CN108411913A - Technical method for solving ultra-deep impact pore-forming problem through strong rock-soluble foundation pretreatment - Google Patents
Technical method for solving ultra-deep impact pore-forming problem through strong rock-soluble foundation pretreatment Download PDFInfo
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- CN108411913A CN108411913A CN201810266686.7A CN201810266686A CN108411913A CN 108411913 A CN108411913 A CN 108411913A CN 201810266686 A CN201810266686 A CN 201810266686A CN 108411913 A CN108411913 A CN 108411913A
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- 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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- 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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- 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 discloses a technical method for solving ultra-deep impact pore-forming problem in pretreatment of a strong karst foundation, which comprises the steps of firstly arranging a plurality of grouting holes in a square range of 2 times of pile diameter by taking a pile hole as a center, and constructing the grouting holes to a depth of 0.8-1.2 m below a foundation rock face with complete foundation design depth by adopting a 150-type drilling machine; then the cement slurry is poured from the bottom upwards. When the cement slurry is poured, the four corner grouting holes are firstly poured, the grouting pressure is 2-5MPa, and then other grouting holes are poured at the grouting pressure of 5-10 MPa. By fully injecting cement slurry into the solution space of the bedrock, filling and compacting the solution space of the bedrock, the solution cavity and the solution tank, grouting to ensure that cement slurry is solidified and a weak soil body is filled in the solution cavity, filling the solution cavity, improving the integral compressive strength of the soil body of the rock body, ensuring that the impact hammer head does not deviate, topple and block under the condition of relative homogeneous bodies, wherein the pretreatment time of a 70m deep pile is generally 1 month, the pore-forming time is about 1 month, and the qualification rate reaches 100%.
Description
Technical field
The present invention relates to ultra-deep nose end pile-formation process technical fields, more particularly to one kind being suitable for strong karsts developing area ground
Pretreatment solves ultra-deep impact holing technical method.
Background technology
Guizhou is all built on karst foundation as karst area, most of buildings, by code requirement, strong karst foundation
It should not be used as building yard, Base foundation design grade is first class, the building main body of second class preferably avoids strong karst foundation, but soil
Ground is valuable, and part building, bridge, urban operating mechanism, which have to build on strong karst foundation, to be built.Due to strong karst foundation solution cavity, molten
Ditch, the development of fluid bowl pole, solution cavity is in pearl development is altered, and Growth Depth is larger, and other machinery can not be implemented, frequently with impact holing side
Method construct, but impact holing method it is this in alter pearl development strong karst foundation on using can glance off, block hammer, fall hammer into shape
Etc. drilling accidents phenomenon, once card hammer, fall hammer will be unable to transfer to drill bit and form useless hole.Impact holing method is this in altering pearl
Using general 40m of maximum hole depth or so on the strong karst foundation of shape development, and the construction time is longer, the pile normal construction time
Or so at least one moon, if there is drilling accident, there is drilling accident warp up to 3-4 months in the construction time of processing time length
The success rate of design requirement can be reached after processing less than 50%, hole depth is more than the basic no one ventured clappers of 50m or more and constructs down, has
There is the location as deep as 60m, 70m depth in a little locations, through repeatedly discussing the arrangement and method for construction that also must do not get well in many ways.
Invention content
The technical problem to be solved by the present invention is to overcome when strong karst foundation ultra-deep impact is at constructing in the prior art
Deflection, card hammer, fall the drilling accidents phenomenons such as hammer, and drilling accident can reach after processing the success rate of design requirement less than
50% defect provides a kind of pretreatment solution technical method of strong karst foundation ultra-deep impact holing.
In order to solve the above technical problem, the present invention provides the following technical solutions：
A kind of strong karst foundation pretreatment solution ultra-deep impact holing technical method, includes the following steps：
1）, centered on by stake holes, several injected holes are set, injected hole is constructed to basic engineering depth using 150 type drilling machines
0.8~1.2 m under complete bedrock surface；
2）, from injected hole bottom up grout injection, grouting pressure 2-10MPa.
Further, in the square range of ranging from 2 times stake diameters of the consolidation process of injected hole.Preferably, between injected hole
Level, vertical interval be 1.0m, open pore size 130mm, whole hole aperture 90mm.
Further, the injected hole of quadrangle, grouting pressure 2-5MPa, then with 5-10MPa are first perfused when grout injection
Grouting pressure other injected holes are perfused.
Further, the ratio of mud of cement mortar is 1：0.5.
The present invention is directed to the special circumstances of strong karsts developing area ground, right in the square range before constructing centered on stake position
Solution cavity, lapies, fluid bowl carry out pre-pouring grout processing, fully allow in the solution crack of cement mortar injection basement rock, tamp, compacted rock solution crack,
Cement grout solidification solution cavity, lapies, 1 body of weak soil filled in fluid bowl, fill solution cavity, the entire compression for improving the rock mass soil body is strong
Degree ensures that impact hammer head does not shift in relative homogeneous body, topples over, card hammer phenomenon.Ensure major diameter mechanical shock
Pore-creating filling pile construction technology succeeds, and pile quality is guaranteed, duration also big shortening, the stake pretreatment time of 70m depths
General 1 month, the about 1 month pore-forming time after pre-pouring grout processing.After pre-pouring grout handles pile, tested by 100% position core pulling
Card, for the indices qualification rate such as concrete piles quality, pile body verticality, pile bottom sediment up to 100%, this promoting technology Guizhou is strong
Karsts developing area ground impact holing stake technology reaches top standard inside the province, and construction stake is deep up to 70m, as long as pretreated depth is sufficient
Enough deep, construction stake can also continue to excavate deeply.
Specific implementation mode
Hereinafter, preferred embodiments of the present invention will be described, it should be understood that preferred embodiment described herein is only used
In the description and interpretation present invention, it is not intended to limit the present invention.
Embodiment
Pre-pouring grout hole is centered on stake holes, and pre-pouring grout process range is within the scope of 2 times of stake diameter squares, and pretreatment drilling is pressed
Arranged in squares, horizontal, vertical interval are 1.0m, open pore size 130mm, and whole hole aperture 90mm is first applied using 150 type drilling machines
1.0m under work to the complete bedrock surface of basic engineering depth is 1 using the ratio of mud：0.5 cement mortar is up perfused from bottom, first applies
Work quadrangle, grouting pressure 3MPa are rear to implement quadrangle internal drilling, grouting pressure 8MPa.The stake pre-pouring grout processing time of 50-60m long
15-25 days, 28 days stake pre-pouring grout processing times of most deep 70m long were tested after pre-pouring grout handles pile by 100% position core pulling
Card, the indices qualification rate such as concrete piles quality, pile body verticality, pile bottom sediment is up to 100%, as long as pretreated depth is enough
Deep, construction stake can also continue to excavate deeply.
Finally it should be noted that：The foregoing is only a preferred embodiment of the present invention, is not intended to restrict the invention,
Although the present invention is described in detail referring to the foregoing embodiments, for those skilled in the art, still may be used
With technical scheme described in the above embodiments is modified or equivalent replacement of some of the technical features.
All within the spirits and principles of the present invention, any modification, equivalent replacement, improvement and so on should be included in the present invention's
Within protection domain.
Claims (5)
1. a kind of strong karst foundation pretreatment solves ultra-deep impact holing technical method, which is characterized in that include the following steps：
1）, centered on by stake holes, several injected holes are set, injected hole is constructed to the complete base of basic engineering depth using drilling machine
0.8~1.2 m under scar；
2）, from injected hole bottom up grout injection, grouting pressure 2-10MPa.
2. strong karst foundation pretreatment as described in claim 1 solves ultra-deep impact holing technical method, which is characterized in that note
In the square range for starching the ranging from 2 times stake diameters of consolidation process in hole.
3. strong karst foundation pretreatment as claimed in claim 2 solves ultra-deep impact holing technical method, which is characterized in that note
Level, the vertical interval starched between hole are 1.0m, open pore size 130mm, whole hole aperture 90mm.
4. strong karst foundation pretreatment solves ultra-deep impact holing technical method as claimed in claim 2 or claim 3, feature exists
The injected hole of quadrangle is first perfused when, grout injection, then grouting pressure 2-5MPa is perfused with the grouting pressure of 5-10MPa
Other injected holes.
5. strong karst foundation pretreatment as claimed in claim 4 solves ultra-deep impact holing technical method, which is characterized in that water
The ratio of mud of mud is 1：0.5.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201810266686.7A CN108411913A (en) | 2018-03-28 | 2018-03-28 | Technical method for solving ultra-deep impact pore-forming problem through strong rock-soluble foundation pretreatment |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201810266686.7A CN108411913A (en) | 2018-03-28 | 2018-03-28 | Technical method for solving ultra-deep impact pore-forming problem through strong rock-soluble foundation pretreatment |
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| Publication Number | Publication Date |
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| CN108411913A true CN108411913A (en) | 2018-08-17 |
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| CN201810266686.7A Pending CN108411913A (en) | 2018-03-28 | 2018-03-28 | Technical method for solving ultra-deep impact pore-forming problem through strong rock-soluble foundation pretreatment |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109440757A (en) * | 2018-11-30 | 2019-03-08 | 长沙恒德岩土工程技术有限公司 | A kind of foundation reinforcement method for karst region |
Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103437339A (en) * | 2013-07-29 | 2013-12-11 | 中铁十六局集团北京轨道交通工程建设有限公司 | Construction method for sealing karst cave near trench wall of underground continuous wall in karst stratum |
| CN104196012A (en) * | 2014-08-28 | 2014-12-10 | 广州市第二建筑工程有限公司 | Karst cave processing method based on BIM |
| CN105714772A (en) * | 2016-02-22 | 2016-06-29 | 北龙建设集团有限公司 | Re-drilling concrete wall protecting method for hole formation of rock-socketed pile in karst region |
| CN105862722A (en) * | 2016-04-07 | 2016-08-17 | 中建交通建设集团有限公司 | Three-dimensional treatment method of subway deep foundation pit in karst intense development region |
-
2018
- 2018-03-28 CN CN201810266686.7A patent/CN108411913A/en active Pending
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN103437339A (en) * | 2013-07-29 | 2013-12-11 | 中铁十六局集团北京轨道交通工程建设有限公司 | Construction method for sealing karst cave near trench wall of underground continuous wall in karst stratum |
| CN104196012A (en) * | 2014-08-28 | 2014-12-10 | 广州市第二建筑工程有限公司 | Karst cave processing method based on BIM |
| CN105714772A (en) * | 2016-02-22 | 2016-06-29 | 北龙建设集团有限公司 | Re-drilling concrete wall protecting method for hole formation of rock-socketed pile in karst region |
| CN105862722A (en) * | 2016-04-07 | 2016-08-17 | 中建交通建设集团有限公司 | Three-dimensional treatment method of subway deep foundation pit in karst intense development region |
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| 陈宇飞等: "注浆预处理在溶洞地层冲孔灌注桩施工中的应用", 《城市建设理论研究（电子版）》 * |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN109440757A (en) * | 2018-11-30 | 2019-03-08 | 长沙恒德岩土工程技术有限公司 | A kind of foundation reinforcement method for karst region |
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| TA01 | Transfer of patent application right |
Effective date of registration: 20190523 Address after: 550008 No. 5 Baihua Avenue, Yunyan District, Guiyang City, Guizhou Province Applicant after: Guizhou Institute of Geological Engineering Survey and Design Address before: 550008 Guizhou Geological Science and Technology Park, 171 Shilin West Road, Guanshan Lake District, Guiyang City, Guizhou Province Applicant before: NO.111 GEOLOGICAL BRIGADE, BUREAU OF GEOLOGY AND MINERAL EXPLORATION AND DEVELOPMENT OF GUIZHOU PROVINCE |
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Application publication date: 20180817 |