WO2022141388A1 - 一种锁扣钢管桩围堰固定内支撑圈梁 - Google Patents

一种锁扣钢管桩围堰固定内支撑圈梁 Download PDF

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Publication number
WO2022141388A1
WO2022141388A1 PCT/CN2020/142078 CN2020142078W WO2022141388A1 WO 2022141388 A1 WO2022141388 A1 WO 2022141388A1 CN 2020142078 W CN2020142078 W CN 2020142078W WO 2022141388 A1 WO2022141388 A1 WO 2022141388A1
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WIPO (PCT)
Prior art keywords
ring beam
steel pipe
inner support
support ring
locking steel
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Application number
PCT/CN2020/142078
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English (en)
French (fr)
Inventor
廖云沼
周文
柯松林
何则林
郑震
谢光宇
张启桥
张应红
王杰
王贵羽
Original Assignee
中铁广州工程局集团有限公司
中铁广州局集团桥梁工程有限公司
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Priority claimed from CN202011587592.3A external-priority patent/CN112709243A/zh
Priority claimed from CN202023232965.3U external-priority patent/CN214940283U/zh
Application filed by 中铁广州工程局集团有限公司, 中铁广州局集团桥梁工程有限公司 filed Critical 中铁广州工程局集团有限公司
Publication of WO2022141388A1 publication Critical patent/WO2022141388A1/zh

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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
    • E02D5/24—Prefabricated piles
    • E02D5/28—Prefabricated piles made of steel or other metals
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D19/00—Keeping dry foundation sites or other areas in the ground
    • E02D19/02—Restraining of open water
    • E02D19/04—Restraining of open water by coffer-dams, e.g. made of sheet piles

Definitions

  • the invention relates to the technical field of cofferdam construction, in particular to a locking inner support ring beam of a steel pipe pile cofferdam.
  • the present invention aims to solve one of the above-mentioned technical problems in the prior art at least to a certain extent. Therefore, the embodiment of the present invention provides a locking steel pipe pile cofferdam to fix the inner support ring beam, so as to solve the problems of weak cofferdam structure and poor waterproofing, and at the same time, it can also adapt to the sudden change of the bedrock surface or the adjacent bedrock The bottom of the cofferdam is built into an irregular shape to speed up the construction progress and save the construction cost.
  • the inner supporting ring beam of the locking steel pipe pile cofferdam includes a steel pipe pile cofferdam set on an artificial island, and the steel pipe pile cofferdam includes several locking steel pipes and several layers of fixed inner walls.
  • a support ring beam, a plurality of the locking steel pipes are fastened to each other on the artificial island to form a frame body, and the fixed inner support ring beam is arranged in the frame body.
  • the fixed inner support ring beam is sequentially divided into a first ring beam layer, a second ring beam layer and a third ring beam layer from top to bottom, the first ring beam layer, the second ring beam layer
  • Both the ring beam layer and the third ring beam layer include several pieces of ring beam steel and several pieces of support, several pieces of said ring beam steel are connected to form a frame, and several pieces of said support are connected in said frame.
  • first ring beam layer and the third ring beam layer are provided with cross braces, and an outward pre-lifting force is applied at the connection node between the cross brace and the first ring beam layer. , an outward pre-lifting force is applied at the connection node between the cross brace and the third ring beam layer.
  • the locking steel pipe includes a main steel pipe, a C-type buckle pipe and an O-type buckle pipe, and the C-type buckle pipe and the O-type buckle pipe are respectively connected on both sides of the main steel pipe.
  • the C-type buckle pipe and the O-type buckle pipe are welded on the main steel pipe, the steel bars are connected between the O-type buckle pipe and the main steel pipe, and the C-type buckle pipe is connected to the main steel pipe. Rib plates are connected between the main steel pipes.
  • each of the locking steel tubes is fastened with each other to enclose the frame body.
  • a plurality of the locking steel pipes are anchored on the bedrock of the river bed under the artificial island through reinforced cage concrete columns.
  • the embodiments of the present invention have at least the following beneficial effects: in the above technical solution, several locking steel pipes are inserted on the artificial island, and the several locking steel pipes are fastened to each other to form a frame of the steel pipe pile cofferdam
  • the height of the river bed rock surface at the bottom of the artificial island can be detected according to the difficulty of inserting the locking steel pipe into the soil.
  • the bottom of the frame body of the steel pipe pile cofferdam can change in different shapes to adapt to the sudden change of the bedrock surface of the river bed.
  • the structure of the locking steel pipe in two pairs can effectively prevent water infiltration, and excavate the frame on one side.
  • Fig. 1 is the schematic diagram of locking steel pipe in the embodiment of the present invention.
  • Fig. 2 is the top view of the steel pipe pile cofferdam after the locking steel pipe in the embodiment of the present invention is inserted and driven;
  • FIG. 3 is a schematic diagram of a positioning frame used in the process of inserting and beating the locking steel pipe in the embodiment of the present invention
  • Figure 4 is a schematic diagram of a locking steel pipe connecting a reinforced cage concrete column in an embodiment of the present invention
  • Fig. 5 is the top view of the steel pipe pile cofferdam in the embodiment of the present invention.
  • FIG. 6 is a cross-sectional view of the structure along A-A of FIG. 5 in an embodiment of the present invention.
  • the azimuth description such as the azimuth or position relationship indicated by up, down, front, rear, left, right, etc.
  • the azimuth description is based on the azimuth or position relationship shown in the drawings, only In order to facilitate the description of the present invention and simplify the description, it is not indicated or implied that the indicated device or element must have a particular orientation, be constructed and operated in a particular orientation, and therefore should not be construed as limiting the present invention.
  • the meaning of several is one or more, the meaning of multiple is two or more, greater than, less than, exceeding, etc. are understood as not including this number, above, below, within, etc. are understood as including this number. If it is described that the first and the second are only for the purpose of distinguishing technical features, it cannot be understood as indicating or implying relative importance, or indicating the number of the indicated technical features or the order of the indicated technical features. relation.
  • the inner support ring beam of the locking steel pipe pile cofferdam includes a steel pipe pile cofferdam 2 arranged on the artificial island 1, and the steel pipe pile cofferdam 2 includes Several locking steel pipes 21 and several layers of fixed inner support ring beams 26, several locking steel pipes 21 are fastened to each other on the artificial island 1 to form a frame body, and the fixed inner support ring beams 26 are arranged in the frame body. Among them, after the frame body is completed, the fixed inner support ring beam 26 is fixed in the frame body while excavating the earth inside the frame body to form the inner support structure. Waterproof, convenient for the cap or other construction in the cofferdam.
  • a special-shaped closing pile 24 can be manufactured according to the actual size of the closing opening to complete the closing of the steel pipe pile cofferdam 2 for the next construction.
  • the bedrock surface of the river bed is abruptly changed or the height difference between the adjacent bedrock surfaces is large, when inserting the locking steel pipe 21, it can be detected according to the difficulty of inserting the locking steel pipe 21 into the soil
  • the height of the bedrock surface of the river bed at the bottom of the artificial island 1 can be adjusted in real time according to the height of the bedrock surface of the river bed.
  • the sudden change of the bedrock surface, in order to make the steel pipe pile cofferdam 2 more stable preferably, as shown in FIG.
  • the locking steel pipe 21 inserted at the sharp change of the rock surface and at the lower part of the rock surface is selected for anchoring.
  • half of the anchored reinforced concrete columns 214 go down to the bedrock of the river bed, and half go to the bedrock of the river bed. Go deep into the steel pipe of the locking steel pipe 21 .
  • the locking steel pipe 21 will not be deformed, and it is more effective to prevent the locking steel pipe 21 of the steel pipe pile cofferdam 2 from losing its supporting force and deforming after the earthwork is excavated, resulting in the buckle There is water infiltration in the joint, which affects further construction.
  • the fixed inner support ring beam 26 and the steel pipe pile cofferdam 2 are fixedly connected, and several layers of fixed inner support ring beam 26 are arranged according to different excavation depths. Specifically, as shown in FIGS.
  • the deformation of the buckled steel pipes 21 at the mutual buckle effectively maintains the stability of the internal structure of the cofferdam, and completes the direct structural transformation from the earthwork support to the support of the fixed inner support ring beam 26.
  • the support ring beam 26 and the locking steel pipe 21 of the steel pipe pile cofferdam 2 are welded and fixed, the internal stress cannot be effectively avoided.
  • the fixed inner support ring beam 26 is divided into a first ring beam layer 263, a second ring beam layer 264 and a third ring beam layer 265 in order from top to bottom.
  • the first ring beam layer 263, the second ring beam layer 264 and the third ring beam layer 265 include several pieces of ring beam steel 261 and several pieces of supports 262, several pieces of ring beam steel 261 are connected to form a frame, and several pieces of supports 262 are connected to the frame.
  • Inside In this embodiment, starting from the top, when the inner support ring beam 26 is set and fixed by digging into the frame to the support design elevation, several pieces of ring beam steel 261 and several pieces of supports 262 are first transported into the frame.
  • the ring beam steel 261 is welded into a frame, and then several supports 262 are welded in the frame to complete the assembly of the fixed inner support ring beam 26, and then the fixed inner support ring beam 26 and the steel pipe pile cofferdam are fixed by the concrete frame beam 27 2.
  • the connection is fixed, the inner support structure is completed, and the fixed inner support ring beams 26 arranged in layers further make the steel pipe pile cofferdam 2 more stable, and the stress process inside the cofferdam is gradual and stable, supported by the original earthwork Converted to the support of the fixed inner support ring beam 26 .
  • the first ring beam layer 263 and the third ring beam layer 265 are both provided with cross braces 267, and an outward pre-lifting force is applied at the connection node between the cross braces 267 and the first ring beam layer 263, and the cross braces An outward pre-lifting force is applied at the connection node between the member 267 and the third ring beam layer 265 .
  • the first and last fixed inner support ring beams 26 need to bear a larger external force. In order to make the inner support structure more stable and able to bear a larger force, as shown in FIG.
  • a cross brace 267 is provided at the middle of the layer 263 and the third layer of the ring beam layer 265, and the cross brace 267 connects the first ring beam layer 263 and the cross brace 267 to the connection of the third ring beam layer 265.
  • An outward pre-lift force is applied at the node, and the pre-lift force can be determined according to the actual situation.
  • the pre-lift force is set to 50t.
  • connecting pieces are also provided. 266, so that each fixed inner support ring beam 26 is connected, and the force is further distributed and dispersed.
  • the locking steel pipe 21 includes a main steel pipe 211 , a C-type buckle pipe 212 and an O-type buckle pipe 213 . side.
  • the C-type buckle pipe 212 and the O-type buckle pipe 213 are welded on the main steel pipe 211, and steel bars are connected between the O-type buckle pipe 213 and the main steel pipe 211.
  • the O-type buckle pipe 213 is welded, two are first used to connect with the main steel pipe 211.
  • the HPB300 steel bars with the same length as steel pipe 211 are welded with the main steel pipe 211.
  • the center distance between the two steel bars is 30mm.
  • the welding of O-type buckle pipe 213 can only be carried out after the 211 connection welding seam is reported to be qualified.
  • the C-type buckle pipe 212 is welded, it is connected with the main steel pipe 211 by continuous double-sided fillet welds.
  • the C-type buckle pipe 212 is welded with the main steel pipe 211 by two rib plates with the same length as the main steel pipe 211.
  • the continuous single-sided fillet weld is adopted to ensure the overall rigidity and connection quality of the C-type buckle pipe 212, and the locking steel pipe 21 does not have any jamming during the insertion and snapping of the C-type buckle pipe 212 and the O-type buckle pipe 213. Dayton phenomenon.
  • the C-shaped buckle tube 212 and the O-shaped buckle tube 213 of the locking steel pipe 21 are buckled with each other to form a frame.
  • the frame 25 is slowly lowered until the river bed does not sink and stabilizes itself, and then the crane lifts the vibrating hammer to beat the locked steel pipe 21.
  • the steel pipe pile should be ensured during the hammering process.
  • the pile body is vertical.
  • the closing pile 24 should manufacture a special-shaped locking steel pipe 21 according to the actual size of the closing opening. Drive the pile to the required depth.
  • the verticality is poor, it should be beaten twice, that is, the first time, all the locking steel pipes 21 are driven into about half of the depth, and then the second time is driven to the required depth. Do not vibrate too much when piling, so as to avoid bending of the pile tip or deformation of the lock, which will make it difficult to remove the cofferdam 2 of the subsequent steel pipe piles or leak water at the buckle of the steel pipe 21 of the lock.
  • the buckle surfaces of the O-type buckle tube 213 and the C-type buckle tube 212 are coated with waterproofing agent.
  • the foaming coefficient of polyurethane foaming agent is 2-7 times, after 15 minutes after uniform stirring, before inserting, spread the polyurethane foaming agent evenly on the outer wall of the O-shaped buckle tube 213, and apply the thickness of the polyurethane foaming agent. 3mm, the inner wall of the C-shaped buckle pipe 212 is sprayed with polyurethane foam, so that the steel pipe pile cofferdam 2 after the insertion is completed is effectively waterproof and water-stop.
  • the positioning frame 25 includes a positioning channel steel 251 , and a positioning block 252 is arranged on the positioning channel steel 251 .

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  • Engineering & Computer Science (AREA)
  • Structural Engineering (AREA)
  • Life Sciences & Earth Sciences (AREA)
  • General Life Sciences & Earth Sciences (AREA)
  • Mining & Mineral Resources (AREA)
  • Paleontology (AREA)
  • Civil Engineering (AREA)
  • General Engineering & Computer Science (AREA)
  • Piles And Underground Anchors (AREA)
  • Revetment (AREA)
  • Earth Drilling (AREA)

Abstract

本发明公开了一种锁扣钢管桩围堰固定内支撑圈梁，涉及围堰施工技术领域，包括设置在人工岛上的钢管桩围堰，所述钢管桩围堰包括若干个锁扣钢管和若干层固定内支撑圈梁，若干个所述锁扣钢管在人工岛上两两相互扣合围成一框体，所述固定内支撑圈梁设置在所述框体内。该围堰能解决围堰结构不结实，防水不好的问题，同时还能适应基岩面突变或相邻基岩面变化高差大的基岩情况，将围堰底部建造成不规则形状，进一步地加快了施工的进度和节省了施工成本。

Description

一种锁扣钢管桩围堰固定内支撑圈梁 技术领域
本发明涉及围堰施工技术领域，特别涉及一种锁扣钢管桩围堰固定内支撑圈梁。
背景技术
在实现本发明过程中，发明人发现现有技术中至少存在如下问题，目前，在桥梁基础施工中，围堰作为一种辅助施工手段得到了广泛应用，但现有的围堰结构，并不适用各种河床的地质环境，特别是在河床为浅覆盖层且起伏较大的弱风化基岩的地质上进行围堰时，因基岩面突变或相邻基岩面变化高差大，无法进行基岩面的标高测量，而且围堰的底部也无法做成不规则的形状来适应基岩面的突变，造成围堰建造难度增加，建造出来的围堰结构不结实，防水效果也不能有效解决，影响了施工的进度和施工成本。
发明内容
本发明旨在至少在一定程度上解决现有技术中的上述技术问题之一。为此，本发明实施例提供一种锁扣钢管桩围堰固定内支撑圈梁，以解决围堰结构不结实，防水不好的问题，同时还能适应基岩面突变或相邻基岩面变化高差大的基岩情况，将围堰底部建造成不规则形状，加快了施工的进度和节省了施工的成本。
根据本发明实施例的锁扣钢管桩围堰固定内支撑圈梁，包括设置在人工岛上的钢管桩围堰，所述钢管桩围堰包括若干个锁扣钢管和若干层固定内支撑圈梁，若干个所述锁扣钢管在人工岛上两两相互扣合围成一框体，所述固定内支撑圈梁设置在所述框体内。
作为上述实施例的进一步改进，所述固定内支撑圈梁与所述框体之间存在间隙，所述间隙通过浇筑混凝土形成混凝土框梁，所述混凝土框梁连接所述固定内支撑圈梁和所述框体。
进一步的，所述固定内支撑圈梁从上至下依次分为第一圈梁层、第二层圈梁层和第三层圈梁层，所述第一圈梁层、所述第二层圈梁层和所述第三层圈梁层均包括若干件圈梁钢和若干件支撑件，若干件所述圈梁钢连接成框架，若干件所述支撑件连接在所述框架内。
进一步的，所述第一圈梁层与所述第三层圈梁层均设有横撑件，所述横撑件和所述第一 圈梁层的连接节点处施加向外的预顶力，所述横撑件和所述第三层圈梁层的连接节点处施加向外的预顶力。
作为上述实施例的优选方案，所述锁扣钢管包括主钢管、C型扣管和O型扣管，所述C型扣管和所述O型扣管分别连接在所述主钢管两侧。
进一步的，所述C型扣管和所述O型扣管焊接在所述主钢管上，所述O型扣管与所述主钢管之间连接有钢筋，所述C型扣管与所述主钢管之间连接有筋板。
进一步的，各个所述锁扣钢管的所述C型扣管和所述O型扣管相互扣合围成所述框体。
可选的，若干个所述锁扣钢管通过钢筋笼混凝土柱锚固在人工岛下的河床基岩上。
基于上述技术方案，本发明实施例至少具有以下有益效果：上述技术方案中，在人工岛上插打若干个锁扣钢管，若干个锁扣钢管两两相互扣合围成钢管桩围堰的框体，在插打锁扣钢管时可根据锁扣钢管插打入土的难易程度探测出人工岛底部河床岩面的高低，锁扣钢管可实时根据河床基岩面高低变化来调整插打深度，以使钢管桩围堰的框体底部能变化不同的形状来适应河床基岩面的突变，再者，锁扣钢管两两相互扣合的结构能有效防止水渗入，在一边开挖框体内的土方时，一边将固定内支撑圈梁固定在钢管桩围堰内，根据不同的挖深深度设置若干层固定内支撑圈梁，固定内支撑圈梁作为内支撑架构使围堰结构更结实，边开挖边设置固定内支撑圈梁，使受力过程均匀，有效的加固了钢管桩围堰的防水性能，进一步的加快施工的进度，节省了施工成本。
附图说明
下面结合附图和实施例对本发明进一步地说明；
图1是本发明实施例中锁扣钢管的示意图；
图2是本发明实施例中锁扣钢管插打完成后钢管桩围堰的俯视图；
图3是本发明实施例中锁扣钢管插打过程中用到的定位架的示意图；
图4是本发明实施例中锁扣钢管连接钢筋笼混凝土柱的示意图；
图5是本发明实施例中钢管桩围堰的俯视图；
图6是本发明实施例中沿图5的A-A的结构剖视图。
具体实施方式
本部分将详细描述本发明的具体实施例，本发明之较佳实施例在附图中示出，附图的作 用在于用图形补充说明书文字部分的描述，使人能够直观地、形象地理解本发明的每个技术特征和整体技术方案，但其不能理解为对本发明保护范围的限制。
在本发明的描述中，需要理解的是，涉及到方位描述，例如上、下、前、后、左、右等指示的方位或位置关系为基于附图所示的方位或位置关系，仅是为了便于描述本发明和简化描述，而不是指示或暗示所指的装置或元件必须具有特定的方位、以特定的方位构造和操作，因此不能理解为对本发明的限制。
在本发明的描述中，若干的含义是一个或者多个，多个的含义是两个以上，大于、小于、超过等理解为不包括本数，以上、以下、以内等理解为包括本数。如果有描述到第一、第二只是用于区分技术特征为目的，而不能理解为指示或暗示相对重要性或者隐含指明所指示的技术特征的数量或者隐含指明所指示的技术特征的先后关系。
本发明的描述中，除非另有明确的限定，设置、安装、连接等词语应做广义理解，所属技术领域技术人员可以结合技术方案的具体内容合理确定上述词语在本发明中的具体含义。
参照图2和图5，本发明的一个实施例中，该锁扣钢管桩围堰固定内支撑圈梁包括设置在人工岛1上的钢管桩围堰2，钢管桩围堰2包括若干个锁扣钢管21和若干层固定内支撑圈梁26，若干个锁扣钢管21在人工岛1上两两相互扣合围成一框体，固定内支撑圈梁26设置在框体内。其中，框体完成后，在框体内边开挖土方边将固定内支撑圈梁26固定在框体内形成内支撑结构，此构造的钢管桩围堰2结构结实，受力均匀，能有效地防水，方便围堰内的承台或其他的施工进行。
具体的，如图2所示，事先在人工岛1上按锁扣钢管21的实际宽度画出各个锁扣钢管21所要围成的围堰的插打及扣合位置，使宽度误差分散，并在插打桩时，据此调整钢管桩的平面位置，使误差不大于±15mm，插打时，先在人工岛1上插打根据现场需求特别定制的锁扣钢管21分别作为第一起始桩22和第二起始桩23，然后沿图2所示的箭头方向依次插打锁扣钢管21，各个锁扣钢管21间相互扣合，插打至设定好的合拢处时，根据合拢处锁扣钢管21的插打情况，如不能正常合拢，可根据合拢口的实际尺寸制造异形的合拢桩24，以完成钢管桩围堰2的合拢，进行下一步的施工。特别的，针对施工中遇到的河床基岩面突变或相邻基岩面变化高差大情况时，在插打锁扣钢管21时可根据锁扣钢管21插打入土的难易程度探测出人工岛1底部河床基岩面的高低，锁扣钢管21可实时根据河床基岩面高低变化来 调整插打深度，以使钢管桩围堰2的框体底部能变化不同的形状适应河床基岩面的突变，为使钢管桩围堰2更稳固，优选的，如图5所示，选择若干个锁扣钢管21通过钢筋笼混凝土柱214锚固在人工岛1下的河床基岩上，具体的，选择插打在岩面急剧变化处和岩面较低处的锁扣钢管21进行锚固，如图4所示，锚固好的钢筋笼混凝土柱214一半往下深入河床基岩上，一半往上深入锁扣钢管21的钢管内。
为使钢管桩围堰2的更加牢固，不会使锁扣钢管21变形，且更有效的防止挖开土方后，钢管桩围堰2的锁扣钢管21失去支撑力而变形，导致扣合处有水渗入，影响进一步的施工。采用边开挖框体内的土方，边进行固定内支撑圈梁26与钢管桩围堰2的固定连接，根据不同的挖深深度设置若干层固定内支撑圈梁26。具体的，如图5和图6所示，固定内支撑圈梁26与框体之间存在间隙，该间隙通过浇筑混凝土形成混凝土框梁27，混凝土框梁27连接固定内支撑圈梁26和框体。混凝土框梁27浇筑时，先在框体内将固定内支撑圈梁26组装好，在间隙的底部和侧面设置木模板进行立模，然后进行浇筑形成混凝土框梁27。此举使由锁扣钢管21扣合围成的框体受力更加均匀，固定内支撑圈梁26与锁扣钢管21的连接也不会产生内应力，整体一体性更强，更不会导致锁扣钢管21相互扣合处变形，有效地维持了围堰的内部结构稳定，完成了由土方支撑转变为固定内支撑圈梁26支撑的直接结构转变，在其他的一些实施例中，如固定内支撑圈梁26与钢管桩围堰2的锁扣钢管21采用焊接固定的方式则不能有效的避免产生内应力的情况。
作为上述实施例中的进一步改进，固定内支撑圈梁26从上至下依次分为第一圈梁层263、第二层圈梁层264和第三层圈梁层265，第一圈梁层263、第二层圈梁层264和第三层圈梁层265均包括若干件圈梁钢261和若干件支撑件262，若干件圈梁钢261连接成框架，若干件支撑件262连接在框架内。本实施例中，从顶部开始计算，在框体内挖至支撑设计标高处进行设置固定内支撑圈梁26时，均先把若干件圈梁钢261和若干件支撑件262先运送至框体内，然后将圈梁钢261焊接成框架，再把若干件支撑件262焊接在框架内完成固定内支撑圈梁26的组装，然后通过混凝土框梁27将固定内支撑圈梁26与钢管桩围堰2连接固定，完成内支撑结构，分层设置的固定内支撑圈梁26进一步的使钢管桩围堰2更加稳定，且围堰内部的受力过程是循序渐进和稳定的，由原来的土方支撑转变为固定内支撑圈梁26的支撑。
优选的，第一圈梁层263与第三层圈梁层265均设有横撑件267，横撑件267和第一圈梁层263的连接节点处施加向外的预顶力，横撑件267和第三层圈梁层265的连接节点处施加向外的预顶力。一般第一个和最后一个设置的固定内支撑圈梁26均需要承受更大的外力，为了使由内支撑结构更加稳定和能承受较大的力，如图5所示，在第一圈梁层263与第三层圈梁层265的中间处各设置一根横撑件267，并在横撑件267连接第一圈梁层263与横撑件267连接第三层圈梁层265的连接节点处施加向外的预顶力，预顶力可根据实际情况而定，本实施例中，预顶力设置为50t。优选的，如图6所示，第一圈梁层263和第二层圈梁层264之间，第二层圈梁层264和第三层圈梁层265之间，还都设有连接件266，使得各个固定内支撑圈梁26之间连接起来，受力得到进一步的分配和分散。
本实施例中，如图1所示，锁扣钢管21包括主钢管211、C型扣管212和O型扣管213，C型扣管212和O型扣管213分别连接在主钢管211两侧。具体的，C型扣管212和O型扣管213焊接在主钢管211上，O型扣管213与主钢管211之间连接有钢筋，O型扣管213焊接时，首先采用2根与主钢管211等长的HPB300钢筋与主钢管211进行焊接，2根钢筋中心间距为30mm，每根钢筋与主钢管211为连续双面贴角焊缝，现场加工时务必保证焊接质量，钢筋与主钢管211连接焊缝经报验合格后才可进行O型扣管213的焊接，O型扣管213与钢筋采用连续单面贴角焊缝，C型扣管212与主钢管211之间连接有筋板，C型扣管212焊接时，与主钢管211采用连续双面贴角焊缝连接，同时C型扣管212采用2块与主钢管211等长的筋板与主钢管211焊接，焊缝采用连续单面贴角焊缝，从而保证C型扣管212的整体刚度及连接质量，以及锁扣钢管21在C型扣管212与O型扣管213插打、扣合过程中不存在卡顿现象。
具体的，锁扣钢管21的C型扣管212和O型扣管213相互扣合围成框体。插打各个锁扣钢管21时，先用吊机将锁扣钢管21运送至插打位置，使锁扣钢管21与已插打好的锁扣钢管21扣合，并从作为辅助插打的定位架25中缓慢下放，直至河床不沉、自稳为止，然后吊机吊取振动锤对放好的锁扣钢管21进行捶打，为确保围堰能顺利合拢，捶打过程中，应保证钢管桩的桩身垂直，当合拢口不能顺利合拢时，合拢桩24应根据合拢口实际尺寸制造出异形的锁扣钢管21，需说明的是，捶打时，当钢管桩的垂直度较好，一次将桩打到要求深度，当垂直度较差时，要分两次进行捶打，即第一次先将所有的锁扣钢管21打入约一半深 度后，第二次再打到要求的深度。打桩时切忌振动过大，以免造成桩尖弯卷或锁扣变形，导致后续钢管桩围堰2拆除困难或锁扣钢管21扣合处漏水。在扣合前，O型扣管213和C型扣管212的扣合面均涂抹有防水剂，锁扣扣合处止水是钢管桩围堰2防水的一步措施，采用锁扣内涂抹聚氨酯发泡剂，发泡系数为2-7倍的聚氨酯发泡剂在均匀搅拌后的15分钟后，在插打前，把聚氨酯发泡剂均匀涂抹在O型扣管213外壁上，涂抹厚度为3mm，在C型扣管212内壁喷入聚氨酯泡沫，以使插打完成后的钢管桩围堰2有效的防水和止水。其中，如图3所示，定位架25包括定位槽钢251，定位槽钢251上设置有定位块252，定位架25能确保锁扣钢管21下放和插打时更好地扣合。
上面结合附图对本发明实施例作了详细说明，但是本发明不限于上述实施例，在所述技术领域普通技术人员所具备的知识范围内，还可以在不脱离本发明宗旨的前提下作出各种变化。

Claims (8)

  1. 一种锁扣钢管桩围堰固定内支撑圈梁，其特征在于：包括设置在人工岛(1)上的钢管桩围堰(2)，所述钢管桩围堰(2)包括若干个锁扣钢管(21)和若干层固定内支撑圈梁(26)，若干个所述锁扣钢管(21)在人工岛(1)上两两相互扣合围成一框体，所述固定内支撑圈梁(26)设置在所述框体内。
  2. 根据权利要求1所述的锁扣钢管桩围堰固定内支撑圈梁，其特征在于：所述固定内支撑圈梁(26)与所述框体之间存在间隙，所述间隙通过浇筑混凝土形成混凝土框梁(27)，所述混凝土框梁(27)连接所述固定内支撑圈梁(26)和所述框体。
  3. 根据权利要求2所述的锁扣钢管桩围堰固定内支撑圈梁，其特征在于：所述固定内支撑圈梁(26)从上至下依次分为第一圈梁层(263)、第二层圈梁层(264)和第三层圈梁层(265)，所述第一圈梁层(263)、所述第二层圈梁层(264)和所述第三层圈梁层(265)均包括若干件圈梁钢(261)和若干件支撑件(262)，若干件所述圈梁钢(261)连接成框架，若干件所述支撑件(262)连接在所述框架内。
  4. 根据权利要求3所述的锁扣钢管桩围堰固定内支撑圈梁，其特征在于：所述第一圈梁层(263)与所述第三层圈梁层(265)均设有横撑件(267)，所述横撑件(267)和所述第一圈梁层(263)的连接节点处施加向外的预顶力，所述横撑件(267)和所述第三层圈梁层(265)的连接节点处施加向外的预顶力。
  5. 根据权利要求1所述的锁扣钢管桩围堰固定内支撑圈梁，其特征在于：所述锁扣钢管(21)包括主钢管(211)、C型扣管(212)和O型扣管(213)，所述C型扣管(212)和所述O型扣管(213)分别连接在所述主钢管(211)两侧。
  6. 根据权利要求5所述的锁扣钢管桩围堰固定内支撑圈梁，其特征在于：所述C型扣管(212)和所述O型扣管(213)焊接在所述主钢管(211)上，所述O型扣管(213)与所述主钢管(211)之间连接有钢筋，所述C型扣管(212)与所述主钢管(211)之间连接有筋板。
  7. 根据权利要求6所述的锁扣钢管桩围堰固定内支撑圈梁，其特征在于：各个所述锁扣钢管(21)的所述C型扣管(212)和所述O型扣管(213)相互扣合围成所述框体。
  8. 根据权利要求1至7任意一项所述的锁扣钢管桩围堰固定内支撑圈梁，其特征在于： 若干个所述锁扣钢管(21)通过钢筋笼混凝土柱(214)锚固在人工岛(1)下的河床基岩上。
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