CN101550695B - Construction method of reinforcing broken stump by using prestress steel twist-beam replacement grouting method - Google Patents
Construction method of reinforcing broken stump by using prestress steel twist-beam replacement grouting method Download PDFInfo
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- CN101550695B CN101550695B CN2009100961313A CN200910096131A CN101550695B CN 101550695 B CN101550695 B CN 101550695B CN 2009100961313 A CN2009100961313 A CN 2009100961313A CN 200910096131 A CN200910096131 A CN 200910096131A CN 101550695 B CN101550695 B CN 101550695B
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Abstract
The invention discloses a construction method of reinforcing broken stump by using prestress Steel twist-beam replacement grouting method, includes using stiffness steel twist-beam to replace incompact concrete, strength loss caused by compensating concrete defect of stump, and using high-pressure groutig method to form the steel twist-beam and the stump body into a whole, the construction steps including: a) drilliing, b) cleaning holes, c) bottom of the holes is provided with anchorage and steel twist-beam, d) prestress strengthing, e) grouting and sealing. Because in the invention provided broken stump reinforcing method, using stiffness steel twist-beam to replace incompact concrete, strength loss caused by compensating concrete defect of stump, and using high-pressure groutig method to form the steel twist-beam and the stump body into a whole, so the broken stump can be integrated into a whole for improving its intensity.
Description
Technical field
The present invention relates to a kind of prestress steel twist-beam replacement slip casting method and reinforce the job practices of sick stake.
Background technology
The large diameter pile concrete can cause the bad phenomenon such as hole, serious segregation because of construction wrong.The sick stake of this class inner concrete intensity is very low, has caused concrete crushing strength inadequate, and is larger thereby bearing capacity reduces.And this class stake effect aspect carrying is larger, is generally a post or two posts etc., and this type of situation is difficult to process after mass defect occurring.
Summary of the invention
The technical problem that the present invention solves is to provide a kind of not high prestress steel twist-beam replacement slip casting method that causes the inadequate problem of bearing capacity of large diameter pile inner concrete intensity that can solve and reinforces the job practices of sick stake.
For this reason, prestress steel twist-beam replacement slip casting method provided by the invention is reinforced the job practices of sick stake, comprise with the loose concrete of stiffness steel twist-beam replacement, the loss of strength that compensation pile concrete defect causes, and adopt high pressure grouting method to make steel skein and pile concrete form an integral body, its construction sequence comprises:
A) boring.
B) clear hole.
C) bury ground tackle and steel skein at the bottom of hole underground.
D) prestressed stretch-draw.
E) injection hole sealing.
Owing to adopting the loose concrete of stiffness steel twist-beam replacement in sick stake reinforcement means provided by the invention, the loss of strength that compensation pile concrete defect causes, and adopt high pressure grouting method to make steel skein and pile concrete form an integral body, therefore sick stake can be integrated into as a wholely, strengthen its intensity.
Description of drawings
It is the stake after the job practices processing that the prestress steel twist-beam replacement slip casting method is reinforced sick stake in figure
In each accompanying drawing: 1, steel skein, 2 injecting cement pastes, 3, concrete.
The specific embodiment
Below describe the present invention, its invention construction sequence is as follows:
A) boring
Boring will be noted the requirement of verticality, and the verticality of boring is controlled in 0.8%, avoids boring to deflect away from pile body, causes the string hole, causes the destruction to pile body.
B) clear hole
Adopt floral tube to rinse pile bottom sediment, flushing pressure is controlled at 1.5～3MPa, stops punching after returning clear water.
C) bury ground tackle and steel skein at the bottom of hole underground.
Ground tackle adopts tapered ground tackle, with the sealing of 50cm high-strength cement slurry.Carry out prestressed stretch-draw after high-strength cement slurry intensity reaches 100%, steel skein 1 protruded length is not less than 400mm as shown in the figure, to meet the stretch-draw requirement,
The area design formulas of steel skein 1 is as follows:
F in formula
cFor concrete crushing strength; A is the stake section area; f
c1For injecting cement paste compressive strength; A
c1For the boring section area;
, for the collaborative work coefficient, get 0.85～0.95; f
yFor reinforcing bar compressive strength; A
sFor area of reinforcement.
D) prestressed stretch-draw
Implement during prestress steel twist-beam 1 stretching construction " dual control ", namely with elongation value of stretching, check control stress for prestressing, the error between actual measurement stretch value and theoretical value should be controlled in 6%, otherwise should suspend stretch-draw, after finding out reason and taking corresponding adjustment measure, can continue stretch-draw.
Stressing sequence is: 0 → initial stress, 0.1 σ
k→ 103% σ k (holding lotus 2min) → σ
k, σ
kFor prestress control stress.
E) injection hole sealing.
Injection hole sealing comprises pipe laying, water pressure testing, slip casting, sealing of hole Four processes, and is specific as follows:
1) burying Grouting Pipe underground is the important step that concerns grouting quality, and burying underground must be firm, with mortar leakage prevention.Basic way is: stop up closely knit with textile bag the gap of Grouting Pipe and steel skein; Grouting Pipe is exposed approximately 20～30cm of a face, adopt electricity beat setscrew and with transverse reinforcement, Grouting Pipe and its spot welding connect at stake face, overlap with the steel bar end electric welding in pipe and between the steel skein, then use high-grade cement mortar (the appropriate early strength admixture of admixture) will manage outer wrapping (only exposing mouth of pipe screw thread); Carry out slip casting after 3d.Grouting Pipe, apart from 10cm at the bottom of hole, avoids lower end Grouting Pipe outlet blocked.
2) water pressure testing
, in order to understand in hole situations such as connecting hole, pressure and midge amount, inject the clear water water pressure testing.
3) slip casting
Slip casting divides two stages, is first the pressure rise stage, then is the relative voltage stabilizing stage, stops slip casting when grout absorption reaches the final midge amount of design.In the grouting construction process, grouting pressure can progressively rise generally, and can keep voltage stabilizing, illustrate slurries all the time in pile body and the pile top position spread and permeate, grouting effect can meet instructions for use.As find grouting pump pressure gauge pointer indicated pressure number suddenly significantly drop wait abnormality, taked following treatment measures: 1) intermittently slip casting: stop 2～3h, restart slip casting after the slurries initial set.2) reduce the slurry water gray scale, increase concentration of slurry.3) mix the swell soil of cement consumption 5% in slurries.
4) sealing of hole
After slip casting finished, shut off valve was pulled, and keeps the hole internal pressure, treats that pressure progressively dissipates, and after cement is completed initial set, the dismounting valve is pulled, with cement doping chemical pulp closed orifices.
Estimate slip casting effect and can use following formula:
n＝V/V
1
In formula, n is fullness coefficient; V is the volume that pours into slurries; V
1Volume for boring.
Fullness coefficient is controlled at 2～3 under normal circumstances.
Pile center after the job practices processing that the prestress steel twist-beam replacement slip casting method is reinforced sick stake arranges steel skein 1 as shown in the figure, and steel skein 1 is peripheral parcel injecting cement paste 2 and concrete 3 successively.
Claims (10)
1. a prestress steel twist-beam replacement slip casting method is reinforced the job practices of sick stake, it is characterized in that: with stiffness steel skein (1), replace loose concrete, the loss of strength that compensation pile concrete defect causes, and adopt high pressure grouting method to make steel skein (1) and pile concrete form an integral body, its construction sequence comprises:
A) boring,
B) clear hole,
C) bury ground tackle and steel skein (1) at the bottom of hole underground,
D) prestressed stretch-draw,
E) injection hole sealing.
2. prestress steel twist-beam replacement slip casting method according to claim 1 is reinforced the job practices of sick stake, and it is characterized in that: the verticality of boring is controlled in 0.8%.
3. prestress steel twist-beam replacement slip casting method according to claim 1 and 2 is reinforced the job practices of sick stake, it is characterized in that: during clear hole, flushing pressure is controlled at 1.5～3MPa, stops punching after returning clear water.
4. prestress steel twist-beam replacement slip casting method according to claim 1 and 2 is reinforced the job practices of sick stake, it is characterized in that: adopt tapered ground tackle while burying ground tackle underground at the bottom of hole, with the sealing of 50cm high-strength cement slurry.
5. prestress steel twist-beam replacement slip casting method according to claim 3 is reinforced the job practices of sick stake, it is characterized in that: adopt tapered ground tackle while burying ground tackle underground at the bottom of hole, with the sealing of 50cm high-strength cement slurry.
6. prestress steel twist-beam replacement slip casting method according to claim 1 and 2 is reinforced the job practices of sick stake, it is characterized in that: check control stress for prestressing with elongation value of stretching during prestressed stretch-draw.
7. prestress steel twist-beam replacement slip casting method according to claim 5 is reinforced the job practices of sick stake, it is characterized in that: check control stress for prestressing with elongation value of stretching when the steel skein is implemented prestressed stretch-draw.
8. prestress steel twist-beam replacement slip casting method according to claim 1 and 2 is reinforced the job practices of sick stake, and it is characterized in that: injection hole sealing comprises pipe laying, water pressure testing, slip casting, sealing of hole Four processes.
9. prestress steel twist-beam replacement slip casting method according to claim 7 is reinforced the job practices of sick stake, and it is characterized in that: injection hole sealing comprises pipe laying, water pressure testing, slip casting, sealing of hole Four processes.
10. prestress steel twist-beam replacement slip casting method according to claim 8 is reinforced the job practices of sick stake, it is characterized in that: during pipe laying, Grouting Pipe is apart from 10cm at the bottom of hole.
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2009100961313A CN101550695B (en) | 2009-02-10 | 2009-02-10 | Construction method of reinforcing broken stump by using prestress steel twist-beam replacement grouting method |
Applications Claiming Priority (1)
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| CN2009100961313A CN101550695B (en) | 2009-02-10 | 2009-02-10 | Construction method of reinforcing broken stump by using prestress steel twist-beam replacement grouting method |
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| CN101550695A CN101550695A (en) | 2009-10-07 |
| CN101550695B true CN101550695B (en) | 2013-11-13 |
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Families Citing this family (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102345292B (en) * | 2011-07-21 | 2016-01-27 | 从卫民 | A kind of composite prestressed uplift pile with enlarged footing |
| CN103174135B (en) * | 2011-12-23 | 2015-06-03 | 五冶集团上海有限公司 | Repair method of unqualified post-grouting bored concrete pile |
| CN103225300B (en) * | 2013-04-18 | 2015-03-18 | 贵州建工集团第二建筑工程有限责任公司 | Process and equipment for reinforcing and strengthening concrete filling pile |
| CN109680737B (en) * | 2017-10-18 | 2021-05-07 | 中车株洲电力机车研究所有限公司 | Foundation deviation correction construction method for wind generating set |
| CN111945716A (en) * | 2020-06-22 | 2020-11-17 | 广东省建筑科学研究院集团股份有限公司 | Reinforcing construction method for mud-sandwiched fractured cast-in-place pile |
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|---|---|---|---|---|
| US3483707A (en) * | 1968-03-11 | 1969-12-16 | Homayoun Joe Meheen | Method for reinforcing steel pipe piling in situ and the resultant piling |
| CN1137088A (en) * | 1996-04-10 | 1996-12-04 | 李宪奎 | Construction method for soil bulkhead structure |
| CN2365264Y (en) * | 1998-12-23 | 2000-02-23 | 刘冀豪 | Reinforced cast-in-place pile |
| CN1619063A (en) * | 2004-12-08 | 2005-05-25 | 重庆交通科研设计院 | Post stress method stake body prestressed antislid stake and construction method |
| CN1837469A (en) * | 2006-03-30 | 2006-09-27 | 中铁八局集团有限公司 | Stretching method for applying prestress on track slab |
| CN101070702A (en) * | 2007-06-14 | 2007-11-14 | 北京科技大学 | Single-hole composite anchoring pile |
Family Cites Families (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP3289085B2 (en) * | 1995-05-02 | 2002-06-04 | 株式会社大阪防水建設社 | Repair method of foundation pile |
| JP3245669B2 (en) * | 1995-05-02 | 2002-01-15 | 株式会社大阪防水建設社 | Repair method of foundation pile |
-
2009
- 2009-02-10 CN CN2009100961313A patent/CN101550695B/en active Active
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US3483707A (en) * | 1968-03-11 | 1969-12-16 | Homayoun Joe Meheen | Method for reinforcing steel pipe piling in situ and the resultant piling |
| CN1137088A (en) * | 1996-04-10 | 1996-12-04 | 李宪奎 | Construction method for soil bulkhead structure |
| CN2365264Y (en) * | 1998-12-23 | 2000-02-23 | 刘冀豪 | Reinforced cast-in-place pile |
| CN1619063A (en) * | 2004-12-08 | 2005-05-25 | 重庆交通科研设计院 | Post stress method stake body prestressed antislid stake and construction method |
| CN1837469A (en) * | 2006-03-30 | 2006-09-27 | 中铁八局集团有限公司 | Stretching method for applying prestress on track slab |
| CN101070702A (en) * | 2007-06-14 | 2007-11-14 | 北京科技大学 | Single-hole composite anchoring pile |
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| CN101550695A (en) | 2009-10-07 |
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Application publication date: 20091007 Assignee: CHENGDU KECHUANG JIASI TECHNOLOGY CO., LTD. Assignor: Lai Bin Contract record no.: 2015360000076 Denomination of invention: Construction method of reinforcing broken stump by using prestress steel twist-beam replacement grouting method Granted publication date: 20131113 License type: Exclusive License Record date: 20150610 |
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