CN211646245U - High-pile wharf and breakwater structure - Google Patents
High-pile wharf and breakwater structure Download PDFInfo
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- CN211646245U CN211646245U CN201922240795.4U CN201922240795U CN211646245U CN 211646245 U CN211646245 U CN 211646245U CN 201922240795 U CN201922240795 U CN 201922240795U CN 211646245 U CN211646245 U CN 211646245U
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Abstract
The utility model provides a high stake pier and breakwater structure concurrently, include: the wharf upper structure is provided with a plurality of cross beams, a plurality of longitudinal beams perpendicular to the cross beams and a panel above the cross beams. The longitudinal beams are arranged at intervals in the length direction perpendicular to the cross beam; the bottom end of each beam is connected with a cast-in-place connecting pile cap, the cast-in-place connecting pile caps are arranged along the length direction of the beams, and a plurality of wharf pile foundations are arranged in parallel at the lower ends of the cast-in-place connecting pile caps; the wharf pile foundation is of a vertical columnar structure and is arranged at intervals along the length direction of the cross beam; a row of wharf pile foundations positioned on the outermost side of the high-pile wharf, steel sheet piles are arranged between two adjacent wharf pile foundations to form a sheet pile front wall, and the top end of the sheet pile front wall is embedded into a cast-in-place connecting pile cap; the upper end of the longitudinal beam positioned on the outermost side of the high-pile wharf is provided with a wave blocking wall, and the wave blocking wall is arranged along the length direction of the wharf. The utility model discloses can solve soft soil foundation crowning pile structural style and can not effectively block the problem of open sea wave.
Description
Technical Field
The utility model relates to a port engineering technical field especially relates to a high stake pier and breakwater structure concurrently.
Background
At present, a plurality of jetty wharfs constructed in open sea are all in a structural type of a wharf and a breakwater, and all adopt gravity type structures, so that open sea waves can be effectively blocked. However, the adoption of the gravity type structure in the soft soil foundation with poor geological conditions requires the treatment of the foundation, and the investment of the foundation treatment cost is very large, thereby causing certain influence on the engineering construction.
SUMMERY OF THE UTILITY MODEL
In view of the above-mentioned technical problems, a high-piled wharf and breakwater structure is provided. The utility model discloses wall and wave wall before the mainly utilized sheet pile to solve weak soil foundation crowning pile structural style can not regard as the breakwater to use, can not effectively block the problem of open sea wave, solve the problem that gravity type pier and breakwater cost are high in the weak soil foundation simultaneously. The utility model discloses a technical means as follows:
a stub wharf and breakwater structure comprising: the wharf upper structure is provided with a plurality of cross beams, a plurality of longitudinal beams and a panel, the longitudinal beams are connected to the lower end of the panel, the longitudinal beams are arranged in a sectional mode in the length direction, and the cross beams are arranged in parallel in the direction perpendicular to the length direction; in the length direction, the cross beams are arranged discontinuously, and a plurality of longitudinal beams perpendicular to the cross beams are arranged between every two adjacent cross beams;
the bottom end of each cross beam is connected with a cast-in-place connecting pile cap, the cast-in-place connecting pile caps are horizontally arranged along the length direction of the cross beam, and a plurality of wharf pile foundations are arranged side by side at the lower ends of the cast-in-place connecting pile caps; the wharf pile foundation is of a vertical columnar structure and is arranged at intervals along the length direction of the cross beam;
a row of wharf pile foundations positioned on the outermost side of the high-pile wharf, wherein a steel sheet pile is arranged between two adjacent wharf pile foundations to form a sheet pile front wall, the top end of the sheet pile front wall is embedded into the cast-in-place connecting pile cap, and the sheet pile front wall is connected with the cross beam and the longitudinal beam through the cast-in-place connecting pile cap to form a whole with the wharf superstructure;
the upper end of the longitudinal beam is provided with a wave blocking wall which is positioned on the outermost side of the high-pile wharf and is arranged along the length direction of the longitudinal beam.
Further, the distance between two adjacent crossbeams is 6-12 m; the distance between two adjacent longitudinal beams is 3-6 m.
Further, the cast-in-place connecting pile cap is of a cast-in-place concrete structure, wherein the cast-in-place connecting pile cap positioned on the outermost layer is of a long strip shape, and the wharf pile foundation and the sheet pile front wall are connected into a whole; the rest cast-in-place connecting pile caps are in a square block shape and are arranged at the lower end of the cross beam at intervals; the size of the cast-in-place connecting pile cap needs to be set according to the diameter of the pile, the height of the water level, the elevation of the wharf, the height of the cross beam and the height of the longitudinal beam.
Further, the wharf pile foundation is of a steel pipe pile structure or a cast-in-place pile structure; the diameter of the wharf pile foundation is 600 mm-1200 mm; the distance between two adjacent wharf pile foundations is 6-12 m. The length of the wharf pile foundation is determined according to structural calculation, and a bearing layer is generally required to be driven into the wharf pile foundation.
Furthermore, the depth of the sheet pile front wall into the soil is 4-6 m.
Further, the sheet pile front wall is a continuous wall formed by steel sheet piles. And selecting steel sheet piles with standard specifications according to requirements.
Furthermore, the wave blocking wall is of a cast-in-place concrete structure and is cast in place with the longitudinal beam into a whole.
Compared with the prior art, the utility model has the advantages of it is following:
1. the utility model discloses a high stake pier and breakwater structure for building the breakwater pier outside and breakwater in the soft soil foundation, can effectively cover open sea wave formation, solve the problem that the high stake pattern of structure can not regard as the breakwater to use in the soft soil foundation, can not effectively block open sea wave, but solve the high problem of gravity type structure cost in the soft soil foundation simultaneously.
2. The utility model discloses a high stake pier and breakwater structure adds the sheet pile front wall in the open sea survey of high stake pier, adopts high stake structure and sheet pile structure to combine together, has formed the structure of full shield.
3. The utility model discloses a high pile pier and breakwater structure adopts high pile and sheet pile to distinguish the design, has reduced the sheet pile and has squeezed into the soil layer degree of depth, has effectively reduced engineering cost.
Based on the reason, the utility model discloses can extensively promote in fields such as the soft soil foundation of port engineering.
Drawings
In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the drawings required to be used in the description of the embodiments or the prior art are briefly introduced below, and it is obvious that the drawings in the following description are some embodiments of the present invention, and for those skilled in the art, other drawings can be obtained according to these drawings without inventive labor.
Fig. 1 is a schematic plan view of a middle jetty wharf of the present invention.
Fig. 2 is a sectional view of the main structure of the wharf of the present invention.
Fig. 3 is a vertical view of the structure outside the medium breakwater of the present invention.
In the figure: 1. a dock superstructure; 2. a wharf pile foundation; 3. a sheet pile front wall; 4. a wave wall; 5. casting a connecting pile cap in situ; 11. a cross beam; 12. a stringer; 13. a panel.
Detailed Description
In order to make the objects, technical solutions and advantages of the embodiments of the present invention clearer, the embodiments of the present invention will be clearly and completely described below with reference to the accompanying drawings in the embodiments of the present invention, and it is obvious that the described embodiments are some, but not all, embodiments of the present invention. Based on the embodiments in the present invention, all other embodiments obtained by a person skilled in the art without creative work belong to the protection scope of the present invention.
As shown in fig. 1-3, the utility model provides a high stake pier and breakwater structure, include: the wharf upper structure 1 is provided with a plurality of cross beams 11, a plurality of longitudinal beams 12 and a panel 13 on the wharf upper structure 1. The longitudinal beams 12 are connected to the lower end of the panel 13, and the panel 13 is laid above the longitudinal beams 12 and the cross beam 11. In the length direction, the longitudinal beams 12 are arranged in a sectional manner, and a plurality of cross beams 11 are arranged in parallel in the direction perpendicular to the length direction; in the length direction, the cross beams 11 are arranged discontinuously, and a plurality of longitudinal beams 12 perpendicular to the cross beams 11 are arranged between every two adjacent cross beams 11. The arrangement rule of the longitudinal beams 12 is as follows: in the length direction, a plurality of longitudinal beams 12 are arranged side by side in sections and are positioned on the same straight line; a plurality of cross beams 11 are arranged in parallel at equal intervals in the direction vertical to the length direction; the projections of all the beams 11 in the length direction are overlapped; two connected columns of longitudinal beams 12 are connected with an elongated beam 11 together. In the direction perpendicular to the length direction, the distance between two adjacent cross beams 11 is 6-12 m; the distance between two adjacent longitudinal beams 12 is 3-6 m.
The bottom end of each cross beam 11 is connected with a cast-in-place connecting pile cap 5, the cast-in-place connecting pile caps 5 are horizontally arranged along the length direction of the cross beams 11, and a plurality of wharf pile foundations 2 are arranged in parallel at the lower ends of the cast-in-place connecting pile caps 5; the wharf pile foundation 2 is of a vertical columnar structure and is arranged along the length direction of the cross beam 11 at intervals. The cast-in-place connecting pile cap 5 is of a cast-in-place concrete structure, wherein the cast-in-place connecting pile cap 5 positioned on the outermost layer is of a whole strip shape, and the wharf pile foundation 2 and the sheet pile front wall 3 are connected into a whole; the rest cast-in-place connecting pile caps 5 are square blocks and arranged at the lower ends of the cross beams 11 at intervals, and the lower end of each square block-shaped cast-in-place connecting pile cap 5 is connected with one wharf pile foundation 2. The size of the cast-in-situ connecting pile cap 5 needs to be set according to the diameter of the pile, the height of the water level, the height of the wharf, the cross beam 11 and the longitudinal beam 12. The wharf pile foundation 2 is of a steel pipe pile structure or a cast-in-place pile structure. The diameter of the wharf pile foundation 2 is 600 mm-1200 mm; the distance between two adjacent wharf pile foundations 2 is 6-12 m. The wharf pile foundation 2 is used as a main stress component of the wharf superstructure 1, the length of the wharf pile foundation 2 is determined according to structural calculation, and the driving depth can reach a bearing layer generally.
The pier foundation structure comprises a row of pier foundation 2 located on the outermost side (the outer sea side) of a high-pile pier, steel sheet piles are arranged between every two adjacent pier foundation 2 to form a sheet pile front wall 3, the top ends of the sheet pile front walls 3 are embedded into cast-in-place connecting pile caps 5, and the sheet pile front walls 3 and the pier upper structure 1 are integrated through the connection of the cast-in-place connecting pile caps 5 and cross beams 11 and longitudinal beams 12, so that a combination of the high-pile pier and a breakwater is formed, namely the high-pile breakwater structure. The sheet pile front wall mainly has the effect of blocking waves, and the depth of the sheet pile front wall 3 in soil is about 4-6 m. The sheet pile front wall 3 is a continuous wall formed by steel sheet piles. And selecting steel sheet piles with standard specifications according to requirements.
The upper end of the longitudinal beam 12, which is positioned at the outermost side (outer sea side) of the high-pile wharf, is provided with a wave blocking wall 4, and the wave blocking wall 4 is arranged along the length direction of the longitudinal beam 12. The wave blocking wall 4 is of a cast-in-place concrete structure and is cast in place with the longitudinal beam 12 into a whole.
The utility model discloses a high stake pier and breakwater structure for building the breakwater pier outside and breakwater in the soft soil foundation, can effectively cover open sea wave formation, solved soft soil foundation crowning pile structural style can not regard as the breakwater to use, can not effectively block the problem of open sea wave, solved the problem that gravity type structure cost is high in the soft soil foundation simultaneously.
Finally, it should be noted that: the above embodiments are only used to illustrate the technical solution of the present invention, and not to limit the same; although the present invention has been described in detail with reference to the foregoing embodiments, it should be understood by those skilled in the art that: the technical solutions described in the foregoing embodiments may still be modified, or some or all of the technical features may be equivalently replaced; such modifications and substitutions do not depart from the spirit and scope of the present invention.
Claims (7)
1. The utility model provides a high stake pier and breakwater structure which characterized in that includes: the wharf upper structure (1), a plurality of cross beams (11), a plurality of longitudinal beams (12) and a panel (13) are arranged on the wharf upper structure (1), the longitudinal beams (12) are connected to the lower end of the panel (13), the longitudinal beams (12) are arranged in a sectional mode in the length direction, and the cross beams (11) are arranged in parallel in the direction perpendicular to the length direction; in the length direction, the cross beams (11) are arranged discontinuously, and a plurality of longitudinal beams (12) vertical to the cross beams (11) are arranged between every two adjacent cross beams (11);
the bottom end of each cross beam (11) is connected with a cast-in-place connecting pile cap (5), the cast-in-place connecting pile caps (5) are horizontally arranged along the length direction of the cross beams (11), and a plurality of wharf pile foundations (2) are arranged at the lower ends of the cast-in-place connecting pile caps (5) in parallel; the wharf pile foundation (2) is of a vertical columnar structure and is arranged at intervals along the length direction of the cross beam (11);
a row of wharf pile foundations (2) positioned on the outermost side of the high-pile wharf, steel sheet piles are arranged between every two adjacent wharf pile foundations (2) to form a sheet pile front wall (3), the top ends of the sheet pile front walls (3) are embedded into the cast-in-place connecting pile caps (5), and the sheet pile front walls (3) and the wharf upper structure (1) are integrated through connection of the cast-in-place connecting pile caps (5) with the cross beams (11) and the longitudinal beams (12);
the outer side of the high-pile wharf is located, a wave blocking wall (4) is arranged at the upper end of the longitudinal beam (12), and the wave blocking wall (4) is arranged in the length direction of the longitudinal beam (12).
2. The pier and breakwater structure according to claim 1, wherein the distance between two adjacent beams (11) is 6-12 m in the direction perpendicular to the length direction; the distance between two adjacent longitudinal beams (12) is 3-6 m.
3. The high pile wharf and breakwater structure as claimed in claim 1, wherein the cast-in-place connecting pile cap (5) is of a cast-in-place concrete structure, wherein the cast-in-place connecting pile cap (5) at the outermost layer is of a long strip shape, and connects the wharf pile foundation (2) and the sheet pile front wall (3) into a whole; the rest cast-in-place connecting pile caps (5) are square and are arranged at the lower end of the cross beam (11) at intervals; the size of the cast-in-situ connecting pile cap (5) needs to be set according to the diameter of the pile, the height of the water level, the height of the wharf, the cross beam (11) and the height of the longitudinal beam (12).
4. The high pile wharf and breakwater structure as claimed in claim 1, wherein the wharf pile foundation (2) is a steel pipe pile structure or a cast-in-place pile structure; the diameter of the wharf pile foundation (2) is 600-1200 mm; the distance between two adjacent wharf pile foundations (2) is 6-12 m.
5. The high pile wharf and breakwater structure as claimed in claim 1, wherein the sheet pile front wall (3) has a penetration depth of 4-6 m.
6. The pier and breakwater structure according to claim 1 or 5, wherein the sheet pile front wall (3) is a continuous wall formed of steel sheet piles.
7. The high pile wharf and breakwater structure as claimed in claim 1, wherein the wave wall (4) is of a cast-in-place concrete structure and is cast in place with the longitudinal beam (12).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201922240795.4U CN211646245U (en) | 2019-12-14 | 2019-12-14 | High-pile wharf and breakwater structure |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201922240795.4U CN211646245U (en) | 2019-12-14 | 2019-12-14 | High-pile wharf and breakwater structure |
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| CN211646245U true CN211646245U (en) | 2020-10-09 |
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| CN201922240795.4U Active CN211646245U (en) | 2019-12-14 | 2019-12-14 | High-pile wharf and breakwater structure |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113005985A (en) * | 2021-03-04 | 2021-06-22 | 中交第四航务工程勘察设计院有限公司 | Novel curtain-type dense-row pile foundation breakwater |
| US11286630B2 (en) * | 2020-03-19 | 2022-03-29 | Ocean University Of China | Pile foundation permeable breakwater with variable permeability and construction method thereof |
-
2019
- 2019-12-14 CN CN201922240795.4U patent/CN211646245U/en active Active
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US11286630B2 (en) * | 2020-03-19 | 2022-03-29 | Ocean University Of China | Pile foundation permeable breakwater with variable permeability and construction method thereof |
| CN113005985A (en) * | 2021-03-04 | 2021-06-22 | 中交第四航务工程勘察设计院有限公司 | Novel curtain-type dense-row pile foundation breakwater |
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