CN210621727U - Large-scale marine anchorage construction combination formula cofferdam structure - Google Patents
Large-scale marine anchorage construction combination formula cofferdam structure Download PDFInfo
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- CN210621727U CN210621727U CN201921244460.3U CN201921244460U CN210621727U CN 210621727 U CN210621727 U CN 210621727U CN 201921244460 U CN201921244460 U CN 201921244460U CN 210621727 U CN210621727 U CN 210621727U
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Abstract
The utility model discloses an anchor construction combination formula cofferdam structure in large-scale sea, it is used for buildding land construction platform at sea, include, the fore-and-aft of the fore-and-aft of steel-pipe pile that sets up by many vertical intervals forms annular cofferdam structure to and the cover is established at cofferdam outlying parallel wire cable, and it is used for the hoop cover to form circumference protection and stress support in to it in the cofferdam periphery. The utility model has the advantages of stable in structure, construction cycle is short, can be to the cofferdam when the construction from inside to outside the stress protection's that produces effect, but wide application in marine island cofferdam construction technical field.
Description
Technical Field
The utility model relates to a marine island cofferdam construction technical field of building. More specifically, the utility model relates to a large-scale marine anchorage construction combination formula cofferdam structure.
Background
The construction of offshore bridge needs to establish an underground diaphragm wall construction foundation at sea, the underground diaphragm wall foundation is widely applied to the construction of large suspension bridge anchorage foundations at home and abroad due to the characteristics of high rigidity, large buried depth, high construction precision, strong adaptability to complex stratums and the like, and the offshore anchorage foundation is mostly selected as a caisson or a caisson foundation due to a series of problems of long offshore operation time, large construction organization difficulty, complex seabed geological conditions and the like, so that only an island construction method can be adopted for the construction of large-volume offshore anchorage underground continuous wall foundations. A completely rigid cofferdam is formed, and no good protection and solution is provided for the stress outwards from the inside of the cofferdam.
SUMMERY OF THE UTILITY MODEL
The utility model aims at providing a stable in structure, construction cycle is short, can be to the cofferdam from inside to outside when the construction stress protection's that produces large-scale marine anchorage construction combination formula cofferdam structure.
In order to realize according to these purposes of the utility model and other advantages, a large-scale marine anchorage construction combination formula cofferdam structure is provided, it is used for building land construction platform at sea, and it includes, and the fore-and-aft of fore-and-aft by many vertical interval settings forms annular cofferdam structure to and the cover is established at cofferdam outlying parallel wire cable, and it is used for the cuff to form circumference protection and stress support in to it in the cofferdam periphery.
Preferably, the large-scale marine anchorage construction combined cofferdam structure comprises a locking steel pipe pile and a pair of C-shaped lock catches symmetrically and fixedly arranged along the length direction of the outer side wall of the locking steel pipe pile, wherein the opening parts of the pair of C-shaped lock catches face the outer side direction of the steel pipe pile;
and the I-shaped steel sheet piles comprise vertical plates and a pair of side plates perpendicular to the two ends of the vertical plates, and the side plates are vertically inserted and beaten in the two adjacent C-shaped latches close to each other of the fore shaft steel pipe piles respectively to realize the connection of the I-shaped steel sheet piles and the two adjacent fore shaft steel pipe piles.
Preferably, the combined cofferdam structure for large-scale anchor construction in the sea is characterized in that the parallel steel wires are a plurality of and are hooped at intervals up and down along the height direction of the cofferdam.
Preferably, the parallel steel wire ropes are connected and fixed end to end through an anchor rope tensioning machine in the large-scale marine anchorage construction combined cofferdam structure.
Preferably, the large-scale marine anchorage construction combined cofferdam structure further comprises a tensioning platform which is detachably arranged on the outer side wall of the cofferdam and used for supporting the operation platform when the parallel steel wires are tensioned.
Preferably, the combined cofferdam structure for large-scale anchor construction in the sea further comprises a plurality of cable hanging platforms which are welded and fixed on the outer side wall of the cofferdam and uniformly support and distributed at the bottom of each circle of parallel steel cables.
Preferably, the combined cofferdam structure for large-scale anchor construction in the sea further comprises a polytetrafluoroethylene sliding plate, wherein the polytetrafluoroethylene sliding plate comprises an adhesive surface and a supporting surface, the adhesive surface is adhered to the outer side wall of the fore shaft steel pipe pile, and the supporting surface is tightly attached to the side wall of the cofferdam, which faces the parallel steel wire rope.
Preferably, the inner wall of each locking notch steel pipe pile is circumferentially provided with a circle of annular stiffening plates at intervals.
The utility model discloses at least, include following beneficial effect:
1. the structure is stable, the C-T type fore shaft form of the fore shaft steel pipe pile is adopted, the semi-rigid cofferdam is formed by tensioning, the backfill soil stress of the island is adapted through the tensioning force, and the connection construction of the cofferdam structure is more flexible.
2. Further inject cofferdam structure's circumference protective force through reinforcing apparatus, all be provided with annular stiffener etc. in establishing the parallel wire cable that the multilayer was set up from cofferdam periphery hoop and every fore shaft steel-pipe pile to strengthen overall structure's tightness.
Additional advantages, objects, and features of the invention will be set forth in part in the description which follows and in part will become apparent to those having ordinary skill in the art upon examination of the following or may be learned from practice of the invention.
Drawings
FIG. 1 is a structural diagram of the anchoring construction combined cofferdam of the utility model;
FIG. 2 is a structural view of the fore shaft steel pipe pile of the present invention;
FIG. 3 is a connection structure diagram of the I-shaped steel sheet pile and a pair of C-shaped lock catches of the present invention;
fig. 4 is a top view of the steel pipe pile with a local locking notch of the present invention;
FIG. 5 is a structural diagram of the position relationship between the cable-hanging platform, the tension platform and the fore shaft steel pipe pile of the present invention;
FIG. 6 is a connection structure diagram of the polytetrafluoroethylene slide plate, the outer side wall of the fore shaft steel pipe pile and the parallel steel wire cables;
the specification reference numbers indicate: 1. the locking steel pipe pile comprises a locking steel pipe pile body, 2I-shaped steel plates, 3 parallel steel wire ropes, 4 ' 8 ' -shaped ground connecting walls, 5 steel cylinders, 6 ' C-shaped lock catches, 7 ' annular stiffening plates, 8 ' anchor rope tensioning machines, 9 ' cable hanging platforms, 10 ' tensioning platforms, 11 ' polytetrafluoroethylene sliding plates, 201 ' vertical plates ', 202 ' side plates.
Detailed Description
The present invention is further described in detail below with reference to the drawings so that those skilled in the art can implement the invention with reference to the description.
In the description of the present invention, the terms "lateral", "longitudinal", "up", "down", "front", "back", "left", "right", "vertical", "horizontal", "top", "bottom", "inner", "outer", etc. indicate orientations or positional relationships based on the orientations or positional relationships shown in the drawings, and are only for convenience of description and simplicity of description, and do not indicate or imply that the device or element referred to must have a particular orientation, be constructed and operated in a particular orientation, and therefore, should not be construed as limiting the present invention.
As shown in fig. 1-6, the utility model provides a large-scale marine anchorage construction combination formula cofferdam structure, it is used for building land construction platform at sea, and it includes, 1 end to end formation annular cofferdam structure of fore-and-aft lock mouth steel-pipe pile that set up by many vertical intervals to and the cover is established at cofferdam outlying parallel wire cable 3, and it is used for the cuff to form circumference protection and stress support in to it in the cofferdam periphery.
In the technical scheme, a plurality of fore shaft steel pipe piles 1 are inserted and driven one by one to the deep part of a seabed by utilizing a guide frame to form an annular cofferdam structure connected end to end, and then parallel steel wire ropes 3 are hooped on the periphery of the cofferdam to form a circumferential protective layer from outside to inside.
As shown in fig. 3, in another technical solution, each of the fore-and-aft steel pipe piles 1 includes a vertical steel cylinder 5 and a pair of C-shaped shackles 6 symmetrically and fixedly arranged along the length direction of the outer side wall thereof, wherein the openings of the pair of C-shaped shackles 6 face the outer side direction of the steel cylinder 5;
the plurality of I-shaped steel sheet piles 2 respectively comprise a vertical plate 201 and a pair of side plates 202 perpendicular to two ends of the vertical plate 201, and the pair of side plates 202 are respectively vertically inserted and beaten in two adjacent C-shaped lock catches 6 which are close to each other, so that the connection between the I-shaped steel sheet piles 2 and the two adjacent lock catch steel pipe piles 1 is realized.
In the technical scheme, a C-T-shaped locking form of the locking steel pipe pile 1 is adopted, a semi-rigid cofferdam is formed by tensioning, and the stress of backfill soil from the inside to the outside of the cofferdam is adapted through the tensioning force;
the cross section size and the wall thickness of the fore shaft steel pipe pile 1 are not small enough, the diameter is 2000-3000 mm, and the wall thickness is 18-27 mm;
meanwhile, the width of the I-shaped sheet pile can be adjusted to adapt to accumulated errors in the construction process in the cofferdam folding stage, the operability is high, and the folding difficulty is reduced
In another technical scheme, the parallel steel wires 3 are provided with a plurality of parallel steel wires, and the parallel steel wires are hooped at intervals up and down along the height direction of the cofferdam.
In the technical scheme, a plurality of parallel steel wires 3 are arranged on the periphery of the cofferdam to enhance the tensile force of the cofferdam from inside to outside, the interlayer spacing of the steel wires is preferably 25-30 cm, the number of layers is 7-10, the interval, the number of layers and the tensile force can be properly adjusted according to the backfill height and stress monitoring data in the cofferdam, and the structural stress is more reasonable;
the parallel steel wire ropes 3 should be subjected to corrosion prevention and rust prevention protection, so that prestress loss and protection failure in a long-time marine environment are avoided, and a double-PE sleeve can be adopted.
In another technical scheme, as shown in fig. 4, the parallel steel wires 3 are connected and fixed end to end by an anchor cable tensioning device 8.
In the technical scheme, the anchor cable tensioning machine 8 can effectively enable the parallel steel wires 3 to be expanded outwards within a certain range according to the tension force in the cofferdam.
In another solution, as shown in fig. 5, a tension platform 10 is further included, which is detachably arranged on the outer side wall of the cofferdam for the operation platform support when the parallel steel wires 3 are tensioned.
As shown in fig. 5, in another technical solution, the cofferdam further comprises a plurality of cable hanging platforms 9, which are welded and fixed on the outer side wall of the cofferdam and uniformly support and distribute at the bottom of each circle of parallel steel cables 3.
As shown in fig. 6, in another technical solution, the steel pipe pile further comprises a teflon sliding plate 11, which includes an adhesive surface and a support surface, wherein the adhesive surface is adhered to the outer side wall of the fore shaft steel pipe pile 1, and the support surface is closely attached to the side wall of the parallel steel wires 3 facing the cofferdam side.
In the technical scheme, the polytetrafluoroethylene sliding plate 11 mainly plays a role in locally fixing the parallel steel wire cables 3 on the outer side wall of the cofferdam, so that the condition that the parallel steel wire cables 3 are stressed unevenly due to overlarge friction force is avoided, the contact area is enlarged, and overlarge local stress on the steel pipe pile is avoided.
In another technical scheme, a circle of annular stiffening plates 7 are circumferentially arranged on the inner wall of each fore shaft steel pipe pile 1 at intervals.
In the technical scheme, in order to prevent the locking steel pipe pile 1 from generating local deformation and depression due to huge soil pressure generated by backfilling in the island building process and the tension force of the parallel steel wires 3, the annular stiffening plates 7 are arranged in the locking steel pipe pile 1 along the height direction to increase local rigidity, the tensioning areas of the parallel steel wires 3 are encrypted, and the thickness of the annular stiffening plates 7 is preferably 14-20 mm.
While the embodiments of the invention have been described above, it is not intended to be limited to the details shown, or described, but rather to cover all modifications, which would come within the scope of the appended claims, and all changes which come within the meaning and range of equivalency of the art are therefore intended to be embraced therein.
Claims (7)
1. The utility model provides a large-scale marine anchorage construction combination formula cofferdam structure, it is used for setting up land construction platform at sea, its characterized in that includes, by many vertical fore shaft steel-pipe piles end to end formation annular cofferdam structure of setting up of interval to and the cover is established at the peripheral parallel wire cable of cofferdam, and it is used for hoop cover to form circumference protection and stress support in to it in the cofferdam periphery.
2. The large-scale marine anchorage construction combined cofferdam structure of claim 1, wherein the fore shaft steel pipe piles comprise a vertical steel cylinder and a pair of C-shaped lock catches symmetrically and fixedly arranged along the length direction of the outer side wall of the vertical steel cylinder, wherein the opening of the pair of C-shaped lock catches faces the outer side direction of the steel cylinder;
and the I-shaped steel sheet piles comprise vertical plates and a pair of side plates perpendicular to the two ends of the vertical plates, and the side plates are vertically inserted and beaten in the two adjacent C-shaped latches close to each other of the fore shaft steel pipe piles respectively to realize the connection of the I-shaped steel sheet piles and the two adjacent fore shaft steel pipe piles.
3. The large-scale marine anchorage construction combined cofferdam structure of claim 1, characterized in that the parallel steel cables are many and hooped up and down at intervals along the height direction of the cofferdam.
4. The large-scale marine anchorage construction combined cofferdam structure of claim 1 or 3, characterized in that the parallel steel cables are connected and fixed end to end by an anchor cable tensioning machine.
5. The large-scale marine anchorage construction combined cofferdam structure of claim 1, further comprising a tension platform detachably disposed on the outer side wall of the cofferdam for supporting the operation platform when the parallel steel cables are tensioned.
6. The large-scale marine anchorage construction combined cofferdam structure of claim 1, further comprising a plurality of cable hanging platforms, all welded and fixed on the outer side wall of the cofferdam, and uniformly supported and distributed at the bottom of each circle of parallel steel cables.
7. The large-scale marine anchorage construction combined cofferdam structure of claim 1, further comprising a polytetrafluoroethylene slide plate, which comprises an adhesive surface and a supporting surface, wherein the adhesive surface is adhered to the outer side wall of the fore shaft steel pipe pile, and the supporting surface is tightly adhered to the side wall of the cofferdam side of the parallel steel wire rope.
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| Application Number | Priority Date | Filing Date | Title |
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| CN201921244460.3U CN210621727U (en) | 2019-08-02 | 2019-08-02 | Large-scale marine anchorage construction combination formula cofferdam structure |
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| CN201921244460.3U CN210621727U (en) | 2019-08-02 | 2019-08-02 | Large-scale marine anchorage construction combination formula cofferdam structure |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110453704A (en) * | 2019-08-02 | 2019-11-15 | 中交第二航务工程局有限公司 | A kind of marine anchorage construction combined type cofferdam structure of large size and its construction method |
| CN111749249A (en) * | 2020-07-23 | 2020-10-09 | 牛斌 | Building enclosure construction method for protecting existing building in foundation pit |
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2019
- 2019-08-02 CN CN201921244460.3U patent/CN210621727U/en active Active
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110453704A (en) * | 2019-08-02 | 2019-11-15 | 中交第二航务工程局有限公司 | A kind of marine anchorage construction combined type cofferdam structure of large size and its construction method |
| CN111749249A (en) * | 2020-07-23 | 2020-10-09 | 牛斌 | Building enclosure construction method for protecting existing building in foundation pit |
| CN111749249B (en) * | 2020-07-23 | 2022-03-08 | 北京城建设计发展集团股份有限公司 | Building enclosure construction method for protecting existing building in foundation pit |
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