CN106013088A - High-bearing-capacity drilling pile planting method - Google Patents
High-bearing-capacity drilling pile planting method Download PDFInfo
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- CN106013088A CN106013088A CN201610404195.5A CN201610404195A CN106013088A CN 106013088 A CN106013088 A CN 106013088A CN 201610404195 A CN201610404195 A CN 201610404195A CN 106013088 A CN106013088 A CN 106013088A
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- pile
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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
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D7/00—Methods or apparatus for placing sheet pile bulkheads, piles, mouldpipes, or other moulds
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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
The invention relates to a high-bearing-capacity drilling pile planting method. The method comprises the following steps: (S1) such drilling machines as a rotary excavating drill, a rotating drill or a percussion drill capable of entering rocks are adopted to drill holes, penetrate through various soil layers to enter hard rock-soil layers; mud protecting walls are adopted in the drilling process; and in dry hole formation, the mud protecting walls are not used for forming pile holes; (S2) after the drilling is finished, prefabricated piles or profile steel piles or steel pipes are inserted in the holes; (S3) cement thixotropic slurry or mud in the cement paste replacing step (S1) is adopted in a grouting process; and the cement thixotropic slurry is directly injected in the holes in dry hole formation; and (S4) the pressure or the beating force is applied to the tops of the prefabricated piles or the profile steel piles. The method adopts such drilling machines as the rotary excavating drill, the rotating drill or the percussion drill capable of penetrating through various soil layers and hard rock-soil layers, and can reach a much higher hole forming depth compared with a traditional pile planting process. When the prefabricated piles or the profile steel piles or the steel pipes are inserted, a certain pressure or beating force is applied to increase the pile end resistance.
Description
Technical field
The present invention relates to engineering construction and plant a field, more particularly, it relates to a kind of high-bearing capacity boring
Plant piling method.
Background technology
The stake of construction project high-bearing capacity (ultimate bearing capacity of single pile is more than 7000KN) at present mostly is major diameter
Cast-in-situ bored pile, such pile-type pile quality is difficult to ensure, sediment of the hole bottom thickness often transfinites, pile foundation quality
Often go wrong.For the weakness of the above-mentioned high-bearing capacity cast-in-situ bored pile being largely used to construction project, again
Occur that large-tonnage static pile press press-in Prefabricated Concrete stake (when city does not allow noise and vibration) or diesel oil are beaten
Entering Prefabricated Concrete stake, this type of stake can not enter rock, and during pile sinking, soil compaction effect often affects surrounding enviroment, works as single pile
When bearing capacity exceedes eigenvalue 3500KN, pile press machine gross weight will reach 1000 tons, and huge equipment is to place
Require height, transport difficult.What conventional employing major diameter mixing pile was inserted into prefabricated pile plants a technique, due to
Mixing pile length limited, can not enter again rock, and range of application is restricted.
Summary of the invention
The technical problem to be solved in the present invention is, it is provided that the Gao Cheng that a kind of end can enter rock, bearing capacity is high
Load power drilling pile method.
The technical solution adopted for the present invention to solve the technical problems is: a kind of high-bearing capacity drilling pile of structure
Method, comprises the following steps:
S1, employing can enter the drill hole of drilling machines such as the churning driven of rock, abrasion drill or impact brill, drill various soil layer
Enter hard rock-soil layer, during wet pore-forming, use conventional mud retaining wall to form stake holes, need not during dry pore-forming
Mud off；
S2, holed after, prefabricated pile or Section-steel Piles or steel pipe are inserted in hole；
Use grouting process with the mud in cement thixotropic slurry or cement mortar displacement step S1 when S3, wet pore-forming
Slurry, directly injects cement thixotropic slurry or cement mortar in hole during dry pore-forming；
S4, apply pressure or hitting power at the top of prefabricated pile or Section-steel Piles.
In such scheme, the mud used in described step S1 is conventional mud, without mud during dry pore-forming.
In such scheme, in described step S1, before boring, first steel pile casting is installed on the ground, rotation
Dig rig, abrasion drill or impact to be drilled through steel pile casting and hole.
In such scheme, in described step S2, before inserting prefabricated pile or Section-steel Piles or steel pipe, at steel
Leading truck is installed in casing top or outside, and the outer rim of described leading truck is provided with connecting plate, and described connecting plate is provided with
Bolt hole, is directed to frame by the bolt in insertion bolt hole and is fixed on ground or steel pile casting, and pile body is installed
Localizer.The stub being not required to pile extension can uneasy leading truck.
In such scheme, the proportioning of the cement thixotropic slurry used in described step S3, with mass percent
It is calculated as:
Bentonite: P.O 42.5 cement: CMC: alkali: water=250:200:3:25:1000, stake end rock
Using cement mortar displacement at Ceng, the cement mortar ratio of mud=1:0.4-0.5, cement thixotropic slurry and cement mortar can add
Accelerator and extender.
In such scheme, in described step S3, replace mud, described replacement grouting by replacement grouting pipe
Pipe is inserted at the bottom of hole.
In such scheme, the pressure applied in described step S4 or hitting power are generally not less than single pile
Utmost lateral friction, Piles for Friction Piles or stake end can reduce or not injection when being rock.
In such scheme, described step S4 uses static pile press or various free-falling hammer and vibrations hammering
Beat.
In such scheme, described step S4 uses pile press machine or conventional light pile driver injection.
Implement the high-bearing capacity drilling pile method of the present invention, have the advantages that
1. the present invention uses and may pass through the rig such as hard soil and the rotary drilling rig of rock stratum, abrasion drill or impact brill,
Depth of pore forming can be substantially larger than existing plants a technique.
2., when the present invention inserts prefabricated pile or Section-steel Piles or steel pipe, it is applied with certain pressure or impact force, can
Increase end resistance.Increasing pile body side surface area after slip casting, frictional force increases.
3., after having present invention determine that insertion prefabricated pile or Section-steel Piles or steel pipe, pressure or the impact force of applying are general
In the case of not less than calculate single pile utmost lateral friction, Piles for Friction Piles or stake end can reduce or do not execute when being rock
Beat, make end resistance be more than routine and plant stake, improve bearing capacity of single pile.
Cement thixotroping retaining wall the most of the present invention slurry is prefabricated for the stirring of surface mud machine, uses 1 or many Grouting Pipe
When injecting stake holes, slurry is uniform, and quality is guaranteed.
Accompanying drawing explanation
Below in conjunction with drawings and Examples, the invention will be further described, in accompanying drawing:
Fig. 1 is the schematic diagram after stake holes completes；
Fig. 2 is the schematic diagram after installing leading truck；
Fig. 3 is the schematic diagram after inserting prefabricated pile or Section-steel Piles or steel pipe；
Fig. 4 is the top view of leading truck.
Detailed description of the invention
In order to be more clearly understood from the technical characteristic of the present invention, purpose and effect, now comparison accompanying drawing is detailed
Describe the detailed description of the invention of the bright present invention in detail.
As Figure 1-Figure 4, high-bearing capacity drilling pile method of the present invention comprises the following steps:
S1, employing can enter the drill hole of drilling machines such as the rotary drilling rig of rock, abrasion drill or impact brill, through various soil
Layer enters hard rock-soil layer, uses mud off or dry pore-forming, form stake holes during boring.Dry pore-forming
Shi Buyong mud off.The mud used in the present embodiment be present in conventional mud, i.e. prior art often
The mud seen, its low cost, requirement of strength is the highest.Before boring, steel pile casting 1 is installed the most on the ground,
Rotary drilling rig, abrasion drill or impact are drilled through steel pile casting 1 and hole, and steel pile casting 1 rises boring when
To the effect guided.
S2, holed after, by loop wheel machine or miscellaneous equipment, prefabricated pile or Section-steel Piles or steel pipe 4 are inserted stake
In hole.Before inserting prefabricated pile or Section-steel Piles or steel pipe 4, on steel pile casting 1 or leading truck 3 is installed in outside.
The outer rim of leading truck 3 is provided with connecting plate 6, and connecting plate 6 is provided with bolt hole 7, by inserting bolt hole 7
In bolt be directed to frame 3 and be fixed on ground or steel pile casting 1.Prefabricated pile or Section-steel Piles or the stake of steel pipe 4
Body installation positioner 8, localizer 8 expansion bolt or binding agent are fixed on pile body.It is not required to the short of pile extension
Stake can uneasy leading truck 3.
S3, use grouting process with the mud in higher cement thixotropic slurry displacement step S1 of intensity, dry
In hole, cement thixotropic slurry 2 or cement mortar is directly injected, specifically by replacement grouting pipe 5 (1 during pore-forming
Root or many) displacement mud, replacement grouting pipe 5 is inserted at the bottom of hole.Grouting Pipe is possible with pile body preformed hole
Slip casting.When stake end embedding rock stratum is deeper, after pore-forming inserts prefabricated pile or Section-steel Piles 4, in rock stratum part two
Secondary employing high-strength cement slurry (ratio of mud 1:0.4-0.5) displacement retaining wall slurry, it is ensured that collateral resistance and embedding rock resistance
Effectively play.
In general soil layer, the proportioning of cement thixotropic slurry 2, be by percentage to the quality:
Bentonite: P.O 42.5 cement: CMC: alkali: water=250:200:3:25:1000, according to speed
Solidifying agent kind, type add appropriate accelerator and extender.The setting rate of cement thixotropic slurry is fast, and
Strength ratio conventional mud is high.
S4, apply pressure or hitting power at the top of prefabricated pile or Section-steel Piles 4, make end resistance be more than routine and plant
Stake, improves bearing capacity of single pile.When Piles for Friction Piles or stake end embed rock, and behind clear hole, impact force can reduce,
Also pressure or impact force can not be applied.Static pile press can be used or use various free-falling hammer or vibration hammer short
Time impacts.Owing to soil layer end resistance is limited, it is pressed into or impact equipment is easier, end resistance can be met
Effectively play.
Above in conjunction with accompanying drawing, embodiments of the invention are described, but the invention is not limited in above-mentioned
Detailed description of the invention, above-mentioned detailed description of the invention is only schematic rather than restrictive, this
The those of ordinary skill in field, under the enlightenment of the present invention, is being protected without departing from present inventive concept and claim
Under the ambit protected, it may also be made that a lot of form, within these belong to the protection of the present invention.
Claims (8)
1. a high-bearing capacity drilling pile method, it is characterised in that comprise the following steps:
S1, employing can enter the drill hole of drilling machines such as the churning driven of rock, abrasion drill or impact brill, drill various soil layer
Enter hard rock-soil layer, during wet pore-forming, use conventional mud retaining wall to form stake holes, need not during dry pore-forming
Mud off；
S2, holed after, prefabricated pile or Section-steel Piles or steel pipe are inserted in hole；
Use grouting process with the mud in cement thixotropic slurry or cement mortar displacement step S1 when S3, wet pore-forming
Slurry, directly injects cement thixotropic slurry or cement mortar in hole during dry pore-forming；
S4, apply pressure or hitting power at the top of prefabricated pile or Section-steel Piles.
High-bearing capacity drilling pile method the most according to claim 1, it is characterised in that described step
The mud used in rapid S1 is conventional mud.
High-bearing capacity drilling pile method the most according to claim 1, it is characterised in that described
In step S1, before boring, first installing steel pile casting on the ground, rotary drilling rig, abrasion drill or impact are bored
Hole through steel pile casting.
High-bearing capacity drilling pile method the most according to claim 3, it is characterised in that described
In step S2, before inserting prefabricated pile or Section-steel Piles or steel pipe, on steel pile casting top or outside, leading truck is installed,
The outer rim of described leading truck is provided with connecting plate, and described connecting plate is provided with bolt hole, by inserting in bolt hole
Bolt be directed to frame and be fixed on ground or steel pile casting, pile body installation positioner.The stub being not required to pile extension can
Uneasy leading truck.
High-bearing capacity drilling pile method the most according to claim 1, it is characterised in that described step
The proportioning of the cement thixotropic slurry used in rapid S3, be by percentage to the quality:
Bentonite: P.O 42.5 cement: CMC: alkali: water=250:200:3:25:1000, stake end rock
Using cement mortar displacement at Ceng, the cement mortar ratio of mud=1:0.4-0.5, cement thixotropic slurry and cement mortar can add
Accelerator and extender.
High-bearing capacity drilling pile method the most according to claim 1 or 5, it is characterised in that institute
Stating in step S3, replace mud by replacement grouting pipe, described replacement grouting pipe is inserted at the bottom of hole and (includes
Pile body reserving hole makees Grouting Pipe).
High-bearing capacity drilling pile method the most according to claim 1, it is characterised in that described step
The pressure applied in rapid S4 or hitting power, generally not less than single pile utmost lateral friction, Piles for Friction Piles
Or stake end can reduce or not injection when being rock.
High-bearing capacity drilling pile method the most according to claim 1, it is characterised in that described step
Rapid S4 uses static pile press or various free-falling hammer and vibration hammer impact.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201610404195.5A CN106013088A (en) | 2016-06-07 | 2016-06-07 | High-bearing-capacity drilling pile planting method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201610404195.5A CN106013088A (en) | 2016-06-07 | 2016-06-07 | High-bearing-capacity drilling pile planting method |
Publications (1)
| Publication Number | Publication Date |
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| CN106013088A true CN106013088A (en) | 2016-10-12 |
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ID=57090203
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201610404195.5A Pending CN106013088A (en) | 2016-06-07 | 2016-06-07 | High-bearing-capacity drilling pile planting method |
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Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108005079A (en) * | 2018-01-09 | 2018-05-08 | 天津建城基业集团有限公司 | Implanted prefabricated pile grouting device and implanted grouting process |
| CN109695242A (en) * | 2018-12-21 | 2019-04-30 | 兰州有色冶金设计研究院有限公司 | Eliminate the prefabricated pile and its construction method of breathing soil layer frictional force |
| CN110499774A (en) * | 2019-09-12 | 2019-11-26 | 中铁一局集团厦门建设工程有限公司 | A kind of artificial digging pile water sealing structure and manual digging pile construction method |
| CN112431195A (en) * | 2020-11-03 | 2021-03-02 | 广西高远建筑科技股份有限公司 | Novel grouting construction method for pile planting of tubular pile |
| CN113216218A (en) * | 2021-03-26 | 2021-08-06 | 招商局重庆交通科研设计院有限公司 | Cutting slope anti-slip structure and construction method thereof |
Citations (6)
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| CN1058819A (en) * | 1991-05-13 | 1992-02-19 | 宁波市第二建筑工程公司 | Drilling pile method construction technology |
| JP2001234532A (en) * | 2000-02-22 | 2001-08-31 | Tenox Corp | Pile construction method |
| CN101100859A (en) * | 2007-06-06 | 2008-01-09 | 周洪生 | Construction method and device for pile foundation embedded in rock |
| CN102535527A (en) * | 2010-12-14 | 2012-07-04 | 上海市基础工程有限公司 | Testing device and method of breast wall slurry pressure during pore-forming construction of cast-in-situ bored pile |
| CN103088837A (en) * | 2013-02-27 | 2013-05-08 | 上海市基础工程有限公司 | Mud anti-drag sink-assisting device in open caisson sinking construction |
| CN105064336A (en) * | 2015-08-07 | 2015-11-18 | 中国铁建大桥工程局集团有限公司 | Hole forming construction method for three-section type pedestal pile |
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2016
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Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN1058819A (en) * | 1991-05-13 | 1992-02-19 | 宁波市第二建筑工程公司 | Drilling pile method construction technology |
| JP2001234532A (en) * | 2000-02-22 | 2001-08-31 | Tenox Corp | Pile construction method |
| CN101100859A (en) * | 2007-06-06 | 2008-01-09 | 周洪生 | Construction method and device for pile foundation embedded in rock |
| CN102535527A (en) * | 2010-12-14 | 2012-07-04 | 上海市基础工程有限公司 | Testing device and method of breast wall slurry pressure during pore-forming construction of cast-in-situ bored pile |
| CN103088837A (en) * | 2013-02-27 | 2013-05-08 | 上海市基础工程有限公司 | Mud anti-drag sink-assisting device in open caisson sinking construction |
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Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108005079A (en) * | 2018-01-09 | 2018-05-08 | 天津建城基业集团有限公司 | Implanted prefabricated pile grouting device and implanted grouting process |
| CN108005079B (en) * | 2018-01-09 | 2023-07-14 | 天津建城基业集团有限公司 | Implanted precast pile grouting device and implanted grouting process |
| CN109695242A (en) * | 2018-12-21 | 2019-04-30 | 兰州有色冶金设计研究院有限公司 | Eliminate the prefabricated pile and its construction method of breathing soil layer frictional force |
| CN110499774A (en) * | 2019-09-12 | 2019-11-26 | 中铁一局集团厦门建设工程有限公司 | A kind of artificial digging pile water sealing structure and manual digging pile construction method |
| CN112431195A (en) * | 2020-11-03 | 2021-03-02 | 广西高远建筑科技股份有限公司 | Novel grouting construction method for pile planting of tubular pile |
| CN113216218A (en) * | 2021-03-26 | 2021-08-06 | 招商局重庆交通科研设计院有限公司 | Cutting slope anti-slip structure and construction method thereof |
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Application publication date: 20161012 |
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