CN108677936A - The construction method of bottom pouring mortar pile is rammed in a kind of drilling - Google Patents
The construction method of bottom pouring mortar pile is rammed in a kind of drilling Download PDFInfo
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- CN108677936A CN108677936A CN201810570333.6A CN201810570333A CN108677936A CN 108677936 A CN108677936 A CN 108677936A CN 201810570333 A CN201810570333 A CN 201810570333A CN 108677936 A CN108677936 A CN 108677936A
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- drilling
- pile
- grouting
- cement mortar
- construction method
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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
- E02D5/50—Piles comprising both precast concrete portions and concrete portions cast in situ
-
- 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 construction method of bottom pouring mortar pile is rammed in a kind of drilling, it is related to a kind of pile foundation construction method.The present invention, which solves existing underwater cast-in-place pile stake end loosened soil and post grouting pile, can not ensure the problem of each supporting course slip casting reaches expected standard, causes pouring pile bearing capacity that construction reference is not achieved.One, it drills；Two, cement paste dado pore-forming is injected from twist bit bottom, control cement mortar grouting pressure is 1~5mpa, controls the ratio of mud ranging from 0.6~0.8 of cement mortar；Three, ensure that drill bit of spiral drilling machine promotes speed and is less than injection speed, once grouting is completed until drill bit of spiral drilling machine is all promoted to outside hole；Four, it is inserted into prefabricated high-strength concrete component into drilling, high frequency vibration-impact type compacting is carried out to bottom hole loosened soil using prefabricated high-strength concrete component；Five, secondary grouting：It is intubated in the gap of drilling and prefabricated high-strength concrete component, the gap of drilling and prefabricated high-strength concrete component is filled into real cement mortar.The present invention is used for pile foundation construction.
Description
Technical field
The present invention relates to a kind of drillings to ram bottom grouting pile construction methods.
Background technology
With the high speed development of Building Trade in China, the requirement to the bearing capacity of building lot is also higher and higher, foundation
Form is also varied, and cast-in-place concrete pile application is also than wide.
Currently, under water in grout pile foundation construction, due to the particular configuration on drilling machine auger stem head, long screw auger
Hole bottom can remain a part of loosened soil, and end resistance is caused to generate prodigious loss.Existing post grouting construction method can not yet
Ensure that each supporting course slip casting reaches expected standard, causes pouring pile bearing capacity that construction expected standard is not achieved.
Invention content
The present invention is to solve existing underwater cast-in-place pile stake end loosened soil and post grouting pile not ensureing that each supporting course slip casting reaches
To expected standard, the problem of causing pouring pile bearing capacity that construction reference is not achieved, and then provide a kind of drilling and ram bottom pouring mortar pile
Construction method.
The present invention adopts the technical scheme that solve above-mentioned technical problem：
The construction method of bottom pouring mortar pile is rammed in the drilling of the present invention to be realized according to following steps：
Step 1: drilling：Using long-spiral drilling machine rotary digging drilling hole；
Step 2: once grouting：Cement paste dado pore-forming is injected from twist bit bottom, control cement mortar grouting pressure is
The ratio of mud control range of 1~5mpa, cement mortar are 0.6~0.8, and pore diameter range is 300~1000mm；
Step 3: drill bit is promoted：Ensure that drill bit of spiral drilling machine promotes speed and is less than injection speed, until drill bit of spiral drilling machine
All it is promoted to the outer completion once grouting of drilling；
Step 4: bottom hole is tamped：It is inserted into prefabricated high-strength concrete component into drilling, utilizes prefabricated high-strength concrete component
High frequency vibration-impact type compacting carried out to bottom hole loosened soil, the distance between prefabricated high-strength concrete member outer edge and drill hole inner wall for 10~
100mm；
Step 5: secondary grouting：It is intubated, will drill and prefabricated high-strength in the gap of drilling and prefabricated high-strength concrete component
The gap of concrete component fills real cement mortar, and control cement mortar grouting pressure is 1~5mpa, controls the ratio of mud of cement mortar
Ranging from 0.6~0.8, it ultimately forms drilling and rams bottom pouring mortar pile.
Further, it is 2~4mpa to control cement mortar grouting pressure in step 2 when once grouting.
Further, it is 3mpa to control cement mortar grouting pressure in step 2 when once grouting.
Further, the ratio of mud for controlling cement mortar in step 2 when once grouting is 0.7.
Further, in step 4 the distance between prefabricated high-strength concrete member outer edge and drill hole inner wall be 20~
90mm。
Further, in step 4 the distance between prefabricated high-strength concrete member outer edge and drill hole inner wall be 30~
80mm。
Further, it is 2~4mpa to control cement mortar grouting pressure in step 5 when secondary grouting.
Further, it is 3mpa to control cement mortar grouting pressure in step 5 when secondary grouting.
Further, the ratio of mud for controlling cement mortar in step 5 when secondary grouting is 0.7.
Further, the pore diameter range of once grouting is 400~900mm in step 2.
The present invention has the advantages that compared with prior art：
The drilling of the present invention rams the construction method of bottom pouring mortar pile by substantially increasing stake after the injection cement mortar of pressure twice
All collateral resistances and end resistance；It is 1.8~3.5 that collateral resistance, which improves coefficient, in sandy soil layer, and collateral resistance improves system in viscous soil horizon
Number is 1.3~1.8；
The construction method that bottom pouring mortar pile is rammed in the drilling of the present invention is high using prefabricated high-strength concrete component device to hole bottom is inserted into
Frequency vibration-impact type is tamped, and is substantially increased a bottom solum compression modulus, has been tamped stake end loosened soil, end resistance has been improved, to stake
Bottom loosened soil plays solidification；It is 1.8~4.0 that end resistance, which improves coefficient, in sandy soils, and end resistance improves in viscous soil horizon
Coefficient is 1.6~2.2；
Core of the prefabricated high-strength concrete component of the construction method of bottom pouring mortar pile as stake is rammed in the drilling of the present invention, is ensured
Stake globality, improve pile body compression strength；The bearing capacity of stake, quality controllable, the operability of stake are greatly improved simultaneously
By force, securely and reliably, cost 20%~30% is saved than common filling pile.
Specific implementation mode
Specific implementation mode one：The construction method that bottom pouring mortar pile is rammed in drilling described in present embodiment is according to following steps reality
Existing：
Step 1: drilling：Using long-spiral drilling machine rotary digging drilling hole；
Step 2: once grouting：Cement paste dado pore-forming is injected from twist bit bottom, control cement mortar grouting pressure is
The ratio of mud control range of 1~5mpa, cement mortar are 0.6~0.8, and pore diameter range is 300~1000mm；
Step 3: drill bit is promoted：Ensure that drill bit of spiral drilling machine promotes speed and is less than injection speed, until drill bit of spiral drilling machine
All it is promoted to the outer completion once grouting of drilling；
Step 4: bottom hole is tamped：It is inserted into prefabricated high-strength concrete component into drilling, utilizes prefabricated high-strength concrete component
High frequency vibration-impact type compacting carried out to bottom hole loosened soil, the distance between prefabricated high-strength concrete member outer edge and drill hole inner wall for 10~
100mm；
Step 5: secondary grouting：It is intubated, will drill and prefabricated high-strength in the gap of drilling and prefabricated high-strength concrete component
The gap of concrete component fills real cement mortar, and control cement mortar grouting pressure is 1~5mpa, controls the ratio of mud of cement mortar
Ranging from 0.6~0.8, it ultimately forms drilling and rams bottom pouring mortar pile.
Specific implementation mode two：In present embodiment step 2 when once grouting control cement mortar grouting pressure be 2~
4mpa。
So operation, cement mortar have cementation, pressure injection cement mortar that can improve stake week collateral resistance and end resistance.
Other compositions and connection relation are same as the specific embodiment one.
Specific implementation mode three：It is 3mpa to control cement mortar grouting pressure in present embodiment step 2 when once grouting.
So operation, cement mortar have cementation, pressure injection cement mortar that can improve stake week collateral resistance and end resistance.
Other compositions and connection relation are identical with embodiment two.
Specific implementation mode four：The ratio of mud for controlling cement mortar in present embodiment step 2 when once grouting is 0.7.
So operation, improves pile side resistance, plays the role of to pile-end sediment cured.It is other composition and connection relation with
Specific implementation mode one, two or three are identical.
Specific implementation mode five：In present embodiment step 4 between prefabricated high-strength concrete member outer edge and drill hole inner wall
Distance be 20~90mm.
So operation is intubated high pressure water injection mud in prefabricated high-strength concrete component and drilling partition, and cement mortar is in pressure
Effect is lower to penetrate into the soil layer of hole wall, improves Pile side soil modulus of shearing, improves collateral resistance；Cement mortar has cementation simultaneously,
Prefabricated high-strength concrete component and hole wall soil layer is cemented together, further increase pile side resistance.Other compositions and connection are closed
System is identical as specific implementation mode four.
Specific implementation mode six：In present embodiment step 4 between prefabricated high-strength concrete member outer edge and drill hole inner wall
Distance be 30~80mm.
So operation is intubated high pressure water injection mud in prefabricated high-strength concrete component and drilling partition, and cement mortar is in pressure
Effect is lower to penetrate into the soil layer of hole wall, improves Pile side soil modulus of shearing, improves collateral resistance；Cement mortar has cementation simultaneously,
Prefabricated high-strength concrete component and hole wall soil layer is cemented together, further increase pile side resistance.Other compositions and connection are closed
System is identical as specific implementation mode five.
Specific implementation mode seven：In present embodiment step 5 when secondary grouting control cement mortar grouting pressure be 2~
4mpa。
So operation, cement mortar have cementation, pressure injection cement mortar that can improve stake week collateral resistance and end resistance.
Other compositions and connection relation are identical as specific implementation mode one, two, three, five or six.
Specific implementation mode eight：It is 3mpa to control cement mortar grouting pressure in present embodiment step 5 when secondary grouting.
So operation, cement mortar have cementation, pressure injection cement mortar that can improve stake week collateral resistance and end resistance.
Other compositions and connection relation are identical as specific implementation mode seven.
Specific implementation mode nine：The ratio of mud for controlling cement mortar in present embodiment step 5 when secondary grouting is 0.7.
So operation, improves pile side resistance, plays the role of to pile-end sediment cured.It is other composition and connection relation with
Specific implementation mode one, two, three, five, six or eight are identical.
Specific implementation mode ten：The pore diameter range of once grouting is 400~900mm in present embodiment step 2.
So operation, ensure that the globality of pile foundation, improves the compression strength of pile body.It is other composition and connection relation with
Specific implementation mode nine is identical.
The effect of pressure water flooding mud twice：
1, first time slip casting：Common long screw auger drilling deposited pile, in thicker miscellaneous fill or soft layer, in sandy soil
In, in the soil layer for having underground water, often there is collapse hole and undergauge phenomenon, propose that drill bit, guarantee do not collapse after pressure injection cement mortar
Hole, plays the role of preferable retaining wall, and grouting pressure uses 1~5mpa pressure, the cement mortar ratio of mud to control 0.6 with geological condition
Between~0.8, while pile side resistance is also improved, solidification is played to pile-end sediment.
2, second of slip casting：It is intubated high pressure water injection mud, cement in prefabricated high-strength concrete member outer edge and drilling partition
Slurry penetrates into the soil layer of hole wall under pressure, improves Pile side soil modulus of shearing, improves collateral resistance；Cement mortar has glue simultaneously
Knot acts on, and prefabricated high-strength concrete component and hole wall soil layer is cemented together, improves pile side resistance again；In sandy soil layer
It is 1.8~3.5 that collateral resistance, which improves coefficient, and it is 1.3~1.8 that collateral resistance, which improves coefficient, in viscous soil horizon.
3, cement mortar is wrapped in around prefabricated high-strength concrete component, is formed entirety, is born pressure jointly, improve pile body
Compression strength.
It is implanted into the effect of prefabricated high-strength concrete component：
1, designing pile length degree is determined according to geological condition and upper load situation, the length of prefabricated high-strength concrete component
Degree and the long consistent setting of stake, ensure the length of stake, avoid human factor from stealing stake and happen, and easily check, quality controllable；
2, vibration-impact type is carried out to stake bottom using the prefabricated high-strength concrete component of special equipment clamping and rams bottom, to having used cement mortar
The loosened soil having cured is tamped, and a bottom solum compression modulus is substantially increased, and the end resistance at stake end is improved, in sandy soils
It is 1.8~4.0 that end resistance, which improves coefficient, and it is 1.6~2.2 that end resistance, which improves coefficient, in viscous soil horizon.
Claims (10)
1. it is a kind of drilling ram bottom pouring mortar pile construction method, it is characterised in that it is described drilling ram bottom pouring mortar pile construction method be by
Following steps realization：
Step 1: drilling：Using long-spiral drilling machine rotary digging drilling hole；
Step 2: once grouting：From twist bit bottom inject cement paste dado pore-forming, control cement mortar grouting pressure be 1~
The ratio of mud control range of 5mpa, cement mortar are 0.6~0.8, and pore diameter range is 300~1000mm；
Step 3: drill bit is promoted：Ensure that drill bit of spiral drilling machine promotes speed and is less than injection speed, until drill bit of spiral drilling machine whole
It is promoted to the outer completion once grouting of drilling；
Step 4: bottom hole is tamped：It is inserted into prefabricated high-strength concrete component into drilling, utilizes prefabricated high-strength concrete component device to hole
Bottom loosened soil carries out high frequency vibration-impact type compacting, the distance between prefabricated high-strength concrete member outer edge and drill hole inner wall for 10~
100mm；
Step 5: secondary grouting：It is intubated in the gap of drilling and prefabricated high-strength concrete component, by drilling and prefabricated high-strength coagulation
The gap of native component fills real cement mortar, and control cement mortar grouting pressure is 1~5mpa, controls the ratio of mud range of cement mortar
It is 0.6~0.8, ultimately forms drilling and ram bottom pouring mortar pile.
2. the construction method of bottom pouring mortar pile is rammed in drilling according to claim 1, it is characterised in that once grouting in step 2
When control cement mortar grouting pressure be 2~4mpa.
3. the construction method of bottom pouring mortar pile is rammed in drilling according to claim 2, it is characterised in that once grouting in step 2
When control cement mortar grouting pressure be 3mpa.
4. the construction method of bottom pouring mortar pile is rammed in drilling according to claim 1,2 or 3, it is characterised in that primary in step 2
The ratio of mud that cement mortar is controlled when slip casting is 0.7.
5. the construction method of bottom pouring mortar pile is rammed in drilling according to claim 4, it is characterised in that prefabricated high-strength in step 4
The distance between concrete component outer rim and drill hole inner wall are 20~90mm.
6. the construction method of bottom pouring mortar pile is rammed in drilling according to claim 5, it is characterised in that prefabricated high-strength in step 4
The distance between concrete component outer rim and drill hole inner wall are 30~80mm.
7. the construction method of bottom pouring mortar pile is rammed in the drilling according to claim 1,2,3,5 or 6, it is characterised in that in step 5
It is 2~4mpa that cement mortar grouting pressure is controlled when secondary grouting.
8. the construction method of bottom pouring mortar pile is rammed in drilling according to claim 7, it is characterised in that secondary grouting in step 5
When control cement mortar grouting pressure be 3mpa.
9. the construction method of bottom pouring mortar pile is rammed in the drilling according to claim 1,2,3,5,6 or 8, it is characterised in that step 5
The ratio of mud that cement mortar is controlled when middle secondary grouting is 0.7.
10. the construction method of bottom pouring mortar pile is rammed in drilling according to claim 9, it is characterised in that once grouting in step 2
Pore diameter range be 200~1500mm.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201810570333.6A CN108677936A (en) | 2018-06-05 | 2018-06-05 | The construction method of bottom pouring mortar pile is rammed in a kind of drilling |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201810570333.6A CN108677936A (en) | 2018-06-05 | 2018-06-05 | The construction method of bottom pouring mortar pile is rammed in a kind of drilling |
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| Publication Number | Publication Date |
|---|---|
| CN108677936A true CN108677936A (en) | 2018-10-19 |
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| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201810570333.6A Pending CN108677936A (en) | 2018-06-05 | 2018-06-05 | The construction method of bottom pouring mortar pile is rammed in a kind of drilling |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110106869A (en) * | 2019-04-23 | 2019-08-09 | 中铁四局集团第四工程有限公司 | Construction method of gravel grouting pile adjacent to business line |
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|---|---|---|---|---|
| JPS6040420A (en) * | 1983-12-22 | 1985-03-02 | Kajima Corp | Composite foundation pile |
| CN1632238A (en) * | 2004-12-29 | 2005-06-29 | 天津市华达商贸有限公司 | Long spiral press pouring concrete lock pin combination pile and construction method thereof |
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2018
- 2018-06-05 CN CN201810570333.6A patent/CN108677936A/en active Pending
Patent Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS6040420A (en) * | 1983-12-22 | 1985-03-02 | Kajima Corp | Composite foundation pile |
| CN1632238A (en) * | 2004-12-29 | 2005-06-29 | 天津市华达商贸有限公司 | Long spiral press pouring concrete lock pin combination pile and construction method thereof |
Non-Patent Citations (5)
| Title |
|---|
| 中国勘察设计协会工程勘察与岩土分会等: "《第六届全国岩土工程实录交流会岩土工程实录集》", 31 May 2004, 兵器工业出版社 * |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110106869A (en) * | 2019-04-23 | 2019-08-09 | 中铁四局集团第四工程有限公司 | Construction method of gravel grouting pile adjacent to business line |
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Application publication date: 20181019 |