CN102587674A - Method for grouting pre-stress duct - Google Patents
Method for grouting pre-stress duct Download PDFInfo
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- CN102587674A CN102587674A CN2012100665472A CN201210066547A CN102587674A CN 102587674 A CN102587674 A CN 102587674A CN 2012100665472 A CN2012100665472 A CN 2012100665472A CN 201210066547 A CN201210066547 A CN 201210066547A CN 102587674 A CN102587674 A CN 102587674A
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Abstract
The invention relates to a method for grouting a pre-stress duct, belonging to the technical field of building construction. The method comprises the following steps of: firstly, introducing compressed air with predetermined pressure to an duct to be grouted and keeping the pressure, if the pressure loss within the predetermined time duration is less than a specified numeric value, judging a sealing test is qualified, carrying out routine high-pressure grouting work until the duct is fully grouted, or else, performing the second step; secondly, grouting by using low pressure of 1/5-1/3 of the conventional high pressure so that the duct is filled with slurry, standing for 3-8min and then discharging the slurry in the duct, washing the duct by using clear water, and drying water vapor by using the compressed air; and thirdly, after the slurry waiting to enter a leakage point is hardened, carrying out routine high-pressure grouting work until the duct is fully filled. In the method for grouting the pre-stress duct, the possible internal defect in the structural concrete around the duct can be found in time and treated appropriately, therefore, the damage of grouting construction to the concrete and an adhesion structure can be effectively avoided, and the smooth implementation of the high-quality grouting construction can be guaranteed.
Description
Technical field
The present invention relates to a kind of grouting method of nuclear power plant containment shell prestressed pore passage, especially a kind of prestressed pore passage grouting method belongs to technical field of building construction.
Background technology
Understand according to the applicant, in the post-tensioned prestressing architecture of design such as nuclear power plant containment shell, steel beam hole road is embedded in the structural concrete with rigid steel pipes or bellows and forms.After prestress system stretch-draw, need grouting treatment to be carried out in the duct, corrode prestress wire to stop extraneous hazardous medium with cement slurry.Conventional grouting method is disposable the duct to be filled; Because grouting pressure is bigger, and used steel pipe or the bellows bearing capacity of pore-forming is limited, when around concrete when comparatively closely knit; Under the externally concrete acting in conjunction, the disposable grouting basic feasible solution of high pressure.But when there is uncompacted defective in the duct surrounding concrete, adopt the big pressure effect of conventional method, be easy to make duct, structural concrete and adhering member (in steel lining) to damage.
Summary of the invention
The objective of the invention is to: to the problem of above prior art existence; Pass through process modification; A kind of can effectively being filled in the duct proposed; Guarantee fully closely knit, avoid the cavity the prestressed pore passage grouting method, even and this method duct surrounding concrete have the leakiness defective, can not cause any damage yet.
In order to reach above purpose, prestressed pore passage grouting method of the present invention comprises following basic step:
The first step, test sealing---in the duct of waiting to be in the milk, feed the compressed air of predetermined pressure and keep-up pressure,, carry out conventional high pressure grouting operation, fill until the duct if scheduled time internal pressure loss judges then that less than regulation numerical value performing leak test is qualified; Otherwise carried out for second step;
Second step, grouting treatment---adopt low-pressure grouting, make slurry be full of the duct, leave standstill the slurry in the emptying duct after the scheduled time, dry up steam with the flushing with clean water duct and with compressed air; Therefore can play effect to breakthrough sealing because the slurry that has got in the breakthrough can not be flushed away this moment;
The 3rd step, implement grouting---wait to get into the slurry sclerosis in the breakthrough after, carry out conventional high pressure grouting operation, fill until the duct.
The present invention is through the simple processing arrangement that is suitable for; Need not to increase construction equipment; Not only can in time find the internal flaw that duct surrounding structure concrete possibly exist; And deal carefully with, thereby can effectively avoid the destruction of grouting construction to concrete and attaching structure generation, guarantee the high-quality smooth implementation of grouting construction.
Description of drawings
Below in conjunction with accompanying drawing the present invention is further described.
Fig. 1 is the grouting duct sketch map of the embodiment of the invention one.
Fig. 2 is the grouting duct sketch map of the embodiment of the invention two.
The specific embodiment
Embodiment one
The prestressed pore passage of present embodiment is horizontal hole T (referring to Fig. 1), and its grouting concrete steps are:
The first step, test sealing---in the duct of waiting to be in the milk, feed 0.5-0.6MPa compressed air; Keep-uped pressure 1 ± 0.5 minute, if this time internal pressure loss less than 0.1MPa, judges that then performing leak test is qualified; Carry out conventional high pressure grouting operation, disposable the duct is filled; Otherwise carried out for second step.
Second step, grouting treatment---adopt the low-pressure grouting of conventional high pressure 1/5-1/3, make slurry be full of the duct, leave standstill the slurry in the emptying duct after 3-8 minute, dry up steam with the flushing with clean water duct and with compressed air; Therefore can play effect to breakthrough sealing because the slurry that has got in the breakthrough can not be flushed away this moment.
The 3rd step, implement grouting---wait to get into the slurry sclerosis in the breakthrough after, carry out conventional high pressure grouting operation, fill until the duct.
Embodiment two
The prestressed pore passage of present embodiment is vertical channel T (referring to Fig. 2,1 is in the steel lining among the figure, the 2nd, containment concrete, Tn are n section ducts to be in the milk), and its grouting concrete steps are:
The first step, test sealing---in the duct of waiting to be in the milk, feed 0.5-0.6MPa compressed air; Keep-uped pressure 1 ± 0.5 minute, if this time internal pressure loss less than 0.1MPa, judges that then performing leak test is qualified; Carry out conventional high pressure grouting operation, disposable the duct is filled; Otherwise, carried out for second step with vertical channel segmentation (about common every section height 10m).
Second step, grouting treatment---adopt the low-pressure grouting of conventional high pressure 1/5-1/3, make slurry be full of duct section to be in the milk, leave standstill the slurry in the emptying duct after 3-8 minute, dry up steam with the flushing with clean water duct and with compressed air; Therefore can play effect to breakthrough sealing because the slurry that has got in the breakthrough can not be flushed away this moment.
The 3rd step, implement grouting---wait to get into the slurry sclerosis in the breakthrough after, carry out conventional high pressure grouting operation, fill until duct section to be in the milk.
The 4th step, the repetition first step are filled until whole duct.
Repeatedly practise proof; The grouting process method of the foregoing description can in time be found the internal flaw that duct surrounding structure concrete possibly exist; And deal carefully with; Thereby can effectively avoid the destruction of grouting construction, guarantee the high-quality smooth implementation of grouting construction concrete and attaching structure generation; This process has eliminated effectively that in the duct cavity of slurry in addition; Significantly improved the compactness of duct grouting; The full pattern cutting plane in duct is closely knit fully after grouting, does not have any cavity, thereby is that the construction quality that guarantees nuclear power plant containment shell has been established solid foundation.
Claims (5)
1. prestressed pore passage grouting method is characterized in that may further comprise the steps:
The first step, test sealing---in the duct of waiting to be in the milk, feed the compressed air of predetermined pressure and keep-up pressure,, carry out conventional high pressure grouting operation, fill until the duct if scheduled time internal pressure loss judges then that less than regulation numerical value performing leak test is qualified; Otherwise carried out for second step;
Second step, grouting treatment---adopt low-pressure grouting, make slurry be full of the duct, leave standstill the slurry in the emptying duct after the scheduled time, dry up steam with the flushing with clean water duct and with compressed air;
The 3rd step, implement grouting---wait to get into the slurry sclerosis in the breakthrough after, carry out conventional high pressure grouting operation, fill until the duct.
2. prestressed pore passage grouting method according to claim 1; It is characterized in that: said duct is a vertical channel; When the first step judges that performing leak test is defective,, and carry out packer grouting processing and segmentation enforcement respectively in second step and the 3rd step and be in the milk the vertical channel segmentation; And the above step that circulates, fill until whole duct.
3. prestressed pore passage grouting method according to claim 1 and 2 is characterized in that: in the said first step, predetermined pressure is 0.5-0.6MPa, and the scheduled time is 1 ± 0.5 minute, and regulation numerical value is 0.1MPa.
4. prestressed pore passage grouting method according to claim 3 is characterized in that: adopting low pressure in said second step is conventional high pressure 1/5-1/3.
5. prestressed pore passage grouting method according to claim 4 is characterized in that: said time of repose was controlled at 3-8 minute.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2012100665472A CN102587674A (en) | 2012-03-14 | 2012-03-14 | Method for grouting pre-stress duct |
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| Application Number | Priority Date | Filing Date | Title |
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| CN2012100665472A CN102587674A (en) | 2012-03-14 | 2012-03-14 | Method for grouting pre-stress duct |
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| CN102587674A true CN102587674A (en) | 2012-07-18 |
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| CN2012100665472A Pending CN102587674A (en) | 2012-03-14 | 2012-03-14 | Method for grouting pre-stress duct |
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102877415A (en) * | 2012-10-26 | 2013-01-16 | 上海市城市建设设计研究总院 | Ultra-high-difference, ultra-long and ultra-large-tonnage prestress pipeline grouting method and herring-bone pipe bundle |
| CN109653379A (en) * | 2018-12-20 | 2019-04-19 | 武汉源锦建材科技有限公司 | A kind of assembly concrete building grouting pretreatment construction method |
| CN113323162A (en) * | 2021-05-17 | 2021-08-31 | 中建旷博(福建)有限公司 | Construction method for installing pre-buried box through silicon rubber plugging |
Citations (4)
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| WO2005116367A1 (en) * | 2004-05-31 | 2005-12-08 | Anderson Technology Corporation | Grout injection method including process for drawing vacuum from cable sheath of post-tension-type pc structure |
| CN101165291A (en) * | 2007-07-12 | 2008-04-23 | 中国建筑第七工程局 | Vertical prestressing force opening mud jacking construction method and construction device |
| CN101435266A (en) * | 2008-11-20 | 2009-05-20 | 中国核工业华兴建设有限公司 | Prestress pore passage dense grouting method |
| CN101672181A (en) * | 2009-08-13 | 2010-03-17 | 重庆市十八土鑫诚灌浆防水工程有限公司 | Controllable cement backfilling grouting method |
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2012
- 2012-03-14 CN CN2012100665472A patent/CN102587674A/en active Pending
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| WO2005116367A1 (en) * | 2004-05-31 | 2005-12-08 | Anderson Technology Corporation | Grout injection method including process for drawing vacuum from cable sheath of post-tension-type pc structure |
| CN101165291A (en) * | 2007-07-12 | 2008-04-23 | 中国建筑第七工程局 | Vertical prestressing force opening mud jacking construction method and construction device |
| CN101435266A (en) * | 2008-11-20 | 2009-05-20 | 中国核工业华兴建设有限公司 | Prestress pore passage dense grouting method |
| CN101672181A (en) * | 2009-08-13 | 2010-03-17 | 重庆市十八土鑫诚灌浆防水工程有限公司 | Controllable cement backfilling grouting method |
Non-Patent Citations (1)
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Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102877415A (en) * | 2012-10-26 | 2013-01-16 | 上海市城市建设设计研究总院 | Ultra-high-difference, ultra-long and ultra-large-tonnage prestress pipeline grouting method and herring-bone pipe bundle |
| CN102877415B (en) * | 2012-10-26 | 2014-07-09 | 上海市城市建设设计研究总院 | Ultra-high-difference, ultra-long and ultra-large-tonnage prestress pipeline grouting method and herring-bone pipe bundle |
| CN109653379A (en) * | 2018-12-20 | 2019-04-19 | 武汉源锦建材科技有限公司 | A kind of assembly concrete building grouting pretreatment construction method |
| CN109653379B (en) * | 2018-12-20 | 2020-10-27 | 武汉源锦建材科技有限公司 | Grouting pretreatment construction method for fabricated concrete building |
| CN113323162A (en) * | 2021-05-17 | 2021-08-31 | 中建旷博(福建)有限公司 | Construction method for installing pre-buried box through silicon rubber plugging |
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Application publication date: 20120718 |