WO2023280260A1 - 一种安装式高桩码头结构及施工方法 - Google Patents

一种安装式高桩码头结构及施工方法 Download PDF

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WO2023280260A1
WO2023280260A1 PCT/CN2022/104308 CN2022104308W WO2023280260A1 WO 2023280260 A1 WO2023280260 A1 WO 2023280260A1 CN 2022104308 W CN2022104308 W CN 2022104308W WO 2023280260 A1 WO2023280260 A1 WO 2023280260A1
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pile
several
conversion
crossbeam
wharf structure
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PCT/CN2022/104308
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English (en)
French (fr)
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李武
程泽坤
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中交第三航务工程勘察设计院有限公司
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Publication of WO2023280260A1 publication Critical patent/WO2023280260A1/zh

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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
    • E02B3/04—Structures or apparatus for, or methods of, protecting banks, coasts, or harbours
    • E02B3/06—Moles; Piers; Quays; Quay walls; Groynes; Breakwaters ; Wave dissipating walls; Quay equipment
    • E02B3/068—Landing stages for vessels
    • 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
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D27/00—Foundations as substructures
    • E02D27/32—Foundations for special purposes
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D27/00—Foundations as substructures
    • E02D27/32—Foundations for special purposes
    • E02D27/52—Submerged foundations, i.e. submerged in open water
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D2300/00—Materials
    • E02D2300/0026—Metals
    • E02D2300/0029—Steel; Iron
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D2600/00—Miscellaneous
    • E02D2600/20—Miscellaneous comprising details of connection between elements
    • 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
    • Y02A10/00—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE at coastal zones; at river basins
    • Y02A10/11—Hard structures, e.g. dams, dykes or breakwaters

Definitions

  • the invention relates to the technical field of process manufacturing, in particular to an installation type high pile wharf structure and a construction method.
  • Prefabricated structures are an irreversible trend in the development of the water transportation industry. After years of development in the construction of high-piled wharf structures, components such as beams, longitudinal beams, and plates have been basically completed in prefabricated factories. On-site cast-in-place pile caps and longitudinal beams Lap joints are assembled, and the assembly rate is expected to reach more than 60%. Since the existing technology uses prefabricated parts to connect, due to the limitation of construction technology, concrete must be poured to meet the design requirements. Otherwise, unreasonable force on the nodes will easily cause point contact or line contact to cause stress concentration node damage. Therefore, the amount of cast-in-place engineering is still very large, especially the on-site construction period of pile caps or beam joints is still relatively long, and concrete pouring is still required, and there are many ship and machine equipment, so it is impossible to realize fully assembled construction without concrete.
  • this proposal provides an installation-type high-pile wharf structure.
  • the construction method is also given; it optimizes the assembly scheme of the high-pile wharf , greatly improving the construction efficiency, well solving the problems existing in the prior art.
  • the installation type high-pile wharf structure provided by the present invention includes several pile caps, some pile foundations, beam members, prefabricated panels and some conversion assemblies;
  • the pile top of the pile foundation is converted into a flat structure;
  • the several pile caps are detachably connected with the conversion assembly through the bolt structure and become an integral structure with the pile foundation;
  • the connection is disassembled to form a support structure;
  • the prefabricated plate is detachably connected to the beam member through a bolt structure and a steel box girder section structure is formed at the joint of the beam member.
  • the beam member includes a crossbeam, a front longitudinal beam, several longitudinal beams and a rear longitudinal beam; the crossbeam is detachably connected to the pile cap; the crossbeam is provided with several connection points; the front side beam is arranged on The first end connection point of the crossbeam; the rear longitudinal beam is arranged at the end connection point of the crossbeam; and the several longitudinal beams are respectively arranged at the connection point in the middle of the crossbeam in sequence.
  • front side beams, several side beams and the rear side side beams have the same size.
  • the conversion component is conversion steel.
  • the conversion assembly is fixedly connected to the pile foundation through a grouting structure.
  • the prefabricated panel is a prefabricated panel with steel structure.
  • the present invention provides a construction method for an installed high-piled wharf structure; the construction method directly prefabricates the pile caps, pile foundations, beam members, prefabricated panels and conversion components that form the high-piled wharf structure; Prefabricated components are used on site to form the high-piled wharf structure based on the installation method.
  • construction method includes:
  • the pile caps, pile foundations, beam members, prefabricated panels and conversion components that make up the high-piled wharf structure are prefabricated and transported to the construction site;
  • a number of prefabricated pile foundations are constructed on site to form a bearing body, and the piles are cut to reach the design elevation according to the requirements of the construction site;
  • the conversion component is fixedly connected to the top of the pile foundation through high-strength grouting material.
  • the beam and each pile cap are first connected by high-strength bolts, and several pile foundations are connected to form a whole; then the front longitudinal beam is detachably arranged at the head end connection point on the beam ; Then, the rear longitudinal beam is detachably arranged on the end connection point on the cross beam; finally, several longitudinal beams are respectively detachably arranged on the connection point in the middle of the cross beam.
  • the installation-type high-pile wharf structure and construction method provided by the present invention realize the connection between various components through high-strength bolts and high-strength grouting materials, without concrete pouring, and greatly improve construction efficiency.
  • Fig. 1 is the overall structure schematic diagram of this installation type high-pile wharf structure
  • Fig. 2 is the schematic diagram of conversion steel structure in this installation type high-pile wharf structure
  • Fig. 3 is the schematic diagram of the pile cap structure in the installation type high pile wharf structure
  • Fig. 4 is the schematic diagram of the assembly of transfer steel and pile foundation in the installation type high-piled wharf structure
  • Fig. 5 is a pile cap, a schematic diagram of the assembly of the transfer steel and the pile foundation in the structure of the installed high-piled wharf;
  • Fig. 6 is a schematic diagram of the beam installation structure in the installation type high-pile wharf structure
  • Fig. 7 is the schematic diagram of front longitudinal beam structure in this installation type high-pile wharf structure
  • Fig. 8 is a schematic diagram of the longitudinal beam structure in the installation type high-piled wharf structure
  • Fig. 9 is a schematic diagram of the structure of the rear longitudinal beam in the installation type high-piled wharf structure.
  • Figure 1 is composed of prefabricated slab 500 with steel structure, beam member, pile cap 100, transfer steel 200, pile foundation 300 and connecting steel plates (not marked in the figure) .
  • the size of each prefabricated component can be determined according to the actual situation.
  • the prefabricated slab 500 with steel structure is prefabricated by pre-embedding the connecting steel plate in the concrete when the prefabricated slab is prefabricated.
  • the approach of the pile cap 100 is similar to that of the slab, in that the steel plate is pre-embedded in the concrete.
  • the size of the connecting steel plate is preferably 20 mm thick, 500 mm long, and determined according to the dimensions of each component.
  • At least three pile foundations 300 are used in the high-pile wharf structure in this scheme; the pile foundations 300 are the bearing bodies, and the three pile foundations 300 are buried deep in the soil, and the piles are cut to reach the design elevation according to the requirements of the construction site. On each pile foundation 300, transfer steel 200 is placed respectively.
  • the size of the pile foundation 300 is preferably 45m in length, 1.2m in diameter, and 0.15m in wall thickness.
  • the conversion steel 200 can facilitate the connection between the pile cap 100 and the pile foundation 300; referring to Fig. 4, the conversion steel 200 is connected to the top of the pile foundation 300 through a high-strength grouting material, preferably using a high-strength grouting material to convert the conversion steel 200 is connected to the pile foundation 300.
  • a high-strength grouting material preferably using a high-strength grouting material to convert the conversion steel 200 is connected to the pile foundation 300.
  • the construction of the high-strength grouting material is convenient; on the other hand, the connection between the conversion steel 200 and the pile foundation 300 can be made more tightly and firmly, and the construction efficiency is greatly improved.
  • the strength of the high-strength grouting material only needs to meet the design requirements, and there is no specific limit.
  • the structural dimensions of the conversion steel 200 are preferably 20mm thick steel plate, 1.5m long sleeve, 20mm wall thickness and 1.3m diameter.
  • the pile top is turned into a flat plate through the conversion steel 200, see Figure 2 and Figure 5, and then the pile cap 100 is connected to the conversion steel 200 structure of each pile foundation 300 through high-strength bolts , the pile cap 100 can prevent the pile head from being damaged and the pile body can be inclined, and the pile cap 100 and the pile foundation 300 can be connected to form a joint force.
  • Beam members are used to support the precast panels; see FIGS. 6-9 , which include cross beams 410 , front stringers 420 , several stringers 430 and rear stringers 440 .
  • the size of crossbeam 410 is preferably 22m in length, 1.0m in width, and 2.23m in height; front side beam 420, side beam 430 and rear side beam 440 have the same size, and are preferably 9m in length and 0.7m in width.
  • the height is 1.85m.
  • the beam 410 is connected to the pile cap 100 on each pile foundation 300 through high-strength bolts, and the three pile foundations 300 are connected to form a whole. A total of several connecting ends are arranged in sequence corresponding to each pile cap 100 on the beam 410 .
  • the front longitudinal beam 420 is installed on the head end connection end of the cross beam 410 through high-strength bolts; the rear side longitudinal beam 440 is installed on the end connection end of the cross beam 410 through high-strength bolts; several longitudinal beams 430 are respectively installed in sequence through high-strength bolts On the connecting end in the middle of the beam 410 .
  • the prefabricated slab 500 is connected with the beam 410 and the longitudinal beam by high-strength bolts to form a whole, and a steel box girder section is formed at the connection between the longitudinal beam and the beam 410, which can be used for laying pipes and as a drainage space, which can reduce pre-embedded the opening of the piece.
  • the size of the prefabricated panel 500 is preferably 4.5m in length, 3.9m in width and 0.55m in back.
  • the wharf structure can be partially disassembled and assembled, and the maintenance is convenient.
  • pile foundations 300 are deeply buried in the soil of the designated construction site; the conversion steel 200 is fixed on the top of the pile foundation 300 by high-strength grouting material through a crane ship.
  • the pile top is turned into a flat plate by the conversion steels 200, and then several pile caps 100 are detachably connected to the conversion steels 200 by high-strength bolts respectively.
  • connection points on the crossbeam 410 there are several connection points on the crossbeam 410; the front longitudinal beam 420 is detachably set on the crossbeam 410 through high-strength bolts
  • the head end connection point of the rear side beam 440 is detachably arranged on the end connection point on the crossbeam 410 through high-strength bolts;
  • several longitudinal beams 430 are respectively detachably arranged on the connection point in the middle of the crossbeam 410 through high-strength bolts.
  • the prefabricated slab 500 is connected with the beam 410 and the longitudinal beam through high-strength bolts to form a whole, and a steel box beam section is formed at the connection between the longitudinal beam and the beam 410, which is used for laying pipes and can also be used as a drainage space.
  • connection of its components does not need concrete pouring, and the connection can be realized through high-strength bolts and high-strength grouting materials, which improves the construction efficiency; secondly, the wharf structure can also be partially disassembled. Maintenance is extremely convenient.

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  • General Engineering & Computer Science (AREA)
  • Civil Engineering (AREA)
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  • Life Sciences & Earth Sciences (AREA)
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  • Mining & Mineral Resources (AREA)
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Abstract

一种安装式高桩码头结构及施工方法，包括若干桩帽(100)，若干桩基(300)，梁构件，预制板(500)和若干转换钢(200)；若干转换钢(200)分别通过灌浆与若干桩基(300)对应固定连接；若干桩帽(100)通过螺栓结构与转换钢(200)进行可拆卸连接并与桩基(300)成为整体结构；梁构件分别通过螺栓结构与桩基(300)上的桩帽(100)进行可拆卸连接；预制板(500)通过螺栓结构与梁构件进行可拆卸连接并在梁构件连接处形成了钢箱梁截面结构；所述安装式高桩码头结构通过高强螺栓与高强灌浆料实现各个构件之间的连接，无需进行混凝土浇筑，大大提高了施工效率。

Description

一种安装式高桩码头结构及施工方法
优先权声明
本申请是2021年7月7日提交的中国专利CN202110767270.5(公开号CN113481930A)的延续申请，且要求其优先权，其全部内容特此通过引用方式并入本文。
技术领域
本发明涉及工艺制造技术领域，具体涉及一种安装式高桩码头结构及施工方法。
背景技术
装配式结构是水运行业发展不可逆转的趋势，在高桩码头结构的建造上经过多年发展，在横梁、纵梁和板等构件已基本实现在预制厂生产完成，现场现浇桩帽和纵横梁搭接节点进行装配，装配率预计达到60％以上。由于现有技术采用预制件连接，受施工工艺的局限必须浇混凝土才能达到设计要求，不然结点受力不合理容易出现点接触或线接触导致应力集中结点破坏。因此，现浇工程量还是很大，特别是桩帽或梁节点现场施工工期还是比较长，还需要混凝土浇筑，船机配备多，无法实现无混凝土的全装配化施工。
由此可见，现急需一种能够提高施工效率的高桩码头结构为本领域需解决的问题。
发明内容
针对于现有高桩码头结构存在施工效率低的技术问题，本方案提供了一 种安装式高桩码头结构，在此基础上，还给出了施工方法；其通过优化高装码头的装配方案，大大提高了施工效率，很好地解决现有技术所存在的问题。
为了达到上述目的，本发明提供的安装式高桩码头结构，包括若干桩帽，若干桩基，梁构件，预制板和若干转换组件；所述若干转换组件分别与若干桩基对应固定连接，将桩基的桩顶转换成平板结构；所述若干桩帽通过螺栓结构与转换组件进行可拆卸连接并与桩基成为整体结构；所述梁构件分别通过螺栓结构与桩基上的桩帽进行可拆卸连接并形成支撑结构；所述预制板通过螺栓结构与梁构件进行可拆卸连接并在梁构件连接处形成钢箱梁截面结构。
进一步地，所述梁构件包括横梁，前边纵梁，若干纵梁和后边纵梁；所述横梁与桩帽进行可拆卸连接；所述横梁上设有若干连接点；所述前边纵梁设置在横梁的首端连接点上；所述后边纵梁设置在横梁的末端连接点；所述若干纵梁分别依次设置在横梁中间的连接点上。
进一步地，所述前边纵梁，若干纵梁和后边纵梁尺寸大小相同。
进一步地，所述转换组件为转换钢。
进一步地，所述转换组件通过灌浆结构与桩基进行固定连接。
进一步地，所述预制板为带钢结构的预制板。
为了达到上述目的，本发明提供的一种安装式高桩码头结构的施工方法；所述施工方法直接预制组成高桩码头结构的桩帽、桩基、梁构件、预制板以及转换组件；在施工现场利用预制的组件基于安装方式构成高桩码头结构。
进一步地，所述施工方法包括：
首先预制组成高桩码头结构的桩帽、桩基、梁构件、预制板以及转换组 件，并运输到施工现场；
现场施工若干预制桩基，形成承载体，截桩根据施工现场的需求到达设计标高；
将若干转换组件固定到完成施工的桩基的顶部，以将桩基顶部转成平板结构；
将若干桩帽分别与桩基顶部的转换组件进行可拆卸连接；
将梁构件分别与若干桩帽进行可拆卸连接；
将预制板与梁构件进行可拆卸连接。
进一步地，所述施工方法中通过高强灌浆料将转换组件与桩基顶部之间固定连接。
进一步地，在进行将梁构件施工时，首先将横梁与各个桩帽通过高强螺栓进行连接，将若干个桩基连接形成整体；接着将前边纵梁可拆卸地设置在横梁上的首端连接点；接着，将后边纵梁可拆卸地设置在横梁上的末端连接点；最后将若干纵梁分别可拆卸地设置在横梁中间的连接点上。
本发明提供的安装式高桩码头结构及施工方法，其通过高强螺栓与高强灌浆料实现各个构件之间的连接，无需进行混凝土浇筑，大大提高了施工效率。
附图说明
以下结合附图和具体实施方式来进一步说明本发明。
图1为本安装式高桩码头结构的整体结构示意图；
图2为本安装式高桩码头结构中转换钢结构示意图；
图3为本安装式高桩码头结构中桩帽结构示意图；
图4为本安装式高桩码头结构中转换钢与桩基装配示意图；
图5为本安装式高桩码头结构中桩帽，转换钢与桩基装配示意图；
图6为本安装式高桩码头结构中横梁安装结构示意图；
图7为本安装式高桩码头结构中前边纵梁结构示意图；
图8为本安装式高桩码头结构中纵梁结构示意图；
图9为本安装式高桩码头结构中后边纵梁结构示意图。
具体实施方式
为了使本发明实现的技术手段、创作特征、达成目的与功效易于明白了解，下面结合具体图示，进一步阐述本发明。
本方案提供的安装式高桩码头结构，参见图1，其是由带钢结构的预制板500，梁构件，桩帽100，转换钢200，桩基300以及连接钢板(图中未标注)组成。各预制构件的尺寸可根据实际情况进行确定。
其中，带钢结构的预制板500是在预制板预制时将连接钢板预埋在混凝土中实现整体预制。而梁构件，桩帽100做法与板相似，都是将钢板预埋在混凝土中。
该连接钢板的尺寸优选为钢板厚为20mm，长为500mm，宽根据各个构件尺度确定。
这里预制板500，梁构件，桩帽100的具体制作过程为本领域技术人员所获知，这里就不加以详细赘述。
其中，本方案中的高桩码头结构中采用至少三个桩基300；桩基300为承 载体，将三个桩基300深埋于土中，截桩根据施工现场的需求到达设计标高后，在每个桩基300上分别安置转换钢200。
其中，桩基300尺寸优选为长度为45m，直径为1.2m，壁厚为0.15m。
参见图2，转换钢200可以便于桩帽100与桩基300之间的连接；参见图4，转换钢200通过高强灌浆料与桩基300的顶部之间连接，优选采用高强灌浆料将转换钢200与桩基300连接，一方面高强灌浆料施工方便；另一方面，可以使得转换钢200与桩基300之间的连接更加紧密牢靠，大大提高了施工效率。
这里高强灌浆料的强度只要达到设计要求即可，具体不做限定。
转换钢200结构尺寸优选为钢板厚20mm，套筒长1.5m，壁厚20mm，直径1.3m。
转换钢200与桩基300顶部固定后，通过转换钢200将桩顶变成平板，参见图2与图5，再将桩帽100通过高强螺栓连接到每个桩基300的转换钢200结构上，桩帽100可以使得桩头不被损坏以及桩身倾斜，桩帽100与桩基300连接成为整体共同受力。
梁构件用于支撑预制板；参见图6-图9，其包括横梁410，前边纵梁420，若干个纵梁430和后边纵梁440。其中，横梁410的尺寸优选为长度为22m，宽为1.0m，高为2.23m；前边纵梁420，纵梁430和后边纵梁440尺寸相同，均优选为长为9m，宽为0.7m，高度为1.85m。
参见图6，横梁410通过高强螺栓与每个桩基300上的桩帽100连接，将三个桩基300连接形成整体。横梁410上对应每个桩帽100的位置依次一共设有若干个连接端。
参见图1，前边纵梁420通过高强螺栓安装在横梁410上的首端连接端；后边纵梁440通过高强螺栓安装在横梁410上的末端连接端；若干个纵梁430分别通过高强螺栓依次安装在横梁410中间的连接端上。
参见图1，预制板500通过高强螺栓与横梁410和纵梁连接形成整体，在纵梁与横梁410连接处形成了钢箱梁截面，既可以铺设管道，也可作为排水空间，可减少预埋件的开孔。
预制板500的尺寸优选为长为4.5m，宽为3.9m，后度为0.55m。
并且由于桩帽100，梁构件与桩基300之间通过高强螺栓进行连接，这样码头结构可以局部拆装，维修方便。
另外，本方案中所有的构件都在预制厂预制，结构尺寸要求精准，可以使整体结构更加稳定和提高施工效率。
下面举例说明本安装式高桩码头结构的安装过程：
首先将构件若干桩帽100，若干桩基300，梁构件，预制板500和若干转换钢200进行预制；将预制好的构件运输到施工现场；
将若干个桩基300深埋在指定施工现场的土中；在通过起重船将转换钢200通过高强灌浆料固定在桩基300顶端。
若干个转换钢200分别与桩基300顶部固定后，通过转换钢200将桩顶变成平板，再将若干个桩帽100通过高强螺栓分别与转换钢200进行可拆卸连接。
将横梁410与各个桩帽100通过高强螺栓进行连接，将若干个桩基300连接形成整体；横梁410上设有若干个连接点；将前边纵梁420通过高强螺栓可拆卸地设置在横梁410上的首端连接点；后边纵梁440通过高强螺栓可 拆卸地设置在横梁410上的末端连接点；若干纵梁430分别通过高强螺栓可拆卸地设置在横梁410中间的连接点上。
最后将预制板500通过高强螺栓与横梁410和纵梁连接形成整体，在纵梁与横梁410连接处形成钢箱梁截面，用于铺设管道，也可作为排水空间。
由上述方案构成的安装式高桩码头结构及施工方法，其构件的连接无需混凝土浇筑，可以通过高强螺栓和高强灌浆料实现连接，提高了施工的效率；其次，码头结构也可局部拆装，维修极为方便。
以上显示和描述了本发明的基本原理、主要特征和本发明的优点。本行业的技术人员应该了解，本发明不受上述实施例的限制，上述实施例和说明书中描述的只是说明本发明的原理，在不脱离本发明精神和范围的前提下，本发明还会有各种变化和改进，这些变化和改进都落入要求保护的本发明范围内。本发明要求保护范围由所附的权利要求书及其等效物界定。

Claims (10)

  1. 一种安装式高桩码头结构，包括若干桩帽，若干桩基，梁构件，预制板和若干转换组件；其特征在于，所述若干转换组件分别与若干桩基对应固定连接，将桩基的桩顶转换成平板结构；所述若干桩帽通过螺栓结构与转换组件进行可拆卸连接并与桩基成为整体结构；所述梁构件分别通过螺栓结构与桩基上的桩帽进行可拆卸连接并形成支撑结构；所述预制板通过螺栓结构与梁构件进行可拆卸连接并在梁构件连接处形成钢箱梁截面结构。
  2. 根据权利要求1所述的安装式高桩码头结构，其特征在于，所述梁构件包括横梁，前边纵梁，若干纵梁和后边纵梁；所述横梁与桩帽进行可拆卸连接；所述横梁上设有若干连接点；所述前边纵梁设置在横梁的首端连接点上；所述后边纵梁设置在横梁的末端连接点；所述若干纵梁分别依次设置在横梁中间的连接点上。
  3. 根据权利要求2所述的安装式高桩码头结构，其特征在于，所述前边纵梁，若干纵梁和后边纵梁尺寸大小相同。
  4. 根据权利要求1所述的安装式高桩码头结构，其特征在于，所述转换组件为转换钢。
  5. 根据权利要求1或4所述的安装式高桩码头结构，其特征在于，所述转换组件通过灌浆结构与桩基进行固定连接。
  6. 根据权利要求1所述的安装式高桩码头结构，其特征在于，所述预制板为带钢结构的预制板。
  7. 一种安装式高桩码头结构的施工方法，其特征在于，所述施工方法直接预制组成高桩码头结构的桩帽、桩基、梁构件、预制板以及转换组件；在施工现场利用预制的组件基于安装方式构成高桩码头结构。
  8. 根据权利要求7所述的安装式高桩码头结构的施工方法，其特征在于， 所述施工方法包括：
    首先预制组成高桩码头结构的桩帽、桩基、梁构件、预制板以及转换组件，并运输到施工现场；
    现场施工若干预制桩基，形成承载体，截桩根据施工现场的需求到达设计标高；
    将若干转换组件固定到完成施工的桩基的顶部，以将桩基顶部转成平板结构；
    将若干桩帽分别与桩基顶部的转换组件进行可拆卸连接；
    将梁构件分别与若干桩帽进行可拆卸连接；
    将预制板与梁构件进行可拆卸连接。
  9. 根据权利要求8所述的安装式高桩码头结构的施工方法，其特征在于，所述施工方法中通过高强灌浆料将转换组件与桩基顶部之间固定连接。
  10. 根据权利要求8所述的安装式高桩码头结构的施工方法，其特征在于，在进行将梁构件施工时，首先将横梁与各个桩帽通过高强螺栓进行连接，将若干个桩基连接形成整体；接着将前边纵梁可拆卸地设置在横梁上的首端连接点；接着，将后边纵梁可拆卸地设置在横梁上的末端连接点；最后将若干纵梁分别可拆卸地设置在横梁中间的连接点上。
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