WO2019218666A1 - 一种防堵塞强化透水桩及施工方法 - Google Patents

一种防堵塞强化透水桩及施工方法 Download PDF

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Publication number
WO2019218666A1
WO2019218666A1 PCT/CN2018/121825 CN2018121825W WO2019218666A1 WO 2019218666 A1 WO2019218666 A1 WO 2019218666A1 CN 2018121825 W CN2018121825 W CN 2018121825W WO 2019218666 A1 WO2019218666 A1 WO 2019218666A1
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WIPO (PCT)
Prior art keywords
pile
geotextile
permeable
clogging
length
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PCT/CN2018/121825
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English (en)
French (fr)
Inventor
崔新壮
李晋
金青
张炯
王洁茹
张小宁
王艺霖
李骏
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Shandong University
Shandong Jiaotong University
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Shandong University
Shandong Jiaotong University
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Application filed by Shandong University, Shandong Jiaotong University filed Critical Shandong University
Priority to AU2018424102A priority Critical patent/AU2018424102A1/en
Publication of WO2019218666A1 publication Critical patent/WO2019218666A1/zh
Priority to ZA2020/06047A priority patent/ZA202006047B/en
Anticipated expiration legal-status Critical
Ceased legal-status Critical Current

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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
    • E02D5/385—Concrete or concrete-like piles cast in position ; Apparatus for making same making by use of mould-pipes or other moulds with removal of the outer mould-pipes

Definitions

  • the invention relates to the field of civil engineering, in particular to an anti-clogging and enhanced water-permeable pile and a construction method thereof.
  • the new pile body has high strength and can form a pile body, which can improve the bearing capacity of the foundation.
  • the permeable concrete pile has large porosity and strong permeability, and can form a good vertical drainage channel, which can accelerate the foundation consolidation rate during the construction period and preloading period of the embankment, and reduce post-construction settlement.
  • the permeable piles will encounter clogging problems during the construction process, resulting in a decrease in water permeability; in the consolidation process of the foundation, the movable particles in the piping soil will also enter the pores of the pile material under the action of sufficient penetration force. , causing blockages.
  • the present invention discloses a construction method for preventing clogging and strengthening a permeable pile, strengthening the permeable geotextile, adding a two-way geogrid to form a geotextile, which can increase the pile body.
  • the molding ability can also improve the pile strength of the permeable pile.
  • it is wrapped with the permeable concrete pile to form a bagged permeable concrete pile, which can ensure good permeability, reduce the entry of soil particles and avoid the blockage of the permeable concrete pile; and the large tensile strength of the geogrid itself, the pile
  • the body is tightly enclosed, so that the pile has greater strength and modulus, which improves its ability to resist deformation and damage.
  • An anti-blocking and enhanced water-permeable pile comprising a concrete pile, wherein a geotextile drum is arranged on an outer ring of the concrete pile, and the geotextile drum is composed of a geogrid and a permeable geotextile, and is located at a bottom of the pile body. The lower part of the geotextile is connected to the top of the pile tip of the concrete pile.
  • a connecting ring is arranged on a side of the geotextile cylinder at the bottom of the pile body, and a hook is arranged above the pile tip of the concrete pile, and the hook is hooked on the connecting ring.
  • the connecting ring includes a plurality of connecting rings that are annularly distributed along a lower side surface of the geotextile.
  • the hook comprises a plurality of hooks, and the plurality of hooks are annularly distributed along an upper section of the pile tip.
  • the top of the pile tip is provided with a groove, the groove height is 5-8 cm, and the diameter is 1-2 cm larger than the diameter of the sleeve.
  • the height of the geotextile cylinder is 0.5-1 m higher than that of the concrete pile, and the excess length is tied and fixed at the top of the pile.
  • the geotextile cartridge comprises a plurality of geotextile cylinders distributed up and down along the axial direction of the concrete pile, and the adjacent geotextile cylinders are overlapped by a certain length and bonded together.
  • Step 1 The pile driver enters the site, and determines the height of the frame and the length of the immersed pipe according to the design length and the depth of the immersed pipe, and assembles;
  • Step 2 Place the pile tip according to the design, and the pile tip is prefabricated for concrete or prefabricated with steel;
  • Step 3 designing a geotextile according to the pile diameter and the length of the pile;
  • the geotextile drum is divided into two parts: a permeable geotextile and a two-way geogrid.
  • the two-way geogrid is bent into a tubular shape, and then a permeable geotextile is placed on the outside, and the permeable geotextile and the two-way geogrid are integrally formed, and then the casing is sleeved, and the diameter of the geotextile can be determined according to the pile diameter and the length of the pile. And length;
  • Step 4 The geotextile is first wrapped on the outside of the casing, and the casing is connected with the pile tip.
  • the geotextile is inlaid with a hoop, and then the iron ring is connected with the hook of the top surface of the pile tip, so that the geotextile is in the process of vibration and sinking. Not easy to fall off;
  • Step 5 using a vibrating pipe sink to make holes; the cloth sleeve is sleeved outside the pipe, and is lifted by a lifting machine.
  • the cloth cylinder sinks with the pipe, and after the pipe reaches the design elevation, the water-permeable pile is infused; Pull the tube to the natural ground, and then sink the pile to the bottom of the pile; after filling the casing with permeable concrete, first vibrate for a certain period of time, then start to extubate the tube, and then pull the tube while vibrating, and then pull out the vibration for a certain distance every time. Repeatedly until the pile tube is completely pulled out, and the shape is formed;
  • Step 6 Close the geotextile cylinder of the pile with a wire tie to prevent the debris from contaminating the pile and clean the surrounding of the pile hole.
  • the geogrid has a mesh size of 80 mm ⁇ 80 mm, a transverse rib and a longitudinal rib width of 4-5 mm, and a thickness of 2-3 mm; in order to ensure close contact between the geotextile and the pile wall and the pipe wall, the geotextile
  • the diameter should be larger than the casing 5-8cm, the length should be longer than the design pile length 0.5-1m, and the excess length should be fixed at the top of the pile.
  • a plurality of geotextile cylinders are arranged on the upper and lower sides of a pile body, and the overlap width between adjacent cloth cylinders is ⁇ 200 mm, and the joints are tight and fully bonded.
  • the pile sinking depth of the pile must be determined according to the ground level of the pile and the design elevation of the pile end. After the pile tube sinks and sinks to the design depth, the verticality of the pile tube should be checked in time, and the deviation of the verticality is not more than 1%.
  • the permeable geotextile has the function of allowing moisture to pass through and blocking the loss of sand particles, and combining it with the permeable pile can solve the clogging problem well.
  • the problem of irregular formation of the pile is prone to occur, and the pile of the permeable pile can be reinforced by the geogrid.
  • the permeable geotextile is strengthened and a two-way geogrid is added to form a geotextile, which not only increases the forming ability of the pile but also improves the pile strength of the permeable pile.
  • the permeable concrete pile is wrapped with the permeable concrete pile to form a bagged permeable concrete pile, which can ensure good permeability, reduce the entry of soil particles and avoid the blockage of the permeable concrete pile; and the large tensile strength of the geogrid itself, the pile
  • the body is tightly enclosed, so that the pile has greater strength and modulus, which improves its ability to resist deformation and damage.
  • Figure 1 is a front view of the pile tip
  • Figure 2 is a plan view of the pile tip
  • Figure 3 is a plan view of the geotextile bag
  • Figure 4 is a construction process diagram
  • the two-way geogrid is a grid consisting of two directions, radial and latitudinal.
  • the present application proposes a construction method for preventing clogging and strengthening the permeable pile, strengthening the permeable geotextile and adding a two-way geogrid to form
  • the geotextile can not only increase the forming capacity of the pile, but also improve the pile strength of the permeable pile.
  • the permeable concrete pile is wrapped with the permeable concrete pile to form a bagged permeable concrete pile, which can ensure good permeability, reduce the entry of soil particles and avoid the blockage of the permeable concrete pile; and the large tensile strength of the geogrid itself, the pile
  • the body is tightly enclosed, so that the pile has greater strength and modulus, which improves its ability to resist deformation and damage.
  • An anti-blocking reinforced water permeable pile comprising a concrete pile, a geotextile drum 7 is arranged on an outer ring of the concrete pile, and the geotextile drum 7 is composed of a geogrid and a permeable geotextile, and the geotextile drum
  • a connecting ring 4 is provided on the lower side of the lower part of the pile 7.
  • a hook 2 is provided at the pile tip of the concrete pile, and the hook 2 is attached to the connecting ring 4.
  • the connecting ring 4 includes a plurality of connecting rings which are annularly distributed along the lower side of the geotextile cylinder, that is, a ring connecting ring is provided; the hook 2 includes a plurality of hooks 2 and the upper cross-section of the plurality of hooks 2 along the pile tip Distribution, that is, set a ring of connecting rings; the number of hooks and connecting rings is equal.
  • the top of the pile tip 1 is provided with a groove 3, the groove height is 5-8 cm, and the diameter is 1-2 cm larger than the diameter of the sleeve;
  • the height of the geotextile is 0.5-1 m higher than that of the concrete pile, and the excess length is fixed at the top of the pile.
  • the permeable geotextile 5 is a new type of building material, and the raw material is a synthetic fiber of a polymer such as polyester, polypropylene, acrylic, or nylon.
  • Geotextile has excellent filtration, isolation, reinforcement and protection, high tensile strength, good permeability, high temperature resistance, antifreeze, aging resistance and corrosion resistance.
  • the geogrid 6 is a mesh-shaped reinforced earth material composed of longitudinal ribs and transverse ribs, and is formed by two-dimensional grid or thermoplastic molding of a polymer such as polypropylene or polyvinyl chloride. A highly dimensional three-dimensional grid screen.
  • Attaching the geogrid to the inner side of the permeable geotextile not only enhances the tensile strength of the entire geotextile, but also takes into account the water permeability of the permeable geotextile. The strength of the entire pile is improved, and the blockage of the soil particles to the permeable pile is reduced.
  • the pile driver enters the site, and the height of the frame and the length of the immersed pipe are determined according to the design length and the depth of the immersed pipe, and assembly is carried out.
  • the pile tip is placed as designed, and the pile tip is prefabricated for concrete (also prefabricated with steel).
  • the shape of the pile tip is shown in the figure.
  • the groove height is 5-8cm, and the diameter is 1-2cm larger than the diameter of the casing, so that the casing can be easily pulled out during the extubation process, and the pile tip remains at the bottom of the hole after the tube is extracted.
  • a hook is prefabricated at the top edge of the pile tip for connection to the geotextile.
  • the geotextile can be made according to the design of the pile diameter and the length of the pile.
  • the production process is as follows:
  • the geotextile drum is divided into two parts: a permeable geotextile and a two-way geogrid.
  • the two-way geogrid is bent into a tubular shape, and then a permeable geotextile is placed on the outside, and the permeable geotextile and the two-way geogrid are integrally formed, and then the casing is sleeved, and the diameter of the geotextile can be determined according to the pile diameter and the length of the pile. And length;
  • the geogrid has a mesh size of 80 mm ⁇ 80 mm, a transverse rib and a longitudinal rib width of 4-5 mm, and a thickness of 2-3 mm.
  • the diameter of the geotextile drum should be 5-8cm larger than the casing, and the length should be longer than the design pile length of 0.5-1m. The excess length is fixed at the top of the pile.
  • the geotextile has a lap width of 200mm, and the joints are tight and well bonded. The geotextile is first wrapped on the outside of the casing, and the casing is connected to the pile tip.
  • connection ring connection ring
  • the vibrating pipe sink is used to make the hole.
  • the pile tip sinking depth of the pile must be determined according to the ground level of the pile and the design elevation of the pile end.
  • the verticality of the pile tube should be checked in time, and the deviation of the verticality is not more than 1%.
  • the cloth sleeve is sleeved outside the tube and lifted by a lifting machine. During the hole making process, the cloth tube sinks with the tube. After the immersed tube reaches the design elevation, the permeable pile is infused.
  • the cloth cylinder sinks with the pipe.
  • the immersion pipe is about 0.5m above the ground, open the window to insert the grouting pipe into the casing, start to infiltrate the permeable concrete, and extrude the pipe while filling the concrete. Natural ground, then sink to the bottom of the pile.
  • After filling the casing with permeable concrete first vibrate for 5 ⁇ 10s, then start extubating, and extubate the tube while vibrating. Pull out the vibration for 5 ⁇ 10s every 0.5-1.0m; repeat this until the pile tube is completely pulled out. forming.
  • the geotextile cylinder with more piles is closed with a wire tie to prevent debris from contaminating the pile and clean the surrounding of the pile hole.

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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)

Abstract

一种防堵塞强化透水桩及施工方法，将透水土工布(5)进行强化处理，添加双向土工格栅(4)，形成土工布筒(7)，既能增加桩体的成型能力，又能提高透水桩的桩体强度。然后将其与透水混凝土桩包裹，形成袋装透水混凝土桩，既能保证良好的渗透性，能降低土颗粒进入，避免透水混凝土桩堵塞；而且土工格栅(4)本身的较大张拉强度,将桩体紧密地围护着,使桩体具有较大的强度和模量,提高了其抵抗变形和破坏的能力。

Description

一种防堵塞强化透水桩及施工方法 技术领域
本发明涉及土木工程领域，尤其涉及一种防堵塞强化透水桩及施工方法。
背景技术
随着透水材料在土木工程中的广泛应用，人们逐渐提出了透水桩的设计理念。该新型桩桩体强度较高，能形成桩体作用，可以提高地基承载力。透水混凝土桩具有较大的孔隙率，渗透性较强，能够形成良好的竖向排水通道，可以加速路堤施工期和预压期的地基固结速率，减小工后沉降。但是，透水桩在施工过程中会遇到堵塞问题，导致其透水性能降低；在地基固结过程中，在足够大的渗透力作用下管涌性土中的可移动颗粒也会进入桩体材料孔隙，造成堵塞。
发明内容
为了解决现有技术中存在的技术问题，本发明公开了一种防堵塞强化透水桩施工方法，将透水土工布进行强化处理，添加双向土工格栅，形成土工布筒，既能增加桩体的成型能力，又能提高透水桩的桩体强度。然后将其与透水混凝土桩包裹，形成袋装透水混凝土桩，既能保证良好的渗透性，能降低土颗粒进入，避免透水混凝土桩堵塞；而且土工格栅本身的较大张拉强度,将桩体紧密地围护着,使桩体具有较大的强度和模量,提高了其抵抗变形和破坏的能力。
本发明采用的具体实施方案如下：
一种防堵塞强化透水桩，包括混凝土桩，在所述的混凝土桩的外圈设有土工布筒，且所述的土工布筒由土工格栅和透水土工布组成，位于桩体最下方的土工布筒下部与混凝土桩的桩尖顶部相连。
进一步的，位于桩体最下方的土工布筒的侧面上设有连接环，在混凝土桩的桩尖上方设有挂钩，所述的挂钩挂接在所述的连接环上。
进一步的，所述的连接环包括多个，多个连接环沿着土工布筒下部侧面环状分布。
进一步的，所述的挂钩包括多个，多个挂钩沿着桩尖的上断面环状分布。
进一步的，所述的桩尖的顶部设有凹槽，凹槽高度为5-8cm，直径比套管直径大1-2cm。
进一步的，所述的土工布筒的高度比混凝土桩高0.5-1m，多余长度在桩顶做绑扎固定。
进一步的，所述的土工布筒包括多个，多个土工布筒沿着混凝土桩的轴线方向上下分布，且相邻土工布筒之间要搭接一定的长度，且粘结在一起。
上述所述的透水桩的施工方法如下：
步骤1.桩机进入现场，根据设计长、沉管土深度确定架高和沉管长度，并进行组装；
步骤2按照设计放置桩尖，桩尖为混凝土预制或者钢材预制；
步骤3依据桩径和桩长设计制作土工布筒；
所述土工布筒分为透水土工布和双向土工格栅两部分。将双向土工格栅弯成筒状，然后外面套上透水土工布，透水土工布和双向土工格栅形成一个整体，然后将套管套住，可根据桩径和桩长确定土工布筒的直径及长度；
步骤4将土工布筒先包裹在套管外侧，套管再与桩尖连接，土工布筒镶嵌铁环，然后铁环再与桩尖顶面的挂钩相连接，使土工布筒在振动沉管过程中不易脱落；
步骤5采用振动沉管机造孔；布筒套于管外，用起吊机吊起，造孔过程中布筒随管下沉，管到达设计标高后开始进行透水桩灌注；边灌透水混凝土边拔管至自然地面，然后再沉桩至桩底；套管内灌满透水混凝土后，先振动一定时间，然后再开始拔管，边振动边拔管，每拔一定的距离就停拔振动一定时间；如此反复，直至桩管全部拔出，状体成型；
步骤6将多出桩体的土工布筒用铁丝扎口封闭，避免杂物污染桩体，并清理桩孔周围。
进一步的，所述土工格栅选用网格尺寸80mm×80mm，横肋与纵肋宽度为4-5mm，厚度为2-3mm；为保证土工布筒与桩壁与管壁严密接触，土工布筒直径宜大于套管5-8cm，长度宜长于设计桩长0.5-1m，多余长度在桩顶做绑扎固定。
由于桩体比较长，而土工布筒的结构相对比较短，因此一个桩体上会上下布置多个土工布筒，相邻布筒之间搭接宽度≥200mm，接缝严密、粘接充分。
进一步的，开机沉管前，必须根据本桩位地面标高及桩端设计标高确定该桩的桩尖沉入深度。桩管下沉过程及沉入到设计深度后，都要及时检查桩管垂直度， 垂直度偏差不大于1％。
本发明的有益效果如下：
透水土工布具有让水分通过而阻挡砂土颗粒的流失的功能，将其与透水桩结合在一起可以很好的解决堵塞问题。透水桩在施工过程中，容易发生桩体成型不规则等问题，可以通过土工格栅对透水桩桩身进行加固。将透水土工布进行强化处理，添加双向土工格栅，形成土工布筒，既能增加桩体的成型能力，又能提高透水桩的桩体强度。然后将其与透水混凝土桩包裹，形成袋装透水混凝土桩，既能保证良好的渗透性，能降低土颗粒进入，避免透水混凝土桩堵塞；而且土工格栅本身的较大张拉强度,将桩体紧密地围护着,使桩体具有较大的强度和模量,提高了其抵抗变形和破坏的能力。
附图说明
构成本申请的一部分的说明书附图用来提供对本申请的进一步理解，本申请的示意性实施例及其说明用于解释本申请，并不构成对本申请的不当限定。
图1为桩尖的主视图；
图2为桩尖的俯视图；
图3为土工布袋平面展开图；
图4为施工过程图；
图中：1桩尖，2挂钩，3凹槽，4土工格栅，5透水土工布，6连接环，7土工布筒，8套管。
具体实施方式
应该指出，以下详细说明都是例示性的，旨在对本申请提供进一步的说明。除非另有指明，本文使用的所有技术和科学术语具有与本申请所属技术领域的普通技术人员通常理解的相同含义。
需要注意的是，这里所使用的术语仅是为了描述具体实施方式，而非意图限制根据本申请的示例性实施方式。如在这里所使用的，除非上下文另外明确指出，否则单数形式也意图包括复数形式，此外，还应当理解的是，当在本说明书中使用术语“包含”和/或“包括”时，其指明存在特征、步骤、操作、器件、组件和/或它们的组合；
为了方便叙述，本发明中如果出现“上”、“下”、“左”“右”字样，仅表示 与附图本身的上、下、左、右方向一致，并不对结构起限定作用,仅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设备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。
术语解释部分:所述的双向土工格栅是由径向和纬向两个方向组成的格栅。
正如背景技术所介绍的，现有技术中存在透水桩在施工过程中会遇到堵塞问题，导致其透水性能降低；在地基固结过程中，在足够大的渗透力作用下管涌性土中的可移动颗粒也会进入桩体材料孔隙，造成堵塞，为了解决如上的技术问题，本申请提出了一种防堵塞强化透水桩施工方法，将透水土工布进行强化处理，添加双向土工格栅，形成土工布筒，既能增加桩体的成型能力，又能提高透水桩的桩体强度。然后将其与透水混凝土桩包裹，形成袋装透水混凝土桩，既能保证良好的渗透性，能降低土颗粒进入，避免透水混凝土桩堵塞；而且土工格栅本身的较大张拉强度,将桩体紧密地围护着,使桩体具有较大的强度和模量,提高了其抵抗变形和破坏的能力。
具体的技术方案如下：
防堵塞强化透水桩，包括混凝土桩，在所述的混凝土桩的外圈设有土工布筒7，且所述的土工布筒7由土工格栅和透水土工布组成，所述的土工布筒7下部的侧面上设有连接环4，在混凝土桩的桩尖设有挂钩2，所述的挂钩2挂接在所述的连接环4上。
所述的连接环4包括多个，多个连接环沿着土工布筒下部侧面环状分布，即设置一圈连接环；挂钩2包括多个，多个挂钩2沿着桩尖的上断面环状分布，即设置一圈连接环；挂钩和连接环的个数相等。
进一步的，优选的，所述的桩尖1的顶部设有凹槽3，凹槽高度为5-8cm，直径比套管直径大1-2cm；
进一步的，优选的，土工布筒的高度比混凝土桩高0.5-1m，多余长度在桩顶做绑扎固定。
进一步的，透水土工布5是一种新型建筑材料，原料是涤纶、丙纶、腈纶、锦纶等高分子聚合物的合成纤维。土工布具有优秀的过滤、隔离、加固防护作用、抗拉强度高、渗透性好、耐高温、抗冷冻、耐老化、耐腐蚀。土工格栅6是一种由纵肋和横肋构成的网状加筋土材料，用聚丙烯、聚氯乙烯等高分子聚合物经热 塑或模压而成的二维网格状或具有一定高度的三维立体网格屏栅。将土工格栅附在透水土工布筒内侧，不仅使整个土工布筒的抗拉强度增强，又兼顾了透水土工布的透水功能。整个桩体的强度得到提升，同时减少了土颗粒对透水桩的堵塞。
具体的施工方法如下：
1.桩机进入现场，根据设计长、沉管土深度确定架高和沉管长度，并进行组装。按照设计放置桩尖，桩尖为混凝土预制(也可用钢材预制)。桩尖造型如图所示。桩尖中间有凹槽，这样可以与套管结合牢靠，避免在沉管过程中脱落，影响桩体质量。凹槽高度为5-8cm，直径比套管直径大1-2cm，这样套管在拔管过程中能轻易拔出，拔管后桩尖留在孔底。桩尖顶面边缘预制一圈挂钩，用于和土工布筒相连。
2.土工布筒依据设计桩径和桩长制作，具提制作过程如下：
所述土工布筒分为透水土工布和双向土工格栅两部分。将双向土工格栅弯成筒状，然后外面套上透水土工布，透水土工布和双向土工格栅形成一个整体，然后将套管套住，可根据桩径和桩长确定土工布筒的直径及长度；
进一步的优选的，土工格栅选用网格尺寸80mm×80mm，横肋与纵肋宽度为4-5mm，厚度为2-3mm。为保证土工布筒与桩壁与管壁严密接触，土工布筒直径宜大于套管5-8cm，长度宜长于设计桩长0.5-1m，多余长度在桩顶做绑扎固定。土工布筒搭接宽度为200mm，接缝严密、粘接充分。土工布筒先包裹在套管外侧，套管再与桩尖连接，土工布筒底部镶嵌铁环(连接环)，然后铁环(连接环)再与桩尖顶面的挂钩相连接，使土工布筒在振动沉管过程中不易脱落。
3.采用振动沉管机造孔，开机沉管前，必须根据本桩位地面标高及桩端设计标高确定该桩的桩尖沉入深度。桩管下沉过程及沉入设计深度后，都要及时检查桩管垂直度，垂直度偏差不大于1％。布筒套于管外，用起吊机吊起，造孔过程中布筒随管下沉。沉管到达设计标高后开始进行透水桩灌注。
4.造孔过程中布筒随管下沉，当沉管至投料口位于地面以上约0.5m时，打开窗口将注浆管插入套管，开始灌注透水混凝土，边灌透水混凝土边拔管至自然地面，然后再沉桩至桩底。套管内灌满透水混凝土后，先振动5～10s,再开始拔管，边振动边拔管，每拔0.5-1.0m停拔振动5～10s；如此反复，直至桩管全部拔出，状体成型。将多出桩体的土工布筒用铁丝扎口封闭，避免杂物污染桩体， 并清理桩孔周围。
以上所述仅为本申请的优选实施例而已，并不用于限制本申请，对于本领域的技术人员来说，本申请可以有各种更改和变化。凡在本申请的精神和原则之内，所作的任何修改、等同替换、改进等，均应包含在本申请的保护范围之内。

Claims (10)

  1. 一种防堵塞强化透水桩，其特征在于，包括混凝土桩，在所述的混凝土桩的外圈设有土工布筒，且所述的土工布筒由土工格栅和透水土工布组成，位于桩体最下方的土工布筒下部与混凝土桩的桩尖顶部相连。
  2. 如权利要求1所述的一种防堵塞强化透水桩，其特征在于，位于桩体最下方的土工布筒的侧面上设有连接环，在混凝土桩的桩尖上方设有挂钩，所述的挂钩挂接在所述的连接环上。
  3. 如权利要求2所述的一种防堵塞强化透水桩，其特征在于，所述的连接环包括多个，多个连接环沿着土工布筒下部侧面环状分布。
  4. 如权利要求2所述的一种防堵塞强化透水桩，其特征在于，所述的挂钩包括多个，多个挂钩沿着桩尖的上断面环状分布。
  5. 如权利要求1所述的一种防堵塞强化透水桩，其特征在于，所述的桩尖的顶部设有凹槽，凹槽高度为5-8cm，直径比套管直径＞1-2cm。
  6. 如权利要求1所述的一种防堵塞强化透水桩，其特征在于，所述的土工布筒的高度比混凝土桩高0.5-1m，多余长度在桩顶做绑扎固定。
  7. 如权利要求1所述的一种防堵塞强化透水桩，其特征在于，所述的土工布筒包括多个，多个土工布筒沿着混凝土桩的轴线方向上下分布，且相邻土工布筒之间要搭接一定的长度，且粘结在一起。
  8. 如权利要求1所述的一种防堵塞强化透水桩的施工方法，其特征在于，如下：
    步骤1.桩机进入现场，根据设计长、沉管土深度确定架高和沉管长度，并进行组装；
    步骤2按照设计放置桩尖，桩尖为混凝土预制或者钢材预制；
    步骤3依据桩径和桩长设计制作土工布筒；
    所述土工布筒分为透水土工布和双向土工格栅两部分。将双向土工格栅弯成筒状，然后外面套上透水土工布，透水土工布和双向土工格栅形成一个整体，然后将套管套住，可根据桩径和桩长确定土工布筒的直径及长度；
    步骤4将土工布筒先包裹在套管外侧，套管再与桩尖连接，土工布筒镶嵌铁环，然后铁环再与桩尖顶面的挂钩相连接，使土工布筒在振动沉管过程中不易脱落；
    步骤5采用振动沉管机造孔；布筒套于管外，用起吊机吊起，造孔过程中布筒随管下沉，管到达设计标高后开始进行透水桩灌注；边灌透水混凝土边拔管至自然地面，然后再沉桩至桩底；套管内灌满透水混凝土后，先振动一定时间，然后再开始拔管，边振动边拔管，每拔 一定的距离就停拔振动一定时间；如此反复，直至桩管全部拔出，状体成型；
    步骤6将多出桩体的土工布筒用铁丝扎口封闭，避免杂物污染桩体，并清理桩孔周围。
  9. 如权利要求8所述的一种防堵塞强化透水桩的施工方法，其特征在于，所述土工格栅选用网格尺寸80mm×80mm，横肋与纵肋宽度为4-5mm，厚度为2-3mm；土工布筒直径宜大于套管5-8cm，长度宜长于设计桩长0.5-1m，多余长度在桩顶做绑扎固定；
    相邻布筒之间搭接宽度≥200mm。
  10. 如权利要求8所述的一种防堵塞强化透水桩的施工方法，其特征在于，开机沉管前，必须根据本桩位地面标高及桩端设计标高确定该桩的桩尖沉入深度。桩管下沉过程及沉入到设计深度后，都要及时检查桩管垂直度，垂直度偏差不大于1％。
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