CN216007006U - Steel-pipe pile cofferdam structure of reservoir area before dam - Google Patents
Steel-pipe pile cofferdam structure of reservoir area before dam Download PDFInfo
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- CN216007006U CN216007006U CN202122117398.5U CN202122117398U CN216007006U CN 216007006 U CN216007006 U CN 216007006U CN 202122117398 U CN202122117398 U CN 202122117398U CN 216007006 U CN216007006 U CN 216007006U
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Abstract
The utility model provides a steel-pipe pile cofferdam structure of a reservoir area before a dam, which comprises a dam body, wherein one side of the dam body close to a water area is provided with a plurality of lock catch steel-pipe piles which are arranged side by side, the lock catch steel-pipe piles form a blocking surface parallel to one side of the dam body close to the water area, and two adjacent lock catch steel-pipe piles are clamped through a buckle structure; the bottom of hasp steel-pipe pile extends the basic basement rock face at the bottom of the reservoir, the inside of hasp steel-pipe pile is provided with the embedded rock concrete pile, the bottom of embedded rock concrete pile extends the basic basement rock face at the bottom of the reservoir, belongs to steel-pipe pile cofferdam technical field to solve current structure and method construction quality under water and be difficult to control, the efficiency of construction under water is low, the time limit for a project is difficult to control, the problem that the cost is high.
Description
Technical Field
The utility model relates to a reservoir area steel-pipe pile cofferdam structure before dam can not restrict the utility model discloses.
Background
With the increase of the service life of the concrete dam of the reservoir, cracks and other diseases with different degrees can occur, so that the overall safety, the applicability and the durability of the reservoir are reduced, the functions cannot be normally exerted, even the life and property safety of the downstream people is threatened, and danger removal and reinforcement construction must be carried out. The existing upstream face reinforcing construction of reservoir dams usually adopts emptying reservoirs, earth-rock cofferdams or underwater construction and other modes, and the modes have certain disadvantages.
The emptying of the reservoir has certain influence on the natural environment and the ecological environment, and the due functions of flood control, flood regulation, auxiliary culture and the like of the reservoir cannot be exerted in the construction period.
In a reservoir which runs for many years, a sediment layer in front of a dam is thick, silt is removed before an earth-rock cofferdam is built, the cofferdam is built on a hard foundation, the construction of the earth-rock cofferdam in a deep reservoir area is difficult, the construction period is long, the temporary project amount is large, the construction cost is high, and the earth-rock cofferdam is a one-time investment project and cannot be reused.
The underwater construction quality is difficult to control, especially the combination of new and old concrete can not be guaranteed, the underwater construction efficiency is low, the construction period is not easy to control, and the construction cost is high.
SUMMERY OF THE UTILITY MODEL
In order to solve the prior steel-pipe pile cofferdam structure of reservoir area before dam construction quality under water and be difficult to control, especially old and new concrete combines can not guarantee, and the efficiency of construction is low under water moreover, and the time limit for a project is wayward, problem that the cost is high, the utility model provides a reservoir area steel-pipe pile cofferdam structure before dam.
In order to achieve the above purpose, the utility model adopts the following technical scheme: a steel pipe pile cofferdam structure of a reservoir area in front of a dam comprises a dam body, wherein a plurality of lock catch steel pipe piles are arranged on one side, close to a water area, of the dam body, the number of the lock catch steel pipe piles is multiple, the lock catch steel pipe piles are arranged side by side, a blocking surface parallel to one side face, close to the water area, of the dam body is formed by the lock catch steel pipe piles, and two adjacent lock catch steel pipe piles are clamped through a clamping structure;
the bottom end of the lock catch steel pipe pile extends to a foundation bed rock surface at the bottom of the reservoir, a rock-socketed concrete pile is arranged inside the lock catch steel pipe pile, and the bottom end of the rock-socketed concrete pile extends into the foundation bed rock surface at the bottom of the reservoir;
a triangular area is formed between every two adjacent lock catch steel pipe piles and the geomembrane, a geomembrane bag is arranged on the side wall of the triangular area, and clay is arranged inside the geomembrane bag.
As a further description of the above technical solution:
the side of hasp steel-pipe pile is provided with two sets of hasps, two sets of hasp mirror symmetry sets up.
As a further description of the above technical solution:
and one side of the lock catch steel pipe pile, which is close to the dam body, is fixedly connected with an enclosing purlin.
As a further description of the above technical solution:
the lock catch steel pipe pile is connected with the side face of the dam body through the inner supports, the number of the inner supports is multiple, the inner supports are vertically arranged, and a connecting rod is arranged between every two adjacent inner supports.
As a further description of the above technical solution:
one side of the lock catch steel pipe pile, which is far away from the dam body, is provided with a geomembrane, the bottom of the geomembrane is bent outwards and is paved above the bottom of the reservoir, and a sand bag is arranged above the part, bent outwards, of the bottom of the geomembrane.
As a further description of the above technical solution:
and bottom sealing concrete is arranged on the reservoir bottom and between the lock catch steel pipe pile and the dam body.
As a further description of the above technical solution:
the end of interior support is provided with the connector, be connected through the anchor bar between connector and the dam body, be provided with the backing plate between connector and the dam body.
As a further description of the above technical solution:
the method comprises the following steps:
step one, installing a lock catch steel pipe pile:
inserting and driving the lock catch steel pipe piles on the water operation platform by adopting a static pressure method or an excitation method to ensure that the bottoms of the lock catch steel pipe piles extend to the surface of a foundation bed rock, sequentially installing a plurality of lock catch steel pipe piles, and clamping and connecting lock catches between two adjacent lock catch steel pipe piles;
step two, manufacturing a rock-socketed concrete pile:
drilling a gravel layer and a bedrock stratum at the bottom of the pile from the inside of the lock catch steel pipe pile by adopting a rotary drilling rig and a roller bit, placing a reinforcement cage after emptying, and then pouring underwater concrete to finish the rock-socketed concrete pile;
step three, filling the geomembrane bag:
filling water-stop materials filled with clay in geomembrane bags on the water-facing side of two adjacent lock catch steel pipe piles, filling the water-facing side between the two adjacent lock catch steel pipe piles from top to bottom by a diver, vibrating the water-stop materials tightly, and closely attaching the water-stop materials to the two adjacent lock catch steel pipe piles;
step four, laying a geomembrane:
laying a geomembrane on the water facing side of the whole cofferdam formed by the lock catch steel pipe piles and the geomembrane bags, wherein the geomembrane is laid on water, one end of the geomembrane is flatly laid at the bottom of the reservoir, and the geomembrane is pressed and fixed by a sand bag;
step five, mounting and supporting:
the precipitation in the cofferdam stops when the precipitation reaches a position 0.5m below the first supporting position, the first enclosing purlin and the inner support are installed, a base plate is installed at the contact part of the inner support and the dam body, and the base plate is connected with the dam body through anchor bars;
after the construction of the previous layer of support is finished, the next layer of support is installed by continuing to drop water, and a connecting rod is connected between the upper and lower adjacent supports;
and cleaning the foundation surface after the last support is installed, and pouring the bottom sealing concrete after the foundation surface is cleaned.
As a further description of the above technical solution:
and in the third step, after the age of the concrete of the rock-socketed concrete pile reaches 7-10 days, filling sand or gravel in the lock catch steel pipe pile.
The utility model has the advantages that: under can not empty the reservoir condition, in deep reservoir district application the utility model discloses build the steel-pipe pile cofferdam, carry out the dam upstream face and consolidate the construction, the unfavorable environment of having overcome the unable direct application of traditional hasp steel-pipe pile in reservoir deep water district and rock basic condition, overcome traditional hasp steel-pipe pile infiltration under high water head condition simultaneously, the poor shortcoming of stagnant water effect, multilayer waterproof sealing structure has, the stagnant water is effectual, the cofferdam structural strength who builds is high, the wholeness is good, safety and reliability, can form the cofferdam fast, the advantage of reduction of erection time, but also remove dangerous reinforcement construction and finish back hasp steel-pipe pile and the recoverable turnover use of supporting material for the cofferdam.
Drawings
In order to more clearly show a cofferdam structure of the steel pipe piles in the reservoir area before the dam, the following drawings are shown;
FIG. 1 is a schematic sectional view of the structure of the present invention;
fig. 2 is a schematic view of the waterproof seal of the present invention;
fig. 3 is a schematic view of the connection between the inner support and the dam body of the present invention.
In the figure: 1. locking the steel pipe pile; 2. enclosing purlins; 3. an inner support; 4. a tie bar; 5. embedding a rock concrete pile; 6. sealing bottom concrete; 7. a geomembrane; 8. a sand bag; 9. a geomembrane bag; 10. clay; 11. a base plate; 12. anchoring ribs; a represents a dam body; b represents the reservoir water level; and c represents the bottom of the reservoir.
Detailed Description
Referring to fig. 1-3, a steel pipe pile cofferdam structure in a reservoir area before a dam provided by an embodiment of the present application is shown, which includes a dam body a, a plurality of locking steel pipe piles 1 are arranged on one side of the dam body a close to a water area, and arranged side by side, the plurality of locking steel pipe piles 1 form a blocking surface parallel to one side of the dam body a close to the water area, and two adjacent locking steel pipe piles 1 are clamped by a clamping structure;
the bottom end of the lock catch steel pipe pile 1 extends to the foundation bed rock surface of the reservoir bottom c, a rock-embedded concrete pile 5 is arranged inside the lock catch steel pipe pile 1, and the bottom end of the rock-embedded concrete pile 5 extends into the foundation bed rock surface of the reservoir bottom c;
a triangular area is formed between the two adjacent lock catch steel pipe piles 1 and the geomembrane 7, a geomembrane bag 9 is arranged on the side wall of the triangular area, and clay 10 is arranged inside the geomembrane bag 9.
The side of hasp steel-pipe pile 1 is provided with two sets of hasps, and two sets of hasps mirror symmetry set up.
One side of the locking steel pipe pile 1 close to the dam body A is fixedly connected with an enclosing purlin 2.
The side surfaces of the lock catch steel pipe pile 1 and the dam body A are connected through the inner supports 3, the number of the inner supports 3 is multiple, the inner supports 3 are vertically arranged, and the tie rod 4 is arranged between every two adjacent inner supports 3.
One side of the locking steel pipe pile 1, which is far away from the dam body A, is provided with a geomembrane 7, the bottom of the geomembrane 7 is bent outwards and is tiled above the bottom c of the reservoir, and a sand bag 8 is arranged above the part, bent outwards, of the bottom of the geomembrane 7.
And a bottom sealing concrete 6 is arranged on the reservoir bottom c and between the lock catch steel pipe pile 1 and the dam body A.
The end of the inner support 3 is provided with a connector, the connector is connected with the dam body A through anchor bars 12, and a base plate 11 is arranged between the connector and the dam body A.
Example two
A construction method of a steel pipe pile cofferdam structure in a reservoir area before a dam comprises the following steps:
the method comprises the following steps: inserting and driving the lock catch steel pipe pile 1 to the foundation bed rock surface on the water work platform by adopting a static pressure method or an excitation method;
step two: after the locking steel pipe pile 1 is sunk in place, a rotary drilling rig and a roller bit are adopted to drill a gravel layer and a bedrock stratum at the bottom of the pile from the locking steel pipe pile 1, a reinforcement cage is placed after hole cleaning, and finally underwater concrete is poured to finish a rock-embedded concrete pile 5; after the age of the concrete of the rock-socketed concrete pile 5 reaches 7-10 days, filling sand or gravel in the lock catch steel pipe pile 1, improving the stress stability of the steel pipe pile and preventing the lock catch steel pipe pile 1 from local buckling deformation;
step three: after the required lock catch steel pipe piles 1 and the rock-embedded concrete piles 5 are finished, water stop materials filled with clay 10 filled in the geomembrane bags 9 are filled on the water facing sides of the two adjacent lock catch steel pipe piles 1, a diver fills the water facing sides between the two adjacent lock catch steel pipe piles 1 from top to bottom, the water stop materials are vibrated to be compact and closely attached to the two adjacent lock catch steel pipe piles 1, the water stop effect is ensured, and the operation is carried out between every two adjacent lock catch steel pipe piles 1;
step four: and (3) laying a geomembrane 7 on the water-facing side of the whole cofferdam enclosed by the lock catch steel pipe piles 1 and the geomembrane bags 9 for seepage prevention, laying the geomembrane 7 on water, fixing sand bags 8 at one ends of the geomembrane 7, and after positioning, matching divers to sink into the water. Throwing a sand bag 8 on water to press a presser foot to fix the geomembrane 7;
step five: and (3) stopping the precipitation when the precipitation in the cofferdam reaches the position 0.5m below the first supporting position, starting to install the first surrounding purlin 2 and the inner support 3, installing a backing plate 11 at the contact part of the inner support 3 and the dam body, and connecting the backing plate 11 with the dam body by adopting an anchor rib 12. After the construction of the previous layer of support is finished, the precipitation can be continued to carry out the construction of the next layer of support and the connection rod 4, the cofferdam is internally supported by layered precipitation water layers, the support is gradually installed from top to bottom along with the reduction of the water level in the cofferdam, and the number of the support layers is determined by calculation according to the water retaining height of the cofferdam;
step six: and cleaning the foundation surface after the last support is installed, and pouring the bottom sealing concrete 6 after the foundation surface is cleaned.
Specifically, the main materials and specifications adopted are as follows: the lock catch steel pipe pile 1 is a phi 1020 spiral pipe with the wall thickness of 18mm, the lock catch is formed by hot rolling and is welded with the steel pipe in full length by adopting an angle welding seam; the surrounding purlin 2 is made of 500X 250H-shaped steel; the inner support 3 is made of HW400 x 400 section steel; the tie rod 4 is made of 20a I-shaped steel; the diameter of the rock-socketed concrete pile 5 is 800mm, the length thereof is 6m, and the rock-socketed concrete pile extends into the rock foundation by 2 m; the thickness of the bottom sealing concrete is 6 m; the geomembrane 7 is a composite geomembrane with the thickness of 1.5mm and two cloths and one film; the sandbag 8 is a woven bag filled with sandy soil; the geomembrane bag 9 is processed into long strips by selecting two cloth-one membrane composite geomembranes with the thickness of 1 mm; the clay 10 is high-quality clay; the backing plate 11 is made of a 600X 10mm steel plate; the anchor bars 12 are made of deformed steel with the length of 1m and the diameter of 28.
Other embodiments of the invention will be apparent to those skilled in the art from consideration of the specification and practice of the disclosure of the invention disclosed herein. This application is intended to cover any variations, uses, or adaptations of the invention following, in general, the principles of the invention and including such departures from the present disclosure as come within known or customary practice within the art to which the invention pertains. It is intended that the specification and examples be considered as exemplary only, with a true scope and spirit of the invention being indicated by the following claims.
It is to be understood that relational terms such as "first" and "second," and the like, may be used solely to distinguish one entity or action from another entity or action without necessarily requiring or implying any actual such relationship or order between such entities or actions. The present invention is not limited to the precise arrangements described above and shown in the drawings, and various modifications and changes may be made without departing from the scope thereof. The scope of the present invention is limited only by the appended claims.
Claims (7)
1. The utility model provides a reservoir area steel-pipe pile cofferdam structure before dam, includes dam body (A), its characterized in that: one side, close to the water area, of the dam body (A) is provided with a plurality of lock catch steel pipe piles (1), the lock catch steel pipe piles (1) are arranged side by side, a blocking surface parallel to one side face, close to the water area, of the dam body (A) is formed by the lock catch steel pipe piles (1), and two adjacent lock catch steel pipe piles (1) are clamped through a clamping structure;
the bottom end of the lock catch steel pipe pile (1) extends to the foundation bed rock surface of the reservoir bottom (c), a rock-socketed concrete pile (5) is arranged inside the lock catch steel pipe pile (1), and the bottom end of the rock-socketed concrete pile (5) extends into the foundation bed rock surface of the reservoir bottom (c);
a triangular area is formed between every two adjacent lock catch steel pipe piles (1) and the geomembrane (7), a geomembrane bag (9) is arranged on the side wall of the triangular area, and clay (10) is arranged inside the geomembrane bag (9).
2. The cofferdam structure of the steel pipe pile in the reservoir area before the dam as recited in claim 1, wherein: the side of the lock catch steel pipe pile (1) is provided with two groups of lock catches, and the two groups of lock catches are arranged in a mirror symmetry mode.
3. The cofferdam structure of the steel pipe pile in the reservoir area before the dam as recited in claim 2, characterized in that: one side of the lock catch steel pipe pile (1) close to the dam body (A) is fixedly connected with an enclosing purlin (2).
4. The cofferdam structure of the steel pipe pile in the reservoir area before the dam as recited in claim 3, characterized in that: the lock catch steel pipe pile is characterized in that the lock catch steel pipe pile (1) is connected with the side face of the dam body (A) through the inner supports (3), the number of the inner supports (3) is multiple, the inner supports (3) are vertically arranged, and the linkage rods (4) are arranged between every two adjacent inner supports (3).
5. The cofferdam structure of the steel pipe pile in the reservoir area before the dam as recited in claim 4, wherein: one side of the lock catch steel pipe pile (1) far away from the dam body (A) is provided with a geomembrane (7), the bottom of the geomembrane (7) is bent outwards and tiled above the bottom (c) of the reservoir, and a sand bag (8) is arranged above the part, bent outwards, of the bottom of the geomembrane (7).
6. The cofferdam structure of the steel pipe pile in the reservoir area before the dam as recited in claim 5, characterized in that: and bottom sealing concrete (6) is arranged on the reservoir bottom (c) and between the lock catch steel pipe pile (1) and the dam body (A).
7. The cofferdam structure of the steel pipe pile in the reservoir area before the dam as recited in claim 6, characterized in that: the end of the inner support (3) is provided with a connector, the connector is connected with the dam body (A) through anchor bars (12), and a base plate (11) is arranged between the connector and the dam body (A).
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| Application Number | Priority Date | Filing Date | Title |
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| CN202122117398.5U CN216007006U (en) | 2021-09-03 | 2021-09-03 | Steel-pipe pile cofferdam structure of reservoir area before dam |
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| Application Number | Priority Date | Filing Date | Title |
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| CN202122117398.5U CN216007006U (en) | 2021-09-03 | 2021-09-03 | Steel-pipe pile cofferdam structure of reservoir area before dam |
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| CN216007006U true CN216007006U (en) | 2022-03-11 |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113653078A (en) * | 2021-09-03 | 2021-11-16 | 中国水利水电第六工程局有限公司 | Steel pipe pile cofferdam structure of reservoir area before dam and construction method thereof |
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- 2021-09-03 CN CN202122117398.5U patent/CN216007006U/en active Active
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113653078A (en) * | 2021-09-03 | 2021-11-16 | 中国水利水电第六工程局有限公司 | Steel pipe pile cofferdam structure of reservoir area before dam and construction method thereof |
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