CN212612551U - No-back-cover in-band protection socketed steel pipe pile cofferdam - Google Patents
No-back-cover in-band protection socketed steel pipe pile cofferdam Download PDFInfo
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- CN212612551U CN212612551U CN202020830586.5U CN202020830586U CN212612551U CN 212612551 U CN212612551 U CN 212612551U CN 202020830586 U CN202020830586 U CN 202020830586U CN 212612551 U CN212612551 U CN 212612551U
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Abstract
The utility model provides a no inside toe guard inlays rock steel-pipe pile cofferdam in back cover, steel-pipe pile cofferdam includes many steel-pipe piles of arranging into the rectangle, and the lower extreme of every steel-pipe pile is inserted and is beaten certain degree of depth under the riverbed rock stratum, connects and seals through the CT fore shaft between the adjacent steel-pipe pile, excavates the cushion cap foundation ditch that has certain degree of depth in the steel-pipe pile cofferdam, and the lower extreme elevation of steel-pipe pile is located below the elevation of cushion cap foundation ditch bottom, has the interior toe guard of width 1m-1.2m between cushion cap foundation ditch periphery and steel-pipe pile inboard. The utility model discloses a steel-pipe pile's socketed depth can follow interior footing top and calculate, compares with traditional steel-pipe pile cofferdam, and the steel-pipe pile is inserted and is beaten the degree of depth more shallowly and can satisfy the socketed depth requirement, therefore the cost reduces by a wide margin.
Description
Technical Field
The utility model belongs to bridge foundation construction field, concretely relates to under the severe weathering geological conditions, an adopt hasp steel-pipe pile and the aquatic cushion cap protection construction cofferdam that the inner protection foot rock body of pile week formed.
Background
The construction method commonly used for the construction of the deepwater bearing platform comprises a steel sleeve box cofferdam, a steel sheet pile cofferdam and a steel pipe pile cofferdam, wherein the steel sleeve box cofferdam and the steel sheet pile cofferdam are not suitable for the construction of an embedded bearing platform of rock. The steel pipe pile cofferdam is formed by inserting the lower ends of a plurality of steel pipe piles arranged in a rectangular or approximate rectangular shape into a riverbed rock stratum to form a closed water enclosure structure, excavating a foundation pit in the cofferdam and carrying out bearing platform construction. In order to resist the peripheral water pressure, the lower end of the steel pipe pile must be embedded into the rock stratum to a sufficient depth to meet the design requirement. The foundation pit in the traditional cofferdam is tightly attached to the inner side of the steel pipe pile to be excavated, so the rock embedding depth of the steel pipe pile cofferdam is calculated by the depth below the bottom of the foundation pit, on a hard rock stratum, the inserting and driving difficulty of the steel pipe pile is larger, the deeper the inserting and driving depth is, the higher the inserting and driving difficulty and the higher the cost are, generally, the more hundreds of steel pipe piles are inserted and driven in one steel pipe pile cofferdam, and the whole construction cost of the cofferdam is high.
Disclosure of Invention
The utility model aims at providing a to traditional steel-pipe pile cofferdam insert on hard rock stratum and beat problem with high costs, provide a no back cover in-band banket rock-socketed steel-pipe pile cofferdam and reach, under the prerequisite that satisfies steel-pipe pile socketed degree of depth designing requirement, save construction cost.
The technical scheme of the utility model as follows:
the utility model provides a there is not inside banket steel-pipe pile cofferdam of back cover, steel-pipe pile cofferdam includes many steel-pipe piles of arranging into the rectangle, and the lower extreme of every steel-pipe pile is inserted and is squeezed into certain degree of depth in the riverbed rock stratum, connects and seals through the CT fore shaft between adjacent steel-pipe piles, and the excavation has certain degree of depth's cushion cap foundation ditch in the steel-pipe pile cofferdam, its characterized in that: the elevation of the lower end of the steel pipe pile is lower than the elevation of the bottom of the bearing platform foundation pit, and an inner protection leg with the width of 1m-1.2m is arranged between the periphery of the bearing platform foundation pit and the inner side of the steel pipe pile.
The rock embedding depth of the traditional steel pipe pile cofferdam is calculated by the depth below the bottom of a foundation pit, and the depth below the elevation of the bottom of the foundation pit needs to be driven by inserting, so that the cost is high. The utility model discloses a reserve the steel-pipe pile inner protection foot rock mass of certain width at the pit periphery in the cofferdam, the socketed depth of steel-pipe pile can be followed the inner protection foot top and calculated, compares with traditional steel-pipe pile cofferdam, the utility model discloses a steel-pipe pile is inserted and is beaten the degree of depth shallower can satisfy the design requirement, for example the foundation ditch degree of depth is 0.8m-1m, and the steel-pipe pile of the invention can insert less than traditional steel-pipe pile cofferdam and beat the degree of depth of 0.8m-1m, therefore the cost reduces by a wide margin, and need not to carry out cushion cap back cover concrete design and construction, makes whole steel-pipe pile cofferdam construction process.
Drawings
FIG. 1 is a schematic view of the vertical structure of the steel pipe pile cofferdam of the present invention;
fig. 2 is a schematic plan view of the steel pipe pile cofferdam of the present invention.
Detailed Description
As shown in fig. 1 and 2, the utility model discloses a many steel-pipe piles 1 of arranging into the rectangle, certain degree of depth in riverbed rock stratum 2 is inserted into to every lower extreme of steel-pipe pile 1, connects and seals through the CT fore shaft between adjacent steel-pipe pile, excavates the cushion cap foundation ditch 3 that has certain degree of depth in the steel-pipe pile cofferdam, the lower extreme elevation of steel-pipe pile is less than 3 bottom elevations of cushion cap foundation ditch, is equipped with the interior footing 4 of width 1m-1.2m between 3 peripheries of cushion cap foundation ditch and steel-pipe pile are inboard. The inner guard foot is a rock mass reserved on the periphery of the foundation pit when the foundation pit is excavated.
The utility model discloses a steel-pipe pile's socketed depth is calculated from interior base of protection top, consequently through setting up interior base of protection, under the shallow condition of the depth of beating than inserting of traditional steel-pipe pile cofferdam, still can guarantee the socketed depth of steel-pipe pile.
Because the inner toe guards need to be reserved, the size of the steel pipe pile cofferdam needs to be correspondingly increased, and the number of the steel pipe piles required to be inserted and driven is also correspondingly increased. The wider the inner toe guard is, the more the number of the steel pipe piles is increased. The utility model discloses a through the depth of beating of inserting that reduces the steel-pipe pile in order to reduce construction cost, and the increase of steel-pipe pile quantity also needs to pay out certain cost, therefore the width of interior banket should be designed according to satisfying the atress requirement and comprehensive cost.
The depth of the foundation pit is usually 0.8-1m, and according to calculation, when the width of the inner toe guard exceeds 1m, the requirement of the steel pipe pile for resisting the peripheral water pressure can be met as long as the elevation of the bottom of the steel pipe pile is not higher than that of the bottom of the foundation pit. According to the calculation of the comprehensive cost, the width of the inner protective foot is more suitable to be 1m-1.2 m.
The utility model discloses concrete construction method as follows:
(1) when the steel pipe pile cofferdam is designed, setting the length and the width of the steel pipe pile cofferdam to be respectively larger than the length and the width of a cushion cap foundation pit by at least 2m-2.4m according to the design size of the cushion cap foundation pit in the cofferdam;
(2) inserting and driving cofferdam steel pipe piles 1 into a riverbed rock stratum 2 at the periphery of the design position of the bearing platform foundation pit, and inserting and driving each steel pipe pile until the elevation of the lower end is positioned below the design depth of the bearing platform foundation pit 3; connecting and sealing adjacent steel pipe piles through CT locking ports;
(3) pumping water in the steel pipe pile cofferdam, excavating a foundation pit in the steel pipe pile cofferdam according to the design size and depth of a bearing platform foundation pit, and forming a protection leg 4 in the steel pipe pile cofferdam by enabling the periphery of the bearing platform foundation pit 3 to have a distance of 1-1.2 m from the inner side of the steel pipe pile according to the design size of the cofferdam;
(4) and after the bearing platform foundation pit 3 is excavated, pouring and constructing a bearing platform 5 in the foundation pit.
Claims (1)
1. The utility model provides a no inside shield foot inlays rock-socketed steel-pipe pile cofferdam, steel-pipe pile cofferdam includes many steel-pipe piles of arranging into the rectangle, and the lower extreme of every steel-pipe pile is inserted and is beaten certain degree of depth in the riverbed rock stratum, connects and seals through the CT fore shaft between adjacent steel-pipe piles, and excavation has certain degree of depth's cushion cap foundation ditch, its characterized in that in the steel-pipe pile cofferdam: the elevation of the lower end of the steel pipe pile is lower than the elevation of the bottom of the bearing platform foundation pit, and an inner protection leg with the width of 1m-1.2m is arranged between the periphery of the bearing platform foundation pit and the inner side of the steel pipe pile.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202020830586.5U CN212612551U (en) | 2020-05-18 | 2020-05-18 | No-back-cover in-band protection socketed steel pipe pile cofferdam |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202020830586.5U CN212612551U (en) | 2020-05-18 | 2020-05-18 | No-back-cover in-band protection socketed steel pipe pile cofferdam |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN212612551U true CN212612551U (en) | 2021-02-26 |
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Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202020830586.5U Active CN212612551U (en) | 2020-05-18 | 2020-05-18 | No-back-cover in-band protection socketed steel pipe pile cofferdam |
Country Status (1)
| Country | Link |
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| CN (1) | CN212612551U (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111663546A (en) * | 2020-05-18 | 2020-09-15 | 中交路桥建设有限公司 | Bottom-sealing-free embedded rock-socketed steel pipe pile cofferdam with inner protection leg and construction method thereof |
-
2020
- 2020-05-18 CN CN202020830586.5U patent/CN212612551U/en active Active
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111663546A (en) * | 2020-05-18 | 2020-09-15 | 中交路桥建设有限公司 | Bottom-sealing-free embedded rock-socketed steel pipe pile cofferdam with inner protection leg and construction method thereof |
| CN111663546B (en) * | 2020-05-18 | 2024-05-24 | 中交路桥建设有限公司 | Non-bottom-sealing steel pipe pile cofferdam with inner leg protection rock-socketed and construction method thereof |
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