CN210917200U - Permanent structure of renovating of dammed lake - Google Patents
Permanent structure of renovating of dammed lake Download PDFInfo
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- CN210917200U CN210917200U CN201921260006.7U CN201921260006U CN210917200U CN 210917200 U CN210917200 U CN 210917200U CN 201921260006 U CN201921260006 U CN 201921260006U CN 210917200 U CN210917200 U CN 210917200U
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- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
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- Y02A10/30—Flood prevention; Flood or storm water management, e.g. using flood barriers
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Abstract
The utility model discloses a permanent treatment structure of a dammed lake, which comprises a protective device arranged at the top of a dammed body, a first-stage water-permeable overflow slag-stopping dam arranged at the foot of a weir at the downstream of the dammed body and a second-stage water-permeable overflow slag-stopping dam arranged on a river channel at the downstream of the dammed body; the top of the weir plug body is provided with a drainage channel along the water flow direction, and the protection device comprises a gabion retaining wall on the side surface of the drainage channel and a gabion mesh covered on other parts of the surface of the weir plug body; a first-stage slag blocking pool is formed between the weir plug body and the first-stage water-permeable overflow slag blocking dam; the top of the first-stage water-permeable overflow slag blocking dam is higher than that of the second-stage water-permeable overflow slag blocking dam, and a second-stage slag blocking stilling pool is formed between the first-stage water-permeable overflow slag blocking dam and the second-stage water-permeable overflow slag blocking dam. The utility model discloses do not disturb the landslide body, do not dig except that the weir cock body, can avoid the great potential safety hazard of construction period, can eliminate the secondary flood calamity that the weir of bursting arouses simultaneously, not only economy but also safety.
Description
Technical Field
The utility model relates to a hydraulic engineering specifically indicates a permanent structure of renovating of dammed lake of multiple protection.
Background
The barrier lake is a lake formed by the fact that under certain geological and landform conditions, a valley or a river bed is transversely blocked by a natural dam formed by a river valley bank slope which is rapidly collapsed, a landslide, a debris flow, a deposit or a volcanic eruption generated by glaciers and snow melting activities under the action of dynamic geology, and the upstream section is choked. And the accumulation body with certain water retaining capacity for blocking the river channel is called as a weir plug body. Because the naturally-piled damming body has loose structure and large porosity, the dam is difficult to resist the constantly-rising lake level, and when the dam is burst and flood is discharged instantly, a high-head flood disaster is formed on the downstream. The barrier lake is very huge in harm, the higher the barrier dam is, the more the water is stored, and the stronger the destructive power is. But also dammed lake disasters are hysteretic and relatively long in duration.
In 14 days 6 and 14 days 2011, in the midstream river section of the flat ferry in the second barren terrace village in the niche and the county in Hubei, the river channel is blocked after landslide to form a dammed lake, the dammed lake has the advantages of wide rain collecting area, large water body and loose weir body structure of the second barren terrace, and once the dammed weir can bring serious flood disasters to residents on two sides of the downstream river channel, farmlands and important buildings along the river. After the dangerous case occurs, a drainage channel is excavated on the left side of the top of the weir plug body for emergency rescue. In 2011, the flat river crossing in 9 months has autumn flood, the drainage channel has erosion and expansion, and rock blocks and stone slag spread to a downstream river channel under the push of flood, so that the normal application of a downstream Baihui ditch power station is directly influenced. If effective treatment is not carried out, the arrangement of the immigration at the lower reaches of the weir body and the abandonment of the multi-user ditch power station cause the economic loss to be about 2 hundred million yuan.
The prior art generally adopts a method of demolition and blasting or excavation, but the method has the defects that the landslide body is not treated yet, and the rock ballast remaining on the sliding edge of the landslide body is still in a limit balance state, so that the hidden danger of the flood collapse and the water and soil loss hazard exists in the weir plug body, and the construction safety can not be ensured when the weir plug body is excavated or disturbed.
Therefore, it is necessary to develop an economical and safe permanent damming structure of the dammed lake without disturbing the landslide body and digging out the damming body.
Disclosure of Invention
The utility model aims at solving the defects of the prior art and providing a barrier lake renovation structure which does not disturb the landslide body, does not dig out the barrier plug body and is economic and safe.
The technical scheme of the utility model is that: the utility model aims at solving the defects of the prior art and providing a permanent damming structure of a damming lake, which does not disturb the landslide body, dig out the damming body and is economic and safe.
The technical scheme of the utility model is that: a permanent treatment structure of a dammed lake is characterized by comprising a protective device arranged at the top of a dammed body, a first-stage water-permeable overflow slag-blocking dam arranged at a weir foot of the downstream of the dammed body and a second-stage water-permeable overflow slag-blocking dam arranged on a river channel of the downstream of the dammed body;
the top of the weir plug body is provided with a drainage channel along the water flow direction, and the protection device comprises gabion retaining walls on two side walls in the drainage channel and gabion nets covering the surfaces of the weir plug bodies on the bottom of the drainage channel and the two transverse sides of the drainage channel;
a first-stage slag blocking pool is formed between the weir plug body and the first-stage water-permeable overflow slag blocking dam; the top of the first-stage water-permeable overflow slag blocking dam is higher than that of the second-stage water-permeable overflow slag blocking dam, and a second-stage slag blocking stilling pool is formed between the first-stage water-permeable overflow slag blocking dam and the second-stage water-permeable overflow slag blocking dam.
Preferably, the overflow sediment dam that permeates water of first order is including the dam foundation of embedding basement rock and the first mound self-compaction concrete of dam foundation top, be equipped with the first calandria of many axial along the rivers direction on the first mound self-compaction concrete, many first calandria horizontal intervals set up the in line, and the vertical interval of the first calandria of multirow sets up, first calandria import department is equipped with first anti-filter layer.
Furthermore, the dam foundation is provided with first deep grooves along the transverse direction of the river channel at the joints of the upstream and downstream edges and the bedrock, a first concrete plug is filled in each first deep groove, and the first concrete plug is transversely wider than the dam foundation.
Preferably, the second grade overflow sediment dam that permeates water is including the second rockfill self-compaction concrete of embedding basement rock, establish many axial second drain pipes along the rivers direction on the second rockfill self-compaction concrete, many second drain pipe horizontal separation set up the in-line, and the vertical interval of multirow second drain pipe sets up, second drain pipe import department is equipped with the second reversed filter.
Furthermore, the second grade overflow sediment dam that permeates water all is equipped with horizontal second deep trouth at upper and lower reaches edge and basement rock junction, the second deep trouth is backfilled with the second concrete stopper, the second concrete stopper is transversely wider than the overflow sediment dam that permeates water of second grade.
Preferably, the top of the first-stage water-permeable overflow slag blocking dam is consistent in transverse height to form full-section overflow, and the height of the top is lower than the designed flood level of the first-stage slag blocking pool; the top of the second-stage water-permeable overflow slag blocking dam is consistent in transverse height to form full-section overflow, and the top height is lower than the designed flood level of the second-stage slag blocking stilling pool.
The utility model has the advantages that:
1. triple protection, permanent treatment of the weir plug body. Firstly, a gabion cage net and a gabion retaining wall protection weir dam body surface emergency drainage channel are adopted at the top of a weir dam body to prevent water flow from scouring and eroding the weir dam body to cause weir breaking; secondly, arranging a first-stage water-permeable overflow slag blocking dam at the weir foot; and finally, arranging a second-stage water-permeable overflow slag blocking dam at a proper position downstream. The first-stage water-permeable overflow slag-blocking dam is higher than the second-stage water-permeable overflow slag-blocking dam, most of the bed load is blocked by the first-stage water-permeable overflow slag-blocking dam, and a small amount of bed load enters the downstream second-stage water-permeable overflow slag-blocking dam.
2. The plunge pool formed by the second-stage water-permeable overflow slag-blocking dam is used as a stilling pool of the first-stage water-permeable overflow slag-blocking dam, and the second-stage water-permeable overflow slag-blocking dam has smaller height, so that the dam-passing water flow can be used as natural sea water for energy dissipation, and the stilling pool and the slag-blocking pool are formed between the first-stage water-permeable overflow slag-blocking dam and the second-stage water-permeable overflow slag-blocking dam.
3. The first-stage permeable overflow slag blocking dam and the second-stage permeable overflow slag blocking dam are both rigid concrete permeable gravity dams, and a plurality of layers of concrete drain pipes are arranged in the dam body of each concrete gravity dam. The design of the permeable dam reduces the upstream water pressure and the substrate uplift pressure, reduces the sliding force and the overturning force, increases the stability of skid resistance and overturning resistance, reduces the section of the dam body and the engineering quantity under the condition of certain safety coefficient, and reduces the engineering investment.
4. The first-stage water-permeable overflow slag blocking dam and the second-stage water-permeable overflow slag blocking dam adopt full-section overflow, the total width of an overflow front edge is increased, and the overflow capacity meets the flood discharge requirement.
5. The elevation of the downstream toe of the first-stage permeable overflow slag blocking dam is about 3.0m lower than the top surface of the covering layer of the original riverbed so as to increase the thickness of the water cushion of the toe and eliminate part of water energy. The first deep groove and the second deep groove are backfilled by concrete plugs, and the concrete plugs are transversely wider than the dam body at the upstream and the downstream so as to increase the overall stability of the dam body.
6. Simple structure, construction convenience combines emergent processing to carry out permanent renovation according to local conditions, does not disturb the landslide body, does not excavate the weir cock body, avoids the major potential safety hazard of construction period, compares prior art and excavates the weir cock body, economic safety.
Drawings
FIG. 1 is a schematic view of the structure of the present invention
FIG. 2 is a cross-sectional view taken along line B-B in FIG. 1
FIG. 3 is a schematic view of a first-stage permeable overflow dam
FIG. 4 is a schematic view of a second stage of a permeable overflow dam
Wherein: 1-weir plug body 2-first stage water-permeable overflow slag blocking dam 3-second stage water-permeable overflow slag blocking dam 4-gabion mesh 4.1-gabion retaining wall 5-bed rock 6-drainage channel 7-first stage slag blocking pool 8-second stage slag blocking stilling pool 9-dam foundation 10-first stacking stone self-compacting concrete 11-first drainage pipe 12-first deep groove 12.1-first concrete plug 13-first stage slag blocking pool design sludge top surface 14-first stage slag blocking pool design flood level 15-second stage slag blocking pool design sludge top surface 16-second stage slag blocking pool design flood level 17-second stacking stone self-compacting concrete 18-second drainage pipe 19-second deep groove 19.1-second concrete plug.
Detailed Description
The present invention will be described in further detail with reference to the following drawings and specific embodiments.
As shown in fig. 1-4, the utility model provides a permanent treatment structure for a dammed lake, which comprises a protective device arranged on the top of a dammed body 1, a first-stage water-permeable overflow slag-blocking dam 2 arranged at the downstream weir foot of the dammed body 1, and a second-stage water-permeable overflow slag-blocking dam 3 arranged on the downstream river of the dammed body 1; the weir plug body 1 is provided with a drainage channel 6 extending from the top to the downstream weir foot, and the protection device comprises gabion retaining walls 4.1 arranged on two lateral side walls in the drainage channel 6 and gabion nets 4 covering the bottom of the drainage channel 6 and the surfaces of the weir plug body 1 on two lateral sides of the drainage channel 6; the elevation of the upstream side of the bottom of the drainage channel 6 is flush with the elevation of the top of the first-stage water-permeable overflow slag blocking dam 2; a first-stage slag blocking pool 7 is formed between the weir plug body 1 and the first-stage permeable overflow slag blocking dam 2; the top of the first-stage water-permeable overflow slag blocking dam 2 is higher than that of the second-stage water-permeable overflow slag blocking dam 3, and a second-stage slag blocking absorption basin 8 is formed between the first-stage water-permeable overflow slag blocking dam 2 and the second-stage water-permeable overflow slag blocking dam 3. In this embodiment, the water flow direction is from left to right in fig. 1, and the transverse direction is the transverse direction of the river channel, which is the same as the left-right direction in fig. 2.
First-order overflow that permeates water blocks sediment dam 2 is equipped with many axial along the first outlet pipe 11 of rivers direction on the first heap stone self-compaction concrete 10 including the dam foundation 9 of embedding basement rock 5 and the first heap stone self-compaction concrete 10 of dam foundation 9 top, many first outlet pipes 11 horizontal intervals set up the in line, the vertical interval setting of the first outlet pipe 11 of multirow, the import department of the 11 upper reaches sides of first outlet pipe is equipped with first inverted filter (not marked in the figure).
The dam foundation 9 is provided with first deep grooves 12 along the transverse direction of the river channel at the joints of the upstream and downstream edges and the bedrock 5, first concrete plugs 12.1 are filled in the first deep grooves 12, and the first concrete plugs 12.1 are transversely wider than the dam foundation 9.
In the embodiment, the diameter of the first drainage pipe 11 is 30cm, and the elevation of the downstream toe (the downstream part of the dam foundation 9) of the first-stage water-permeable overflow slag blocking dam 2 is about 3.0m lower than the top surface of the original riverbed covering layer, so that the thickness of the water cushion of the toe is increased, and part of water energy is eliminated.
The second grade overflow sediment dam 3 that permeates water includes second rockfill self-compaction concrete 17 of embedding basement rock 5, establishes many axial second drain pipes 18 along the rivers direction on the second rockfill self-compaction concrete 17, and many second drain pipes 18 horizontal interval set up the line, and the vertical interval of multirow second drain pipe 18 sets up, and the import department of second drain pipe 18 upper reaches side is equipped with the second anti-filter layer (not marked in the picture).
The second-stage water-permeable overflow slag blocking dam 3 is provided with transverse second deep grooves 19 at the joints of the upstream and downstream edges and the bedrock 5, a second concrete plug 19.1 is backfilled in each second deep groove 19, and each second concrete plug 19.1 is transversely wider than the second-stage water-permeable overflow slag blocking dam 3.
In this embodiment, the second drain pipe 18 has a diameter of 30 cm.
The top of the first-stage water-permeable overflow slag blocking dam 2 is uniformly formed with full-section overflow along the transverse direction, the height of the top is lower than the designed flood level 14 of the first-stage slag blocking pool, and the top surface of the first-stage water-permeable overflow slag blocking dam 2 is the designed sludge top surface 13 of the first-stage slag blocking pool; the top of the second-stage water-permeable overflow slag-retaining dam 3 is uniformly formed into full-section overflow along the transverse direction, the height of the top of the second-stage water-permeable overflow slag-retaining dam is lower than the designed flood level 16 of the second-stage slag-retaining stilling pool, and the top surface of the second-stage water-permeable overflow slag-retaining dam 3 is the designed sludge top surface 15 of the second-stage slag-retaining pool.
In this embodiment, the first-stage water-permeable overflow slag blocking dam 2 and the second-stage water-permeable overflow slag blocking dam 3 are rigid concrete water-permeable gravity dams formed by rock-fill concrete, and the construction process of self-compacting concrete is adopted, so that the practical problems of short construction period, heavy task and construction site limitation are effectively solved. The strength, elastic modulus and other basic mechanical properties of the self-compacting concrete are similar to those of common mass concrete, and the self-compacting concrete completely fills the gaps of the rockfill by means of self weight by utilizing the characteristics of high fluidity and high penetrability of the special self-compacting concrete to form the mass concrete which is complete, compact, low in hydration heat and capable of meeting the strength requirement. The first-stage water-permeable overflow slag blocking dam 2 and the second-stage water-permeable overflow slag blocking dam 3 are internally provided with drain pipes respectively, so that the upstream water pressure and the substrate uplift pressure are reduced, the sliding force and the overturning force are reduced, the anti-sliding and anti-overturning stability is improved, the section and the engineering quantity of a dam body are reduced under the condition of certain safety coefficient, and the engineering investment is reduced.
The flood standard of the first-stage water-permeable overflow slag-blocking dam 2 is designed to be 20 years in flood recurrence period, and the flood standard of the second-stage water-permeable overflow slag-blocking dam 3 is designed to be 10 years in flood recurrence period. In the embodiment, the weir plug body has a bottom length of about 110m, a middle length of about 80m and an upper length of about 60m along the river direction; the length of the weir crest vertical to the water flow direction is about 70 m; the average height of the weir body is about 40 m; the total square amount of the sliding mass is about 27 ten thousand meters3Total area covered by check net 12000m2The height of the first-stage water-permeable overflow slag blocking dam 2 is about 25.5m, and the height of the second-stage water-permeable overflow slag blocking dam 3 is about 12.5 m.
Claims (6)
1. A permanent treatment structure of a dammed lake is characterized by comprising a protective device arranged at the top of a dammed body (1), a first-stage water-permeable overflow slag-blocking dam (2) arranged at a downstream weir foot of the dammed body (1) and a second-stage water-permeable overflow slag-blocking dam (3) arranged on a downstream river channel of the dammed body (1);
a drainage channel (6) along the water flow direction is arranged at the top of the weir plug body (1), and the protection device comprises gabion retaining walls (4.1) on two inner side walls of the drainage channel (6) and gabion nets (4) covering the channel bottom of the drainage channel (6) and the surfaces of the weir plug body (1) on two transverse sides of the drainage channel (6);
a primary slag blocking pool (7) is formed between the weir plug body (1) and the first-stage permeable overflow slag blocking dam (2); the top of the first-stage water-permeable overflow slag blocking dam (2) is higher than that of the second-stage water-permeable overflow slag blocking dam (3), and a second-stage slag blocking stilling pool (8) is formed between the first-stage water-permeable overflow slag blocking dam (2) and the second-stage water-permeable overflow slag blocking dam (3).
2. A permanent damming structure of a dammed lake according to claim 1, wherein the first-stage water-permeable overflow slag-blocking dam (2) comprises a dam foundation (9) embedded in a bedrock (5) and first piled stone self-compacting concrete (10) above the dam foundation (9), a plurality of first drainage pipes (11) axially arranged along the water flow direction are arranged on the first piled stone self-compacting concrete (10), the plurality of first drainage pipes (11) are horizontally arranged in a row at intervals, a plurality of rows of first drainage pipes (11) are vertically arranged at intervals, and a first reverse filtering layer is arranged at the inlet of each first drainage pipe (11).
3. A barrier lake permanent treatment structure as claimed in claim 2, wherein the dam foundation (9) is formed with a first deep groove (12) at the junction of the upstream and downstream edges and the bedrock (5) in the transverse direction of the river, the first deep groove (12) is backfilled with a first concrete plug (12.1), and the first concrete plug (12.1) is wider in the transverse direction than the dam foundation (9).
4. A barrier lake permanent remediation structure as claimed in claim 1 wherein the second stage water permeable overflow dam (3) comprises second rockfill self-compacting concrete (17) embedded in bedrock (5), a plurality of second water drainage pipes (18) are arranged on the second rockfill self-compacting concrete (17) axially along the water flow direction, the plurality of second water drainage pipes (18) are horizontally arranged in a row at intervals, the plurality of rows of second water drainage pipes (18) are vertically arranged at intervals, and a second inverted filter layer is arranged at the inlet of the second water drainage pipes (18).
5. A barrier lake permanent treatment structure as claimed in claim 4, wherein the second level water-permeable overflow dam (3) is provided with a second transverse deep groove (19) at the junction of the upstream and downstream edges and the bedrock (5), the second deep groove (19) is filled with a second concrete plug (19.1), and the second concrete plug (19.1) is transversely wider than the second level water-permeable overflow dam (3).
6. A barrier lake permanent treatment structure as claimed in claim 1, wherein the top of the first stage water permeable overflow barrier dam (2) is of uniform height along the transverse direction to form a full-face overflow and the top height is lower than the designed flood level (14) of the first stage slag barrier pond; the top of the second-stage water-permeable overflow slag blocking dam (3) is consistent along the transverse height to form full-section overflow, and the height of the top of the second-stage water-permeable overflow slag blocking dam is lower than the designed flood level (16) of the second-stage slag blocking stilling pool.
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| Application Number | Priority Date | Filing Date | Title |
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| CN201921260006.7U CN210917200U (en) | 2019-08-05 | 2019-08-05 | Permanent structure of renovating of dammed lake |
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| CN201921260006.7U CN210917200U (en) | 2019-08-05 | 2019-08-05 | Permanent structure of renovating of dammed lake |
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111893952A (en) * | 2020-08-11 | 2020-11-06 | 南昌大学 | Dam body of damming lake drainage dam breaks dam protection system gradually |
| CN112878277A (en) * | 2021-03-16 | 2021-06-01 | 长江勘测规划设计研究有限责任公司 | Barrier lake drainage groove chain gabion string body protection structure and use method |
| CN114855709A (en) * | 2021-07-08 | 2022-08-05 | 张征骥 | Combined dam and relieving pressure method |
-
2019
- 2019-08-05 CN CN201921260006.7U patent/CN210917200U/en active Active
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111893952A (en) * | 2020-08-11 | 2020-11-06 | 南昌大学 | Dam body of damming lake drainage dam breaks dam protection system gradually |
| CN112878277A (en) * | 2021-03-16 | 2021-06-01 | 长江勘测规划设计研究有限责任公司 | Barrier lake drainage groove chain gabion string body protection structure and use method |
| CN112878277B (en) * | 2021-03-16 | 2023-12-05 | 长江勘测规划设计研究有限责任公司 | Protective structure of barrier lake drainage groove chain gabion string body and use method |
| CN114855709A (en) * | 2021-07-08 | 2022-08-05 | 张征骥 | Combined dam and relieving pressure method |
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