CN104264662A - Construction method for deeply embedding hard rock secant pile in soil layer being rich in water - Google Patents
Construction method for deeply embedding hard rock secant pile in soil layer being rich in water Download PDFInfo
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- CN104264662A CN104264662A CN201410552112.8A CN201410552112A CN104264662A CN 104264662 A CN104264662 A CN 104264662A CN 201410552112 A CN201410552112 A CN 201410552112A CN 104264662 A CN104264662 A CN 104264662A
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- rock
- pile
- depth
- hole
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Classifications
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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
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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
- E02D5/20—Bulkheads or similar walls made of prefabricated parts and concrete, including reinforced concrete, in situ
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2250/00—Production methods
- E02D2250/0023—Cast, i.e. in situ or in a mold or other formwork
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2250/00—Production methods
- E02D2250/0061—Production methods for working underwater
- E02D2250/0076—Drilling
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2300/00—Materials
- E02D2300/0004—Synthetics
- E02D2300/0018—Cement used as binder
- E02D2300/002—Concrete
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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)
- Placing Or Removing Of Piles Or Sheet Piles, Or Accessories Thereof (AREA)
Abstract
The invention discloses a construction method for deeply embedding a hard rock secant pile in a soil layer being rich in water. The construction method for deeply embedding the hard rock secant pile in the soil layer being rich in water comprises measuring a pile placing position, enabling a full-casing-pipe full-convolution drilling machine to drive a casing pipe to rotate to downward grind and cut rock until the casing pipe enters 2.5 to 3 m below a construction surface, taking soil to a rock surface, adopting a small-sized down-the-hole hammer to perform hole leading and producing a fracture surface, impacting the tock through an impact hammer, taking the rock until the pile forming depth is achieved, pouring concrete and gradually and continuously forming into A piles with intervals, wherein the nearest edge interval of the two adjacent A piles is smaller than the diameter of to-be-machined B piles; enabling the full-casing-pipe full-convolution drilling machine to drive the casing pipe to downward grind and cut the primarily condensed A piles until the casing pipe enters 2.5 to 3 m below the construction surface with a center point of a center connecting line of the A piles serving as a center of the casing pipe, taking soil, leading a hole through the small-sized down-the-hole hammer, impacting the tock and taking the rock until the pile forming depth is achieved, arranging reinforcement cages and pouring concrete, gradually and continuously forming into the B piles with intervals and forming into occlusion. The construction method for deeply embedding the hard rock secant pile in the soil layer being rich in water is simple and easy to achieve, applicable to various soil layers and rock and high in pile forming safety coefficient.
Description
Technical field
The present invention relates to a kind of construction techniques, be specifically related to dark embedding hard rock construction method of interlocking pile in a kind of rich aquifer.
Background technology
Along with the development of society and the intensive construction in city, Foundation Pit Support Engineering becomes increasingly complex, embedding rock interlocking pile present stage application is more and more, traditional interlocking pile construction technology is generally applicable to various soil layer, highly weathered rock, middle weathering rock strength are below 60Mpa, and socket length is 1 ~ 2m, as ragstone, as granite, basalt etc., rock strength is more than 60Mpa, and socket length is 3 ~ 10m, and traditional embedding rock construction method of interlocking pile cannot be constructed at all.
In prior art, as Chinese invention patent CN102002943A discloses a kind of construction method of embedding rock interlocking cast in situ pile, comprise step: (1) measuring stake position, down-hole hammer rig consecutive intervals preexisting hole, carry out casting, rock drilling, deslagging, pore-forming under rock face, recharge sand or soil, or the low grade concrete of perfusion≤C5, move on to next station; (2) all casing drill is in place, recharge to be pressed into sleeve pipe between hole, to fetch earth, pore-forming to rock face, perfusion extra retarded set concrete, extract sleeve pipe, continuously pile; (3) all casing drill is in place again, tangent with the stake of adjacent extra retarded set concrete, press-in sleeve pipe, fetch earth, secondary pore-forming under rock face, measure hole depth, the clear end; (4) install reinforcing cage, perfusion concrete, extract sleeve pipe, embedding rock interlocking cast in situ pile is shaping.In technique scheme, adopt all casing drill, only can be used for soil layer or incompetent bed, enter hard rock more difficult, and because need first to use down-hole hammer rig preexisting hole, and down-hole hammer rig can only carry out dry operation, so technique scheme cannot operation in moisture soil layer, in addition, technique scheme adopts meat or fish (B stake) stake long, the pile form that element (A stake) stake is short, meat or fish stake enters below rock face, element stake does not enter below rock face, this pile form safety factor is lower, and adopt extra retarded set concrete to need to control well time of B stake, otherwise easily cause quality accident.
Therefore, need one can be applicable to any soil layer, rock, and the construction method of interlocking pile that pile safety factor is high.
Summary of the invention
Goal of the invention of the present invention is to provide dark embedding hard rock construction method of interlocking pile in a kind of rich aquifer, and operation is simple for it, can be applicable to various soil layer, rock, and pile safety factor is high.
To achieve the above object of the invention, the technical solution used in the present invention is: dark embedding hard rock construction method of interlocking pile in a kind of rich aquifer, comprises the steps:
(1) measuring stake position, full-sleeve circles round driller insertion entirely, grind cutting rock to sleeve pipe under driving sleeve rotating and enter below working face 2.5 ~ 3m, rushing grab bucket fetches earth to rock face, adopt small-sized down-hole hammer to carry out drawing hole and manufacture the plane of fracture, rock is impacted again with jump bit, rush grab bucket and get rock, measure hole depth, if hole depth does not reach the pile degree of depth, then continue downward pore-forming, if hole depth reaches the pile degree of depth, then concreting, shaping A stake, move on to next station, repeat above-mentioned steps, the successively shaping A stake of consecutive intervals, the nearest marginating compartment of adjacent two described A stakes is less than the diameter of B stake to be processed,
(2) with the center that the mid point of adjacent Liang Ge A pile center line is sleeve pipe, full-sleeve in place circles round rig entirely again, A stake to the sleeve pipe ground under driving sleeve pipe after cutting initial set enters below working face 2.5 ~ 3m, rushing grab bucket fetches earth to rock face, adopt small-sized down-hole hammer to carry out drawing hole and manufacture the plane of fracture, rock is impacted again with jump bit, rush grab bucket and get rock, measure hole depth, if hole depth does not reach the pile degree of depth, then continue downward pore-forming, if hole depth reaches the pile degree of depth, then lay reinforcing cage and concreting, the successively shaping B stake of consecutive intervals, form occlusion.
In technique scheme, described in draw bore dia be 100mm, the dark 50cm of depth ratio design hole depth.
Preferred technical scheme, the nearest marginating compartment of adjacent two described A stakes is 650mm.
Because technique scheme is used, the present invention compared with prior art has following advantages:
1. the present invention first drives casing-pipe cutting rock to enter below working face 2.5 ~ 3m to sleeve pipe with the full-sleeve rig that entirely circles round, block rock fracture water and low pressure water, realize wet trade under water and become dry operation, on rock, draw hole with the use of little down-hole hammer and manufacture the plane of fracture, reduce brokenly rock difficulty, therefore the present invention is applicable to various soil layer, rock.
2. the present invention builds ordinary concrete, compared to prior art, does not need to control well engineering time of B stake, can not cause quality accident, cost-saving.
3. pile of the present invention all enters below scar, and the safety factor of retaining design is higher.
Accompanying drawing explanation
Fig. 1 is construction method flow chart of the present invention in embodiment one.
Fig. 2 is A pile driving construction schematic diagram in embodiment one.
Fig. 3 is B pile driving construction schematic diagram in embodiment one.
Detailed description of the invention
Below in conjunction with drawings and Examples, the invention will be further described:
Embodiment one: see shown in Fig. 1 to 3, in a kind of rich aquifer, dark embedding hard rock construction method of interlocking pile, comprises the steps:
(1) measuring stake position, full-sleeve circles round driller insertion entirely, grind cutting rock to sleeve pipe under driving sleeve rotating and enter below working face 2.5 ~ 3m, rushing grab bucket fetches earth to rock face, adopt small-sized down-hole hammer to carry out drawing hole and manufacture the plane of fracture, rock is impacted again with jump bit, rush grab bucket and get rock, measure hole depth, if hole depth does not reach the pile degree of depth, then continue downward pore-forming, if hole depth reaches the pile degree of depth, then concreting, the successively shaping A stake of consecutive intervals, the nearest marginating compartment of adjacent two described A stakes is 650mm, moves on to next station;
(2) with the center that the mid point of adjacent Liang Ge A pile center line is sleeve pipe, full-sleeve in place circles round rig entirely again, A stake to the sleeve pipe ground under driving sleeve pipe after cutting initial set enters below working face 2.5 ~ 3m, rushing grab bucket fetches earth to rock face, adopt small-sized down-hole hammer to carry out drawing hole and manufacture the plane of fracture, rock is impacted again with jump bit, rush grab bucket and get rock, measure hole depth, if hole depth does not reach the pile degree of depth, then continue downward pore-forming, if hole depth reaches the pile degree of depth, then lay reinforcing cage and concreting, the successively shaping B stake of consecutive intervals, form occlusion.
In the present embodiment, described in draw bore dia be 100mm, the dark 50cm of depth ratio design hole depth.
Claims (3)
1. a dark embedding hard rock construction method of interlocking pile in rich aquifer, is characterized in that, comprise the steps:
(1) measuring stake position, full-sleeve circles round driller insertion entirely, grind cutting rock to sleeve pipe under driving sleeve rotating and enter below working face 2.5 ~ 3m, rushing grab bucket fetches earth to rock face, adopt small-sized down-hole hammer to carry out drawing hole and manufacture the plane of fracture, rock is impacted again with jump bit, rush grab bucket and get rock, measure hole depth, if hole depth does not reach the pile degree of depth, then continue downward pore-forming, if hole depth reaches the pile degree of depth, then concreting, shaping A stake, move on to next station, repeat above-mentioned steps, the successively shaping A stake of consecutive intervals, the nearest marginating compartment of adjacent two described A stakes is less than the diameter of B stake to be processed,
(2) with the center that the mid point of adjacent Liang Ge A pile center line is sleeve pipe, full-sleeve in place circles round rig entirely again, A stake to the sleeve pipe ground under driving sleeve pipe after cutting initial set enters below working face 2.5 ~ 3m, rushing grab bucket fetches earth to rock face, adopt small-sized down-hole hammer to carry out drawing hole and manufacture the plane of fracture, rock is impacted again with jump bit, rush grab bucket and get rock, measure hole depth, if hole depth does not reach the pile degree of depth, then continue downward pore-forming, if hole depth reaches the pile degree of depth, then lay reinforcing cage and concreting, the successively shaping B stake of consecutive intervals, form occlusion.
2. dark embedding hard rock construction method of interlocking pile in the rich aquifer of one according to claim 1, is characterized in that: described in draw bore dia be 100mm, the dark 50cm of depth ratio design hole depth.
3. dark embedding hard rock construction method of interlocking pile in the rich aquifer of one according to claim 1, is characterized in that: the nearest marginating compartment of adjacent two described A stakes is 650mm.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201410552112.8A CN104264662A (en) | 2014-10-17 | 2014-10-17 | Construction method for deeply embedding hard rock secant pile in soil layer being rich in water |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201410552112.8A CN104264662A (en) | 2014-10-17 | 2014-10-17 | Construction method for deeply embedding hard rock secant pile in soil layer being rich in water |
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| CN104264662A true CN104264662A (en) | 2015-01-07 |
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| CN201410552112.8A Pending CN104264662A (en) | 2014-10-17 | 2014-10-17 | Construction method for deeply embedding hard rock secant pile in soil layer being rich in water |
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| CN (1) | CN104264662A (en) |
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105862708A (en) * | 2016-04-26 | 2016-08-17 | 北京振冲工程机械有限公司 | Down-the-hole hammer and guide hole matched construction method for vibro-replacement stone column composite foundation |
| CN110273417A (en) * | 2019-07-07 | 2019-09-24 | 韩少鹏 | A kind of architectural engineering cast-in-place pile construction method |
| CN110344400A (en) * | 2019-07-17 | 2019-10-18 | 北京建材地质工程有限公司 | The hard rock pore-forming construction technology of churning driven opportunity |
| CN113882358A (en) * | 2021-09-01 | 2022-01-04 | 武汉市政工程设计研究院有限责任公司 | Construction method for foundation pit wall with complex stratum with upper soft part and lower hard part |
Citations (5)
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| RU2352718C1 (en) * | 2007-10-16 | 2009-04-20 | Открытое акционерное общество "Мостотрест" (ОАО "Мостотрест") | Method for arrangement of bored piles packet |
| CN201362852Y (en) * | 2008-11-13 | 2009-12-16 | 王立建 | Bitten pile support system |
| CN201762702U (en) * | 2010-09-17 | 2011-03-16 | 中铁十九局集团轨道交通工程有限公司 | Drilling secant pile |
| CN102535440A (en) * | 2012-01-11 | 2012-07-04 | 昆明捷程桩工有限责任公司 | Method of using all-casing drilling rig with rotary drilling rig to construct rock-socketed secant pile wall |
| CN103276723A (en) * | 2013-04-27 | 2013-09-04 | 瑞华建设集团有限公司 | Construction method of concrete bored secant pile |
-
2014
- 2014-10-17 CN CN201410552112.8A patent/CN104264662A/en active Pending
Patent Citations (5)
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| RU2352718C1 (en) * | 2007-10-16 | 2009-04-20 | Открытое акционерное общество "Мостотрест" (ОАО "Мостотрест") | Method for arrangement of bored piles packet |
| CN201362852Y (en) * | 2008-11-13 | 2009-12-16 | 王立建 | Bitten pile support system |
| CN201762702U (en) * | 2010-09-17 | 2011-03-16 | 中铁十九局集团轨道交通工程有限公司 | Drilling secant pile |
| CN102535440A (en) * | 2012-01-11 | 2012-07-04 | 昆明捷程桩工有限责任公司 | Method of using all-casing drilling rig with rotary drilling rig to construct rock-socketed secant pile wall |
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Non-Patent Citations (1)
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| 李建文: "全套管全回旋钻咬合桩的应用研究", 《四川建材》, vol. 40, no. 178, 30 April 2014 (2014-04-30), pages 199 - 201 * |
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105862708A (en) * | 2016-04-26 | 2016-08-17 | 北京振冲工程机械有限公司 | Down-the-hole hammer and guide hole matched construction method for vibro-replacement stone column composite foundation |
| CN110273417A (en) * | 2019-07-07 | 2019-09-24 | 韩少鹏 | A kind of architectural engineering cast-in-place pile construction method |
| CN110344400A (en) * | 2019-07-17 | 2019-10-18 | 北京建材地质工程有限公司 | The hard rock pore-forming construction technology of churning driven opportunity |
| CN113882358A (en) * | 2021-09-01 | 2022-01-04 | 武汉市政工程设计研究院有限责任公司 | Construction method for foundation pit wall with complex stratum with upper soft part and lower hard part |
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Application publication date: 20150107 |
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| RJ01 | Rejection of invention patent application after publication |