WO2015158169A1 - 一种筒桩的施工工艺及其专用成孔器 - Google Patents

一种筒桩的施工工艺及其专用成孔器 Download PDF

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Publication number
WO2015158169A1
WO2015158169A1 PCT/CN2015/070403 CN2015070403W WO2015158169A1 WO 2015158169 A1 WO2015158169 A1 WO 2015158169A1 CN 2015070403 W CN2015070403 W CN 2015070403W WO 2015158169 A1 WO2015158169 A1 WO 2015158169A1
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Prior art keywords
strength plastic
pile
strength
construction
inner tube
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PCT/CN2015/070403
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English (en)
French (fr)
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谢庆道
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谢庆道
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Publication of WO2015158169A1 publication Critical patent/WO2015158169A1/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

Definitions

  • the invention belongs to the field of construction engineering, and specifically refers to a construction process of a novel tubular pile and a special hole-forming device thereof.
  • the present inventors have proposed a new construction method of a concrete tubular pile, such as the technical proposal of the Chinese Patent Publication No. CN1221056A "Construction method of a concrete cylinder buried in a soft foundation and a press-in type primary hole-forming device", which utilizes The press-in type primary hole-piercing device presses the pile shoes at the bottom of the concrete cylinder into the soft foundation, simultaneously realizes synchronous soil discharge, and forms concrete pile piles by one-time pouring concrete.
  • Compared with the above first construction method not only the construction speed It is quick and does not require borrowing and reclaiming soil, reducing engineering costs, and has little impact on the original structure of the soil layer, providing the bearing 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 construction process comprises providing an outer retaining layer in the outer retaining wall sleeve.
  • the outer retaining wall of the outer retaining wall sleeve and the pile shoe remain in position and the upper end of the outer retaining layer is separated from the gland.
  • the concrete is joined together with the outer outer wall retaining layer and the lower end pile shoe to form a concrete pile.
  • the construction process still has the following disadvantages:
  • the object of the present invention is to overcome the shortcomings and deficiencies of the prior art, and to provide a construction process of a kind of tubular pile which can facilitate the construction of the inclined pile and the pile is efficient and economical.
  • Another object of the present invention is to provide a special hole-forming device suitable for use in the above-described tubular pile implementation process.
  • the technical solution of the present invention includes the following steps:
  • a ring-shaped pile with a cutting edge is attached to the bottom of the cylinder formed between the high-strength plastic outer tube and the high-strength plastic inner tube;
  • the high-strength plastic outer tube and the high-strength plastic inner tube are both high Strength plastic pipe, the tensile strength of the high-strength plastic pipe is ⁇ 10Mpa, the density is ⁇ 450kg/m3, and the elastic modulus is ⁇ 350Mpa;
  • the pile After the pile shoe completely enters the calibration position of the base of the construction site, the pile is formed, and the pile includes a high-strength plastic outer tube, a high-strength plastic inner tube and a pile shoe.
  • the mechanical properties of the plastic pipe are continuously improved, and the plastic pipe itself is more economical in cost than the conventional steel pipe, and the plastic pipe itself has good corrosion resistance, long service life, and plastic pipe.
  • the hot melt connection is more convenient in construction and better in sealing than metal welding.
  • the formed pile is convenient and quick to construct, and the cost is low, and can be widely applied in various fields of construction engineering.
  • the plastic pipe itself is relatively cheap, the high strength is not required during construction.
  • the plastic outer tube and the high-strength plastic inner tube are pulled out, so that it is convenient to construct the inclined pile, thereby greatly improving the application value of the tubular pile of the present invention.
  • the pile shoe is obliquely entered into the construction ground with the high-strength plastic outer tube and the high-strength plastic inner tube, and the oblique pile pile construction is performed.
  • the oblique direction refers to the vertical direction of the pile shoe along with the high-strength plastic outer tube and the high-strength plastic inner tube and the vertical direction of the reference surface of the construction base body. Deviation.
  • the pile shoe comprises a high-strength plastic pile shoe base, and the cutting edge is fixedly disposed at a lower end portion of the high-strength plastic pile shoe base body, and the tensile strength of the high-strength plastic pile shoe base body is ⁇ 10Mpa, and the density is ⁇ 450kg/m3, elastic modulus ⁇ 350Mpa, the upper end surface of the pile shoe forms a hot-melt fixed connection with the high-strength plastic outer tube and the bottom of the high-strength plastic inner tube.
  • the connection between the pile shoe and the high-strength plastic outer tube and the high-strength plastic inner tube is convenient and reliable.
  • the cutting edge is a metal cutting edge that is compositely fixed to the lower end of the high-strength plastic pile shoe base.
  • the high-strength plastic outer tube is formed by connecting a plurality of high-strength plastic outer tube sections by hot-melt butt joints
  • the high-strength plastic inner tube is formed by connecting a plurality of high-strength plastic inner tube sections up and down by hot melt.
  • the upper end of the high-strength plastic outer tube section of the same layer of the high-strength plastic outer tube and the high-strength plastic inner tube is lower than the upper end of the high-strength plastic inner tube section.
  • the concrete is poured into the cavity, and the concrete is solidified to form a high-strength plastic outer tube and a high-strength plastic.
  • the tube is a concrete pile of the outer bracket.
  • the inner cavity of the high-strength plastic inner tube is provided with an auger for performing rock-socketed pile construction.
  • the auger of the auger is used to break the rock and take the rock-socketed pile, which greatly improves the application range and support strength of the process.
  • the high-strength plastic pipe is a high-strength PE pipe, a PVC pipe or a PC pipe.
  • the second object of the present invention is achieved by the following scheme, the special hole-forming device including concentric design
  • the high-strength plastic inner tube and the high-strength plastic outer tube are high-strength plastic inner tubes, which are high-strength plastic tubes.
  • the tensile strength of the high-strength plastic tubes is ⁇ 10Mpa, and the density is ⁇ 450kg/ M3, the elastic modulus is ⁇ 350 MPa, the cavity between the high-strength plastic inner tube and the high-strength plastic outer tube is a cylindrical cavity, and the bottom of the cylindrical cavity is open and is in abutting contact with the pile shoe, the pile The lower end of the shoe is provided with a cutting edge, and the upper end of the high-strength plastic inner tube and the high-strength plastic outer tube is fixedly provided with a vibration applying pressure head.
  • the form of piles is flexible, and concrete can be poured or piled without concrete according to actual engineering needs.
  • the pile can be piled at a time in different depths of the water body, especially in the construction of a water body having a large water depth.
  • FIG. 1 is a schematic structural view of a specific 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 view showing the upper and lower hot-melt butt joints of the multi-section high-strength plastic inner pipe section and the high-strength plastic inner pipe by the upper and lower hot-melt butt joints of the multi-section high-strength plastic inner pipe section;
  • Figure 4 is a schematic view showing the construction of the combined auger of the present invention.
  • the special hole-forming device used in the construction process comprises a high-strength plastic inner tube 1 and a high-strength plastic outer tube 2 arranged concentrically.
  • the high-strength plastic outer tube 2 and the high-strength plastic inner tube 1 are high-strength plastic tubes, and the high-strength plastic tube has a tensile yield strength ⁇ 10 MPa, a density ⁇ 450 kg/m3, an elastic modulus ⁇ 350 MPa, and the high-strength plastic.
  • the cavity between the inner tube 1 and the high-strength plastic outer tube 2 is a cylindrical cavity 3, and the bottom of the cylindrical cavity 3 is open and is in downward pressure contact with the pile shoe 4, and the lower end of the pile shoe 4 is provided with cutting.
  • the upper end of the high-strength plastic inner tube 1 and the high-strength plastic outer tube 2 is fixedly provided with a force applying head 5, and the high-strength plastic tube described in this embodiment may be a high-strength PE tube, a PVC tube or
  • the pile shoe 4 of the embodiment includes a high-strength plastic pile shoe base body 42.
  • the cutting edge 41 is fixedly disposed at a lower end portion of the high-strength plastic pile shoe base body 42.
  • the high-strength plastic pile shoe base body is stretched.
  • the yield strength is ⁇ 10 MPa
  • the density is ⁇ 450 kg/m3
  • the elastic modulus is ⁇ 350 MPa.
  • the upper end surface of the pile shoe 4 is thermally fixedly connected with the high-strength plastic outer tube 2 and the bottom of the high-strength plastic inner tube 1.
  • the cutting edge 41 described in this embodiment is a metal cutting edge which is compositely fixed to the lower end portion of the base of the high-strength plastic pile shoe.
  • the base body of the construction base with high strength can also be directly at the lower end of the high-strength plastic pile shoe base 42.
  • the part is integrally formed to form a cutting edge.
  • the material of the high-strength plastic pile shoe base 42 is also preferably made of a high-strength PE material, and the tensile strength of the high-strength PE material is 20 MPa, the density is 950 kg/m 3 , and the elastic modulus is 700 MPa, which can be directly obtained from the market. Buy or make it yourself.
  • the vibration urging head 5 of the present embodiment is preferably a high frequency vibrating hammer or a variable frequency vibrating hammer, and the vibrating urging head is clamped by the holder 6 and the upper end of the high-strength plastic outer tube 2 and the high-strength plastic inner tube 1. Fixed.
  • the construction process of the present invention includes the following steps:
  • a bottom portion of the cylindrical cavity 3 formed between the high-strength plastic outer tube 2 and the high-strength plastic inner tube 1 is provided with a ring-shaped pile shoe 4 having a cutting edge; the high-strength plastic outer tube 2 and high-strength plastic
  • the inner tube 1 is a high-strength plastic tube, and the tensile strength of the high-strength plastic tube is ⁇ 10Mpa, the density is ⁇ 450kg/m3, and the elastic modulus is ⁇ 350. Mpa;
  • the performance parameters of the high-strength plastic pipe and the high-strength plastic pile shoe base of the embodiment should meet the above-mentioned indexes at least under the following test methods, wherein the density is measured at 23 ° C by the test method of GB 1033-96 (method A).
  • the tensile yield strength is determined by the test method of GB3682-88; 15 and the elastic modulus should be determined by the test method of GB/T9341-88.
  • the foundation body may be a soil layer, a sand layer or a water body layer.
  • a tubular pile which includes a high-strength plastic outer tube 2, a high-strength plastic inner tube 1 and a pile shoe 4.
  • the pile shoe 4 is obliquely entered into the construction ground with the high-strength plastic outer tube 2 and the high-strength plastic inner tube 1, and the oblique pile pile construction, that is, the inclined pile construction.
  • the high-strength plastic outer tube 2 of the present embodiment is formed by a plurality of high-strength plastic outer tube segments 21 being hot-meltly butt-joined, and the high-strength plastic inner tube 1 is hot-melted by a plurality of high-strength plastic inner tube segments 11
  • the height of the upper end of the high-strength plastic outer tube section 21 of the same layer in the high-strength plastic outer tube 2 and the high-strength plastic inner tube 1 is lower than the upper end of the high-strength plastic inner tube section 11 with the height difference between the two.
  • a is the joint of the high strength plastic inner tube and b is the joint of the high strength plastic outer tube.
  • step (3) after the pile shoe 4 completely enters the calibration position of the foundation of the construction ground, the concrete is poured into the cavity 3, and after the concrete is solidified, A concrete tubular pile is formed with a high-strength plastic outer tube 2 and a high-strength plastic inner tube 1 as an outer bracket.
  • the cylinder chamber 3 is filled with concrete.
  • the auger 7 for constructing the rock-socketed pile is disposed in the inner cavity of the high-strength plastic inner tube 1.
  • the auger 71 of the auger 7 is a common device for rock-socketed pile construction in the field, and has the function of taking rock and soil while drilling.

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  • Engineering & Computer Science (AREA)
  • Structural Engineering (AREA)
  • Life Sciences & Earth Sciences (AREA)
  • General Life Sciences & Earth Sciences (AREA)
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  • Civil Engineering (AREA)
  • General Engineering & Computer Science (AREA)
  • Piles And Underground Anchors (AREA)

Abstract

一种筒桩的施工工艺，包括以下工序：在高强度塑料外管（2）和高强度塑料内管（1）之间形成的筒腔的底部装上环形且带有切削刃（41）的桩靴（4）；高强度塑料外管（2）和高强度塑料内管(1)均为高强度塑料管，高强度塑料管的拉伸屈服强度≥10Mpa，密度≥450kg/m 3，弹性模量≥350Mpa；将桩靴（4）置于施工位置并在振动施力压头（5）上施压，桩靴（4）随同高强度塑料外管（2）和高强度塑料内管（1）一起进入施工地基体；待桩靴（4）完全进入施工地基体的标定位置后，形成筒桩，该筒桩包括有高强度塑料外管（2）、高强度塑料内管（1）和桩靴（4）。还提供了一种筒桩的专用成孔器。

Description

一种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，具体是指新型的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桩靴压入软地基中，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。
为此，本发明人进一步研发了一种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，如中国专利公开号103321215A所示。该施工过工艺通过在外护壁套筒内设置外护壁留置层，在灌注混凝土时，外护壁套筒的外护壁留置层和桩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桩靴连成一起，形成混凝土筒桩。然而该施工工艺仍然存在以下缺点：
(1)需要在施工时需要上拔内护壁套筒等部件，难以进行斜桩施工；
(2)在灌注混凝土时，需要钢筋笼作为骨架，施工成本高，工时长，施工难 度较大。
对发明的公开
技术问题
本发明的目的是为了克服现有技术存在的缺点和不足，而提供一种能方便进行斜桩施工，且成桩高效经济的一种筒桩的施工工艺。
本发明的另一个目的是提供一种适用于上述筒桩实施工艺的专用成孔器。
问题的解决方案
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)在高强度塑料外管和高强度塑料内管之间形成的筒腔的底部装上环形且带有切削刃的桩靴；该高强度塑料外管和高强度塑料内管均为高强度塑料管，该高强度塑料管的拉伸屈服强度≥10Mpa，密度≥450kg/m3，弹性模量≥350Mpa；
(2)将桩靴置于施工位置并在振动施力压头上施压，桩靴随同高强度塑料外管和高强度塑料内管一起进入施工地基体；施工地基体可以是土层、砂层或者岩体等。
(3)待桩靴完全进入施工地基体的标定位置后，形成筒桩，该筒桩包括有高强度塑料外管、高强度塑料内管和桩靴。
随着目前塑料管工艺的不断进步，塑料管的力学性能不断提升，而且本身塑料管相较于传统的钢管在成本上更加经济，而且塑料管本身耐腐蚀性好，使用年限长，且塑料管的热熔连接比起金属的焊接等工艺在施工上更加方便，密封性更好。通过上述设置，所形成的筒桩施工方便快捷，成本低，可广泛应用于多种领域的建筑工程中，另外，本设置，由于塑料管本身价格比较便宜，因此在施工时，无需将高强度塑料外管和高强度塑料内管拔出，因此，方便打斜桩施工，由此，极大低提高了本发明的筒桩的应用价值。
进一步设置是所述的步骤(2)中桩靴随同高强度塑料外管和高强度塑料内管一起斜向进入施工地基体，进行斜向筒桩施工。该斜向是指桩靴随同高强度塑料外管和高强度塑料内管一体的进入方向与施工地基体的基准面的垂直方向相 偏离。
进一步设置是所述的桩靴包括有高强度塑料桩靴基体，所述的切削刃固定设置于高强度塑料桩靴基体下端部，该高强度塑料桩靴基体的拉伸屈服强度≥10Mpa，密度≥450kg/m3，弹性模量≥350Mpa，该桩靴的上端面与高强度塑料外管和高强度塑料内管的底部构成热熔固定连接。通过本设置，使得桩靴与高强度塑料外管和高强度塑料内管之间的连接方便可靠。
进一步设置是所述的切削刃为复合固定于高强度塑料桩靴基体下端部的金属切削刃。通过本设置，提高了桩靴的破土能力，通过本设置，结合振动锤能使桩靴嵌入土层或强风化层。
进一步设置是所述的高强度塑料外管由多段高强度塑料外管段上下热熔对接联接而成，所述的高强度塑料内管由多段高强度塑料内管段上下热熔对接联接而成。通过本设置，将多段高强度塑料外管段或者高强度塑料内管段在施工时热熔对接，因此，便于一段段施工，同时也便于施工材料的运输。
进一步设置是高强度塑料外管和高强度塑料内管中相同一层的高强度塑料外管段的上端高度低于高强度塑料内管段的上端。通过本设置，在施工时，同一层的高强度塑料外管段与高强度塑料内管段的上端高度差，方便用于布置热熔对接设置，以对内侧的高强度塑料内管段进行热熔对接施工。
进一步设置是所述的步骤(3)中，待桩靴完全进入施工地基体的标定位置后，还向筒腔内灌注混凝土，带混凝土凝固后，形成以高强度塑料外管、高强度塑料内管为外支架的混凝土筒桩。通过本设置，可以用于施工混凝土筒桩，而且本设置所施工的混凝土筒桩以高强度塑料外管、高强度塑料内管为外支架，无需设置工期长成本高的钢筋笼布置，因此，极大低简化了施工工艺和成本。
进一步设置是所述的高强度塑料内管的内腔中设置有用于进行嵌岩桩施工的螺旋钻机。通过本设置，对于一些土层底部有坚硬岩石的施工地基体，通过螺旋钻机的螺旋钻破岩取石，再施工嵌岩桩，极大地提高本工艺的应用范围和支撑强度。
进一步设置是所述的高强度塑料管为高强度PE管、PVC管或PC管。
本发明的第二发明目的是通过以下方案实现的，该专用成孔器，包括有同心设 置的高强度塑料内管和高强度塑料外管，该高强度塑料外管和高强度塑料内管均为高强度塑料管，该高强度塑料管的拉伸屈服强度≥10Mpa，密度≥450kg/m3，弹性模量≥350Mpa，该高强度塑料内管和高强度塑料外管之间的空腔为筒腔，所述的筒腔的底部开口且与桩靴向下抵压接触配合，该桩靴的下端设置有切削刃，所述的高强度塑料内管和高强度塑料外管的上端固定设置有振动施力压头。
发明的有益效果
有益效果
综上所述，本发明的优点是：
(1)施工工艺便捷高效，成本低；
(2)可根据工程需要打斜桩施工；
(3)成桩工艺不产生二次性污染泥浆，环保效果好；
(4)可以在不同水深条件的一次性成桩
(5)成桩形式灵活，可根据实际工程需要，灌注混凝土或者不灌注混凝土成桩。
(6)将本发明的工艺应用于水体施工时，能在不同水体深度区域内一次性沉桩，尤其是在水深较大的水体施工创造条件。
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。
对附图的简要说明
附图说明
图1本发明具体实施方式结构示意图；
图2为图1的A-A剖视图；
图3为本发明多段高强度塑料内管段和高强度塑料内管由多段高强度塑料内管段上下热熔对接联接而成上下热熔对接联接示意图；
图4为本发明的结合螺旋钻机的施工示意图。
实施该发明的最佳实施例
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。
如图1-4所示的本发明的具体实施方式，该施工工艺所用的专用成孔器，如图1所示，包括有同心设置的高强度塑料内管1和高强度塑料外管2，该高强度塑料外管2和高强度塑料内管1均为高强度塑料管，该高强度塑料管的拉伸屈服强度≥10Mpa，密度≥450kg/m3，弹性模量≥350Mpa，该高强度塑料内管1和高强度塑料外管2之间的空腔为筒腔3，所述的筒腔3的底部开口且与桩靴4向下抵压接触配合，该桩靴4的下端设置有切削刃41，所述的高强度塑料内管1和高强度塑料外管2的上端固定设置有施力压头5，本实施例所述的高强度塑料管可以是高强度PE管、PVC管或PC管，优选为高强度PE管，该高强度PE管的拉伸屈服强度＝20Mpa，密度＝950kg/m3，弹性模量＝700Mpa，可直接从市场购买或者自己制造。另外，本实施例所述的桩靴4包括有高强度塑料桩靴基体42，所述的切削刃41固定设置于高强度塑料桩靴基体42下端部，该高强度塑料桩靴基体的拉伸屈服强度≥10Mpa，密度≥450kg/m3，弹性模量≥350Mpa，该桩靴4的上端面与高强度塑料外管2和高强度塑料内管1的底部构成热熔固定连接。另外，本实施例所述的切削刃41为复合固定于高强度塑料桩靴基体下端部的金属切削刃，当然，对于强度交底的施工地基体，也可以直接在高强度塑料桩靴基体42下端部一体成型形成切削刃。这些都属于本申请的相同的构思，应落入本申请的保护范围。本实施例该高强度塑料桩靴基体42的材质也优选采用高强度PE材料，该高强度PE材料的拉伸屈服强度＝20Mpa，密度＝950kg/m3，弹性模量＝700Mpa，可直接从市场购买或者自己制造。
此外，本实施例振动施力压头5优选为高频振动锤或者变频振动锤，该振动施力压头采用夹持器6与高强度塑料外管2和高强度塑料内管1的上端夹持固定。
本发明的施工工艺是包括以下工序：
(1)在高强度塑料外管2和高强度塑料内管1之间形成的筒腔3的底部装上环形且带有切削刃的桩靴4；该高强度塑料外管2和高强度塑料内管1均为高强度塑料管，该高强度塑料管的拉伸屈服强度≥10Mpa，密度≥450kg/m3，弹性模量≥350 Mpa；
本实施例该高强度塑料管和高强度塑料桩靴基体的性能参数至少应该在以下测试方法下满足上述指标，其中，密度采用GB 1033-96(A法)的测试方法在23℃下测定，拉伸屈服强度采用GB3682-88；15的测试方法测定，所述的弹性模量应该在GB/T9341-88的测试方法测定。
(2)将桩靴4置于施工位置并在振动施力压头上施压，桩靴4随同高强度塑料外管2和高强度塑料内管1一起进入施工地基体；本实施例该施工地基体可以是土层、砂层或者水体层。
(4)待桩靴4完全进入施工地基体的标定位置后，形成筒桩，该筒桩包括有高强度塑料外管2、高强度塑料内管1和桩靴4。
本实施例在施工时，所述的步骤(2)中桩靴4随同高强度塑料外管2和高强度塑料内管1一起斜向进入施工地基体，进行斜向筒桩施工，即斜桩施工。
另外，本实施例所述的高强度塑料外管2由多段高强度塑料外管段21上下热熔对接联接而成，所述的高强度塑料内管1由多段高强度塑料内管段11上下热熔对接联接而成，高强度塑料外管2和高强度塑料内管1中相同一层的高强度塑料外管段21的上端高度低于高强度塑料内管段11的上端，二者之间的高度差一般为10-15cm即可，以方便热熔对接设置优先对高强度塑料内管1的相邻两段高强度塑料内管段11进行热熔对接施工。参见图3，a为高强度塑料内管的接头处，b为高强度塑料外管的接头处。
当然，对于抗水平力较高的施工要求时，所述的步骤(3)中，待桩靴4完全进入施工地基体的标定位置后，还向筒腔3内灌注混凝土，带混凝土凝固后，形成以高强度塑料外管2、高强度塑料内管1为外支架的混凝土筒桩，参见图4，筒腔3中灌注的为混凝土。
另外，对于土层底部或水体底部有坚硬岩石的施工地基体，所述的高强度塑料内管1的内腔中设置有用于进行嵌岩桩施工的螺旋钻机7。螺旋钻机7的螺旋钻71为本领域嵌岩桩施工的常用装置，其具有边钻边取岩土的功能。

Claims (10)

  1. 一种筒桩的施工工艺，其特征在于包括以下工序：
    (1)在高强度塑料外管和高强度塑料内管之间形成的筒腔的底部装上环形且带有切削刃的桩靴；该高强度塑料外管和高强度塑料内管均为高强度塑料管，该高强度塑料管的拉伸屈服强度≥10Mpa，密度≥450kg/m3，弹性模量≥350Mpa；
    (2)将桩靴置于施工位置并在振动施力压头上施压，桩靴随同高强度塑料外管和高强度塑料内管一起进入施工地基体；
    (3)待桩靴完全进入施工地基体的标定位置后，形成筒桩，该筒桩包括有高强度塑料外管、高强度塑料内管和桩靴。
  2. 根据权利要求1所述的一种筒桩的施工工艺，其特征在于：所述的步骤(2)中桩靴随同高强度塑料外管和高强度塑料内管一起斜向进入施工地基体，进行斜向筒桩施工。
  3. 根据权利要求1所述的一种筒桩的施工工艺，其特征在于：所述的桩靴包括有高强度塑料桩靴基体，所述的切削刃固定设置于高强度塑料桩靴基体下端部，该高强度塑料桩靴基体的拉伸屈服强度≥10Mpa，密度≥450kg/m3，弹性模量≥350Mpa，该桩靴的上端面与高强度塑料外管和高强度塑料内管的底部构成热熔固定连接。
  4. 根据权利要求3所述的一种筒桩的施工工艺，其特征在于：所述的切削刃为复合固定于高强度塑料桩靴基体下端部的金属切削刃。
  5. 根据权利要求1所述的一种筒桩的施工工艺，其特征在于：所述的高强度塑料外管由多段高强度塑料外管段上下热熔对接联接而成，所述的高强度塑料内管由多段高强度塑料内管段上下热熔对接联接而成。
  6. 根据权利要求5所述的一种筒桩的施工工艺，其特征在于：高强度塑料外管和高强度塑料内管中相同一层的高强度塑料外管段的上端高度低于高强度塑料内管段的上端。
  7. 根据权利要求1或2或3所述的一种筒桩的施工工艺，其特征在于： 所述的步骤(3)中，待桩靴完全进入施工地基体的标定位置后，还向筒腔内灌注混凝土，带混凝土凝固后，形成以高强度塑料外管、高强度塑料内管为外支架的混凝土筒桩。
  8. 根据权利要求1或2或3所述的一种筒桩的施工工艺，其特征在于：所述的高强度塑料内管的内腔中设置有用于进行嵌岩桩施工的螺旋钻机。
  9. 根据权利要求1或2或3所述的一种筒桩的施工工艺，其特征在于：所述的高强度塑料管为高强度PE管、PVC管或PC管。
  10. 一种如权利要求1所述的施工工艺的专用成孔器，其特征在于：包括有同心设置的高强度塑料内管和高强度塑料外管，该高强度塑料外管和高强度塑料内管均为高强度塑料管，该高强度塑料管的拉伸屈服强度≥10Mpa，密度≥450kg/m3，弹性模量≥350Mpa，该高强度塑料内管和高强度塑料外管之间的空腔为筒腔，所述的筒腔的底部开口且与桩靴向下抵压接触配合，该桩靴的下端设置有切削刃，所述的高强度塑料内管和高强度塑料外管的上端固定设置有振动施力压头。
PCT/CN2015/070403 2014-04-15 2015-01-09 一种筒桩的施工工艺及其专用成孔器 WO2015158169A1 (zh)

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