CN111305249A - Pile foundation wide bearing platform high retaining wall wharf structure - Google Patents
Pile foundation wide bearing platform high retaining wall wharf structure Download PDFInfo
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- CN111305249A CN111305249A CN202010154165.XA CN202010154165A CN111305249A CN 111305249 A CN111305249 A CN 111305249A CN 202010154165 A CN202010154165 A CN 202010154165A CN 111305249 A CN111305249 A CN 111305249A
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
- E02D27/10—Deep foundations
- E02D27/12—Pile foundations
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02B—HYDRAULIC ENGINEERING
- E02B3/00—Engineering works in connection with control or use of streams, rivers, coasts, or other marine sites; Sealings or joints for engineering works in general
- E02B3/20—Equipment for shipping on coasts, in harbours or on other fixed marine structures, e.g. bollards
- E02B3/26—Fenders
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
- E02D27/10—Deep foundations
- E02D27/12—Pile foundations
- E02D27/14—Pile framings, i.e. piles assembled to form the substructure
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D29/00—Independent underground or underwater structures; Retaining walls
- E02D29/02—Retaining or protecting walls
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
- E02D5/38—Concrete or concrete-like piles cast in position ; Apparatus for making same making by use of mould-pipes or other moulds
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- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02A—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE
- Y02A30/00—Adapting or protecting infrastructure or their operation
- Y02A30/30—Adapting or protecting infrastructure or their operation in transportation, e.g. on roads, waterways or railways
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Abstract
The invention discloses a pile foundation wide bearing platform high retaining wall wharf structure which comprises a foundation pile, a wide bearing platform and a high retaining wall, wherein the top of the foundation pile is integrally and fixedly connected with a wide bearing platform bottom plate, the high retaining wall is integrally and fixedly connected with the wide bearing platform, an inclined stone throwing layer is arranged below the wide bearing platform, toe boards are arranged at the lower part of the high retaining wall along the water side direction and are integrally and fixedly connected with the wide bearing platform and the high retaining wall, a wheel guard ridge is poured at the top of the high retaining wall, a drain pipe is arranged in the high retaining wall and extends to the back of the wall, a gravel layer and backfill soil are arranged behind the high retaining wall, and a wharf surface layer is built at the gravel layer and the backfill soil top. The pile foundation wide bearing platform high retaining wall wharf structure is suitable for a foundation with unfavorable complex geological conditions, particularly unfavorable geological conditions such as a quicksand layer or other weak layers in a shallow part below a designed mud surface, in an area with a large water head of an inland river.
Description
Technical Field
The invention relates to a hydraulic structure of a port and pier, in particular to a pile foundation wide bearing platform high retaining wall wharf structure suitable for a foundation with a large water head area of an inland river and a poor complex geological condition, and belongs to the technical field of port and pier engineering.
Background
At present, the inland wharf plays an important role in waterway transportation. In inland river areas such as the Yangtze river basin and the like of China, a flowing sand layer or a poor soft soil layer is widely existed, and geological conditions are complex. The inland river wharf is limited by construction conditions or navigation conditions, and dry land construction or dry land excavation construction is usually carried out through cofferdams in the construction process of inland river wharfs in China. Generally, bad complex foundation conditions such as a quicksand layer or other weak layers and the like have poor bearing capacity of foundation soil bodies, are difficult to construct and are difficult to construct a wharf in a traditional form. For the regions with large water head of inland river, the foundation with unfavorable complex geological conditions such as a quicksand layer or other weak layers at the shallow part of the foundation is limited by construction conditions, use conditions and economic conditions, and the adoption of the traditional high-pile wharf structural style is not suitable nor economic. Adopt traditional gravity type wharf structure who uses more, because the existence of flowing sand layer or bad soft soil layer, not only the construction degree of difficulty is big, the complexity of ground processing and the quantity greatly increased of grit material moreover.
Therefore, for the foundation of shallow sand layer or bad soft soil layer geological conditions in the region with large water head of inland river, the design of the novel structure which is suitable for inland river wharf building characteristics can effectively simplify foundation treatment, reduce the using amount of sand and stone materials, facilitate construction, have sufficient structure safety and usability, and is economical and durable has become a technical problem to be solved urgently.
Disclosure of Invention
In order to solve the problems, the invention discloses a pile foundation wide-bearing-platform high-retaining-wall wharf structure which is suitable for a foundation under bad and complicated geological conditions such as a region with a large water head of an inland river, a sand flow layer existing in a shallow part of a designed mud surface or a weak layer existing in the shallow part, and the like, and has the advantages of good structure safety, usability, economy and durability, convenience in construction and wide application range.
In order to achieve the purpose, the technical scheme of the invention is as follows:
pile foundation width cushion cap height retaining wall wharf structure includes foundation pile, width cushion cap and high barricade.
The high retaining wall is fixedly connected with the wide bearing platform integrally, and the high retaining wall, the wide bearing platform and the foundation pile form a space integral structure.
The width B of the wide bearing platform, B =5.0-10.5m, is determined according to the wharf construction terrain condition and the structural stress stability. The top surface of the wide bearing platform is positioned above the designed mud level of the wharf and below the designed low water level; the height of the wide bearing platform is H, and H =0.8-1.0 m. On the wide cushion cap top plate, toe boards are arranged on the lower portion of the high retaining wall along the water side direction and are fixedly connected with the wide cushion cap and the high retaining wall integrally.
Preferably, the height of the wall body of the high retaining wall is the height from the designed wharf surface to the top side of the wide bearing platform. High retaining wall bottom width B3，B3And the height of the back folding point of the high retaining wall is determined according to the height of the designed wharf surface, the water level difference and the tonnage of the ship, and the height of the back folding point of the wall is determined according to the concrete crack resistance requirement and the economic and reasonable manufacturing cost. If no steel rail is arranged at the front edge of the wharf (face), the top width B of the high retaining wall1，B1=0.8-1.0 m; if the front edge of the wharf (face) is provided with the steel rail, the width B of the top of the high retaining wall2=2.3-2.8m, said high retaining wall width B2The wall back fold lines of the range are changed into vertical arrangement.
And a polyethylene transverse drain pipe is arranged in the high retaining wall, the drain pipe extends 10cm outwards behind the wall, and the pipe orifice is wrapped with anti-filtration geotextile. Backfilling a sandy filler in the width range of 1.0m at the back side of the high retaining wall and at the position below the pipe orifice at the water side of the lowest drainage pipe; a gravel layer with the particle size of 5-20mm is arranged at the position above the pipe orifice at the water side of the lowest drain pipe, and a reverse filter geotextile layer is arranged at the rear side of the gravel layer; and backfilling soil in other ranges in the areas between the rear side of the high retaining wall, the upper part of the wide bearing platform and the wharf surface course.
Preferably, polyethylene transverse drain pipes are arranged in the high retaining wall at intervals, and the row number of the drain pipes in the height direction of the high retaining wall is determined according to the height of the high retaining wall and the drainage requirement of the high retaining wall. The drain pipe transversely wears high barricade to the slope of waterside to high barricade, and one end is located high barricade waterside, and the other end stretches to inverted filter behind the wall (land side) is higher than before the wall (waterside), and the gradient is 5%. The front wall nozzle of the lowest drain pipe is positioned below the designed low water level.
The pile foundation under the wide bearing platform is characterized in that the first pile from the water side to the land side along the width direction of the wharf is called a front pile, and the other piles are called rear piles. The front piles under the wide bearing platform are arranged in a straight line shape along the length direction of the wharf, the rear piles under the wide bearing platform are arranged in rows and columns, and the quantity A of foundation piles is arranged along the width direction of the wharf1，A1=3-6, net distance of foundation piles A along wharf length direction2，A2And (4) multiplying the pile diameter by 2-3, and determining the total number of foundation piles under the wide bearing platform according to the stress calculation of the space overall structure.
In particular, the foundation pile may be a (steel casing) cast-in-place pile that passes through the upper sand flow layer to the lower, better foundation bearing layer. And the setting depth of the cast-in-place pile is determined according to calculation. The wall thickness of the steel casing is 10 mm. And the steel casing is kept at the upper part of the cast-in-place pile during the construction of the cast-in-place pile to form the steel pipe cast-in-place pile.
Preferably, the front part B of the front pile is4（B4=2.0-4.0 m) to the land side, and the thickness h of the riprap is1，h1And =1.0-2.0 m. The rear side (land side) of the wide bearing platform is matched and connected with the bottom side of the wide bearing platform, and the contact length B of the rear side (land side) of the wide bearing platform and the bottom side of the wide bearing platform5，B5=1.0-2.0 m; the rest stone-throwing surfaces under the wide bearing platform adopt slope surfaces, slope feet are positioned on a vertical line at the front end (water side) of the wide bearing platform, and the elevation is the elevation of the designed mud surface of the wharf; the elevation of the top surface of the riprap on the front side of the wide bearing platform adopts the wharf design mud surface elevation.
Preferably, the width of the wide bearing platform is determined by combining wharf construction conditions, the wide bearing platform is covered with toe boards, high retaining walls, gravel layers, sandy fillers and backfill soil, and the distance between the side edge of the wide bearing platform and the outermost side of the pile is not less than 0.4 m.
Preferably, a rubber fender is vertically arranged on the water side of the high retaining wall, and a wheel guard bank and other wharf auxiliary equipment are arranged at the top of the high retaining wall.
Preferably, in order to better enhance the stability of the high retaining wall, a toe board with a right-angled triangle section (perpendicular to the length direction of the wharf) is arranged at the upper part of the wide bearing platform at the lower end of the rubber fender and on the water side of the high retaining wall.
Preferably, the wide bearing platform, the toe board, the high retaining wall, the wheel protecting ridge and the wharf surface layer are all of cast-in-place concrete structures. The high retaining wall is of a semi-gravity type concrete structure, the wall back is arranged in a broken line type, and the position of a broken point of the wall back is determined according to the concrete crack resistance requirement and the economic and reasonable manufacturing cost principle; other components are designed according to the requirements of common reinforced concrete. The high retaining wall bottom and the wide cushion cap rigid coupling, toe board bottom is located on wide cushion cap top side, and the preceding toe point of toe board bottom and wide cushion cap front end (water side) are on same plumb line, and high retaining wall body, toe board and high retaining wall and the cast-in-place rigid coupling of wide cushion cap are connected to the toe board rear side. The guard wheel ridge is fixedly connected with the high retaining wall, and the pile top of the foundation pile is fixedly connected with the wide bearing platform. The foundation pile, the wide bearing platform and the high retaining wall are designed into an integral space structure.
The invention relates to a pile foundation wide bearing platform high retaining wall wharf structure which mainly comprises the following construction steps of ① cast-in-place pile construction, ② cast-in-place pile construction at the top of the cast-in-place pile, then cast-in-place high retaining wall and toe board, cast-in-place wheel bank at the top of the high retaining wall, arrange a drain pipe in the high retaining wall and extend to the back of the wall, and pack anti-filtration geotechnical cloth at a pipe opening, ③ high retaining wall, arrange a gravel layer and backfill the back of the wall, build a wharf surface layer at the tops of the gravel layer and backfill soil, and install auxiliary structures such as a rubber fender on the high retaining wall ④.
The invention has the beneficial effects that:
the invention provides a pile foundation wide bearing platform high retaining wall wharf structure suitable for a foundation under bad and complicated geological conditions of a large water head area of an inland river, a sand flow layer at a shallow part of a designed mud surface or a weak layer at the shallow part. Compared with the traditional structure, the structure has the advantages of better safety, usability and economy, firm and durable structure, simple construction, capability of reducing the treatment of the foundation and the using amount of sand and stone materials, and capability of adapting to the construction characteristics of inland wharfs under complex geological conditions.
Drawings
FIG. 1 is a sectional view of a structure of example 1 of the present invention;
FIG. 2 is a diagram showing the pile position arrangement according to embodiment 1 of the present invention;
FIG. 3 is a structural elevation view of embodiment 1 of the present invention;
fig. 4 is a schematic structural view of a high barrier wall according to embodiment 1 of the present invention;
FIG. 5 is a cross-sectional view of the structure of example 2 of the present invention.
List of reference numerals:
1, piling; 2, a wide bearing platform; 3, high retaining wall; 4, a toe board; 5, throwing stones; 6, protecting the wheel bank; 7 wharf surface layer; 8, a water drainage pipe; 9, covering a pipe orifice with a reverse filter geotextile; 10 crushed stone layers; 11, reverse filtering the geotextile; 12 a gritty filler; 13 designing a high water level; 14 designing a low water level; 15, designing a mud surface at the wharf; a 16-wide platform leading edge; 17, blocking a wall top; 18 rubber fender; 19 a drain hole; 20 concrete wall body; 21 steel rail.
Detailed Description
The present invention will be further illustrated with reference to the accompanying drawings and specific embodiments, which are to be understood as merely illustrative of the invention and not as limiting the scope of the invention. It should be noted that the terms "front," "back," "left," "right," "upper" and "lower" used in the following description refer to directions in the drawings, and the terms "inner" and "outer" refer to directions toward and away from, respectively, the geometric center of a particular component.
Example 1:
the pile foundation wide bearing platform high retaining wall wharf structure suitable for the regions with large water head difference of inland rivers, the designed mud surface shallow part with the quicksand layers with the thickness of 5-17 m and the deep part of weakly weathered rock foundation is shown in fig. 1, 2 and 3 and comprises a foundation pile 1, a wide bearing platform 2 and a high retaining wall 3. The top of the foundation pile 1 is integrally and fixedly connected with a bottom plate of the wide bearing platform 2, the high retaining wall 3 is integrally and fixedly connected with the wide bearing platform 2, and the foundation pile 1, the wide bearing platform 2 and the high retaining wall 3 form a space integral structure.
In the embodiment, the foundation pile 1 adopts a steel protection pipe rock-socketed cast-in-place pile with the pile diameter of 800mm, the steel protection pipe rock-socketed cast-in-place pile penetrates through an upper sand layer to a lower weakly weathered rock, and the setting depth of the cast-in-place pile and the depth of the core drilling cast-in-place rock are determined according to calculation. And a steel pile casing is adopted during the construction of the cast-in-place pile, the wall thickness of the steel pile casing is 10mm, and the steel pile casing is kept at the upper part of the cast-in-place pile when the foundation pile 1 is poured to form the steel pipe-protecting cast-in-place pile. The pile foundation under the dock width direction wide cap 2 is referred to as a front pile from the water side to the land side, and the other piles are referred to as rear piles. In the embodiment, the distance between the centers of adjacent piles of the front pile and the rear pile is 2.90m, and the pile top of the foundation pile 1 extends into the bottom plate of the wide bearing platform 2 by about 10cm and is integrally and fixedly connected with the wide bearing platform 2. The front piles under the wide bearing platform 2 are arranged in a straight line shape along the length direction of the wharf, the rear piles under the wide bearing platform are arranged in rows and columns, and the number of the foundation piles is determined by calculation according to the stress of the integral space structure. In this embodiment, there are 4 piles in the number of piles in the width direction of the quay (in the length direction of the vertical wide platform leading edge 16), and the net distance A of the piles in the length direction of the quay2Is 2.0 m.
From the front of the front pile B4（B4=2.0-4.0 m) to the land side, and the thickness h of the stone throwing layer 5 is1，h1And =1.0-2.0 m. The rear side (land side) flint 5 of the wide bearing platform 2 is inosculated and connected with the bottom side of the wide bearing platform 2, and the contact length B of the two5，B5=1.0-2.0 m; the rest riprap surfaces under the wide bearing platform 2 adopt slope surfaces, slope feet are positioned on a vertical line at the front end (water side) of the wide bearing platform 2, and the elevation is 15 elevation of the wharf design mud surface; the elevation of the top surface of the riprap layer 5 at the front side of the wide bearing platform 2 adopts the elevation of a wharf design mud surface 15. In this example, B4=2.1m，h1=1.0m，B5=1.3m, effect of the polishing layer: mainly play the bank protection and keep off the soil effect.
The top surface of the wide bearing platform 2 is positioned above the designed wharf mud surface 15 and below the designed low water level 14; broad cushion cap 2 is covered with toe board 4, high retaining wall 3, gravel layer 10, sandy filler 12 and backfill, and the distance between the side edge of broad cushion cap 2 and the outermost side of the pile is not less than 0.4 m. In the embodiment, the width of the wide bearing platform 2 is 10.5m, the height of the wide bearing platform 2 is 0.8m, the elevation of the bottom plate of the wide bearing platform 2 is 3.80m, the elevation of the top plate of the wide bearing platform is 4.60m, the wide bearing platform is positioned above the designed mud surface 15 of the wharf and has a height of more than 2.20m and a designed low water level of less than 6.00m, and the distance between the side edge of the wide bearing platform 2 and the outermost side of the.
The structure of the high retaining wall 3 is shown in fig. 4, the width B of the bottom of the high retaining wall 33The back of the high retaining wall 3 is arranged in a fold line type, the number N of the back folds of the high retaining wall is N, and the width B of the top of the high retaining wall 3 is B1The function of the broken line type high retaining wall: the stress characteristic of concrete is fully utilized, the concrete consumption of the retaining wall is greatly reduced, in the embodiment, the high retaining wall concrete wall body 20 is made of C30 plain concrete, the total height of the retaining wall is 8.20m, the height of the bottom of the retaining wall is 4.60m, the height of the top 17 of the retaining wall is 12.80m, and the designed high water level 13 is 12.00 m. The number of wall back folding points N =1. Bottom width of retaining wall B37.50m (including 4 bottom width of toe board), 0.8m of retaining wall top width and B of retaining wall width at wall back folding point1Is 2.50 m. The top surface of the retaining wall is not provided with steel rails. And a wheel guard bank 6 is arranged on the retaining wall top 17, the height of the wheel guard bank 6 is 0.60m, the bottom elevation of the wheel guard bank 6 is 12.80m, and the top elevation is 13.40 m. Polyethylene transverse drain pipes 8 are arranged in the high retaining wall 3 at intervals, the drain pipes extend 10cm outwards behind the wall, pipe openings are wrapped with anti-filtration geotextile 9, and the diameter of each drain hole 19 is 100 mm. The drain pipe transversely wears the barricade to the waterside slope to one side, and one end is located the barricade waterside, and the other end stretches to the inverted filter behind the wall, behind the wall (land side) be higher than before the wall (waterside), the gradient is 5%. Backfilling a sandy filler 12 in the width range of 1.0m at the back side of the high retaining wall 3 and at the position below a pipe orifice at the water side of the lowest drainage pipe 8; a gravel layer 10 with the particle size of 5-20mm is arranged at the position above the pipe orifice at the water side of the lowest drain pipe, and a layer of reverse filtering geotextile 11 is arranged at the rear side of the gravel layer 10; and backfilling soil in other ranges in the area between the rear side of the high retaining wall 3 wall and the upper part of the wide bearing platform 2 and the wharf surface layer 7. The row number of the drainage pipes 8 in the height direction of the high retaining wall 3 is determined according to the height of the retaining wall and the drainage requirement of the retaining wall, and the front wall pipe orifice of the lowest drainage pipe is positioned below the designed low water level 14. In addition, a rubber fender 18 is vertically arranged on the water side of the high retaining wall, and a wheel guard bank 6 and other wharf accessory equipment are arranged at the top of the high retaining wall.
A toe board 4 with a right-angled triangle section (vertical to the length direction of the wharf) is arranged at the upper part of the wide bearing platform 2 at the lower end of the rubber fender 18 and at the water side of the high retaining wall 3. The width of the toe-board 4 at the bottom is 0.5m, the height is 1.0m, the elevation of the toe-board 4 at the bottom is 4.60m, the elevation of the top is 5.60m, the function of the toe-board: acts as a reinforcing angle and improves the stress characteristics of the high retaining wall.
The wide bearing platform 2, the toe boards 4, the high retaining walls 3, the wheel protecting ridges 6 and the wharf surface layer 7 are all of cast-in-place concrete structures. The high retaining wall 3 is of a concrete structure, the wall back is arranged in a broken line type, and other components are of a common reinforced concrete structure. The bottom of the retaining wall 3 is fixedly connected with the wide bearing platform 2, the bottom of the toe board 4 is positioned on the top side of the wide bearing platform 2, the front toe point of the bottom of the toe board 4 and the front end (water side) of the wide bearing platform 2 are on the same vertical line, the rear side of the toe board 4 is connected with the wall body of the high retaining wall 3, and the toe board 4 is fixedly connected with the high retaining wall 3 and the wide bearing platform 2 in a cast-in-place mode. The guard wheel ridge 6 is fixedly connected with the high retaining wall 3, and the foundation pile 1 is fixedly connected with the wide bearing platform 2. The foundation pile 1, the wide bearing platform 2 and the high retaining wall 3 are designed into an integral space structure.
The pier foundation wide bearing platform high retaining wall wharf structure comprises the following main construction steps of ① rock-embedded cast-in-place pile construction, ② pile foundation 2 pouring on the top of the rock-embedded cast-in-place pile, then pouring a high retaining wall 3 and toe boards 4, pouring a wheel retaining bank 6 on the top of the high retaining wall 3, arranging a drain pipe in the high retaining wall 3, extending to the back of the wall, wrapping a pipe opening with anti-filtration geotechnical cloth 9, ③ high retaining wall 3, arranging a gravel layer 10, backfilling the back of the wall, and arranging auxiliary structures such as a rubber fender 18 on the high retaining wall 3, wherein wharf surface layers 7 are built on the gravel layer 10 and the top of backfilled soil, ④ and the like.
Example 2:
in this embodiment, as shown in fig. 5, a pile foundation wide bearing platform high retaining wall wharf structure under the same geological conditions as those in embodiment 1 is different from that in embodiment 1, a steel rail 21 is provided on a retaining wall top 17, the back of a high retaining wall 3 is still arranged in a zigzag manner, the wall top width B2=2.5m of the high retaining wall 3, and the wall back zigzag line within the range of the wall body width B2 of the high retaining wall 3 is vertically arranged. In this embodiment, the wall width at the back of the wall is 2.50m, the wall bottom width B3 below the back of the wall is 7.50m (including toe board bottom width), and the wall top width B2 above the back of the wall is 2.50 m.
The technical means disclosed in the invention scheme are not limited to the technical means disclosed in the above embodiments, but also include the technical scheme formed by any combination of the above technical features.
Claims (9)
1. Pile foundation width cushion cap height retaining wall wharf structure, its characterized in that: including foundation pile, wide cushion cap and high fender wall, the whole rigid coupling of foundation pile top and wide cushion cap bottom plate, the whole rigid coupling of high fender wall and wide cushion cap, foundation pile, wide cushion cap and high fender wall constitute space overall structure, and wide cushion cap below is equipped with the stone layer of throwing of slope, high barricade lower part is equipped with toe board and the whole rigid coupling of wide cushion cap, high fender wall along the waterside direction, and the fender bank is pour at high fender wall top, set up the drain pipe in the high fender wall and stretch to behind the wall, set up metalling and backfill behind the high fender wall, built pier surface course at metalling and backfill top.
2. The pile foundation wide pile cap high retaining wall wharf structure of claim 1, wherein: the height of the wall body of the high retaining wall is from the wharf surface course to the top side of the wide bearing platform, the back of the high retaining wall is arranged in a broken line type or vertically, the front edge of the wharf surface course is not provided with steel rails or is provided with steel rails, and the top width B of the high retaining wall is1/B2，B1=0.8-1.0m；B2=2.3-2.8m。
3. The pile foundation wide pile cap high retaining wall wharf structure of claim 1, wherein: 2-5 polyethylene drain pipes are arranged in the high retaining wall, the drain pipes transversely penetrate the high retaining wall obliquely and incline to the water side, the inclination is 5%, the front wall pipe orifice of the lowest drain pipe is positioned below the designed low water level, the pipe orifice of the drain pipe is wrapped with anti-filtration geotextile, and the part below the water side pipe orifice of the lowest drain pipe is backfilled with a sandy filler; a gravel layer with the particle size of 5-20mm is arranged at the position above the pipe orifice at the water side of the lowest drain pipe, and a layer of reverse filter geotextile is arranged at the rear side of the gravel layer; and backfilling soil in other ranges in the areas between the rear side of the high retaining wall, the upper part of the wide bearing platform and the wharf surface course.
4. The pile foundation wide pile cap high retaining wall wharf structure of claim 1, wherein: the pile foundation under the wide bearing platform is characterized in that a first pile from the water side to the land side in the width direction of the wharf is called a front pile, the other piles are called rear piles, the front pile under the wide bearing platform is arranged in a straight line shape in the length direction of the wharf, the rear piles under the wide bearing platform are arranged in lines and rows and in the width direction of the wharfNumber of piles to foundation A1，A1=3-6, net distance of foundation piles A along wharf length direction2，A2And (4) the pile diameter is 2-3 times, and the total number of the foundation piles under the bearing platform is determined by calculation according to the stress of the whole space structure.
5. The pile foundation wide pile cap high retaining wall wharf structure of claim 1, wherein: the foundation pile adopts steel to protect a bored concrete pile and passes the better foundation bearing layer of upper portion sand layer to lower part, and the stake footpath is 800mm, steel protects a wall thickness 10mm, and a steel protects a portion of keeping on bored concrete pile upper portion during bored concrete pile construction, forms steel and protects a tub bored concrete pile.
6. The pile foundation wide pile cap high retaining wall wharf structure of claim 4, wherein: from the front of the front pile B4Rising to the land side for stone throwing, B4=2.0-4.0m, thickness h of polishing stone layer1，h1=1.0-2.0m, the rear side flint stone of the wide bearing platform is matched and connected with the bottom side of the wide bearing platform, and the contact length B of the rear side flint stone and the bottom side of the wide bearing platform5，B5=1.0-2.0 m; the rest stone-throwing surfaces under the wide bearing platform are slope surfaces, slope feet are positioned on a vertical line at the front end of the wide bearing platform, and the elevation is the elevation of the designed wharf mud surface; the elevation of the top surface of the riprap on the front side of the wide bearing platform adopts the wharf design mud surface elevation.
7. The pile foundation wide pile cap high retaining wall wharf structure of claim 1, wherein: the high retaining wall water side is vertically provided with a rubber fender.
8. The pile foundation wide pile cap high retaining wall wharf structure of claim 1, wherein: high barricade bottom and wide cushion cap rigid coupling, toe board bottom is located on wide cushion cap top side, and the preceding toe point of toe board bottom and wide cushion cap front end are on same plumb line, and high barricade wall body is connected to the toe board rear side, toe board and high barricade and the cast-in-place rigid coupling of wide cushion cap, the revetment bank and high barricade rigid coupling, foundation pile top and wide cushion cap rigid coupling.
9. The wharf structure of the pile foundation wide bearing platform high retaining wall according to claim 1 is characterized in that the main construction steps comprise ① cast-in-place pile construction, ② cast-in-place pile construction of the wide bearing platform at the top of the cast-in-place pile, stone throwing below the wide bearing platform, then cast-in-place high retaining wall and toe board above the wide bearing platform, cast-in-place wheel bank at the top of the high retaining wall, drain pipe arranged in the high retaining wall extends to the back of the wall and is wrapped with anti-filtration geotextile at the pipe opening, gravel layer arranged behind ③ high retaining wall and is backfilled behind the wall, wharf surface layer is built at the top of the gravel layer and backfilled soil, and ④ various auxiliary structures of rubber fender boards are installed on the high retaining wall.
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