WO2014183449A1 - 应用于水域的现浇混凝土筒桩的施工工艺及其专用成孔器 - Google Patents

应用于水域的现浇混凝土筒桩的施工工艺及其专用成孔器 Download PDF

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Publication number
WO2014183449A1
WO2014183449A1 PCT/CN2013/090427 CN2013090427W WO2014183449A1 WO 2014183449 A1 WO2014183449 A1 WO 2014183449A1 CN 2013090427 W CN2013090427 W CN 2013090427W WO 2014183449 A1 WO2014183449 A1 WO 2014183449A1
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Prior art keywords
wall
layer
sleeve
water
boot
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PCT/CN2013/090427
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English (en)
French (fr)
Inventor
李胜南
谢庆道
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Li Shengnan
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Publication of WO2014183449A1 publication Critical patent/WO2014183449A1/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
    • E02D5/34—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

Definitions

  • the invention belongs to the field of construction engineering, and specifically relates to a construction process of a cast-in-place concrete tubular pile applied to a water area and a special hole-forming device thereof.
  • Concrete piles are a kind of commonly used engineering piles and are widely used in underground construction projects.
  • the traditional precast concrete pipe piles are buried in the ground.
  • the main disadvantages are: obvious soil compaction during the construction process, which weakens the bearing capacity of the building foundation.
  • the inventors have proposed a new construction method for concrete tubular piles, such as Chinese Patent Publication No. CN1221056A
  • the first construction method mentioned above not only the construction speed is fast, but also the soil and the soil are not needed, the engineering cost is reduced, and the original structure of the soil layer is affected. Small, providing the carrying capacity of concrete piles.
  • this method of construction can only be applied to land, but piling in waters (such as ocean waters or rivers and lakes) is not applicable. Because the method is applied, after the concrete is poured, and before the concrete is solidified, the outer wall sleeve and the inner wall sleeve need to be pulled upwards. If the construction method is applied to the water, the outer wall sleeve and the inner wall When the retaining wall sleeve is pulled up, the exposed concrete is not completely hardened, but is directly impacted by the water, which directly causes the concrete to be scattered and cannot be formed.
  • the first object of the present invention is to overcome the shortcomings and deficiencies of the prior art, and to provide a construction process suitable for water construction, construction efficiency block and economical and practical application of cast-in-place concrete tubular piles in waters.
  • Another object of the present invention is to provide a dedicated hole former for the above construction process.
  • the technical solution of the present invention includes the following steps:
  • a bottom of the cylindrical cavity formed between the outer protective wall sleeve and the inner protective wall sleeve is fitted with a ring-shaped boot with a cutting edge, the outer protective wall sleeve comprising at least one outer retaining wall retaining layer;
  • the boot enters the water layer of the water along with the outer sheath sleeve and the inner retaining wall sleeve, and then enters into the base layer at the bottom of the water layer.
  • the base medium and water displaced by the boot are discharged from the inner cavity of the inner protective sleeve and the discharge hole of the force applying head; the base medium of the base layer at the bottom of the water layer in the water is soft silt or fine sand, Of course, there is also water.
  • the outer sheath sleeve is provided with a pouring port to inject concrete into the cavity, and before the concrete solidifies, the upper pressing force pressing head, the gland and the inner protective wall are pulled up.
  • the sleeve, the outer retaining wall of the outer sheath sleeve and the boot remain in position, and the upper end of the outer retaining layer is separated from the gland, and the poured concrete is connected with the outer outer retaining layer and the lower end boot to form Underwater concrete tubular piles.
  • the outer protective wall sleeve comprises an outer protective layer on the outer layer and an outer retaining layer disposed on the inner wall of the outer protective layer, and the outer retaining layer is provided with a part of the filling port.
  • the inner filling port has a lower end of the outer retaining layer and a downward pressure contact contact with the shoe.
  • the pressing force of the urging head according to the step (2) is the vibration pressure.
  • the invention does not need to take soil and reclaimed soil, and the construction speed is fast and efficient.
  • the outer retaining wall is left in the water, and serves as the outer protective layer of the concrete to prevent the water layer of the water. It is directly eroded for unhardened concrete. Therefore, it can be applied to waters such as oceans, rivers and lakes, and has reliable quality.
  • a second object of the present invention which is to achieve the special hole boring device used in the above construction process, comprises a concentrically disposed inner wall sleeve and an outer wall sleeve, the outer wall sleeve comprising at least one An outer wall retaining layer, the cavity between the inner wall sleeve and the outer wall sleeve is a cylindrical cavity, and the outer wall sleeve is provided with an infusion port, the bottom of the barrel cavity is open and the shoe is oriented The lower end of the shoe is provided with a cutting edge, and the upper end of the inner wall sleeve and the outer wall sleeve is connected with a gland, and the gland is provided with a force applying head, and the pressing force is applied
  • the head is provided with a discharge hole that is electrically connected to the inner cavity of the inner wall sleeve, and the upper end of the outer wall of the outer wall sleeve and the gland are in a downward relationship: the downward direction is pressed and coupled,
  • the outer retaining wall retaining layer is left in the water body during construction to serve as the outer protective layer of the concrete, so that the process of the invention can be applied to waters such as oceans, rivers and lakes, and the like, and the quality is reliable.
  • the outer protective wall sleeve comprises an outer protective layer on the outer layer and an outer retaining layer disposed on the inner wall of the outer protective layer, and the outer retaining layer is provided with a part of the filling port.
  • the inner filling port has a lower end of the outer retaining layer and a downward pressure contact contact with the shoe.
  • the material of the outer retaining layer is rigid plastic.
  • the material of the outer retaining layer is made of FRP, PE, PVC or PC.
  • the outer retaining wall retaining layer is provided with a strip-shaped slot forming portion which is convex toward the cylindrical cavity and which is generally longitudinal.
  • the strip-shaped slot forming portion can simultaneously form a longitudinal strip-shaped slot when the concrete tubular pile is formed, and the strip-shaped slot can be used for inserting the vertical rods on both sides of the fishing net to form
  • the concrete piles combined with the fishing nets enclose the waters and become ecological farming pastures, thus avoiding the subsequent construction of the concrete piles.
  • the inner wall of the outer retaining layer is roughened.
  • the upper end surface of the boot of the present invention is provided with an outer support surface, a central boss and an inner support surface from the outside to the inside, and the outer support surface and the inner support surface are respectively respectively connected to the lower end of the outer sheath sleeve and the inner sheath sleeve
  • the contact cavity is coupled to the central boss by a positioning connection.
  • FIG. 1 is a schematic structural view of a special hole-forming device according to a first embodiment of the present invention
  • Figure 2 is a cross-sectional view taken along line A-A of Figure 1;
  • FIG. 3 is a schematic structural view of a concrete tubular pile processed according to a first embodiment of the present invention
  • Figure 4 is a schematic view showing the structure of a special hole-forming device according to a second embodiment of the present invention.
  • Figure 5 is a cross-sectional view taken along line B-B of Figure 4.
  • Figure 6 is a schematic view showing the structure of a concrete tubular pile processed according to a second embodiment of the present invention.
  • the special hole-forming device of the first embodiment of the present invention shown in FIG. 1-2 includes a concentrically disposed inner wall sleeve 1 and an outer wall sleeve 2, and the exception wall sleeve 2 is an outer wall retaining body. a cavity, the cavity between the inner wall sleeve 1 and the outer wall sleeve 2 is a cavity 3, and the outer wall sleeve 2 is provided with a filling port 21, the bottom of the barrel 3 is open and connected to the barrel The lower end of the shoe 4 is provided with a cutting edge 41.
  • the upper end of the inner wall sleeve 1 and the outer wall sleeve 2 are connected with a gland 5, and the gland 5 is provided with The urging head 6 is provided with a discharge hole 61 which is electrically connected to the inner cavity of the inner sheath sleeve 1.
  • the relationship between the upper end of the outer sheath sleeve 2 and the gland 5 is : The downward direction is pressed against the linkage, and the upward direction is moved in the opposite direction.
  • the material of the outer wall sleeve 2 described in this embodiment is a rigid plastic, and specifically may be a material such as glass reinforced plastic, PE, PVC or PC.
  • the inner surface of the inner wall can be subjected to a charge treatment to make it stronger in combination with the concrete.
  • the inner wall of the outer wall sleeve 2 can be roughened, such as a burr surface, a corrugated surface, Roughening settings such as spiral surface. The joint strength between the formed concrete tubular pile and the outer protective wall sleeve 2 is better, and the structure is enhanced.
  • the outer protective wall sleeve 2 is arranged to protrude toward the cylindrical cavity and is generally Longitudinal strip slot forming portion 22.
  • the strip slot forming portion 22 may have a rectangular cross section, 2/3
  • the shape of the ring or the like " ⁇ " shape facilitates the insertion of the vertical rods on both sides of the fishing net.
  • the upper end surface of the boot 4 of the present embodiment is provided with an outer support surface 42, a central boss 43 and an inner support surface 44 from the outside to the inside, and the outer support surface 42 and the inner support surface 44 are respectively connected to the outer sheath sleeve 2 is in contact with the lower end of the inner wall sleeve 1 , and the barrel 3 is sleeved and positioned with the center boss 43 . So arranged, the bottom opening of the cavity 3 is formed and pressed downwardly with the shoe 4, and when pushed into the water, the two are linked together, and when pulled up, the boot can remain in the soil layer in the water.
  • the force applying head 6 can adopt static pressure or vibration pressure when entering the water, and is preferably pulled out by vibration when pulling up, not only the upper pulling pressure resistance is small, but also can be simultaneously played.
  • the effect of tapping concrete if a reinforcing cage or a reinforcing bar is required to be reinforced, a reinforcing cage or a reinforcing bar may be placed in the cylindrical cavity 3 before the boot 4 is placed in the cylindrical cavity 3.
  • the gland 5 described in this embodiment may be a flange cover, and the gland 5 and the inner wall sleeve are integrally coupled. Corresponding grippers can be set for clamping so that the two are integrated.
  • the boot 4 enters the water layer of the water along with the outer sheath 2 and the inner sheath 1 and then enters the water layer.
  • the substrate medium and water displaced by the shoe 4 are discharged from the inner cavity of the inner sheath sleeve and the discharge hole 61 of the force applying head;
  • the outer wall sleeve 2 is provided with a filling port 21 to inject concrete into the cavity, and before the concrete solidifies, the upper pressing force head 6 is pressed.
  • the cover 5 and the inner wall sleeve 1, the outer wall sleeve 2 (ie, the outer wall retaining layer) and the boot remain in position and the upper end is separated from the gland 5, the perfused concrete and the outer outer wall sleeve 2 and the lower end
  • the boots 4 are joined together to form a concrete pile.
  • FIG. 1 The structure of the concrete tubular pile constructed in this embodiment is shown in FIG. 1
  • the special hole-forming device of the embodiment 2 of the present invention shown in FIG. 3-4 includes a concentrically disposed inner wall sleeve 1 and an outer wall sleeve, and the outer wall sleeve according to the embodiment includes The outer outer wall layer 2 and the outer wall retaining layer 7 disposed on the inner wall of the outer wall layer, the outer wall retaining layer 7 is provided with an inner filling port 71 belonging to a part of the filling port, the outer wall retaining layer
  • the lower end of the sleeve 7 is in a downward pressure contact with the shoe 4, the cavity between the inner wall sleeve 1 and the outer wall sleeve is a cylinder chamber 3, and the outer wall sleeve is provided with a filling port 21,
  • the bottom of the cylinder chamber 3 is open and is in a downward pressure contact with the shoe 4, and the lower end of the shoe 4 is provided with a cutting edge 41, and the upper end of the inner wall sleeve 1 and the outer wall layer 2 are connected with
  • the gland 5 is provided with a biasing ram 6, which is provided with a discharge hole 61 which is electrically connected to the inner cavity of the inner sheath sleeve 1, and the upper end of the outer retaining layer 7
  • the cooperation relationship with the gland 5 is as follows: the downward direction is pressed against the interlocking engagement, and the upward direction is the movable split fit.
  • the material of the outer retaining layer 7 of the outer sheath sleeve of the present embodiment is rigid plastic, and specifically may be glass fiber reinforced plastic, PE, PVC or PC.
  • the inner surface of the inner wall can be subjected to a charge treatment to make it stronger in combination with the concrete.
  • the inner wall of the outer wall sleeve 2 can be roughened, such as a burr surface, a corrugated surface, Roughening settings such as spiral surface. The joint strength between the formed concrete tubular pile and the outer protective wall sleeve 2 is better, and the structure is enhanced.
  • the outer retaining wall retaining layer 7 is arranged to protrude toward the cylindrical cavity and is generally A longitudinal strip slot forming portion 72.
  • the strip slot forming portion 72 may have a rectangular cross section, 2/3
  • the shape of the ring or the like " ⁇ " shape facilitates the insertion of the vertical rods on both sides of the fishing net.
  • the strip-shaped groove forming portion 72 can be integrally formed and molded with the outer wall retaining layer 7.
  • the upper end surface of the boot 4 of the present embodiment is provided with an outer support surface 42, a central boss 43 and an inner support surface 44 from the outside to the inside, and the outer support surface 42 and the inner support surface 44 are respectively connected to the outer sheath sleeve 2 is in contact with the lower end of the inner wall sleeve 1 , and the barrel 3 is sleeved and positioned with the center boss 43 . So arranged, the bottom opening of the cavity 3 is formed and pressed downwardly with the shoe 4, and when pushed into the water, the two are linked together, and when pulled up, the boot can remain in the soil layer in the water.
  • the force applying head 6 can adopt static pressure or vibration pressure when entering the water, and is preferably pulled out by vibration when pulling up, not only the upper pulling pressure resistance is small, but also can be simultaneously played.
  • the effect of tapping concrete if a reinforcing cage or a reinforcing bar is required to be reinforced, a reinforcing cage or a reinforcing bar may be placed in the cylindrical cavity 3 before the boot 4 is placed in the cylindrical cavity 3.
  • the gland 5 of the embodiment may be a flange cover, and the gland 5 is integrally coupled with the inner wall sleeve 1 and the outer wall sleeve, and a corresponding holder may be disposed for clamping, so that the two are Integrated linkage.
  • the gland 5 and the outer retaining wall retaining layer 7 are in the above-mentioned downward pressure contact engagement, and constitute a downward direction pressure-pressure linkage fit, and the upward direction movable split fit.
  • the process steps are as follows: (1) mounting the bottom of the cavity 3 formed between the outer wall sleeve 2 and the inner wall sleeve 1 a ring 4 with a cutting edge 41;
  • the boot 4 enters the base layer of the water along with the outer sheath sleeve 2 and the inner sheath sleeve 1, and then enters the water layer.
  • the substrate medium and water displaced by the shoe 4 are discharged from the inner cavity of the inner wall sleeve and the discharge hole 61 of the force applying head;
  • the outer sheath sleeve 2 is provided with a pouring port to inject concrete into the cavity 3, and before the concrete solidifies, the upper pressing force head 6 is pressed.

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  • Life Sciences & Earth Sciences (AREA)
  • General Life Sciences & Earth Sciences (AREA)
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Abstract

一种应用于水域的现浇混凝土筒桩的施工工艺，通过将筒靴（4）安装于筒腔（3）底部，将筒靴（4）置于施工位置并在施力压头（6）上施压，筒靴（4）随同外护壁套筒（2）和内护壁套筒（1）一起进入到水层底部的基底层中，受筒靴（4）排挤的基底介质和水从内护壁套筒（1）的内腔以及施力压头（6）的排料孔（61）排出；待筒靴（4）完全进入水域底部土层的标定位置后，从外护壁套筒（2）上设置有灌注口（21）向筒腔（3）灌注混凝土，边灌注边上拔施力压头（6）、压盖（5）和内护壁套筒（1），灌注的混凝土与外侧的外护壁套筒（2）或者外护壁留置层和下端的筒靴（4）连成一起，形成混凝土筒桩。还提供了一种应用该施工工艺的专用成孔器。

Description

应用于水域的现浇混凝土筒桩的施工工艺及其专用成孔器 技术领域
本发明属于建筑工程领域，具体是指应用于水域的现浇混凝土筒桩的施工工艺及其专用成孔器。
背景技术
混凝土筒桩是一种常用的工程桩体，广泛应用在地下施工工程中。目前传统的预制混凝土管桩都是埋设于地下，其主要缺点是：在施工过程中有明显的挤土作用，削弱了作为建筑物地基的承载能力。
本发明人提出了一种新的混凝土筒桩的施工方法，如中国专利公开号 CN1221056A 《埋于软地基的混凝土筒体的施工方法及压入式一次成孔器》的技术方案，该方法利用压入式一次成孔器将混凝土筒体底部的筒靴压入软地基中，同时实现同步排土，并一次性灌注混凝土形成混凝土筒桩，相较于上述第一种施工方法，不仅施工速度快捷，而且无需取土和复土，降低工程费用，而且对土层的原始结构影响小，提供了混凝土筒桩的承载能力。然而，该施工方法只能适用于陆地，而对于水域（如海洋水域或者江河湖泊）内打桩却无法适用。因为该法在施工时，在灌入混凝土后，且混凝土为凝固前，需要将外护壁套筒和内护壁套筒向上拉出，如将此施工方法应用于水域，将外护壁套筒和内护壁套筒向上拉出时，露出的混凝土并没有完全硬化，而直接受到水域的冲击，直接导致混凝土被冲散而无法成型。
 技术问题
本发明的第一个目的是为了克服现有技术存在的缺点和不足，而提供一种适用于水域施工，且施工效率块和经济实用的应用于水域的现浇混凝土筒桩的施工工艺。
本发明的另一个目的是提供一种上述施工工艺的专用成孔器。
 技术解决方案
为实现本发明的第一个目的，本发明的技术方案是包括以下工序：
（1）在外护壁套筒和内护壁套筒之间形成的筒腔的底部装上环形且带有切削刃的筒靴，外护壁套筒包括有至少一层外护壁留置层；
（2）将筒靴置于施工位置并在施力压头上施压，筒靴随同外护壁套筒和内护壁套筒一起进入水域的水层，并进而进入到水层底部的基底层中，受筒靴排挤的基底介质和水从内护壁套筒的内腔以及施力压头的排料孔排出；水域中水层底部的基底层的基底介质为松软的淤泥土或者细沙石，当然还包括有水。
（3）待筒靴完全进入水域底部基底层的标定位置后，从外护壁套筒上设置有灌注口向筒腔灌注混凝土，待混凝土凝固前，上拔施力压头、压盖和内护壁套筒，外护壁套筒的外护壁留置层和筒靴保持位置不动且外护壁留置层上端与压盖分离，灌注的混凝土与外侧的外护壁留置层以及下端的筒靴连成一起，形成水下混凝土筒桩。
进一步设置是所述的外护壁套筒包括有位于外层的外护壁层以及同心活动贴邻设置于外护壁层内壁上的外护壁留置层，该外护壁留置层上设置有属于灌注口一部分的内灌注口，该外护壁留置层的下端与筒靴向下抵压接触配合。
进一步设置是将筒靴装在筒腔之前，先在筒腔中置入钢筋笼或钢筋条。
进一步设置是步骤（2）所述的施力压头的施压力为振动压力。
 有益效果
通过上述施工工艺，本发明无需取土和复土，施工速度快捷高效，另外，对于水域的特殊工况，将外护壁留置层留置于水域中，充当混凝土的外侧保护层，防止水域的水层对未硬化的混凝土直接冲蚀，因此，可以适用于海洋、江河湖泊等水域中应用，质量可靠。
实现本发明的第二个目的，即实现上述施工工艺所用的专用成孔器的技术方案是，包括有同心设置的内护壁套筒和外护壁套筒，所述外护壁套筒包括有至少一层外护壁留置层，该内护壁套筒和外护壁套筒之间的空腔为筒腔，且该外护壁套筒上设置有灌注口，所述的筒腔的底部开口且与筒靴向下抵压接触配合，该筒靴的下端设置有切削刃，所述的内护壁套筒和外护壁套筒的上端连接有压盖，该压盖上设置有施力压头，该施力压头上设置有与内护壁套筒的内腔导通的排料孔，所述的外护壁套筒的外护壁留置层的上端与压盖的配合关系为：向下方向抵压联动配合，向上方向活动分体配合。
通过本设置，施工时，将外护壁留置层留置于水域中，充当混凝土的外侧保护层，使得本发明工艺可以适用于海洋、江河湖泊等水域中应用，质量可靠。
进一步设置是所述的外护壁套筒包括有位于外层的外护壁层以及同心活动贴邻设置于外护壁层内壁上的外护壁留置层，该外护壁留置层上设置有属于灌注口一部分的内灌注口，该外护壁留置层的下端与筒靴向下抵压接触配合。
进一步设置是所述的外护壁留置层的材质为刚性塑料。所述的外护壁留置层的材质为玻璃钢、PE、PVC或PC。通过本设置，由于水域中水层底部的基底层一般都比较松软，因此，可以采用刚性塑料替换传统的钢制的外护壁套筒，可以极大地降低工程成本，而且另一方面，刚性塑料在于混凝土筒桩成型后，其防腐性能更佳，有助于提高混凝土筒桩的使用寿命。
进一步设置是所述的外护壁留置层上设置向筒腔方向凸起且整体呈纵向的条形插槽成型部。通过本设置，利用该条形插槽成型部，在混凝土筒桩成型时，能同时形成纵向的条形插槽，该条形插槽可以用于渔网两侧的竖杆的插装，使得成型后的混凝土筒桩结合渔网，将水域围起来，成为生态养殖牧场，从而避免了后期的在混凝土筒桩的后续施工。
进一步设置是所述的外护壁留置层的内壁上呈粗糙化设置。通过本设置，使得混凝土与外护壁套筒的结合更加紧密可靠，提高了筒桩的质量。
本发明所述的筒靴的上端面从外到内以此设置有外支承面、中心凸台和内支承面，外支承面和内支承面分别与外护壁套筒和内护壁套筒的下端接触配合，所述筒腔与中心凸台套配定位连接。
下面结合说明书附图和具体实施方式对本发明做进一步介绍。
 附图说明
图1 本发明具体实施方式1的专用成孔器结构示意图；
图2 为图1的A-A横剖图；
图3 本发明具体实施方式1加工出的混凝土筒桩的结构示意图；
图4 本发明具体实施方式2的专用成孔器结构示意图；
图5 为图4的B-B横剖图；
图6 本发明具体实施方式2加工出的混凝土筒桩的结构示意图。
 本发明的最佳实施方式
下面通过实施例对本发明进行具体的描述，只用于对本发明进行进一步说明，不能理解为对本发明保护范围的限定，该领域的技术工程师可根据上述发明的内容对本发明作出一些非本质的改进和调整。
实施例1
如图1-2所示的本发明的具体实施方式1的专用成孔器，包括有同心设置的内护壁套筒1和外护壁套筒2，本实施例外护壁套筒2即为外护壁留置层，该内护壁套筒1和外护壁套筒2之间的空腔为筒腔3，且该外护壁套筒2上设置有灌注口21，所述的筒腔3的底部开口且与筒靴4向下抵压接触配合，该筒靴4的下端设置有切削刃41，所述的内护壁套筒1和外护壁套筒2的上端连接有压盖5，该压盖5上设置有施力压头6，该施力压头6上设置有与内护壁套筒1的内腔导通的排料孔61，所述的外护壁套筒2的上端与压盖5的配合关系为：向下方向抵压联动配合，向上方向活动分体配合。
本实施例所述的外护壁套筒2的材质为刚性塑料，具体可以是玻璃钢、PE、PVC或PC等材料。另外，在施工时可以对其内表面进行附电荷处理，使其与混凝土的结合能力更强，另外，也可以对外护壁套筒2的内壁上呈粗糙化设置，如形成毛刺面、波纹面、螺旋面等粗糙化设置。使得成型后的混凝土筒桩与外护壁套筒2之间结合强度更好，增强了其结构。
另外，为了能使得本工艺所加工出的混凝土筒桩能适用于与渔网的安装，进而将水域围成生态养殖牧场，所述的外护壁套筒2上设置向筒腔方向凸起且整体呈纵向的条形插槽成型部22。该条形插槽成型部22的横截面可以为矩形、2/3 圆环或者类似“Ω”形等形状，方便渔网两侧的竖杆插装。
本实施例所述的筒靴4的上端面从外到内以此设置有外支承面42、中心凸台43和内支承面44，外支承面42和内支承面44分别与外护壁套筒2和内护壁套筒1的下端接触配合，所述筒腔3与中心凸台43套配定位连接。如此设置，构成筒腔3的底部开口且与筒靴4向下抵压接触配合，在推进到水域时，二者一起联动，拔起时，筒靴能留在水域中的土层中。
本实施例所述的施力压头6在进入水域时，可以采用静压力也可以采用振动压力，在上拔时，优选采用振动方式拔出，不仅上拔压阻力小，而且可以同时起到振实混凝土的效果。另外，如果需要钢筋笼或者钢筋条加强的，可以在将筒靴4装在筒腔3之前，先在筒腔3中置入钢筋笼或钢筋条。
本实施例所述的压盖5可以为法兰盖，该压盖5与内护壁套筒为一体联动配合。可以设置对应的夹持器进行夹持，使二者成为一体联动。
利用上述的专用成孔器进行施工水域中的混凝土筒桩时，其工艺步骤是：
（1）在外护壁套筒2和内护壁套筒1之间形成的筒腔3的底部装上环形且带有切削刃的筒靴4；
（2）将筒靴4置于施工位置并在施力压头6上施压，筒靴4随同外护壁套筒2和内护壁套筒1一起进入水域的水层，并进而进入到水层底部的基底层中，受筒靴4排挤的基底介质和水从内护壁套筒的内腔以及施力压头的排料孔61排出；
（3）待筒靴4完全进入水域底部基底层的标定位置后，从外护壁套筒2上设置有灌注口21向筒腔灌注混凝土，待混凝土凝固前，上拔施力压头6、压盖5和内护壁套筒1，外护壁套筒2（即外护壁留置层）和筒靴保持位置不动且其上端与压盖5分离，灌注的混凝土与外侧的外护壁套筒2和下端的筒靴4连成一起，形成混凝土筒桩。
本实施例施工出的混凝土筒桩的结构如图3所示。
实施例2
如图3-4所示的本发明的具体实施方式2的专用成孔器，包括有同心设置的内护壁套筒1和外护壁套筒，本实施例所述的外护壁套筒包括有位于外层的外护壁层2以及同心活动贴邻设置于外护壁层内壁上的外护壁留置层7，该外护壁留置层7上设置有属于灌注口一部分的内灌注口71，该外护壁留置层7的下端与筒靴4向下抵压接触配合，所述内护壁套筒1和外护壁套筒之间的空腔为筒腔3，且该外护壁套筒上设置有灌注口21，所述的筒腔3的底部开口且与筒靴4向下抵压接触配合，该筒靴4的下端设置有切削刃41，所述的内护壁套筒1和外护壁层2的上端连接有压盖5，该压盖5上设置有施力压头6，该施力压头6上设置有与内护壁套筒1的内腔导通的排料孔61，该外护壁留置层7的上端与压盖5的配合关系为：向下方向抵压联动配合，向上方向活动分体配合。
本实施例所述的外护壁套筒的外护壁留置层7的材质为刚性塑料，具体可以是玻璃钢、PE、PVC或PC等材料。另外，在施工时可以对其内表面进行附电荷处理，使其与混凝土的结合能力更强，另外，也可以对外护壁套筒2的内壁上呈粗糙化设置，如形成毛刺面、波纹面、螺旋面等粗糙化设置。使得成型后的混凝土筒桩与外护壁套筒2之间结合强度更好，增强了其结构。
另外，为了能使得本工艺所加工出的混凝土筒桩能适用于与渔网的安装，进而将水域围成生态养殖牧场，所述的外护壁留置层7上设置向筒腔方向凸起且整体呈纵向的条形插槽成型部72。该条形插槽成型部72的横截面可以为矩形、2/3 圆环或者类似“Ω”形等形状，方便渔网两侧的竖杆插装。在实际加工时，该条形插槽成型部72可以与外护壁留置层7一体加工成型制造。
本实施例所述的筒靴4的上端面从外到内以此设置有外支承面42、中心凸台43和内支承面44，外支承面42和内支承面44分别与外护壁套筒2和内护壁套筒1的下端接触配合，所述筒腔3与中心凸台43套配定位连接。如此设置，构成筒腔3的底部开口且与筒靴4向下抵压接触配合，在推进到水域时，二者一起联动，拔起时，筒靴能留在水域中的土层中。
本实施例所述的施力压头6在进入水域时，可以采用静压力也可以采用振动压力，在上拔时，优选采用振动方式拔出，不仅上拔压阻力小，而且可以同时起到振实混凝土的效果。另外，如果需要钢筋笼或者钢筋条加强的，可以在将筒靴4装在筒腔3之前，先在筒腔3中置入钢筋笼或钢筋条。
本实施例所述的压盖5可以为法兰盖，该压盖5与内护壁套筒1和外护壁套筒为一体联动配合，可以设置对应的夹持器进行夹持，使二者成为一体联动。而该压盖5与外护壁留置层7为上述的向下抵压接触配合，构成向下方向抵压联动配合，向上方向活动分体配合。
本实施例2利用该专用成孔器进行施工水域中的混凝土筒桩时，其工艺步骤是：（1）在外护壁套筒2和内护壁套筒1之间形成的筒腔3的底部装上环形且带有切削刃41的筒靴4；
（2）将筒靴4置于施工位置并在施力压头6上施压，筒靴4随同外护壁套筒2和内护壁套筒1一起进入水域的基底层，并进而进入到水层底部的土层中，受筒靴4排挤的基底介质和水从内护壁套筒的内腔以及施力压头的排料孔61排出；
（3）待筒靴4完全进入水域底部基底层的标定位置后，从外护壁套筒2上设置有灌注口向筒腔3灌注混凝土，待混凝土凝固前，上拔施力压头6、压盖5、内护壁套筒1和外护壁套筒2，外护壁留置层7保持位置不动且其上端与压盖分离，灌注的混凝土与外侧的外护壁留置层7以及下端的筒靴4连成一起，形成水下混凝土筒桩。
本实施例施工出的混凝土筒桩的结构如图6所示。
 本发明的实施方式
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Claims (10)

  1. 一种应用于水域的现浇混凝土筒桩的施工工艺，其特征在于包括以下工序：
    （1）在外护壁套筒和内护壁套筒之间形成的筒腔的底部装上环形且带有切削刃的筒靴，外护壁套筒包括有至少一层外护壁留置层；
    （2）将筒靴置于施工位置并在施力压头上施压，筒靴随同外护壁套筒和内护壁套筒一起进入水域的水层，并进而进入到水层底部的基底层中，受筒靴排挤的基底介质和水从内护壁套筒的内腔以及施力压头的排料孔全部排出；
    （3）待筒靴完全进入水域底部基底层的标定位置后，从外护壁套筒上设置有灌注口向筒腔灌注混凝土，待混凝土凝固前，上拔施力压头、压盖和内护壁套筒，外护壁套筒的外护壁留置层和筒靴保持位置不动且外护壁留置层上端与压盖分离，灌注的混凝土与外侧的外护壁留置层以及下端的筒靴连成一起，形成混凝土筒桩。
  2. 根据权利要求1所述的一种应用于水域的现浇混凝土筒桩的施工工艺，其特征在于：所述的外护壁套筒包括有位于外层的外护壁层以及同心活动贴邻设置于外护壁层内壁上的外护壁留置层，该外护壁留置层上设置有属于灌注口一部分的内灌注口，该外护壁留置层的下端与筒靴向下抵压接触配合。
  3. 根据权利要求1所述的一种应用于水域的现浇混凝土筒桩的施工工艺，其特征在于：将筒靴装在筒腔之前，先在筒腔中置入钢筋笼或钢筋条。
  4. 根据权利要求1所述的一种应用于水域的现浇混凝土筒桩的施工工艺，其特征在于：步骤（2）所述的施力压头的施压力为振动压力。
  5. 一种如权利要求1所述的施工工艺的专用成孔器，包括有同心设置的内护壁套筒和外护壁套筒，所述外护壁套筒包括有至少一层外护壁留置层，该内护壁套筒和外护壁套筒之间的空腔为筒腔，且该外护壁套筒上设置有灌注口，所述的筒腔的底部开口且与筒靴向下抵压接触配合，该筒靴的下端设置有切削刃，所述的内护壁套筒和外护壁套筒的上端连接有压盖，该压盖上设置有施力压头，该施力压头上设置有与内护壁套筒的内腔导通的排料孔，其特征在于：所述的外护壁套筒的外护壁留置层的上端与压盖的配合关系为：向下方向抵压联动配合，向上方向活动分体配合。
  6. 根据权利要求5所述的一种应用于水域的现浇混凝土筒桩的施工工艺的专用成孔器，其特征在于：所述的施力压头为振动锤或变频振动锤。
  7. 根据权利要求5所述的一种应用于水域的现浇混凝土筒桩的施工工艺的专用成孔器，其特征在于：所述的外护壁套筒包括有位于外层的外护壁层以及同心活动贴邻设置于外护壁层内壁上的外护壁留置层，该外护壁留置层上设置有属于灌注口一部分的内灌注口，该外护壁留置层的下端与筒靴向下抵压接触配合。
  8. 根据权利要求5所述的一种应用于水域的现浇混凝土筒桩的施工工艺的专用成孔器，其特征在于：所述的外护壁留置层的材质为刚性塑料或软性塑料编织袋，其中外护壁留置层的材质所用的刚性塑料为玻璃钢、PE、PVC或PC。
  9. 根据权利要求5所述的一种应用于水域的现浇混凝土筒桩的施工工艺的专用成孔器，其特征在于：所述的外护壁留置层上设置向筒腔方向凸起且整体呈纵向的条形插槽成型部。
  10. 根据权利要求5所述的一种应用于水域的现浇混凝土筒桩的施工工艺的专用成孔器，其特征在于：所述的外护壁留置层的内壁上呈粗糙化设置。
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