles of the utility model defined in the following description may be applied to other embodiments, variations, modifications, equivalents, and other arrangements without departing from the spirit and scope of the utility model.
[ example 1 ]
A dike head protection structure for an engineering closure dike is shown in figure 1, and comprises a bottom protection reinforcement cage 1, a top protection reinforcement cage 4 and a protection part, wherein the bottom protection reinforcement cage 1 is arranged on a river bed, the optimized width is equal to the river bed between the left and right advancing sections, the specification size of the bottom protection reinforcement cage 1 is 1m multiplied by 2m (length multiplied by width multiplied by height), and the main reinforcement and the secondary reinforcement of the gabion are all C20 reinforcement bars. The spacing between the steel bar grids is 20cm, and arc lap welding is adopted for welding.
The specification and the size of the top protection reinforcement cage 4 are 1m multiplied by 2m (length multiplied by width multiplied by height), and the main reinforcement and the secondary reinforcement of the gabion are all C20 reinforcement. The spacing between the steel bar grids is 20cm, and arc lap welding is adopted for welding.
The bottom protection reinforcement cage 1 and the top protection reinforcement cage 4 are internally provided with weight increasing parts, the weight increasing parts are preferentially stone blocks, the cost is low, local materials can be obtained, the stone blocks are stacked in the reinforcement cages, the grain size of the stone blocks is not less than 30cm, and the inside is filled compactly.
The protection portion is used for setting up on the river bank side slope, as fig. 1, and top protection steel reinforcement cage 4 sets up on the protection portion, and the protection portion includes the basal portion 2 and the upper portion 3 of layering setting, and basal portion 2 and upper portion 3 are constituteed by the stone, and the stone diameter of basal portion is less than the stone diameter of upper portion, and basal portion 2 comprises big stone promptly, and upper portion 3 comprises super-huge stone, and wherein big stone can adopt construction local material piece building stones, and the piece diameter requirement is between 50cm and 80 cm. The ultra-large stone adopts construction local material block stones, and the block diameter is required to be larger than 100cm. The upper layer portion 3 is arranged between the bottom protection reinforcement cage 1 and the top protection reinforcement cage 4 and respectively abuts against the bottom protection reinforcement cage 1 and the top protection reinforcement cage 4, and under the action of pressure, the stability of the upper layer portion 3 is guaranteed, and collapse caused by scouring is avoided.
Preferably, as shown in fig. 1, the base part 2 comprises a dyke head protection area 21 and a surface protection area 22, wherein the surface protection area 22 is horizontally arranged on the upper layer of the dyke, so that the river bank can press the protection part towards the center direction of the river due to pressure when the river bank is prevented from intercepting the river, and the dyke head protection area 21 is arranged on the occupied lift.
Preferably, the thickness of the base portion 2 is greater than the thickness of the upper layer portion 3. The stability is improved.
As shown in fig. 1, the top protective reinforcement cage 4 may be provided with several layers when arranged and arranged in a stepped manner.
The highest point of the top protective reinforcement cage 4 should be higher than the average water level during construction.
Specifically, the practical application case of the scheme is as follows: the Lawa hydropower station is positioned at the upstream of Jinsha river, the hub adopts a concrete face rockfill dam arranged on a river bed, the dam top elevation is 2709m, the dam top length is 398m, the dam top width is 15m, and the maximum dam height is 239m. The barrage diversion project comprises 2 diversion tunnels, and an upstream annual earth-rock cofferdam and a downstream annual earth-rock cofferdam which are arranged in parallel on the right bank.
Upstream cofferdam weir crest elevation 2597m, weir crest length 187.75m, weir crest width 15m, maximum weir height 60m. As shown in fig. 3, the closure dike is combined with the cofferdam weir body and is arranged at the downstream of the cofferdam impervious wall axis, and is about 210m away from the downstream side wing wall head of the diversion tunnel inlet and is vertical to the main river bed. The dike is parallel to the upstream cut-off wall at a distance of 72.5m and parallel to the cofferdam axis at a distance of about 75m.
The engineering shutoff standard of the Lawa hydropower station adopts the average design flow Q=639m3/s of 11 months in 10 years, which corresponds to the water retaining level 2548.193m of the closure dike and the elevation 2550m of the dike top. The river channel in the construction area of the closure dike is a covering layer formed by depositing deep and weak barrier lakes, the engineering properties are poor, and the thickness of the covering layer is 65-68 m. After the white grid barrier lake is subjected to dam-breaking flood, the river bed in the dam site area of the Lawa hydropower station is averagely reduced by 1-2 m, and the impact resistance of the surface layer Qal-5 sand pebble layer is poor. The single-prop wide-prop dike is adopted in the Lawa hydropower station engineering to throw the intercepting material from the left shore of the closure mouth to the right shore for occupying, gradually narrow the closure mouth until all the closure mouth is blocked.
In engineering closure, measures should be taken to protect the dike head before closure. According to the Lawa hydropower station engineering closure model test (flow rate of Q=639m) 3 And/s) results show that the drop height of a closure tap of the Lawa hydropower station engineering reaches 9.41m, the maximum flow velocity of the tap reaches 11.30m/s, the maximum flow velocity of the angle of the dike head exceeds 3.56m/s, the average flow velocity of the dike axis is 2.52m/s, the water depth of the dike axis exceeds 8.34m, and the unit power of the maximum tap water flow reaches 79.39 t.m/(s.m). In the simulated throwing process, when the width of the closure is 23.00m and 10.00m, the maximum flow velocity at the axis of the banquette reaches 7.85m/s and 8.66m/s respectively. The main flow advancing direction of the natural river is not changed in the advance occupying stage, and the water flows smoothly at the tap hole and nearby. The throwing material at the dike head of the dike is influenced by disturbance and scouring of water flow in the intercepting period, and the phenomenon that a small amount of throwing material is taken away by the water flow and the dike head is partially collapsed after long-time scouring exists. When the width of the closure is smaller than 44.00m, the seepage flow and flow rate of the dyke are increased, the downstream side of the dyke is influenced by the right protruding mountain, the high flow rate forms scouring to the lower corner of the dyke, and the lower corner of the dyke is intermittently collapsed by seepage and scouring in the occupying process. If the dike is simply advanced by adopting a rock block and soil and stone mixture mode to occupy the dike head for protection before interception, the safety risk is high, the casting loss is large, the interception failure can be possibly caused, the engineering safety is seriously endangered, after the scheme is adopted, the dike head and the upstream and downstream of the dike are comprehensively protected in a certain range, the dike head is solid and stable, the construction is convenient, fast, economical and reasonable, the stability of the dike head and the engineering safety interception are ensured, and the effect is obvious when the dike head is successfully applied to the engineering interception of a Lawa hydropower station.
It will be appreciated by persons skilled in the art that the embodiments of the utility model described above and shown in the drawings are by way of example only and are not limiting. The objects of the present utility model have been fully and effectively achieved. The functional and structural principles of the present utility model have been shown and described in the examples and embodiments of the utility model are susceptible to any variations and modifications without departing from the principles.
Claims (9)
1. The utility model provides an engineering closure dike dyke head protection architecture which characterized in that: including bottom protection steel reinforcement cage (1), top protection steel reinforcement cage (4) and guard portion, guard portion is used for setting up on the banquette, top protection steel reinforcement cage (4) set up on the guard portion, guard portion is including the basal part and the upper portion of layering setting, basal part (2) and upper portion (3) are constituteed by the tuberous stone, the tuberous stone diameter of basal part is less than the tuberous stone diameter of upper portion, upper portion sets up between bottom protection steel reinforcement cage (1) and top protection steel reinforcement cage (4) and respectively with bottom protection steel reinforcement cage (1) and top protection steel reinforcement cage (4) offset, be equipped with weight increasing portion in bottom protection steel reinforcement cage (1), the top protection steel reinforcement cage (4).
2. The engineering closure dike head protection structure according to claim 1, wherein: the base part (2) comprises a dyke head protection area (21) and a surface layer protection area (22).
3. The engineering closure dike head protection structure according to claim 1, wherein: the diameter of the stone block in the upper layer part (3) is more than or equal to 1m.
4. A construction closure dike head protection structure according to claim 3, wherein: the diameter of the block stone in the base part (2) is 0.5 m-0.8 m.
5. An engineering closure dike head protection structure according to any one of claims 1 to 4, wherein: the weighting portion includes a stone block.
6. The engineering closure dike head protection structure according to claim 5, wherein: the steel bar mesh space between the bottom protection steel bar cage (1) and the top protection steel bar cage (4) is 20cm, and the stone particle size of the weight increasing part is not less than 30cm.
7. The engineering closure dike head protection structure according to claim 6, wherein: the stone blocks are densely filled in the bottom protection reinforcement cage (1) and the top protection reinforcement cage (4).
8. An engineering closure dike head protection structure according to any one of claims 1 to 4, 6 and 7, wherein: the top protection reinforcement cage (4) is provided with a plurality of layers and is arranged in a step shape.
9. The engineering closure dike head protection structure according to claim 4, wherein: the thickness of the base part (2) is larger than that of the upper layer part (3).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202223444480.XU CN219118081U (en) | 2022-12-22 | 2022-12-22 | Protection structure for dike head of engineering closure dike |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202223444480.XU CN219118081U (en) | 2022-12-22 | 2022-12-22 | Protection structure for dike head of engineering closure dike |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN219118081U true CN219118081U (en) | 2023-06-02 |
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Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202223444480.XU Active CN219118081U (en) | 2022-12-22 | 2022-12-22 | Protection structure for dike head of engineering closure dike |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN219118081U (en) |
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- 2022-12-22 CN CN202223444480.XU patent/CN219118081U/en active Active
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