CN112431171A - Underwater throwing-filling type isolation dam and implementation method thereof - Google Patents
Underwater throwing-filling type isolation dam and implementation method thereof Download PDFInfo
- Publication number
- CN112431171A CN112431171A CN202011395937.5A CN202011395937A CN112431171A CN 112431171 A CN112431171 A CN 112431171A CN 202011395937 A CN202011395937 A CN 202011395937A CN 112431171 A CN112431171 A CN 112431171A
- Authority
- CN
- China
- Prior art keywords
- dam
- wall
- underwater
- cast
- dam body
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Granted
Links
Images
Classifications
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02B—HYDRAULIC ENGINEERING
- E02B7/00—Barrages or weirs; Layout, construction, methods of, or devices for, making same
- E02B7/02—Fixed barrages
- E02B7/04—Dams across valleys
- E02B7/06—Earth-fill dams; Rock-fill dams
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02B—HYDRAULIC ENGINEERING
- E02B7/00—Barrages or weirs; Layout, construction, methods of, or devices for, making same
- E02B7/20—Movable barrages; Lock or dry-dock gates
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D15/00—Handling building or like materials for hydraulic engineering or foundations
- E02D15/10—Placing gravel or light material under water inasmuch as not provided for elsewhere
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D19/00—Keeping dry foundation sites or other areas in the ground
- E02D19/02—Restraining of open water
- E02D19/04—Restraining of open water by coffer-dams, e.g. made of sheet piles
Landscapes
- Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Civil Engineering (AREA)
- Mechanical Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- Revetment (AREA)
Abstract
本发明涉及一种水下抛填式隔离坝结构及其实施方法。本发明的目的是提供一种水下抛填式隔离坝及其实施方法，以解决新坝建设对水库现有运行的影响和施工导、截流的难题。本发明的技术方案是：一种水下抛填式隔离坝，其特征在于：该隔离坝坐落于土质基础上，隔离坝坝体分为水下抛填坝体和水上碾压施工坝体两部分，坝体内设有沿其轴线布置的垂直防渗结构，所述垂直防渗结构包括设置于土质基础下方岩石基础内的帷幕灌浆、设置于土质基础和水下抛填坝体内的防渗墙和设置于水上碾压施工坝体坝体内的现浇混凝土心墙本发明适用于在已建水库、河道等水域周边需要通过建坝隔离形成独立水库的工程。
The invention relates to an underwater throw-and-fill isolation dam structure and an implementation method thereof. The purpose of the present invention is to provide an underwater throw-and-fill isolation dam and its implementation method, so as to solve the influence of the new dam construction on the existing operation of the reservoir and the difficult problems of construction guide and interception. The technical scheme of the present invention is: an underwater throwing and filling isolation dam, which is characterized in that: the isolation dam is located on a soil foundation, and the isolation dam dam body is divided into an underwater throwing and filling dam body and a water rolling construction dam body In part, the dam body is provided with a vertical anti-seepage structure arranged along its axis. The vertical anti-seepage structure includes a curtain grouting set in the rock foundation under the soil foundation, and an anti-seepage structure set in the soil foundation and the underwater dam body. The wall and the cast-in-place concrete core wall set in the dam body of the water rolling construction dam body The present invention is suitable for the projects that need to form independent reservoirs through dam isolation in the surrounding water areas such as built reservoirs and river courses.
Description
Technical Field
The invention relates to an underwater throwing filling type isolation dam structure and an implementation method thereof. The method is suitable for projects which need to form independent reservoirs by dam construction and isolation at the periphery of established reservoirs, riverways and other water areas.
Background
With the continuous development of urbanization, some reservoirs originally built in the wilderness are gradually surrounded by cities and become water supply reservoirs for guaranteeing urban water, and in order to prevent rain and sewage in newly built peripheral cities from entering into a warehouse, an isolation project needs to be built in rivers where the sewage enters into the warehouse. In addition, the function of the built reservoir can be changed due to the change of the external environment after the built reservoir runs for a long time, for example, when a pumped storage power station and the like are built by using parts of the built reservoir, when conflicting running requirements occur, an isolation dam needs to be built to separate the functions of the reservoir. A reservoir is divided into a plurality of reservoirs capable of operating independently by building isolation dams in an established reservoir, and the problems of influence of new dam construction on the existing operation of the reservoir and difficult problems of construction guiding and intercepting are needed to be solved.
Disclosure of Invention
The technical problem to be solved by the invention is as follows: aiming at the existing problems, the underwater throwing filling type isolation dam and the implementation method thereof are provided to solve the problems of influence of new dam construction on the existing operation of the reservoir and difficult problems of construction guiding and closure.
The technical scheme adopted by the invention is as follows: the utility model provides an underwater throwing fills formula isolation dam which characterized in that: the isolation dam is located on the soil foundation, the isolation dam body is divided into an underwater filling dam body and a water rolling construction dam body, a vertical seepage-proofing structure arranged along the axis of the isolation dam body is arranged in the dam body, and the vertical seepage-proofing structure comprises curtain grouting arranged in a rock foundation below the soil foundation, seepage-proofing walls arranged in the soil foundation and the underwater filling dam body and a cast-in-place concrete core wall arranged in the water rolling construction dam body.
The underwater cast-fill dam body sequentially comprises a collapse area, a stone slag cast-fill area, a fine stone material mixed-cast area, an impervious wall, a fine stone material mixed-cast area, a stone slag cast-fill area and a collapse area from upstream to downstream.
The fine stone mixed polishing area adopts a clay material and a stone slag material with the maximum particle size of 20cm and the soil-stone ratio of 2: 3-1: 1; and the stone slag throwing filling area and the collapse area adopt stone slag materials with the maximum particle size not larger than 80 cm.
The rock slag material requires that the saturated uniaxial compressive strength is not less than 30MPa, the rock is weakly weathered to be fresh, and the grain composition is good.
The overwater rolling construction dam body sequentially comprises a rockfill filling area, a transition material area, a cast-in-place concrete core wall, a transition material area and a rockfill filling area from the upstream to the downstream.
The cast-in-place concrete core wall extends to the position above the dam crest of the dam body to form the wave wall.
A bank side flood discharge gate communicated with the upstream and the downstream of the isolation dam is arranged on a bank side at one end of the isolation dam, the bank side flood discharge gate is provided with a water inlet channel, a control section and a water outlet channel from the upstream to the downstream in sequence, and the control section comprises a lower gate chamber and an upper opening and closing machine room;
the curtain grouting extends to the lower part of the lower lock chamber, and the impervious wall and the cast-in-place concrete core wall extend to the lower lock chamber and are connected with the side wall of the lower lock chamber through a water stopping structure.
And the side wall surface of the lower gate chamber close to one side of the dam body of the isolation dam is a vertical surface.
The water stopping structure is provided with a seepage-proof wall expanded end, and the seepage-proof wall expanded end is tightly attached to the lower lock chamber side wall and is connected with the seepage-proof wall and the cast-in-place concrete core wall into a whole; a plurality of perforation holes are drilled from top to bottom corresponding to the gap between the expansion end of the impervious wall and the lower lock chamber, and water-soluble polyurethane is poured into the perforation holes.
The implementation method of the underwater throwing filling type isolation dam is characterized by comprising the following steps:
building a temporary cofferdam I close to the bank so as to form a dry land construction environment of a bank flood gate on the bank;
excavating a flood discharge gate foundation, and constructing a bank side flood discharge gate communicated with the upper and lower streams of the isolation dam according to the structural requirements;
a semicircular steel pipe protective cover is arranged on the side wall of the lower lock chamber in the bank flood discharge gate close to the isolation dam by taking the center line of a seepage-proof wall as a control line, and is fixed on the side wall of the lower lock chamber by temporary fixing measures, and the diameter of the steel pipe protective cover is slightly larger than the thickness of the seepage-proof wall;
backfilling the stone slag to the top elevation of the underwater cast-fill dam body in a layered manner in a foundation pit at one side of the lower gate chamber close to the isolation dam, fixing the steel pipe protective cover through the stone slag, and removing a temporary fixing measure along with the rising of the stone slag backfilling from bottom to top;
after the upstream and the downstream of the control section are plugged by a temporary cofferdam II in the flow passage of the bank flood discharge gate, the temporary cofferdam I is removed;
underwater filling is carried out from two banks to the middle part or from one bank to the opposite bank by adopting an encroachment method according to the design size of the dam body partition and the material requirements of each partition, so as to form an underwater filling dam body;
after the construction of the underwater cast-fill dam body is completed, a dynamic compaction method is adopted to carry out dynamic compaction reinforcement on a ballast cast-fill area and a fine stone mixed cast area of the underwater cast-fill dam body;
constructing a slotted hole of the impervious wall and pouring the impervious wall; after the outer side groove hole of the semicircular steel pipe protective cover is formed, replacing accumulated water of the semicircular steel pipe protective cover with wall fixing slurry constructed by the impervious wall, lifting the semicircular steel pipe protective cover by using lifting equipment, and protecting the stability of the groove wall of the expanded end of the impervious wall by the wall fixing slurry in the protective cover so as to ensure that the groove hole of the impervious wall extends to the side wall of the lower lock chamber;
after the impervious wall is formed, performing dam foundation curtain grouting construction from the top of the impervious wall;
performing water rolling construction on a dam body, removing a diaphragm wall construction platform at the top of a diaphragm wall after diaphragm wall construction is finished, chiseling out the mud-containing concrete at the top of the diaphragm wall, binding a reinforcing mesh sheet of an upper cast-in-place concrete core wall, overlapping the reinforcing mesh sheet with the diaphragm wall, and erecting a mold to pour the cast-in-place concrete core wall;
pouring a concrete core wall in situ, performing dam body rolling and filling construction on two sides to a dam crest elevation, drilling a plurality of crack holes downwards from the dam crest corresponding to a gap between the expanded end of the impervious wall and the lower gate chamber, and filling water-soluble polyurethane into the crack holes to form water stop plugs to form an 8-shaped water stop structure;
continuously pouring the wave wall part on the upper part of the cast-in-place concrete core wall;
performing foundation consolidation grouting and curtain grouting construction on the bottom plate of the lower lock chamber;
demolition after the lower lock chamber has water-retaining conditions
And (5) removing the temporary cofferdam II after the construction of the lower lock chamber is finished.
The invention has the beneficial effects that: the invention builds a new reservoir on the existing water area through the underwater throwing filling type isolation dam, has the advantages of simple construction flow guide and low investment, realizes the function division of the original reservoir under the condition of not influencing the operation of the existing reservoir, and further increases the service range, the service capacity or the service quality of the reservoir and the like.
The invention utilizes the underwater throwing and filling technology and the dynamic compaction treatment process to ensure that the underwater throwing and filling dam body meets the performance requirement of permanent operation; the efficient dam body seepage-proofing effect is provided through a vertical seepage-proofing structure formed by various combinations of the seepage-proofing wall, the cast-in-place concrete core wall and curtain grouting; the lateral seepage-proofing connection of the seepage-proofing wall, the cast-in-place concrete core wall and the lower lock chamber concrete structure is realized through the drilling water-stopping structure.
The invention utilizes the bank flood discharge gate to realize coordination and coordination of functions of the reservoir under special working conditions and flood control safety of the newly built reservoir.
Drawings
Fig. 1 is a floor plan of an embodiment.
FIG. 2 is a typical cross-sectional view of the dam body of the underwater throwing filling type isolation dam in the embodiment.
Fig. 3 is a transverse cross-sectional view of the embodiment.
FIG. 4 is a schematic view showing the connection between the diaphragm wall and the lower lock chamber in the embodiment.
In the figure: 1. shoreside; 2. a reservoir area; 3-1, a stone slag throwing and filling area; 3-2, a fine stone mixed polishing area; 3-3, collapse zone; 3-4, a rockfill filling area; 3-5, a transition material area; 3-6, curtain grouting; 3-7, impervious walls; 3-8, casting a concrete core wall in situ; 4. a control section; 4-1, a lock chamber; 4-2, superstructure; 5. a water inlet channel; 6. a water outlet channel; 7-1, a temporary cofferdam I; 7-2, a temporary cofferdam II; 8. a rock foundation; 9. a soil foundation; 10. a water stopping structure; 10-1, a semicircular steel pipe protective cover; 10-2, perforation; 10-3, a water stop plug; 12. backfilling concrete in the foundation pit; 13. a rockfill body; 14. a slot hole.
Detailed Description
The embodiment has an underwater jettisoning type isolation dam arranged on a reservoir area and used for water retaining and isolating, and a shoreside flood discharge gate arranged on the shoreside and communicated with the upstream and the downstream of the underwater jettisoning type isolation dam.
In the embodiment, the underwater throwing filling type isolation dam is located on a soil foundation and is divided into an underwater throwing filling dam body and an overwater rolling construction dam body according to the water level condition during construction. The underwater throwing filling type isolation dam is internally provided with a vertical seepage-proofing structure arranged along the axis of the underwater throwing filling type isolation dam, the vertical seepage-proofing structure comprises curtain grouting arranged in a rock foundation below an earthen foundation, seepage-proofing walls arranged in the earthen foundation and the underwater throwing filling dam and a cast-in-place concrete core wall arranged in an overwater rolling construction dam, and the seepage-proofing walls are arranged on one side of a higher water level (upstream) in the middle of the underwater throwing filling type isolation dam.
In the embodiment, the underwater dumping dam body is designed according to the underwater stable body type and the diaphragm wall construction requirement and by considering the slope collapse possibly existing in the operation period. The underwater cast-fill dam body sequentially comprises a collapse area, a stone slag cast-fill area, a fine stone material mixed-cast area, an impervious wall, a fine stone material mixed-cast area, a stone slag cast-fill area and a collapse area from upstream to downstream. The fine stone mixed-throwing area adopts clay materials and stone slag materials with the maximum particle size of 20cm and the soil-stone ratio of 2: 3-1: 1. And the ballast throwing filling area 3-1 and the upstream and downstream collapse areas 3-3 adopt ballast materials with the maximum particle size of not more than 80 cm. The rock slag material of the casting filler requires that the saturated uniaxial compressive strength is not less than 30MPa, the rock is weakly weathered to be fresh, and the grain composition is good.
The dam body for the water upper rolling construction in the embodiment is designed according to the layered rolling construction process, transition material areas are arranged on two sides of the cast-in-place concrete core wall, and rockfill filling areas are arranged outside the transition material areas. The cast-in-place concrete core wall extends to the position above the dam crest to form the wave wall.
In this embodiment, the bank side flood discharge gate is provided with an inlet channel, a control section and an outlet channel in sequence from upstream to downstream, and the control section comprises a lower gate chamber and an upper opening and closing machine room located above the lower gate chamber. The control section is located on a bank rock foundation, anti-seepage treatment is carried out in the rock foundation by curtain grouting, and the curtain grouting is connected with the curtain grouting below the underwater throwing filling type isolation dam. In the embodiment, the side wall surface of the lower lock chamber close to one side of the dam body is a vertical surface and is connected with the impervious wall and the cast-in-place concrete core wall in the dam body through the water stop structure.
The water stopping structure of the embodiment is provided with an anti-seepage wall expanded end, and the anti-seepage wall expanded end is tightly attached to the side wall of the lower lock chamber and is connected with the anti-seepage wall and the cast-in-place concrete core wall into a whole; 2 perforation holes with the diameter of 200mm are formed from top to bottom corresponding to the gap between the expanded end of the impervious wall and the lower lock chamber, and water-soluble polyurethane is poured into the perforation holes to form a water stop plug, so that an 8-shaped water stop structure is formed.
The specific construction method of the embodiment is as follows:
under the condition that the normal operation of the reservoir is not influenced, the reservoir water level is properly reduced, and a temporary cofferdam I is built close to the bank according to the relation between the water level and the excavation foundation of the bank side flood discharge gate, so that a dry land construction environment of the bank side flood discharge gate is formed on the bank;
excavating a foundation of the flood discharge gate, constructing the flood discharge gate according to the structural requirements, wherein the flood discharge gate comprises a water inlet channel, a control section and a water outlet channel, and concrete is backfilled in a foundation pit at one side of a lower gate chamber in the control section of the flood discharge gate, which is close to a reservoir bank;
on the wall of the lower gate chamber close to the dam body side in the flood discharge gate control section, a semi-circular steel pipe protective cover is mounted in close contact with the side wall of the lower gate chamber by taking a seepage-proof wall central line as a control line, the center of the semi-circular steel pipe protective cover is positioned on the seepage-proof wall central line, and temporary fixation is carried out by adopting measures such as bolts and the like; the diameter of the steel pipe protective cover is slightly larger than the wall thickness of the impervious wall;
the method comprises the following steps that backfill rock ballast is rolled and backfilled in a foundation pit on one side, close to a dam body, of a lower gate chamber in a layered mode to the top elevation of the dam body poured and filled underwater, a semicircular steel pipe protective cover on the side wall of the lower gate chamber is fixed through the rock ballast, and temporary fixing measures are continuously removed along with the rising of a rock ballast filling layer from bottom to top;
after the upstream and downstream of the control section are plugged by a temporary cofferdam II in the flow passage of the flood discharge gate, the temporary cofferdam I is removed;
underwater throwing and filling are carried out from two banks to the middle part or from one bank to the opposite bank by adopting an encroachment method according to the designed size of the dam body partition and the material requirements of each partition, wherein the underwater throwing and filling comprises a collapse area, a rock ballast throwing and filling area and a fine rock mixed throwing area close to a core wall;
after the underwater partial filling construction is completed, a stone ballast throwing and filling area and a fine stone mixed and throwing area are subjected to dynamic compaction reinforcement by adopting a dynamic compaction method;
constructing a slotted hole of the impervious wall and pouring the impervious wall; the construction boundary of the slotted hole close to one side of the lower lock chamber is away from the semicircular steel pipe protection cover by a certain safety distance, so that mutual damage caused by mutual collision of drilling equipment and the semicircular steel pipe protection cover is avoided; after the outer side slot hole of the semicircular steel pipe protective cover is formed, the accumulated water of the semicircular steel pipe protective cover is replaced by wall fixing slurry constructed by the impervious wall, the semicircular steel pipe protective cover is lifted by a lifting device, and the wall fixing slurry in the protective cover protects the stability of the slot wall of the expanded end of the impervious wall, so that the slot hole of the impervious wall extends to the side wall of the lower lock chamber;
after the impervious wall is formed, performing dam foundation curtain grouting construction from the top of the impervious wall;
performing dam body construction of water rolling construction; after the construction of the impervious wall is finished, removing a top impervious wall construction platform, chiseling out the concrete containing the mud at the top of the impervious wall, binding a reinforcing mesh sheet of the upper cast-in-place concrete core wall, overlapping the reinforcing mesh sheet with the impervious wall, erecting a mould along with a rockfill filling area and a transition material area which are rolled and filled at the upper part, and pouring the cast-in-place concrete core wall, and ascending layer by layer;
after the dam body for the over-water rolling construction and the cast-in-place concrete core wall are constructed to the dam crest elevation, 2 crack-bridging holes with the diameter of 200mm are drilled from the dam crest corresponding to the gap between the expanded end of the impervious wall and the lower gate chamber, water-soluble polyurethane is poured into the holes to form water stop plugs, an 8-shaped water stop structure is combined, and hole sealing treatment is carried out on the top;
continuously pouring the wave wall part on the upper part of the cast-in-place concrete core wall;
performing foundation consolidation grouting and curtain grouting construction on the bottom plate of the lower lock chamber;
constructing an internal structure of the lower lock chamber and a traffic bridge, a working bridge, a gate slot, a gate, a hoist, a bent or an upper machine room and the like on the upper part, and dismantling a temporary cofferdam II on the upper and lower streams of the lock chamber;
construction of pavement structures and revetments, etc.
Claims (10)
1. The utility model provides an underwater throwing fills formula isolation dam which characterized in that: this isolation dam is located on the soil property basis, and the isolation dam body divide into and throws fill dam body and rolling construction dam body two parts on water under water, is equipped with the perpendicular seepage prevention structure who arranges along its axis in the dam body, perpendicular seepage prevention structure is including setting up the curtain grout in the rock foundation below the soil property basis, setting up the cut-off wall in soil property basis and the underwater fill dam body and setting up the cast-in-place concrete core wall in the rolling construction dam body on water.
2. The underwater jettisoned dam of claim 1, wherein: the underwater cast-fill dam body sequentially comprises a collapse area, a rock ballast cast-fill area, a fine stone mixed-cast area, the impervious wall, the fine stone mixed-cast area, the rock ballast cast-fill area and the collapse area from upstream to downstream.
3. The underwater jettisoned dam of claim 2, wherein: the fine stone mixed polishing area adopts concrete materials of clay materials and stone slag materials with the maximum particle size of 20cm and the soil-stone ratio of 2: 3-1: 1; and the stone slag throwing filling area and the collapse area adopt stone slag materials with the maximum particle size not larger than 80 cm.
4. The underwater jettisoned dam of claim 3, wherein: the rock slag material requires that the saturated uniaxial compressive strength is not less than 30MPa, the rock is weakly weathered to be fresh, and the grain composition is good.
5. The underwater jettisoned dam of claim 1, wherein: the water rolling construction dam body sequentially comprises a rockfill filling area, a transition material area, the cast-in-place concrete core wall, the transition material area and the rockfill filling area from upstream to downstream.
6. The underwater jettisoning isolation dam of claim 1 or 5, wherein: the cast-in-place concrete core wall extends to the position above the dam crest of the dam body to form the wave wall.
7. The underwater jettisoned dam of claim 1, wherein: a bank side flood discharge gate communicated with the upstream and the downstream of the isolation dam is arranged on a bank side at one end of the isolation dam, the bank side flood discharge gate is provided with a water inlet channel, a control section and a water outlet channel from the upstream to the downstream in sequence, and the control section comprises a lower gate chamber and an upper machine room;
the curtain grouting extends to the lower part of the lower lock chamber, and the impervious wall and the cast-in-place concrete core wall extend to the lower lock chamber and are connected with the side wall of the lower lock chamber through a water stopping structure.
8. The underwater jettisoned dam of claim 7, wherein: and the side wall surface of the lower gate chamber close to one side of the dam body of the isolation dam is a vertical surface.
9. The underwater jettisoned dam of claim 7 or 8, wherein: the water stopping structure is provided with a seepage-proof wall expanded end, and the seepage-proof wall expanded end is tightly attached to the lower lock chamber side wall and is connected with the seepage-proof wall and the cast-in-place concrete core wall into a whole; a plurality of perforation holes are formed by drilling from top to bottom corresponding to the gap between the expanded end of the impervious wall and the lower lock chamber, and water-soluble polyurethane is poured into the perforation holes.
10. An implementation method of the underwater jettisoning type isolation dam as claimed in any one of claims 1 to 9, comprising the steps of:
building a temporary cofferdam I close to the bank so as to form a dry land construction environment of a bank flood gate on the bank;
excavating a flood discharge gate foundation, and constructing a bank side flood discharge gate communicated with the upper and lower streams of the isolation dam according to the structural requirements;
a semicircular steel pipe protective cover is arranged on the side wall of the lower lock chamber in the bank flood discharge gate close to the isolation dam by taking the center line of a seepage-proof wall as a control line, and is fixed on the side wall of the lower lock chamber by temporary fixing measures, and the diameter of the steel pipe protective cover is slightly larger than the thickness of the seepage-proof wall;
backfilling the stone slag to the top elevation of the underwater cast-fill dam body in a layered manner in a foundation pit at one side of the lower gate chamber close to the isolation dam, fixing the steel pipe protective cover through the stone slag, and removing a temporary fixing measure along with the rising of the stone slag backfilling from bottom to top;
after the upstream and the downstream of the control section are plugged by a temporary cofferdam II in the flow passage of the bank flood discharge gate, the temporary cofferdam I is removed;
underwater filling is carried out from two banks to the middle part or from one bank to the opposite bank by adopting an encroachment method according to the design size of the dam body partition and the material requirements of each partition, so as to form an underwater filling dam body;
after the construction of the underwater cast-fill dam body is completed, a dynamic compaction method is adopted to carry out dynamic compaction reinforcement on a ballast cast-fill area and a fine stone mixed cast area of the underwater cast-fill dam body;
constructing a slotted hole of the impervious wall and pouring the impervious wall; after the outer side slot hole of the semicircular steel pipe protective cover is formed, replacing accumulated water of the semicircular steel pipe protective cover with wall fixing slurry constructed by the impervious wall, lifting the semicircular steel pipe protective cover by using lifting equipment, and protecting the stability of the slot wall of the expanded end of the impervious wall by the wall fixing slurry in the protective cover so as to ensure that the slot hole of the impervious wall extends to the side wall of the lower lock chamber;
after the impervious wall is formed, performing dam foundation curtain grouting construction from the top of the impervious wall;
performing water rolling construction on a dam body, removing a diaphragm wall construction platform at the top of a diaphragm wall after diaphragm wall construction is finished, chiseling out the mud-containing concrete at the top of the diaphragm wall, binding a reinforcing mesh sheet of an upper cast-in-place concrete core wall, overlapping the reinforcing mesh sheet with the diaphragm wall, and erecting a mold to pour the cast-in-place concrete core wall;
after the cast-in-place concrete core wall is constructed to the elevation of the dam crest, a plurality of perforation holes are drilled downwards from the dam crest corresponding to the gap between the expanded end of the impervious wall and the lower gate chamber, and water-soluble polyurethane is poured into the perforation holes to form a water stop plug;
continuously pouring the wave wall part on the upper part of the cast-in-place concrete core wall;
performing foundation consolidation grouting and curtain grouting construction on the bottom plate of the lower lock chamber;
demolition after the lower lock chamber has water-retaining conditions
And (5) removing the temporary cofferdam II after the construction of the lower lock chamber is finished.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202011395937.5A CN112431171B (en) | 2020-12-03 | 2020-12-03 | Underwater dump-fill isolation dam and implementation method thereof |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202011395937.5A CN112431171B (en) | 2020-12-03 | 2020-12-03 | Underwater dump-fill isolation dam and implementation method thereof |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN112431171A true CN112431171A (en) | 2021-03-02 |
| CN112431171B CN112431171B (en) | 2025-09-23 |
Family
ID=74691820
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202011395937.5A Active CN112431171B (en) | 2020-12-03 | 2020-12-03 | Underwater dump-fill isolation dam and implementation method thereof |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN112431171B (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113737654A (en) * | 2021-08-25 | 2021-12-03 | 中交第二航务工程局有限公司 | Deepwater high-flow-rate river dike embankment advancing island building platform and construction method thereof |
Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2016037757A (en) * | 2014-08-07 | 2016-03-22 | 株式会社丸島アクアシステム | Temporary coffering facility for repairing flood spillway gate of dam body |
| CN109371929A (en) * | 2018-11-30 | 2019-02-22 | 中国电建集团成都勘测设计研究院有限公司 | It is provided with the water conservancy project water retaining structure of flood discharge channel system |
| CN111321706A (en) * | 2020-02-25 | 2020-06-23 | 中国电建集团华东勘测设计研究院有限公司 | Clay core wall dam structure and construction method thereof |
| CN211256913U (en) * | 2019-09-05 | 2020-08-14 | 中国电建集团北京勘测设计研究院有限公司 | Curve overflow weir structure of bank spillway |
| CN214832441U (en) * | 2020-12-03 | 2021-11-23 | 中国电建集团华东勘测设计研究院有限公司 | Underwater throwing-filling type isolation dam |
-
2020
- 2020-12-03 CN CN202011395937.5A patent/CN112431171B/en active Active
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2016037757A (en) * | 2014-08-07 | 2016-03-22 | 株式会社丸島アクアシステム | Temporary coffering facility for repairing flood spillway gate of dam body |
| CN109371929A (en) * | 2018-11-30 | 2019-02-22 | 中国电建集团成都勘测设计研究院有限公司 | It is provided with the water conservancy project water retaining structure of flood discharge channel system |
| CN211256913U (en) * | 2019-09-05 | 2020-08-14 | 中国电建集团北京勘测设计研究院有限公司 | Curve overflow weir structure of bank spillway |
| CN111321706A (en) * | 2020-02-25 | 2020-06-23 | 中国电建集团华东勘测设计研究院有限公司 | Clay core wall dam structure and construction method thereof |
| CN214832441U (en) * | 2020-12-03 | 2021-11-23 | 中国电建集团华东勘测设计研究院有限公司 | Underwater throwing-filling type isolation dam |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113737654A (en) * | 2021-08-25 | 2021-12-03 | 中交第二航务工程局有限公司 | Deepwater high-flow-rate river dike embankment advancing island building platform and construction method thereof |
Also Published As
| Publication number | Publication date |
|---|---|
| CN112431171B (en) | 2025-09-23 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN111119128B (en) | A kind of natural rockfill dam in dammed lake, reinforcement and anti-seepage method | |
| CN110761307B (en) | Earth-rock cofferdam water seepage treatment structure and construction method | |
| CN108517893A (en) | A kind of big cross section push pipe suitable under the conditions of shallow earthing wears river construction method | |
| CN115748774A (en) | Non-closed dewatering system for deep foundation pit plate lowering area in water-rich area and construction method | |
| CN214832441U (en) | Underwater throwing-filling type isolation dam | |
| CN112144559A (en) | Well construction method in high water-rich loess sandy gravel stratum transformer tube well | |
| CN112195980A (en) | Water-resisting pressure-controlling anti-floating structure and construction method | |
| CN112431171B (en) | Underwater dump-fill isolation dam and implementation method thereof | |
| CN115450236A (en) | Cofferdam anti-seepage structure and construction method thereof | |
| CN114439027A (en) | Construction method of concrete building foundation on deep and strong permeable foundation of hydropower project | |
| CN112982319A (en) | Structure and method for conducting diversion, emptying and water taking through dam foundation culvert | |
| CN111501807A (en) | Large-diameter buried pipe laying structure and construction method in collapsible loess area | |
| CN219261104U (en) | Composite drainage isolation structure behind wall | |
| CN116084427A (en) | Construction method of raft inner foundation pit for water-rich foundation in quicksand layer | |
| CN108842829B (en) | Hydraulic automatic balance anti-floating stabilization structure and method during construction of underground structure | |
| CN222878624U (en) | Connecting structure for concrete bottom plate foundation and impervious wall of low-head movable gate dam | |
| CN219840108U (en) | Cofferdam structure using clay and membrane bag concrete to jointly prevent seepage | |
| CN116103968B (en) | A high-water-level floodplain soft soil roadbed structure and construction method | |
| CN224243922U (en) | Cofferdam structure suitable for mountain area seasonal river | |
| CN223824301U (en) | Rock-based revetment drainage structure | |
| CN119287976B (en) | Cementing sand gravel integrated paving corridor structure and construction method | |
| CN113833524B (en) | A double-hole box culvert for handling water inrush from tunnels in karst areas and its construction method | |
| CN219793968U (en) | Composite cofferdam structure | |
| CN221589644U (en) | Ground filling structure of cast-in-situ fluidization solidified soil | |
| CN224016345U (en) | Underground stilling pool excavation diversion structure near unsuitable disturbance area |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |