CN103669356A - Large-sized normal concrete thick layer pouring method - Google Patents
Large-sized normal concrete thick layer pouring method Download PDFInfo
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- CN103669356A CN103669356A CN201310569241.3A CN201310569241A CN103669356A CN 103669356 A CN103669356 A CN 103669356A CN 201310569241 A CN201310569241 A CN 201310569241A CN 103669356 A CN103669356 A CN 103669356A
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Abstract
The invention discloses a large-sized normal concrete thick layer pouring method which can achieve the purposes of temperature control and crack prevention when the thickness of bin layers ranges from 4m to 5m. According to the method, pouring temperature is not higher than 11DEG C; during the temperature-rise period, the difference between water-through temperature and the internal temperature of concrete is not larger than 20DEG C, and during the temperature-fall period, the difference between the water-through temperature and the internal temperature of the concrete is not larger than 14DEG C; during first-stage cooling and middle-stage cooling, the water-through temperature fall rate is not larger than 0.5DEG C/d, and during second-stage cooling, the water-through temperature fall rate is not larger than 0.3DEG C/d; first-stage cooling lasts for at least 21 days, middle-stage cooling lasts for at least 28 days, and second-stage cooling lasts for at least 42 days; during the temperature-fall period, the temperature can not rise again at the rate larger than 1DEG C/d, and the temperature difference of a concrete foundation and the temperature difference between the concrete and the external environment are not larger than 14DEG C; the maximum internal temperature difference of the concrete in the same bin during first-stage cooling and second-stage cooling should be smaller than 4DEG C, and the internal temperature difference of the concrete in the same bin during second-stage cooling is smaller than 2DEG C; the temperature difference between the concrete on an upper layer and the concrete on a lower layer should be smaller than 4DEG C.
Description
technical field:
It is relevant that the present invention and the large volume normal concretes such as power station arched concrete dam, gravity dam are built placement layer by layer method.
background technology:
Power station, especially the general construction period of large hydropower station reaches several years even more than ten years, in power station concrete dam construction both at home and abroad, is subject to the restriction of temperature controlled anticracking technology, be all to adopt 1.5m or 3.0m clad thickness to build, 3.0m clad thickness construction sequence is as follows:
1) adopt the special-purpose typified form of 3.0m clad thickness or assembled formwork in bulk;
2) reinforcing bar: according to code requirement and layer height, carry out blanking construction,
3) cooling water pipe is arranged: different according to structure, and respectively according to 1.5m * 1.5m, 1.5m * 3.0m level interval * vertical interval) arrange;
4) concreting: according to simulation calculation outlet temperature with build temperature; According to vibrating equipment performance and build ability, build base layer height at 30cm～50cm; The workability of mixing concrete thing and put in storage, close a position and the equipment configuration of vibrating will be mated, and meet and build that temperature does not exceed standard and concrete can not initial set requirement before covering; In casting process, low temperature season should be done the insulation of Long Position face, and high temperature season should be done the insulation of Long Position face and environment temperature reduction.The construction technology of vibrating of putting in storage and close a position does not have special requirement;
5) temperature of concrete during construction is controlled: in winter, concrete outlet temperature is by 10 ℃ of controls; In other season, concrete outlet temperature is by 7 ℃ of controls; The temperature rise of concrete transportation process is no more than 4 ℃, builds temperature and is no more than 11 ℃;
6) maximum temperature is controlled: maximum temperature determines by sealing arch temperature and the basic temperature difference, and principle is no more than sum of the two; For confining region;
7) water flowing is cooling: it is cooling that minute first phase, second phase two stages are interrupted water flowings, according to simulation calculation, determines water flowing time, flow and each phase target temperature;
8) concrete intermittent phase and the three large discrepancy in elevation: the concrete intermittent phase is 5～21 days; The poor 30m that is no more than of the full height of dam of concrete, the adjacent monolith discrepancy in elevation is no more than 12m, and the maximum cantilever discrepancy in elevation is no more than 60m;
9) form removal maintenance: form removal is determined according to strength grade of concrete and climatic characteristic, and required maintenance to be no less than 28 days.
Existing concrete construction method is based on thin concrete lift, by the cooling solution temperature controlled anticracking problem that combines of natural heat dissipation and water flowing.Adopt 3.0m bed thickness to build, being interrupted water flowing causes later concrete temperature rise to be difficult to control, second phase chilling temperature decreases by, affect temperature controlled anticracking effect, and clad thickness is little, and layering is many, and operation is many, be subject to the impacts such as the requirement of interlayer intermittent phase, the cantilever discrepancy in elevation (arch dam), the adjacent monolith discrepancy in elevation and full monolith discrepancy in elevation restriction, efficiency of construction is low simultaneously.Concrete pouring bin layer thickness becomes one of restriction Concrete Dam Construction progress key factor.And vertical and oblique bar splice is many, build between clad to be connected and need punching hair, the expense of taking a lot of work to expect in arrangement of reinforcement in dam, cost is high, causes the huge wasting of resources and economic loss.
summary of the invention:
The object of this invention is to provide that a kind of temperature controlled anticracking is effective, construction cost is low, efficiency of construction is high, the large volume normal concrete thick-layer casting method of obvious economic.
The present invention is achieved in that
1) according to a minute clad thickness degree, determine template height;
2) reinforcing bar: carry out blanking construction according to code requirement and a minute clad thickness degree;
3) cooling water pipe is arranged: according to different parts, arrange cooling water pipe, level interval * vertical interval, unconfinement district 1.5m * 1.5m, river bed dam section confining region 1.0m * 1.5m, abutment sections confining region 1.0m * 1.2m, aperture confining region 0.8m * 1.5m, bracket gate pier 0.8m * 1.0 m;
4) concreting: build base layer height at 30cm～50cm; The workability of mixing concrete thing and put in storage, close a position and the equipment configuration of vibrating will be mated, builds efficiency and should meet every base layer cover time and be no more than 3.5-4.5 hour; In casting process, after concrete warehousing, close a position and vibrate in time, low temperature season should be done the insulation of Long Position face, and high temperature season should be done the insulation of Long Position face and environment temperature reduction;
5) temperature of concrete during construction is controlled: temperature is during lower than 5 ° of C, and concrete outlet temperature is controlled by 5 ° of C～9 ° C; In other season, concrete outlet temperature is controlled by 5 ° of C～7 ° C; The temperature rise of concrete transportation process is no more than 4 ℃, builds temperature and is no more than 11 ℃;
6) maximum temperature is controlled: other positions except confining region, and maximum temperature determines by sealing arch temperature and the basic temperature difference, is no more than sum of the two; For confining region, maximum temperature should suitably reduce by 1 ℃～2 ℃;
7) the cooling and temperature difference of water flowing is controlled: 1. water flowing cooling minute first phase, mid-term and the second stage of three phases carries out; 2. water flowing temperature, temperature rise period water flowing temperature and the inside concrete temperature difference are no more than 20 ℃, and summer, logical water at low temperature was 9 ℃～12 ℃, and other seasons, logical high temperature water was 14 ℃～16 ℃; Enter after temperature-fall period, water flowing temperature and the inside concrete temperature difference are no more than 14 ℃; 3. rate of temperature fall, the first period cooling and mid-term, cooling water flowing rate of temperature fall was no more than 0.5 ℃/d, and the second phase speed that cools is no more than 0.3 ℃/d; 4. water flowing cool time, the cooling water flowing time of the first period cooling and mid-term is no less than respectively 21 days and 28 days; The cooling water flowing time of second phase is no less than 42 days, continuously slow cooling; 5. temperature recovery, temperature-fall period requires continuous slow cooling, and in temperature-fall period, temperature resilience does not allow to surpass 1 ℃/d, and can not occur temperature resilience in continuous two days; 6. the concrete temperature difference, the concrete foundation temperature difference and concrete and the external environment condition temperature difference are no more than 14 ℃; Same storehouse inside concrete temperature difference the first period cooling and mid-term cooling stage maximum temperature difference should be less than 4 ℃, the same storehouse of the second stage of cooling stage inside concrete temperature difference is less than 2 ℃; Between upper and lower LIFT concrete, the temperature difference should be less than 4 ℃;
8) concrete intermittent phase and the three large discrepancy in elevation: the concrete intermittent phase is 5～14 days, and should grow summer, winter should be short; The poor 36m that is no more than of the full height of dam of concrete, the adjacent monolith discrepancy in elevation is no more than 18m, and the maximum cantilever discrepancy in elevation is no more than 75m,
9) form removal maintenance: form removal is determined according to strength grade of concrete, final setting time and climatic characteristic, receives control in 2～5 days behind storehouse; After concrete final set, be flowing water maintenance, the maintenance in the length of time and be no less than 28 days of demanding perfection,
The invention provides a kind of breakthrough 3.0m, adopt 4.0～5.0m clad thickness pouring technique, more traditional 3.0m and following clad thickness are built, guaranteeing that temperature controlled anticracking requires under prerequisite, can reduce the concrete number of plies, thereby reduce punching hair number of times, reduce structure reinforcing bars joint quantity, economize on resources and the energy; Reduce working procedure, reduction of erection time; The security risk that reduces under water, carries out concrete construction under the particular surroundings such as foundation ditch.Bring huge Social benefit and economic benefit.
The present invention is by carrying out Arch Dam Concrete and build the key technology research of 4.5m clad thickness and real-time simulation A+E being studied, to river bed dam section base restrained area
1, bank slope steep slope section base restrained area
2, unconfinement district
3, aperture confining region
4real-time simulation analysis and construction overall process feedback analysis, formulate 4.5m and build the temperature control of clad thickness and crack prevention technique requirement.Its concrete construction process and the difference of conventional 3.0m clad thickness are little, but need to adopt 4-5m to build the template of clad thickness, take unique Concrete Temperature Control and crack prevention technique, can be applicable to the large volume normal concretes such as power station arched concrete dam, gravity dam and build a minute storehouse, clad enlarged in thickness, improving the concrete efficiency of building, in Jinping Hydroelectric Power Station engineering, use, there is not thermal cracking in the dam concrete of having built.
Take Jinping Hydroelectric Power Station arch dam as example, adopt 3.0m clad thickness and 4.5m clad thickness to compare, by July 25th, 2013, Jinping Hydroelectric Power Station dam concrete was built 1401 storehouse meter 495.05 ten thousand m altogether
3, wherein 4.5m clad thickness is built 532 storehouses time.Build and rise layer comparison with 3m, reduce 266 and build storehouse time, 24 monoliths of having built, on average each monolith is built 11 storehouses time less, on average saves 77 days durations, and concrete rushes gross loss consumption and reduces by 33.3% compared with 3.0m.4.5m builds clad thickness temperature controlled processes and meets design requirement, and in work progress, thermal cracking does not appear in dam concrete.
To on October 14th, 2013, the safe retaining of Jinping Hydroelectric Power Station reservoir was to 1840m, and before dam, head reaches 260m, and safety monitoring shows that dam work condition is normal, and walkaround inspection is not found distress in concrete.
4.5m build rise layer technology in construction organization, construction technology and construction method with traditional to build layering basically identical, easily promote the use of.The present invention can apply to the grinding of the large volume normal concretes such as hydroelectric project and hydraulic engineering arched concrete dam, gravity dam, bid and implementation phase use while working out Design of Construction Organization.In the engineering construction stage, by unit in charge of construction's incorporation engineering actual conditions, work out concrete dam concrete and build layered scheme and put into practice.Also may extend to Bridge Piers cushion cap concrete, the mass concrete engineering application of work China Democratic National Construction Association.
the specific embodiment:
Large volume normal concrete thick-layer casting method, clad thickness is 4-5m, its step is as follows:
1) according to a minute clad thickness degree, determine template height;
2) reinforcing bar: carry out blanking construction according to code requirement and a minute clad thickness degree;
3) cooling water pipe is arranged: according to different parts, arrange cooling water pipe, level interval * vertical interval, unconfinement district 1.5m * 1.5m, river bed dam section confining region 1.0m * 1.5m, abutment sections confining region 1.0m * 1.2m, aperture confining region 0.8m * 1.5m, bracket gate pier 0.8m * 1.0 m;
River bed dam section base restrained area: refer to that concrete dam river bed dam section is subject to the region of dam foundation effect of constraint value scope, referring generally to short transverse 0.2～0.4L(L is monolith length, lower with) region in scope.
Bank slope steep slope section base restrained area: refer to that concrete dam abutment sections is subject to the region of bank slope basic constraint influence basin, referring generally to short transverse 0.2～0.4L(L is monolith length, lower with) region in scope.
Unconfinement district: refer to the region except confining region in concrete dam.
Aperture confining region: refer to that concrete dam discharge orifice periphery is subject to the region in aperture constraint certain limit.
4) concreting: according to simulation calculation outlet temperature with build temperature; According to vibrating equipment performance and build ability, build base layer height at 30cm～50cm; The workability of mixing concrete thing and put in storage, close a position and the equipment configuration of vibrating will be mated, builds efficiency according to the workability of mixing concrete thing, should meet every base layer cover time to be no more than about 4 hours; In casting process, after concrete warehousing, close a position and vibrate in time, low temperature season should be done the insulation of Long Position face, and high temperature season should be done the insulation of Long Position face and environment temperature reduction;
5) temperature of concrete during construction is controlled: temperature is during lower than 5 ° of C, and concrete outlet temperature is controlled by 5 ° of C～9 ° C; In other season, concrete outlet temperature is controlled by 5 ° of C～7 ° C; The temperature rise of concrete transportation process is no more than 4 ℃, builds temperature and is no more than 11 ℃;
6) maximum temperature is controlled: other positions except confining region, and maximum temperature determines by sealing arch temperature and the basic temperature difference, principle is no more than sum of the two; For confining region, maximum temperature should suitably reduce by 1 ℃～2 ℃;
7) the cooling and temperature difference of water flowing is controlled: 1. water flowing cooling minute first phase, mid-term and the second stage of three phases carries out; 2. water flowing temperature, temperature rise period water flowing temperature and the inside concrete temperature difference are no more than 20 ℃, and summer, logical water at low temperature was 9 ℃～12 ℃, and other seasons, logical high temperature water was 14 ℃～16 ℃; Enter after temperature-fall period, water flowing temperature and the inside concrete temperature difference are no more than 14 ℃; 3. rate of temperature fall, the first period cooling and mid-term, cooling water flowing rate of temperature fall was no more than 0.5 ℃/d, and the second phase speed that cools is no more than 0.3 ℃/d; 4. water flowing cool time, the cooling water flowing time of the first period cooling and mid-term is no less than respectively 21 days and 28 days; The cooling water flowing time of second phase is no less than 42 days, continuously slow cooling; 5. temperature recovery, temperature-fall period requires continuous slow cooling, and in temperature-fall period, temperature resilience does not allow to surpass 1 ℃/d, and can not occur temperature resilience in continuous two days; 6. the concrete temperature difference, the concrete foundation temperature difference and concrete and the external environment condition temperature difference are no more than 14 ℃; Same storehouse inside concrete temperature difference the first period cooling and mid-term cooling stage maximum temperature difference should be less than 4 ℃, the same storehouse of the second stage of cooling stage inside concrete temperature difference is less than 2 ℃; Between upper and lower LIFT concrete, the temperature difference should be less than 4 ℃;
8) concrete intermittent phase and the three large discrepancy in elevation: the concrete intermittent phase is 5～14 days, and should grow summer, winter should be short; The poor 36m that is no more than of the full height of dam of concrete, the adjacent monolith discrepancy in elevation is no more than 18m, and the maximum cantilever discrepancy in elevation is no more than 75m,
9) form removal maintenance: form removal is determined according to strength grade of concrete, final setting time and climatic characteristic, receives control in 2～5 days behind storehouse; After concrete final set, be flowing water maintenance, the maintenance in the length of time and be no less than 28 days of demanding perfection.
Claims (1)
1. large volume normal concrete thick-layer casting method, is characterized in that concrete clad thickness is 4-5m, and its step is as follows:
1) according to minute thick definite template height of clad,
2) reinforcing bar: according to code requirement and a minute clad thickness degree, carry out blanking construction,
3) cooling water pipe is arranged: according to different parts, arrange cooling water pipe, level interval * vertical interval, unconfinement district 1.5m * 1.5m, river bed dam section confining region 1.0m * 1.5m, abutment sections confining region 1.0m * 1.2m, aperture confining region 0.8m * 1.5m, bracket gate pier 0.8m * 1.0 m
4) concreting: build base layer height at 30cm～50cm; The workability of mixing concrete thing and put in storage, close a position and the equipment configuration of vibrating will be mated, should meet every base layer cover time at 3.5-4.5 hours, in casting process, after concrete warehousing, close a position and vibrate in time, low temperature season should be done the insulation of Long Position face, high temperature season should be done the insulation of Long Position face and environment temperature reduction
5) temperature of concrete during construction is controlled: temperature is during lower than 5 ℃, and concrete outlet temperature is by 5 ℃～9 ℃ controls, other season, concrete outlet temperature is by 5 ℃～7 ℃ controls, concrete transportation and casting process temperature rise are no more than 4 ℃, build temperature and are no more than 11 ℃
6) maximum temperature is controlled: other positions except confining region, and maximum temperature determines by sealing arch temperature and the basic temperature difference, is no more than sum of the two; For confining region, maximum temperature should reduce by 1 ℃～2 ℃,
7) the cooling control of water flowing and the temperature difference are controlled: 1. water flowing temperature, temperature rise period water flowing temperature and the inside concrete temperature difference are no more than 20 ℃, summer, logical water at low temperature was 9 ℃～12 ℃, other seasons, logical high temperature water was 14 ℃～16 ℃, enter after temperature-fall period, water flowing temperature and the inside concrete temperature difference are no more than 14 ℃, 2. rate of temperature fall, the first period cooling and mid-term, cooling water flowing rate of temperature fall was no more than 0.5 ℃/d, the second phase speed that cools is no more than 0.3 ℃/d, 3. water flowing cool time, the cooling water flowing time of the first period cooling and mid-term is no less than respectively 21 days and 28 days, the cooling water flowing time of second phase is no less than 42 days, continuous slow cooling, 4. temperature recovery, temperature-fall period requires continuous slow cooling, in temperature-fall period, temperature resilience does not allow to surpass 1 ℃/d, and can not there is temperature resilience in continuous two days, 5. the concrete temperature difference, the concrete foundation temperature difference and concrete and the external environment condition temperature difference are no more than 14 ℃, same storehouse inside concrete temperature difference the first period cooling and mid-term cooling stage maximum temperature difference be less than 4 ℃, the same storehouse of the second phase cooling stage inside concrete temperature difference is less than 2 ℃, between upper and lower clad concrete, the temperature difference is less than 4 ℃,
8) concrete intermittent phase and the three large discrepancy in elevation: the concrete intermittent phase is 5～14 days, and should grow summer, winter should be short, the poor 36m that is no more than of the full height of dam of concrete, the adjacent monolith discrepancy in elevation is no more than 18m, and the maximum cantilever discrepancy in elevation is no more than 75m,
9) form removal maintenance: control for 2～5 days after receiving storehouse; After concrete final set, be flowing water maintenance, the maintenance in the length of time and be no less than 28 days of demanding perfection.
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Cited By (7)
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| CN105274968A (en) * | 2015-09-11 | 2016-01-27 | 中国电建集团成都勘测设计研究院有限公司 | Temperature-control anti-cracking method used for concrete arch dam |
| CN106436714A (en) * | 2016-09-22 | 2017-02-22 | 三峡大学 | Bin face regionalization based concrete green layer intelligent identification method |
| CN109098459A (en) * | 2018-07-12 | 2018-12-28 | 天津市林海建设工程集团有限公司 | Hot environment concrete wood formwork plate water treatment building anticracking construction method |
| CN112412008A (en) * | 2020-10-12 | 2021-02-26 | 中如建工集团有限公司 | Seamless construction method for accurate slope finding of super-large concrete flat roof structure |
| CN112942248A (en) * | 2021-04-21 | 2021-06-11 | 福建省中达建设发展有限公司 | Anti-cracking construction method for anti-seepage face plate of dam |
| CN114411641A (en) * | 2022-02-09 | 2022-04-29 | 雅砻江流域水电开发有限公司 | Method for determining height difference of dam blocks of adjacent dam sections of concrete arch dam |
| CN115324060A (en) * | 2022-08-08 | 2022-11-11 | 国家电网有限公司 | Parallel pipe structure in cooling water passing bin for dam concrete pouring and method thereof |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN105274968A (en) * | 2015-09-11 | 2016-01-27 | 中国电建集团成都勘测设计研究院有限公司 | Temperature-control anti-cracking method used for concrete arch dam |
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| CN109098459A (en) * | 2018-07-12 | 2018-12-28 | 天津市林海建设工程集团有限公司 | Hot environment concrete wood formwork plate water treatment building anticracking construction method |
| CN112412008A (en) * | 2020-10-12 | 2021-02-26 | 中如建工集团有限公司 | Seamless construction method for accurate slope finding of super-large concrete flat roof structure |
| CN112942248A (en) * | 2021-04-21 | 2021-06-11 | 福建省中达建设发展有限公司 | Anti-cracking construction method for anti-seepage face plate of dam |
| CN114411641A (en) * | 2022-02-09 | 2022-04-29 | 雅砻江流域水电开发有限公司 | Method for determining height difference of dam blocks of adjacent dam sections of concrete arch dam |
| CN114411641B (en) * | 2022-02-09 | 2023-05-16 | 雅砻江流域水电开发有限公司 | Method for determining dam block height difference of adjacent dam sections of concrete arch dam |
| CN115324060A (en) * | 2022-08-08 | 2022-11-11 | 国家电网有限公司 | Parallel pipe structure in cooling water passing bin for dam concrete pouring and method thereof |
| CN115324060B (en) * | 2022-08-08 | 2024-04-16 | 国家电网有限公司 | Cooling water-passing cabin pipe combining structure for dam concrete pouring and method thereof |
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