CN201296918Y

CN201296918Y - Wharf shore-connecting structure

Info

Publication number: CN201296918Y
Application number: CNU2008201545922U
Authority: CN
Inventors: 程泽坤; 朱林祥; 方君华; 顾祥奎; 蒋腊梅
Original assignee: CCCC Third Harbor Consultants
Current assignee: CCCC Third Harbor Consultants
Priority date: 2008-10-29
Filing date: 2008-10-29
Publication date: 2009-08-26
Anticipated expiration: 2018-10-29

Abstract

The utility model provides a wharf shore-connecting structure, which comprises a piling wall for blocking back fill, which is formed by closely arranging a plurality of foundation piles, and further comprises an inclined pile jacking, a supporting pile, and a pile cap connected with the a land-based area, wherein, the piling wall, the supporting pile and the inclined pile jacking are connected with the pile cap, and the inclined pile jacking obliquely supports the pile cap. The novel wharf shore-connecting structure form can be substituted for a retaining cofferdam formed by the land-based area, and can prevent the influence of foundation deformation caused by the back high fill on a soft soil foundation on the wharf structure; and the back land-based area of the shore-connecting structure can be constructed with the wharf structure at the same time, so that the construction speed of forming the land-based area is greatly increased, and better conditions for the successful development of a subsequent project are created.

Description

Wharf shore connection structure

Technical Field

The utility model belongs to harbour, hydraulic construction engineering field especially relate to the architectural structure design who is applicable to large-scale full hall formula pier, a pier connects bank structure specifically says so.

Background

The high pile wharf is suitable for being built on a soft foundation. For the plane arrangement form of the full-hall type wharf, the form of a shore connection structure for connecting a wharf structure and a shore slope is very important, and the main functions of the full-hall type wharf are soil retaining and bank slope stability ensuring so as to ensure normal operation of the wharf. Traditional land grafting structures can be categorized into three major categories: sheet pile type structure, slope type throwing filling structure and gravity type soil retaining structure. The sheet pile type structure is a common retaining revetment structure, but has low horizontal rigidity, and the structure deforms greatly under the action of high filling on a soft soil foundation. With the development of wharf construction towards deep hydration and large-scale construction, the traditional shore connection structure cannot be completely adapted to the full-hall type large wharf constructed in a land area formed by high backfill on a deep soft soil foundation, and the influence of foundation settlement and horizontal deformation generated by high backfill on the wharf structure by adopting any type of shore connection structure can be adapted to more and more arouse the attention of a harbor engineering boundary. Therefore, a novel shore connecting structure is developed, and the influence of foundation deformation on the use of the wharf structure of the large full-hall high-pile wharf under the action of high backfill is well solved.

SUMMERY OF THE UTILITY MODEL

The to-be-solved technical problem of the utility model is to provide a connect bank structure suitable for large-scale full hall formula high pile pier should connect the bank structure and can avoid the influence of going up backfill to the wharf structure on the soft soil foundation, prevents promptly because the effect of backfill down the soft soil foundation subsides and produce the effect of horizontal deformation to the wharf structure.

The utility model adopts the following technical scheme:

a wharf shore-connecting structure comprises a pile wall, an inclined top pile, a support pile and a bearing platform, wherein the pile wall is formed by closely arranging a plurality of foundation piles and used for blocking rear filling, the inclined top pile, the support pile and the inclined top pile are connected with the bearing platform respectively, and the inclined top pile supports the bearing platform in an inclined mode.

Preferably, the supporting piles are supported at the rear end of the bearing platform, the pile walls are supported in the middle of the bearing platform, and the inclined top piles are supported at the front end of the bearing platform.

Preferably, the inclined top piles are multiple and arranged at equal intervals; the supporting piles are arranged at equal intervals.

Preferably, the inclined top pile, the support pile and the pile wall are fixedly connected with the bearing platform.

Preferably, the bearing platform is a cast-in-place concrete bearing platform.

The utility model relates to a cushion cap structure, close packing foundation pile form the pile wall and play the effect of cutting off, prevent the ground deformation of rear filling production to the effect of pier. The inclined top pile, the supporting pile and the concrete bearing platform form a supporting system, and compared with a common sheet pile shore-connecting structure, the horizontal rigidity is enhanced, the deformation of the structure is greatly reduced, and the safety of the structure is improved. This kind of novel pier connects bank structural style can replace the fender soil cofferdam that land area formed, and the influence of the ground deformation that the high banket of ability separation rear produced to the wharf structure has been eliminated and has been adopted other tradition to connect the bank structural style to exist because of the threat of rear loading speed is fast to the wharf structure, and like this, connect the bank rear can be under construction with the wharf structure simultaneously, has improved the construction speed that land area formed greatly, has created better condition for developing smoothly of follow-up engineering.

Drawings

Fig. 1 is a schematic cross-sectional view of the shore structure of the present invention.

Fig. 2 is a schematic view of the pile position shown by the structure of the bearing platform of the present invention.

Wherein,

1. sand pile processing area 6 cast-in-place concrete bearing platform

2. Bagged sand inner prism 7-support pile

3. Sand-filled 8-angle top pile

4. Prism block stone 9 pile wall (close packing foundation pile)

5. Cast-in-place retaining wall

Detailed Description

As shown in the figure, the utility model discloses by oblique top pile 8, pile wall 9, support stake 7 and cast in situ concrete cushion cap 6 these several parts constitute. The cast-in-place concrete bearing platform 6 is arranged between the front wharf and the rear land area. And the tops of the inclined top piles 8, the pile walls 9 and the support piles 7 are fixedly connected with the cast-in-place concrete bearing platform 6. The pile wall 9 is formed of a plurality of foundation piles arranged closely for blocking the rear filling. A plurality of inclined top piles 8 and a plurality of support piles 7 are arranged at the front end and the rear end of the cast-in-place concrete bearing platform 6 respectively, a pile wall 9 is arranged in the middle of the bearing platform, and the inclined top piles 8 are supported in an inclined mode. Both the pitched roof piles 8 and the supporting piles 7 are arranged at equal intervals, as shown in fig. 2. Therefore, the cross section of the structure of the utility model is shaped like a bench, which is shown in figure 1.

Because the utility model relates to a connect bank structure to be a cushion cap structure, closely arrange foundation pile formation pile wall and play the effect of cutting off, prevent the ground deformation of rear banket production to the effect of pier. The inclined top pile, the supporting pile and the concrete bearing platform form a supporting system, and compared with a common sheet pile shore-connecting structure, the horizontal rigidity is enhanced, the deformation of the structure is greatly reduced, and the safety of the structure is improved. This kind of novel pier connects bank structural style can replace the fender soil cofferdam that land area formed, and the influence of the ground deformation that the high banket of ability separation rear produced to the wharf structure has been eliminated and has been adopted other tradition to connect the bank structural style to exist because of the threat of rear loading speed is fast to the wharf structure, and like this, connect the bank rear can be under construction with the wharf structure simultaneously, has improved the construction speed that land area formed greatly, has created better condition for developing smoothly of follow-up engineering. The full-hall large wharf is suitable for being constructed on a deep soft soil foundation through a land area formed by high backfill.

The calculation model of the shore connection structure can adopt a separation model, namely the structure can be separated from the soil, the backfill acts on the structure by the soil pressure, and the interaction between the pile and the foundation can be calculated according to a linear elastic foundation paradigm method; and the calculation can also be carried out according to an integral model, namely the calculation is considered in the coordination work of the structure and the soil body. The design of the support piles should take into account negative friction effects. The design of the bench type shore connecting structure can connect the inclined top pile and the supporting pile with the cast-in-place concrete bearing platform according to the fixed connection mode.

Due to the fact thatThe construction of the docking structure may be carried out synchronously with the quay structure. For sludge soft soil foundation, the method can be implemented according to the following sequence: firstly, foundation reinforcement construction is carried outPilingRecasting bearing platformRear construction riprap prism under monitoring conditionInverted filter layer structureAnd (6) backfilling.

When the shore connection structure is constructed, the following points should be noted: 1) if the rear soft soil foundation adopts a plastic plate (or sand-blasting well) drainage consolidation method scheme, a drainage plate (or sand-blasting well) is drilled after the horizontal drainage layer is formed, so that the connection between the horizontal drainage layer and the drainage plate (or sand-blasting well) is prevented from being cut off by a back-silting layer in the construction process. 2) The backfill rate is strictly controlled, including each backfill height, backfill time and backfill sequence. Particularly, when the foundation is reinforced by a drainage consolidation method, the backfill rate is controlled according to corresponding observation data. 3) Controlling the dredging range of the berth-stabilized water area in front of the wharf and the interval time of each dredging and controlling the allowable ultra-depth. 4) And carrying out corresponding tests required by settlement and displacement observation and soft foundation reinforcement in the whole construction process.

Claims

1. The utility model provides a pier connects bank structure, includes that many foundation piles closely arrange to form and block the pile wall that the rear filled out soil, its characterized in that: the pile wall, the supporting piles and the inclined top piles are respectively connected with the bearing platform, and the inclined top piles support the bearing platform in an inclined mode.

2. The dock shore structure of claim 1, wherein: the supporting piles are supported at the rear end of the bearing platform, the pile walls are supported in the middle of the bearing platform, and the inclined top piles are supported at the front end of the bearing platform.

3. The dock shore structure of claim 2, wherein: the inclined top piles are arranged at equal intervals; the supporting piles are arranged at equal intervals.

4. The dock shore structure of claim 3, wherein: and the inclined top pile, the support pile and the pile wall are fixedly connected with the bearing platform.

5. The dock structure of any one of claims 1-4, wherein: the bearing platform is a cast-in-place concrete bearing platform.