CN105625303A - Post-grouting technology for cast-in-situ bored pile - Google Patents
Post-grouting technology for cast-in-situ bored pile Download PDFInfo
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- CN105625303A CN105625303A CN201410708027.6A CN201410708027A CN105625303A CN 105625303 A CN105625303 A CN 105625303A CN 201410708027 A CN201410708027 A CN 201410708027A CN 105625303 A CN105625303 A CN 105625303A
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Abstract
The invention provides a post-grouting technology for a cast-in-situ bored pile. The technology includes the following steps that (1) soil is fetched by drilling; (2) a grouting pipe is manufactured and laid; (3) a grouting device is mounted and a grouting pipeline is laid; (4) concrete is poured into a pile body; (5) pressure filling of clean water is carried out in 24 hours after the concrete is poured into the pile body; (6) slurry preparation is carried out; and (7) pressure grouting of the pile bottom is carried out seven days after the pile body forms the pile. The noise of the construction is low, so that the design demand is met and the problem that construction disturbs residents is solved. The conditions of a bearing layer at the pile end and the pile periphery can be remarkably improved through post-grouting of the pile end, the pile end resistance and the pile side frictional force are increased, the transfer performance of loads is improved, the bearing capacity of a single pile is greatly improved, and the settling volume is reduced. Besides, the technology is suitable for various soil layers, the technical process is simple, the construction method is flexible, the grouting device is simple, and popularization is convenient. The building cost of projects can be lowered, the construction period can be shortened, the economic benefits are remarkable, and therefore the post-grouting technology has broad use prospects.
Description
Technical field
The present invention relates to filling pile construction technical field, specifically a kind of post grouting technique of cast-in-place bored pile.
Background technology
Conventional filling pile construction process is inevitably generated sediment at the bottom of hole and mud cake on the wall of borehole, reduces the bearing capacity of stake.
The process of common cast-in-situ bored pile boring extracting soil, the also process of stake week and the release of stake subsoil body stress just, this working procedure reduces frictional force and the bottom bearing of stake and the soil body, the main cause of this also common filling pile low bearing capacity just. Sediment weight at the bottom of common Pile relatively big (general thickness reaches 100-500mm), and be difficult to detect and process, also this reason constrains the application of bored concrete pile just. Owing to adopting mud off technique, between stake and soil around pile, it is inevitably present layer of mud skin and has gap, this greatly reduces the frictional force of stake and pile peripheral earth.
Summary of the invention
The present invention proposes a kind of post grouting technique of cast-in-place bored pile, to solve in prior art the problems such as pouring pile bearing capacity difference.
The technical scheme is that and be achieved in that:
A kind of post grouting technique of cast-in-place bored pile, comprises the following steps:
1) boring extracting soil;
2) making of madjack pipe and layout;
3) mud jacking equipment is installed, lays mud jacking pipeline;
4) pile concrete perfusion;
5) after pile concrete irrigates, in 24h, carry out pressure injection clear water, dredge mud jacking passage;
6) Slurry confection;
7) pile body pile is after 7 days, pile bottom pressure grouting.
Preferred version is, step 2) including:
Two madjack pipes are fixed on the both sides of steel reinforcement cage, and the lower end of described madjack pipe exceedes the bottom of described steel reinforcement cage; The lower end of described madjack pipe is provided with slurry outlet, and described slurry outlet place is provided with sealing device; The base opening of described madjack pipe seals;
Madjack pipe is put into step 1 with steel reinforcement cage simultaneously) in the hole of gained.
Preferred version is, the lower end of described madjack pipe exceedes the bottom 20cm of described steel reinforcement cage.
Preferred version is, the Flos Mume that described slurry outlet is the lower end 30cm scope being positioned at described madjack pipe arranges punching;
Described sealing device is adhesive tape and drawing pin;
The base opening silk braid of described madjack pipe seals.
Preferred version is, step 6) in, Slurry confection adopts 42.5 grades of portland cements, the initial ratio of mud 0.7��0.8, being made into the ratio of mud 0.5��0.6 gradually after pressure is normal, the mud stirring time, then mud was deposited standby after 16 order gauzes filter at 2��5min.
Preferred version is, step 7) in, for starting slip casting after concrete strength of pile reaches 75%, grouting pressure controls at 0.4��0.6MPa, terminates grouting pressure and controls at 1.2MPa, and slip casting is continuous, and the time for the treatment of is stopped less than 30min in midway;
When grouting amount reaches designing requirement, after voltage stabilizing 5min, terminate mud jacking; The ground surface end mouth of pipe of madjack pipe is blocked, in case mud backflow.
Preferred version is, step 7) also have testing sequence afterwards, described testing sequence is for, after slip casting completes 7 days, carrying out bearingtest by designing requirement.
The invention have the benefit that
1, the present invention utilizes pile body deadweight to make the soil body at the bottom of pile body periphery and stake obtain precompressed, returns to or close to its original stress state, thus what substantially improve stake and the soil body is engaged performance.
2, Grouting Technology is adopted, can sediment at the bottom of cleaning eye or it is carried out consolidation process effectively.
3, adopting Grouting Technology, mud, by entering stake week gap at the bottom of stake, makes mud cake around pile obtain precompressed and processes, change the coefficient of friction between stake and soil around pile, improve the bearing capacity of stake.
4, the slip casing by pressure at the bottom of stake, mud along supporting course hole, by the bottom of stake to radiating about, replace the subsoil water in foramen primum gap, make pile foundation stand by mud through and on the firm holding force dish of shape all-in-one-piece, thus serving the effect reinforcing supporting course.
Work progress noise of the present invention is low, has both met designing requirement, solves again construction and disturbs residents problem. Post grouting under pile can obviously improve bearing course at pile end and stake week condition, improve end resistance and pile side friction, improve the transmission performance of load, bearing capacity of single pile is greatly improved and reduces settling amount, and it being applicable to various soil layers, technical matters is simple, and construction method is flexible, mud jacking equipment is simple, it is simple to penetration and promotion. Construction costs can be reduced, shorten the construction period simultaneously, there is significant economic benefit, thus there is wide prospect of the application.
Accompanying drawing explanation
In order to be illustrated more clearly that the embodiment of the present invention or technical scheme of the prior art, the accompanying drawing used required in embodiment or description of the prior art will be briefly described below, apparently, accompanying drawing in the following describes is only some embodiments of the present invention, for those of ordinary skill in the art, under the premise not paying creative work, it is also possible to obtain other accompanying drawing according to these accompanying drawings.
Slurry channel schematic diagram when Fig. 1 is the pile base grouting of one embodiment of the invention.
In figure:
1, pile concrete; 2, madjack pipe; 3, supporting course.
Detailed description of the invention
Below in conjunction with the accompanying drawing in the embodiment of the present invention, the technical scheme in the embodiment of the present invention is clearly and completely described, it is clear that described embodiment is only a part of embodiment of the present invention, rather than whole embodiments. Based on the embodiment in the present invention, the every other embodiment that those of ordinary skill in the art obtain under not making creative work premise, broadly fall into the scope of protection of the invention.
As it is shown in figure 1, the post grouting technique of cast-in-place bored pile in the present embodiment, comprise the following steps:
1) boring extracting soil.
2) making of madjack pipe 2 and layout:
Two madjack pipes 2, with two madjack pipes 2, are fixed on the both sides of steel reinforcement cage by every pile, and the lower end of described madjack pipe 2 exceedes the bottom 20cm of described steel reinforcement cage, is not limited to these data, as 15cm-25cm may be used in practical application; In the present embodiment, the seamless black pipe of standard that madjack pipe 2 adopts diameter to be 30mm, adjacent black pipe screwed connection;
The lower end of described madjack pipe 2 is provided with slurry outlet, and described slurry outlet place is provided with sealing device; In the present embodiment, the Flos Mume that described slurry outlet is the lower end 30cm scope being positioned at described madjack pipe 2 arranges that punching, blend compounds band and drawing pin seal; The base opening of described madjack pipe 2 seals, and seals with silk braid in the present embodiment.
Madjack pipe 2 is put into step 1 with steel reinforcement cage simultaneously) in the hole of gained. Decentralization process noticing, the foreign material such as stone can not be had to fall in madjack pipe 2, it is ensured that follow-up mud jacking is clear and coherent. After steel reinforcement cage and madjack pipe 2 have been transferred, the upper end mouth of pipe of madjack pipe 2 is blocked by timely silk braid, in order to avoid falling into foreign material.
3) installing mud jacking equipment, lay mud jacking pipeline: mud jacking equipment includes mudjack and slurry mixer, the pressure voltage steel wire armoured high pressure rubber hose more than 10MPa selected by the defeated slurry flexible pipe in earth's surface.
4) pile concrete 1 irrigates: to step 1) concrete perfusion in the hole of gained, form pile body.
5) for guarantee the unimpeded of mud jacking pipeline, pressure injection clear water is carried out in 24h after pile concrete 1 irrigates, dredging mud jacking passage, wash sealing device and the concrete coating of the madjack pipe 2 tube head parcel of sealing open, as taken measures not in time to wash these open, treating that concrete strength improves, very easily causing cannot mud jacking.
6) Slurry confection: require that mud slurry viscosity is low, penetration is strong, and good fluidity, setting time easy to control, grout cures volume does not shrink, and pulp stability is good, does not isolate and does not precipitate. In the present embodiment, Slurry confection adopts 42.5 grades of portland cements, the initial ratio of mud 0.7��0.8, is made into the ratio of mud 0.5��0.6 gradually after pressure is normal, the mud stirring time, then mud left in reserve cartridge standby after 16 order gauzes filter at 2��5min. In mud jacking process, the serosity in deposit bucket often to stir, and keeps not precipitating.
7) pile body pile is after 7 days, starts slip casting after pile concrete 1 intensity reaches 75%, and grouting pressure controls at 0.4��0.6MPa, terminates grouting pressure and controls at 1.2MPa, and slip casting is continuous, and the time for the treatment of is stopped less than 30min in midway;
In the present embodiment, irrigating four test piles, grouting amount is 2.0M respectively3��1.8M3��1.8M3��1.8M3, when grouting amount reaches designing requirement, after voltage stabilizing 5min, terminate mud jacking; The ground surface end mouth of pipe of madjack pipe 2 is blocked, in case mud backflow.
Mud jacking pressure, mud jacking amount, mud jacking speed, stake top Uplifting amount and mutual relation thereof are the keys of pile bottom pressure grouting quality control on construction, should according to the geological condition reasonable selection slip casing by pressure parameter of pile bottom force holding layer 3.
8) testing sequence, after slip casting completes 7 days, carries out bearingtest by designing requirement. Check whether its bearing capacity of single pile reaches designing requirement.
High strain monitoring is it is demonstrated experimentally that post grouting technique of cast-in-place bored pile effect of the present invention is very significant (see lower table analysis).
As can be seen from the above table, pile-end soil resistance about improves 200%��300%, whole pile bearing capacity improves about 28%, post grouting technique of cast-in-place bored pile can obviously improve bearing course at pile end 3 and stake week condition, improve end resistance and pile side friction, improve the transmission performance of load, bearing capacity of single pile etc. is greatly improved.
The foregoing is only presently preferred embodiments of the present invention, not in order to limit the present invention, all within the spirit and principles in the present invention, any amendment of making, equivalent replacement, improvement etc., should be included within protection scope of the present invention.
Claims (7)
1. a post grouting technique of cast-in-place bored pile, it is characterised in that comprise the following steps:
1) boring extracting soil;
2) making of madjack pipe and layout;
3) mud jacking equipment is installed, lays mud jacking pipeline;
4) pile concrete perfusion;
5) after pile concrete irrigates, in 24h, carry out pressure injection clear water, dredge mud jacking passage;
6) Slurry confection;
7) pile body pile is after 7 days, pile bottom pressure grouting.
2. a kind of post grouting technique of cast-in-place bored pile as claimed in claim 1, it is characterised in that step 2) including:
Two madjack pipes are fixed on the both sides of steel reinforcement cage, and the lower end of described madjack pipe exceedes the bottom of described steel reinforcement cage; The lower end of described madjack pipe is provided with slurry outlet, and described slurry outlet place is provided with sealing device; The base opening of described madjack pipe seals;
Madjack pipe is put into step 1 with steel reinforcement cage simultaneously) in the hole of gained.
3. a kind of post grouting technique of cast-in-place bored pile as claimed in claim 2, it is characterised in that the lower end of described madjack pipe exceedes the bottom 20cm of described steel reinforcement cage.
4. a kind of post grouting technique of cast-in-place bored pile as claimed in claim 2, it is characterised in that the Flos Mume that described slurry outlet is the lower end 30cm scope being positioned at described madjack pipe arranges punching;
Described sealing device is adhesive tape and drawing pin;
The base opening silk braid of described madjack pipe seals.
5. a kind of post grouting technique of cast-in-place bored pile as claimed in claim 1, it is characterized in that, step 6) in, Slurry confection adopts 42.5 grades of portland cements, the initial ratio of mud 0.7��0.8, being made into the ratio of mud 0.5��0.6 gradually after pressure is normal, the mud stirring time, then mud was deposited standby after 16 order gauzes filter at 2��5min.
6. a kind of post grouting technique of cast-in-place bored pile as claimed in claim 1, it is characterized in that, step 7) in, for starting slip casting after concrete strength of pile reaches 75%, grouting pressure controls at 0.4��0.6MPa, terminating grouting pressure and control at 1.2MPa, slip casting is continuous, and the time for the treatment of is stopped less than 30min in midway;
When grouting amount reaches designing requirement, after voltage stabilizing 5min, terminate mud jacking; The ground surface end mouth of pipe of madjack pipe is blocked, in case mud backflow.
7. a kind of post grouting technique of cast-in-place bored pile as claimed in claim 1, it is characterised in that step 7) also have testing sequence afterwards, described testing sequence is for, after slip casting completes 7 days, carrying out bearingtest by designing requirement.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201410708027.6A CN105625303A (en) | 2014-11-28 | 2014-11-28 | Post-grouting technology for cast-in-situ bored pile |
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| Application Number | Priority Date | Filing Date | Title |
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| CN201410708027.6A CN105625303A (en) | 2014-11-28 | 2014-11-28 | Post-grouting technology for cast-in-situ bored pile |
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| CN105625303A true CN105625303A (en) | 2016-06-01 |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107642092A (en) * | 2017-09-21 | 2018-01-30 | 中建局集团第二建筑有限公司 | A kind of pile foundation post grouting construction method and post jacking device |
| CN111042142A (en) * | 2019-12-29 | 2020-04-21 | 福建建中建设科技有限责任公司 | Post-grouting construction and grouting failure treatment device and method for pile end |
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| JPH11217828A (en) * | 1998-01-30 | 1999-08-10 | East Japan Railway Co | Execution 0f cast-in-place concrete pile |
| CN101333812A (en) * | 2008-08-04 | 2008-12-31 | 上海市基础工程公司 | Grouter for back side grouting and its construction method |
| CN201232182Y (en) * | 2008-08-01 | 2009-05-06 | 中铁十七局集团第二工程有限公司 | Post-mud jacking apparatus for bottom and lateral of bored pile |
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| JPH11217828A (en) * | 1998-01-30 | 1999-08-10 | East Japan Railway Co | Execution 0f cast-in-place concrete pile |
| CN201232182Y (en) * | 2008-08-01 | 2009-05-06 | 中铁十七局集团第二工程有限公司 | Post-mud jacking apparatus for bottom and lateral of bored pile |
| CN101333812A (en) * | 2008-08-04 | 2008-12-31 | 上海市基础工程公司 | Grouter for back side grouting and its construction method |
| CN201531023U (en) * | 2009-09-11 | 2010-07-21 | 天津市地质基础工程公司 | Cast-in-place pile bottom mud jacking valve |
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107642092A (en) * | 2017-09-21 | 2018-01-30 | 中建局集团第二建筑有限公司 | A kind of pile foundation post grouting construction method and post jacking device |
| CN111042142A (en) * | 2019-12-29 | 2020-04-21 | 福建建中建设科技有限责任公司 | Post-grouting construction and grouting failure treatment device and method for pile end |
| CN111042142B (en) * | 2019-12-29 | 2021-09-28 | 福建建中建设科技有限责任公司 | Post-grouting construction and grouting failure processing device for pile end |
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Application publication date: 20160601 |