WO2020211286A1 - 全套管全回转内夯桩施工方法 - Google Patents

全套管全回转内夯桩施工方法 Download PDF

Info

Publication number
WO2020211286A1
WO2020211286A1 PCT/CN2019/106770 CN2019106770W WO2020211286A1 WO 2020211286 A1 WO2020211286 A1 WO 2020211286A1 CN 2019106770 W CN2019106770 W CN 2019106770W WO 2020211286 A1 WO2020211286 A1 WO 2020211286A1
Authority
WO
WIPO (PCT)
Prior art keywords
full
soil
tube
pile
pipe
Prior art date
Application number
PCT/CN2019/106770
Other languages
English (en)
French (fr)
Inventor
朱建新
谢京臣
丁建华
冯新林
陆广
包华
洪俊青
姚锋祥
张宏其
江华
朱峰
Original Assignee
朱建新
Priority date (The priority date is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the date listed.)
Filing date
Publication date
Application filed by 朱建新 filed Critical 朱建新
Publication of WO2020211286A1 publication Critical patent/WO2020211286A1/zh
Priority to ZA2020/07123A priority Critical patent/ZA202007123B/en

Links

Classifications

    • 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
    • E—FIXED CONSTRUCTIONS
    • E21—EARTH OR ROCK DRILLING; MINING
    • E21B—EARTH OR ROCK DRILLING; OBTAINING OIL, GAS, WATER, SOLUBLE OR MELTABLE MATERIALS OR A SLURRY OF MINERALS FROM WELLS
    • E21B7/00—Special methods or apparatus for drilling
    • E21B7/20—Driving or forcing casings or pipes into boreholes, e.g. sinking; Simultaneously drilling and casing boreholes

Definitions

  • the invention relates to a construction method for a full-turn internal rammed pile with a full set of pipes.
  • the existing full-rotation construction method of the complete set is to use the full-rotation rig to generate down force and torque, the torque drives the steel pipe to rotate, the casing and the high-strength cutter head at the bottom are used to cut the soil, and the full-rotation press function Press the protective tube down, use a punching head or a rotary excavator to take out the sand and soil in the protective tube. After the hole is formed, the steel protective tube is pulled out of the recovered one by the huge drawing knife of the azimuth drill during the pouring process.
  • This kind of construction technology adopts the full-fetching, flushing, grabbing and digging process, there are still some environmental protection problems, which need further improvement.
  • the inner ram tube is a hollow steel pipe, the upper ramming plate is set up, and the lower ramming plate is set below, which is only used as a force transmission rod.
  • the length of the lower ramming disc is slightly smaller than the length of the outer tube.
  • the purpose of the present invention is to provide a construction method for a full-rotation internal rammed pile with a complete set of pipes with convenient construction and good performance.
  • a full-tube full-rotation internal rammed pile construction method which is characterized in that it includes the following steps:
  • the constructed piles are cement-soil piles or cement-soil mortar piles.
  • step (2) according to the conditions of the soil, set requirements for flushing or rotary excavation.
  • step (3) according to the conditions of the soil, set the requirements, cover, separate the bottom, expand the bottom, and pour the pile; the back cover is mainly filled with solidified cement filling material to seal the groundwater against seepage; the bottom is mainly filled by filling Deformable granular filler separates the pile body, pile bottom soil or enlarged head; the enlarged head is mainly filled with filler to form an enlarged head, which improves the bearing capacity and compacts the soil; the pouring of the pile body is to cast reinforced concrete, precast piles Or steel pipe piles.
  • step (4) according to the soil conditions, a vibrating hammer can be selected and the pipe can be drawn by hydraulic vibration.
  • the internal tamping hammer in step (2) includes an internal tamping tube and a soil borrow bin; the size of the internal tamping tube matches the outer tube, and the strength, stiffness, and weight meet the setting requirements of the power rod.
  • the cavity of the inner tamping tube is built with a self-dropping hammer or filled with steel slag and sand to adjust the weight, forming an adjustable weight internal tamping hammer.
  • the upper part of the inner ram tube is provided with an upper ramming disc with a diameter of D1 and a steel structure for hoisting, which is connected to the hoist wire rope; the lower part of the inner ram tube is provided with a lower ramming disc with a diameter of D3.
  • a material outlet is set.
  • the bottom of the lower ramming plate is provided with a soil borrow bin with a divisible and combinable diameter of D4.
  • the invention has convenient construction and good performance.
  • Figure 1 is a schematic diagram of the structure of an internal ram tube in the present invention.
  • a new type of internal tamping hammer including an internal tamping tube, the cavity of the internal tamping tube has a built-in self-dropping hammer or filled with a filling body; the upper part of the internal tamping tube is equipped with an upper ramming disc with a diameter of D1, and There is a steel structure for hoisting, used to connect the hoist wire rope; the lower part of the inner ram tube is equipped with a lower ramming plate with a diameter of D3; the inner ram tube and the lower ramming plate are connected with a material outlet; the bottom of the lower ramming plate is equipped with a Divide and combine the borrow bin with a diameter of D4.
  • the diameter of the inner ram tube is D2; D1 ⁇ D2, D2 ⁇ D3.
  • the method includes the following steps:
  • the constructed piles are cement-soil piles or cement-soil mortar piles.
  • step (2) according to the conditions of the soil, set requirements for flushing or rotary excavation.
  • step (3) according to the conditions of the soil, set the requirements, cover, separate the bottom, expand the bottom, and pour the pile; the back cover is mainly filled with solidified cement filling material to seal the groundwater against seepage; the bottom is mainly filled by filling Deformable granular filler separates the pile body, pile bottom soil or enlarged head; the enlarged head is mainly filled with filler to form an enlarged head, which improves the bearing capacity and compacts the soil; the pouring of the pile body is to cast reinforced concrete, precast piles Or steel pipe piles.
  • step (4) according to the soil conditions, a vibrating hammer can be selected and the pipe can be drawn by hydraulic vibration.
  • the internal tamping hammer in step (2) includes an internal tamping tube and a soil borrow bin; the size of the internal tamping tube matches the outer tube, and the strength, stiffness, and weight meet the setting requirements of the power rod.
  • the cavity of the inner tamping tube is built with a self-dropping hammer or filled with steel slag and sand to adjust the weight, forming an adjustable weight internal tamping hammer.
  • the upper part of the inner ram tube is provided with an upper ramming disc 1 with a diameter of D1 and a steel structure 2 for hoisting, which is connected to the hoist wire rope;
  • the lower part of the inner ram tube 3 is provided with a lower ramming disc 4 with a diameter of D3.
  • a material outlet 5 is provided at the junction of the inner ram tube and the lower ram plate.
  • the bottom of the lower ramming plate is provided with a soil borrow bin 6 with a divisible and combinable diameter of D4.
  • the diameter of the inner ram tube is D2. D1 ⁇ D2, D2 ⁇ D3.
  • the inner ram tube increases the wall thickness to meet the strength; set the length to meet the weight. If the weight is not enough, a self-dropping hammer is built into the cavity of the inner ram tube or steel slag is filled to form an inner ram tube hammer with adjustable weight.

Landscapes

  • Engineering & Computer Science (AREA)
  • Mining & Mineral Resources (AREA)
  • Life Sciences & Earth Sciences (AREA)
  • Structural Engineering (AREA)
  • Geology (AREA)
  • General Life Sciences & Earth Sciences (AREA)
  • Fluid Mechanics (AREA)
  • Environmental & Geological Engineering (AREA)
  • Geochemistry & Mineralogy (AREA)
  • Physics & Mathematics (AREA)
  • Paleontology (AREA)
  • Civil Engineering (AREA)
  • General Engineering & Computer Science (AREA)
  • Placing Or Removing Of Piles Or Sheet Piles, Or Accessories Thereof (AREA)

Abstract

本发明公开了一种全套管全回转内夯桩施工方法，包括下列步骤：（一）移机就位；（二）沉管；（三）清孔、清底、封底，浇箱桩身；（四）拔出外管，桩成型。本发明施工方便，性能好。

Description

全套管全回转内夯桩施工方法 技术领域
本发明涉及一种全套管全回转内夯桩施工方法。
 背景技术
现有的全套器全回转施工方法是利用全回转钻机工作产生下压力和扭矩，扭矩驱动钢管转动，利用套管与底部的高强刀头对土体进行切割，并利用全回转的下压功能进而将护筒下压，用冲抓头或者旋挖机将护筒内的砂土等掏出，成孔后，灌注过程中利用全回转钻机巨大的起拔刀将钢护筒拔出回收的一种施工工艺，采取全取土冲抓挖工艺，还存在一些环保问题，需进一步改进。
传统的夯扩桩柴油锤内外双套管工艺，内夯管为空心钢管，上设上夯击盘，下设下夯击盘，只作为传力杆件用，内夯管上夯击盘至下夯击盘长度略小于外管长度即可。
 技术问题
本发明的目的在于提供一种施工方便，性能好的全套管全回转内夯桩施工方法。
 技术解决方案
一种全套管全回转内夯桩施工方法，其特征是：包括下列步骤：
（一）移机就位；移动设备，外管套管就位于设定桩位上或已施工好桩的桩位中心；
（二）沉管：包括下列方法之一：
方法（1）：
（a）启动全回转钻机工作，驱动钢管转动，钢管下的高强刀头对土体进行切割，进而下压钢管至设定深度，外管下的土体进入外管内一定高度；
（b）启动履带吊上的卷物机，上提外管内的内夯管锤至一定高度，自由落体冲剪外管内的土体出外管，至一定深度，形成土体剪切口；
（c）交互步骤（a）（b），直到沉管至一定深度
方法（2）：
（a）启动履带吊上的卷物机上提外管内的内夯管锤至一定高度，自由落体冲剪外管下的土体至一深度，形成土体剪切口；
（b）启动全回程钻机工作，驱动钢管转动，钢管沿内夯管锤、土体剪切口下沉至一定深度；
（c）交互步骤a）（b），直至沉管至设定深度；
（三）清孔、清底、封底，浇箱桩身；
（四）拔出外管，桩成型。
步骤（一）中，所述的已施工好桩为水泥土桩或水泥土砂浆桩。
步骤（二）中，根据土体情况，设定要求冲抓或旋挖取土。
步骤（三）中，根据土体情况，设定要求，封底、隔底、扩底，浇筑桩身；封底主要是填入固化胶结体填充料封住地下水防渗；隔底主要是通过填入可变形散粒体填充料隔开桩身、桩底土或扩大头；扩大头主要是填入填充料形成扩大头，提高承载力，挤密土体；浇筑桩身是是浇筑钢筋混凝土、预制桩或钢管桩。
步骤（四）中，可根据土体情况，选配振动锤，液压振动拔管。
步骤（二）中的内夯管锤包括内夯管、取土仓；内夯管尺寸与外管匹配，强度刚度重量满足动力杆件的设定要求。
在满足内夯管壁厚与长度的基础上，内夯管空腔内置自落锤或填入钢渣、砂石以调整重量，形成可调重量的内夯管锤。
内夯管上部设直径为D1的上夯击盘，并设有吊装用钢构，连接卷扬机钢丝绳；内夯管下部设直径为D3的下夯击盘。
内夯管与下夯击盘的交接处设出料出气口。
下夯击盘底部设可分可合直径为D4的取土仓。
 有益效果
本发明施工方便，性能好。
 附图说明
图1是本发明中一种内夯管的结构示意图。
 本发明的最佳实施方式
一种全套管全回转一种新型内夯管锤，包括内夯管，内夯管空腔内置自落锤或填入填充体；内夯管上部设直径为D1的上夯击盘，并设有吊装用钢构，用于连接卷扬机钢丝绳；内夯管下部设直径为D3的下夯击盘；内夯管与下夯击盘的交接处设出料出气口；下夯击盘底部设可分可合直径为D4的取土仓。
内夯管直径为D2；D1≥D2，D2≤D3。方法，包括下列步骤：
（一）移机就位；移动设备，外管套管就位于设定桩位上或已施工好桩的桩位中心；
（二）沉管：包括下列方法之一：
方法（1）：
（a）启动全回转钻机工作，驱动钢管转动，钢管下的高强刀头对土体进行切割，进而下压钢管至设定深度，外管下的土体进入外管内一定高度；
（b）启动履带吊上的卷物机，上提外管内的内夯管锤至一定高度，自由落体冲剪外管内的土体出外管，至一定深度，形成土体剪切口；
（c）交互步骤（a）（b），直到沉管至一定深度
方法（2）：
（a）启动履带吊上的卷物机上提外管内的内夯管锤至一定高度，自由落体冲剪外管下的土体至一深度，形成土体剪切口；
（b）启动全回程钻机工作，驱动钢管转动，钢管沿内夯管锤、土体剪切口下沉至一定深度；
（c）交互步骤a）（b），直至沉管至设定深度；
（三）清孔、清底、封底，浇箱桩身；
（四）拔出外管，桩成型。
步骤（一）中，所述的已施工好桩为水泥土桩或水泥土砂浆桩。
步骤（二）中，根据土体情况，设定要求冲抓或旋挖取土。
步骤（三）中，根据土体情况，设定要求，封底、隔底、扩底，浇筑桩身；封底主要是填入固化胶结体填充料封住地下水防渗；隔底主要是通过填入可变形散粒体填充料隔开桩身、桩底土或扩大头；扩大头主要是填入填充料形成扩大头，提高承载力，挤密土体；浇筑桩身是是浇筑钢筋混凝土、预制桩或钢管桩。
步骤（四）中，可根据土体情况，选配振动锤，液压振动拔管。
步骤（二）中的内夯管锤包括内夯管、取土仓；内夯管尺寸与外管匹配，强度刚度重量满足动力杆件的设定要求。
在满足内夯管壁厚与长度的基础上，内夯管空腔内置自落锤或填入钢渣、砂石以调整重量，形成可调重量的内夯管锤。内夯管上部设直径为D1的上夯击盘1，并设有吊装用钢构2，连接卷扬机钢丝绳；内夯管3下部设直径为D3的下夯击盘4。内夯管与下夯击盘的交接处设出料出气口5。下夯击盘底部设可分可合直径为D4的取土仓6。内夯管直径为D2。D1≥D2，D2≤D3。
内夯管加大壁厚，满足強度；设定长度，满足重量。重量不够，通过内夯管空腔内置自落锤或填入钢渣，形成可调重量的内夯管锤。
从量变到质量，从传力杆件到动力杆件，从内夯管到内夯管锤，再到可取土的多功能内夯管锤。

Claims (10)

  1. 一种全套管全回转内夯桩施工方法，其特征是：包括下列步骤：
    （一）移机就位；移动设备，外管套管就位于设定桩位上或已施工好桩的桩位中心；
    （二）沉管：包括下列方法之一：
    方法（1）：
    （a）启动全回转钻机工作，驱动钢管转动，钢管下的高强刀头对土体进行切割，进而下压钢管至设定深度，外管下的土体进入外管内一定高度；
    （b）启动履带吊上的卷物机，上提外管内的内夯管锤至一定高度，自由落体冲剪外管内的土体出外管，至一定深度，形成土体剪切口；
    （c）交互步骤（a）（b），直到沉管至一定深度
    方法（2）：
    （a）启动履带吊上的卷物机上提外管内的内夯管锤至一定高度，自由落体冲剪外管下的土体至一深度，形成土体剪切口；
    （b）启动全回程钻机工作，驱动钢管转动，钢管沿内夯管锤、土体剪切口下沉至一定深度；
    （c）交互步骤a）（b），直至沉管至设定深度；
    （三）清孔、清底、封底，浇箱桩身；
    （四）拔出外管，桩成型。
  2. 根据权利要求1所述的全回转全套管内夯桩施工方法，其特征是：步骤（一）中，所述的已施工好桩为水泥土桩或水泥土砂浆桩。
  3. 根据权利要求1所述的全套管全回转内夯桩施工方法，其特征是：步骤（二）中，根据土体情况，设定要求冲抓或旋挖取土。
  4. 根据权利要求1所述的全套管全回转内夯桩施工方法，其特征是：步骤（三）中，根据土体情况，设定要求，封底、隔底、扩底，浇筑桩身；封底主要是填入固化胶结体填充料封住地下水防渗；隔底主要是通过填入可变形散粒体填充料隔开桩身、桩底土或扩大头；扩大头主要是填入填充料形成扩大头，提高承载力，挤密土体；浇筑桩身是是浇筑钢筋混凝土、预制桩或钢管桩。
  5. 根据权利要求1所述的全套管全回转内夯桩施工方法，其特征是：步骤（四）中，可根据土体情况，选配振动锤，液压振动拔管。
  6. 根据权利要求1所述的全套管全回转内夯桩施工方法，其特征是：步骤（二）中的内夯管锤包括内夯管、取土仓；内夯管尺寸与外管匹配，强度刚度重量满足动力杆件的设定要求。
  7. 根据权利要求6所述的全套管全回转内夯桩施工方法，其特征是：在满足内夯管壁厚与长度的基础上，内夯管空腔内置自落锤或填入钢渣、砂石以调整重量，形成可调重量的内夯管锤。
  8. 根据权利要求6所述的全套管全回转内夯桩施工方法，其特征是：内夯管上部设直径为D1的上夯击盘，并设有吊装用钢构，连接卷扬机钢丝绳；内夯管下部设直径为D3的下夯击盘。
  9. 根据权利要求6所述的全套管全回转内夯桩施工方法，其特征是：内夯管与下夯击盘的交接处设出料出气口。
  10. 根据权利要求8所述的全套管全回转内夯桩施工方法，其特征是：下夯击盘底部设可分可合直径为D4的取土仓。
PCT/CN2019/106770 2019-04-17 2019-09-19 全套管全回转内夯桩施工方法 WO2020211286A1 (zh)

Priority Applications (1)

Application Number Priority Date Filing Date Title
ZA2020/07123A ZA202007123B (en) 2019-04-17 2020-11-16 Method for constructing full-casing full-rotary internal-ramming pile

Applications Claiming Priority (2)

Application Number Priority Date Filing Date Title
CN201910306498.7A CN109944238A (zh) 2019-04-17 2019-04-17 全套管全回转内夯桩施工方法
CN201910306498.7 2019-04-17

Publications (1)

Publication Number Publication Date
WO2020211286A1 true WO2020211286A1 (zh) 2020-10-22

Family

ID=67015387

Family Applications (1)

Application Number Title Priority Date Filing Date
PCT/CN2019/106770 WO2020211286A1 (zh) 2019-04-17 2019-09-19 全套管全回转内夯桩施工方法

Country Status (3)

Country Link
CN (1) CN109944238A (zh)
WO (1) WO2020211286A1 (zh)
ZA (1) ZA202007123B (zh)

Families Citing this family (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN109944238A (zh) * 2019-04-17 2019-06-28 朱建新 全套管全回转内夯桩施工方法
CN112240022A (zh) * 2020-10-26 2021-01-19 姚锋祥 一种静压沉管桩的施工方法及施工设备

Citations (8)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPH0925779A (ja) * 1995-07-10 1997-01-28 Kansai Electric Power Co Inc:The ２段拡大ヘッド
CN1851151A (zh) * 2006-04-06 2006-10-25 朱建新 内夯式沉管灌注夯扩桩的施工方法
CN102644269A (zh) * 2012-05-04 2012-08-22 朱建新 非取土复合桩及其施工方法
CN105239564A (zh) * 2015-10-28 2016-01-13 上海十三冶建设有限公司 全套管组合泥浆护壁的灌注桩施工方法
CN105839638A (zh) * 2016-06-06 2016-08-10 徐�明 一种方便高效桩的施工方法
CN106049464A (zh) * 2016-06-06 2016-10-26 朱建新 桩的施工方法
JP2017078290A (ja) * 2015-10-20 2017-04-27 Ｊｆｅエンジニアリング株式会社 場所打ち杭の構築方法
CN109944238A (zh) * 2019-04-17 2019-06-28 朱建新 全套管全回转内夯桩施工方法

Family Cites Families (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN105350525A (zh) * 2015-11-09 2016-02-24 朱建新 一种桩的施工方法

Patent Citations (8)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPH0925779A (ja) * 1995-07-10 1997-01-28 Kansai Electric Power Co Inc:The ２段拡大ヘッド
CN1851151A (zh) * 2006-04-06 2006-10-25 朱建新 内夯式沉管灌注夯扩桩的施工方法
CN102644269A (zh) * 2012-05-04 2012-08-22 朱建新 非取土复合桩及其施工方法
JP2017078290A (ja) * 2015-10-20 2017-04-27 Ｊｆｅエンジニアリング株式会社 場所打ち杭の構築方法
CN105239564A (zh) * 2015-10-28 2016-01-13 上海十三冶建设有限公司 全套管组合泥浆护壁的灌注桩施工方法
CN105839638A (zh) * 2016-06-06 2016-08-10 徐�明 一种方便高效桩的施工方法
CN106049464A (zh) * 2016-06-06 2016-10-26 朱建新 桩的施工方法
CN109944238A (zh) * 2019-04-17 2019-06-28 朱建新 全套管全回转内夯桩施工方法

Also Published As

Publication number Publication date
ZA202007123B (en) 2021-06-30
CN109944238A (zh) 2019-06-28

Similar Documents

Publication Publication Date Title
CN110318393B (zh) 一种复合桩的施工方法
CN104295234B (zh) 长螺旋挤压夯底桩机及桩基灌注成桩方法
CN111395330B (zh) 穿越地下廊道的砼钻孔灌注桩成套钢护筒施工方法
CN101672034A (zh) 用于现浇扩底楔形钢筋混凝土桩的振动打桩机及施工方法
CN102605771B (zh) 钻孔现浇混凝土管桩的施工方法
WO2020211286A1 (zh) 全套管全回转内夯桩施工方法
CN104929125A (zh) 一种载体桩的施工设备及其施工方法
CN201826302U (zh) 用于大直径现浇薄壁混凝土复合桩的成孔器
CN104631442A (zh) 全套管取土振动挤扩灌注桩施工方法
CN102345287B (zh) 大直径现浇薄壁混凝土复合桩的施工处理方法
CN108894205A (zh) 内夯扩沉管灌注桩在深厚粘土层中的成桩方法
CN212248222U (zh) 一种注浆成型薄壁管桩的施工设备
CN106013093B (zh) 一种桩施工方法
CN102677657A (zh) 联排浇结薄壁混凝土复合桩墙的施工方法及其专用成孔器
US20150299976A1 (en) Method for manufacturing a pile
CN106088085B (zh) 桩施工方法
CN206667256U (zh) 灌注桩孤石快速清理装置
CN1148493C (zh) 大直径全套管灌注桩施工方法
CN115110515A (zh) 一种上层特硬壳层、下层深厚软土层的地基加固方法
CN202530447U (zh) 一种沉双管拔内管成孔灌注桩结构
CN205776209U (zh) 混凝土桩的施工设备
CN104895058B (zh) 全液压静压双管复合扩底桩机及其施工方法
WO2021189840A1 (zh) 一种静压沉管桩的施工方法及施工设备
CN202323934U (zh) 用于现浇三角形复合地基桩的成孔器
CN111636419A (zh) 一种注浆成型薄壁管桩的施工设备及施工方法

Legal Events

Date Code Title Description
121 Ep: the epo has been informed by wipo that ep was designated in this application

Ref document number: 19925460

Country of ref document: EP

Kind code of ref document: A1

NENP Non-entry into the national phase

Ref country code: DE

122 Ep: pct application non-entry in european phase

Ref document number: 19925460

Country of ref document: EP

Kind code of ref document: A1

32PN Ep: public notification in the ep bulletin as address of the adressee cannot be established

Free format text: NOTING OF LOSS OF RIGHTS PURSUANT TO RULE 112(1) EPC (EPO FORM 1205 DATED 02.05.2022)

122 Ep: pct application non-entry in european phase

Ref document number: 19925460

Country of ref document: EP

Kind code of ref document: A1