CN108487229A - Artificial pore-forming method after strong rock-soluble foundation pre-grouting treatment - Google Patents
Artificial pore-forming method after strong rock-soluble foundation pre-grouting treatment Download PDFInfo
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- CN108487229A CN108487229A CN201810264301.3A CN201810264301A CN108487229A CN 108487229 A CN108487229 A CN 108487229A CN 201810264301 A CN201810264301 A CN 201810264301A CN 108487229 A CN108487229 A CN 108487229A
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- hole
- grouting
- foundation
- stake
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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
- E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
- E02D3/12—Consolidating by placing solidifying or pore-filling substances in the soil
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D15/00—Handling building or like materials for hydraulic engineering or foundations
- E02D15/02—Handling of bulk concrete specially for foundation or hydraulic engineering purposes
- E02D15/04—Placing concrete in mould-pipes, pile tubes, bore-holes or narrow shafts
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- Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- Agronomy & Crop Science (AREA)
- Environmental & Geological Engineering (AREA)
- Soil Sciences (AREA)
- Piles And Underground Anchors (AREA)
Abstract
The invention discloses a manual pore-forming method after strong karst foundation pre-grouting treatment, which comprises the following steps: 1) arranging a plurality of grouting holes in a triangular or regular quadrilateral shape by taking the pile hole as the center, and constructing the grouting holes to 0.8-1.2 m below the foundation rock surface with the designed depth of the foundation being complete by adopting a 100-type drilling machine; 2) and pouring cement slurry upwards from the bottom of the grouting hole, wherein the grouting pressure is 2-5 MPa. The invention sets grouting holes on the periphery of the pile position before construction, performs pre-grouting treatment on soft plastic-flow plastic red clay or soft plastic-flow plastic red clay in a karst cave and a karst trough within the length range of a foundation design pile, and injects cement slurry into the soft plastic-flow plastic red clay, so that the cement slurry solidifies a soft soil body or squeezes and replaces the flow plastic red clay, thereby improving the mechanical strength of the soft soil body.
Description
Technical field
The present invention relates to end-bearing pile manual pore-forming's technology field, more particularly to one kind are pre- suitable for strong karst foundation
Artificial hole creating technology method after processing.
Background technology
Guizhou is as outlying mountain area is fallen behind, and economics of underdevelopment, in terms of field of engineering technology, mechanization usage degree is not
Height, especially in terms of pile foundation construction, because of cheap labor, construction cost is low, in addition local construction experience, most cases are all adopted
Manually caisson pore-forming technique.And Guizhou, as karst area, most of buildings are all built on karst foundation, due to base
Scar height difference big rise and fall causes the inhomogeneities of soil layer, the construction suitability of soil layer that cannot meet top-out load requirement,
Big number building all makees supporting course with subterrane, and using pile foundation, pile foundation will be positioned over the complete base that underlies across admicearth
On rock.Because overlying soil is admaic earth, admaic earth tool characteristic soft under going up firmly, especially in ground contact surface by Bedrock Crevice Water
Immersion effect, the soil body mould shape in soft modeling~stream, construction period by hand excavation, the Mankind actions such as blow out, draw water, soft modeling~
Stream modeling shape admaic earth rheology under the action of water can form the native phenomenon of stream, in addition, development has solution cavity, molten in karst foundation rock mass
Slot, mostly by soft modeling~stream modeling admaic earth filling in solution cavity, fluid bowl, construction period by excavated by manual work, the human activities shadow such as blow out, draw water
It rings, soft modeling~stream modeling admaic earth flows native phenomenon under the action of water and is particularly acute, especially in the mid-term of basic drilling construction with after
Phase, after having in pile body concrete pouring to hole, due to the bedrock surface top soil body itself low bearing capacity, retaining wall intensity is not high, concrete pouring
The bearing capacity that retaining wall and the soil body can be formed in bottom hole afterwards to rack retaining wall, then squeezes the weak soil bodily form on hole wall periphery
At flowing, so occur that concrete soil is a large amount of superfilled, these soil bodys for being extruded flowing formed what mud pour in those dug to basement rock or
Stake holes at solution cavity, once soft modeling in place~stream modeling shape admaic earth by excavated by manual work, blow out influence, disturbance of drawing water, concrete pouring etc.
Mankind action, pour in this hole what mud stream soil phenomenon can last very long and manual pore-forming can not be carried out, cause
Finally without preferable solution after this situation, the scheme that mechanical hole building is used after installing intersection can be proposed, so,
Not only increase cost, cause construction delay, also resulting in other location superstructures cannot up construct and be forced to stop work.
Invention content
The technical problem to be solved by the present invention is to overcome easily occur in hole when strong karst foundation manual pore-forming in the prior art
Pouring in the soil phenomenon that flows of what mud leads to the defect that can not carry out manual pore-forming for a long time, provides a kind of strong karst foundation pre-pouring grout
Artificial forming hole method after processing.
In order to solve the above technical problem, the present invention provides the following technical solutions：
1, artificial forming hole method after a kind of strong karst foundation pre-pouring grout processing, includes the following steps：
1）, centered on by stake holes, several injected holes are set, injected hole are constructed using drilling machine long following complete to basic engineering stake
0.8~1.2m under integral basis scar；
2）, from injected hole bottom up grout injection, grouting pressure 2-5MPa.
Preferably, the stake position periphery of 0.8m≤stake diameter≤1.2m is triangularly arranged injected hole, for 1.2m≤stake diameter≤
Injected hole is arranged in the stake position periphery of 2.0m in regular quadrangle.
Within 2.0m, be more than 2.0m in special circumstances can increase slip casting as needed in general artificial digging pile aperture
Hole.
Further, injected hole is 0.2m outside stake diameter.
Further, injected hole open pore size is 110mm, whole hole aperture 90mm.The ratio of mud of cement mortar is 1：0.5.
The present invention moulds the soft modeling in the long range of basic engineering stake~stream by the way that injected hole is arranged on stake position periphery before constructing
Soft modeling~stream modeling admaic earth in admaic earth or solution cavity, fluid bowl carries out pre-pouring grout processing, allows cement mortar to inject soft modeling~stream modeling red
In viscous, cement grout solidification soft soil or squeeze displacement stream modeling admaic earth, improve soft soil mechanical strength, on the one hand until
Retaining wall acts on, and another aspect soil cement or cement slurry sets body have resistance effect, and bottom hole is in anhydrous state, in terms of construction, stake
Weight is guaranteed, duration also big shortening.
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
Several injected holes are arranged centered on stake holes in injected hole, and injected hole is constructed to basic engineering using 100 type drilling machines
The long lower complete bedrock surface 1.0m of stake；The stake position periphery injected hole of 0.8m≤stake diameter≤1.2m is triangularly arranged injected hole, for
The stake position periphery injected hole of 1.2m≤stake diameter≤2.0m arranges injected hole in regular quadrangle.Injected hole is 0.2m outside stake diameter.
Open pore size 110mm, whole hole aperture 90mm are 1 using the ratio of mud：0.5 cement mortar is up perfused from bottom, grouting pressure 2
~5MPa.
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. artificial forming hole method after a kind of strong karst foundation pre-pouring grout processing, 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 basic engineering depth using 100 type drilling machines
0.8~1.2m under complete bedrock surface；
2）, from injected hole bottom up grout injection, grouting pressure 2-5MPa.
2. artificial forming hole method after strong karst foundation pre-pouring grout processing as described in claim 1, which is characterized in that stake diameter 0.8m
The stake position periphery of≤stake diameter≤1.2m is triangularly arranged injected hole, and the stake position periphery for 1.2m≤stake diameter≤2.0m is in positive four
Side shape arranges injected hole.
3. artificial forming hole method after karst foundation pre-pouring grout processing as claimed in claim 2 strong, which is characterized in that injected hole away from
It is 0.2m outside from stake diameter.
4. artificial forming hole method after strong karst foundation pre-pouring grout processing as claimed in claim 2, which is characterized in that injected hole is opened
Hole aperture is 110mm, whole hole aperture 90mm.
5. artificial forming hole method after strong karst foundation pre-pouring grout processing according to any one of claims 1-4, which is characterized in that
The ratio of mud of cement mortar is 1：0.5.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201810264301.3A CN108487229A (en) | 2018-03-28 | 2018-03-28 | Artificial pore-forming method after strong rock-soluble foundation pre-grouting treatment |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201810264301.3A CN108487229A (en) | 2018-03-28 | 2018-03-28 | Artificial pore-forming method after strong rock-soluble foundation pre-grouting treatment |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN108487229A true CN108487229A (en) | 2018-09-04 |
Family
ID=63316448
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201810264301.3A Pending CN108487229A (en) | 2018-03-28 | 2018-03-28 | Artificial pore-forming method after strong rock-soluble foundation pre-grouting treatment |
Country Status (1)
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| CN (1) | CN108487229A (en) |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109137950A (en) * | 2018-09-09 | 2019-01-04 | 中交路桥建设有限公司 | Highly permeable karst strata major diameter manually digging hole foundation pile water-stopping method |
| CN111519606A (en) * | 2020-05-19 | 2020-08-11 | 青岛地矿岩土工程有限公司 | Artificial pore-forming method after strong rock-soluble foundation pre-grouting treatment |
Citations (4)
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|---|---|---|---|---|
| CN101864763A (en) * | 2010-05-29 | 2010-10-20 | 中国二十二冶集团有限公司 | Foundation integrated processing construction method of cover type karst area |
| CN102108701A (en) * | 2009-12-29 | 2011-06-29 | 贵阳铝镁设计研究院 | Method for reinforcing soil at periphery of column by non-pressure grouting |
| CN102155241A (en) * | 2011-05-10 | 2011-08-17 | 广州市城市规划勘测设计研究院 | Karst grouting reinforcement water-stop constructing method |
| CN105178285A (en) * | 2015-06-05 | 2015-12-23 | 中南大学 | Method for widening grouting reinforcement and seepage and blockage prevention range of rock and soil |
-
2018
- 2018-03-28 CN CN201810264301.3A patent/CN108487229A/en active Pending
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102108701A (en) * | 2009-12-29 | 2011-06-29 | 贵阳铝镁设计研究院 | Method for reinforcing soil at periphery of column by non-pressure grouting |
| CN101864763A (en) * | 2010-05-29 | 2010-10-20 | 中国二十二冶集团有限公司 | Foundation integrated processing construction method of cover type karst area |
| CN102155241A (en) * | 2011-05-10 | 2011-08-17 | 广州市城市规划勘测设计研究院 | Karst grouting reinforcement water-stop constructing method |
| CN105178285A (en) * | 2015-06-05 | 2015-12-23 | 中南大学 | Method for widening grouting reinforcement and seepage and blockage prevention range of rock and soil |
Non-Patent Citations (1)
| Title |
|---|
| 范士凯: "《土体工程地质宏观控制论的理论与实践》", 31 May 2017, 中国地质大学出版社 * |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109137950A (en) * | 2018-09-09 | 2019-01-04 | 中交路桥建设有限公司 | Highly permeable karst strata major diameter manually digging hole foundation pile water-stopping method |
| CN111519606A (en) * | 2020-05-19 | 2020-08-11 | 青岛地矿岩土工程有限公司 | Artificial pore-forming method after strong rock-soluble foundation pre-grouting treatment |
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| PB01 | Publication | ||
| PB01 | Publication | ||
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| SE01 | Entry into force of request for substantive examination | ||
| 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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| RJ01 | Rejection of invention patent application after publication |
Application publication date: 20180904 |
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