CN101413251B - 0 type block anti-cracking construction method of high pier large across creeping formwork - Google Patents
0 type block anti-cracking construction method of high pier large across creeping formwork Download PDFInfo
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- CN101413251B CN101413251B CN2008101978092A CN200810197809A CN101413251B CN 101413251 B CN101413251 B CN 101413251B CN 2008101978092 A CN2008101978092 A CN 2008101978092A CN 200810197809 A CN200810197809 A CN 200810197809A CN 101413251 B CN101413251 B CN 101413251B
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- 238000010276 construction Methods 0.000 title claims abstract description 24
- 238000005336 cracking Methods 0.000 title claims abstract description 8
- 238000009415 formwork Methods 0.000 title 1
- 239000004567 concrete Substances 0.000 claims abstract description 78
- 239000000498 cooling water Substances 0.000 claims abstract description 25
- 239000011901 water Substances 0.000 claims abstract description 24
- 210000002435 Tendons Anatomy 0.000 claims abstract description 18
- 239000010410 layers Substances 0.000 claims abstract description 16
- 239000004568 cements Substances 0.000 claims abstract description 5
- 238000009413 insulation Methods 0.000 claims description 14
- 229910000831 Steel Inorganic materials 0.000 claims description 13
- 238000001816 cooling Methods 0.000 claims description 13
- 239000004746 geotextiles Substances 0.000 claims description 13
- 239000010959 steel Substances 0.000 claims description 13
- 210000000188 Diaphragm Anatomy 0.000 claims description 10
- 238000010438 heat treatment Methods 0.000 claims description 8
- 239000000463 materials Substances 0.000 claims description 7
- 239000004744 fabrics Substances 0.000 claims description 6
- WFKWXMTUELFFGS-UHFFFAOYSA-N [W].[I] Chemical compound 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[W].[I] WFKWXMTUELFFGS-UHFFFAOYSA-N 0.000 claims description 4
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- 238000004227 thermal cracking Methods 0.000 claims description 4
- 238000005253 cladding Methods 0.000 claims description 3
- 230000036571 hydration Effects 0.000 claims description 3
- 238000006703 hydration reactions Methods 0.000 claims description 3
- 229910001294 Reinforcing steel Inorganic materials 0.000 claims description 2
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Abstract
Description
[technical field]
The present invention relates to a kind of concrete in mass three dimension prestressing concrete construction method of holding concurrently, No. 0 block anti-cracking construction method of the big span continuous rigid structure bridge of especially high pier.
[background technology]
Fast development along with China's communication, the big span continuous rigid structure bridge of high pier obtains promotion and application in the bridge engineering field, No. 0 piece of the big span continuous rigid structure bridge of high pier belongs to the concrete in mass three dimension prestressing concrete category of holding concurrently, influence owing to thermal stresses in the practice of construction very easily produces the crack, if fracture propagation has influence on the work of prestressing tendon, to there be very big potential safety hazard during this bridge operation, prevent that the generation in No. 0 harmful crack of piece from being a great technical barrier.The mechanism that the crack produces: the crack is caused by temperature difference between inside and outside concrete that mainly at the concrete temperature raising period, stress distribution law is that inside concrete is a compressive stress, the outside is a tensile stress, because the age of concrete is less, tensile strength is also less, and concrete is easy to from face checking.In the concrete cooling phase, the internal temperature fall produces tensile stress much larger than outside concrete temperature decline scope at inside concrete, and concrete easily ftractures internally, is easy to be diffused into surface formation then and runs through harmful crack.
[summary of the invention]
The objective of the invention is to unite use, control the thermal stresses in the concrete, provide the big span continuous rigid structure bridge of a kind of high pier No. 0 block anti-cracking construction method by temperature control and interim prestressing tendon.
The object of the present invention is achieved like this: No. 0 block anti-cracking construction method of the big span continuous rigid structure bridge of a kind of high pier, on the pier roof panel, divide the secondary concreting, perfusion is to 0.3～0.6 times of web height for the first time, pour into for the second time remainder, two layer concretes are controlled within 15 days the length of time, may further comprise the steps:
A, preparation of construction, template is installed, and presstressed reinforcing steel is installed, is fixed,
B, cooling water pipe and temperature inductor are installed, when pouring into for the first time, one deck cooling water pipe (4) is arranged in the centre position of base plate, cooling water pipe is installed: cooling water pipe adopts light-wall pipe, spacing is 50～80cm, one deck is arranged in the centre position of base plate, pressure testing before noting using, prevent to leak, web and diaphragm all are provided with 1～3 layer of cooling water pipe when pouring into for the second time, temperature inductor is buried underground: mainly be arranged in the positive center of base plate, diaphragm and web base plate three intersection, center in the middle of the web, and the position of web surface
C, set up the insulation canopy, it is totally-enclosed that the insulation canopy comprises bed die, insulation canopy cladding material adds one deck colour bar cloth with one deck geotextiles and covers, geotextiles and colour bar cloth all sew up firmly stuffy, the turnover people can seal at any time with the ground that needs interim transport of materials, insulation canopy height can satisfy concrete perfusion for the second time
D, concrete perfusion use the low hydration heat cement grouting, after concreting is put in storage, before last layer concrete covers, be the temperature of building of this layer concrete apart from the temperature at concrete surface 10～15cm place, temperature of concrete during construction is minimum must not be less than 10 ℃, the highest must not be greater than 30 ℃
E, temperature control and maintenance, in the concrete temperature rise period, measure its temperature respectively by the connector lug that mobile portable temperature measuring device and temperature inductor expose, concreting is the water flowing cooling after covering cooling water pipe, the table temperature difference is no more than 25 ℃ in the concrete, main reading and other temperature inductor difference of readings that relatively are embedded in the temperature inductor of web surface, if soon above 25 ℃, strengthen the frequency and the flow of water flowing immediately, the temperature difference is controlled at below 25 ℃, this control method embodies the control main points of cooling when heating up, when the temperature of measuring temperature inductor begins to descend, notice that the control rate of temperature fall is no more than 1.5～2.0 ℃/d, concrete is at temperature-fall period, guarantee temperature of shed 18～20 degree, main adopt measures such as light a fire stove heating and iodine-tungsten lamp heat at a distance, the control main points of insulation when this measure meets cooling, for concrete casting intact after, use the geotextiles covering and heat insulating all around, inner chamber utilizes the hot water of cooling water pipe delivery port to carry out the retaining health, paying special attention to case beam inner chamber ventilates, locate outside heat extraction air with blast fan in the people hole of dividing plate, it is the air-vent of 20～40cm that diameter is stayed at the top board place, and cavity temperature is not higher than 20 ℃ in guaranteeing, when the inner chamber air themperature has little time to discharge, water pipe can be connect shower nozzle becomes water smoke with water and comes heat of cooling air, the maintenance of sprinkling water after the initial set of case top surface of the beam covers one deck geotextiles and preserves moisture, and proper extension striking time to 7～10 day, striking time is selected the higher period of temperature in one day, with the table temperature difference in reducing, prevent thermal cracking
F, the interim prestressing tendon of stretch-draw, for the second time during concrete perfusion, interim prestressing tendon setting: the vertical bridge in place is to from concrete surface first time 50cm place and the top board elongated steel hinge line bundle that is provided with in 150cm place down up in the middle of the per pass web, every bundle steel hinge line is made up of 12～22 high strength low relaxed steel strand, tension stress is 1395MPa to the maximum under the anchor of prestressing tendon, stress test adopts intellectual vibratory strain ga(u)ge and supporting vibratory string detector, after reaching 50%, intensity begins stretch-draw, during construction by the order stretch-draw that gets on, get off, strain meter is the difference reading before and after stretch-draw, calculate the compressive stress that stretch-draw produces by the reading value of measuring vibratory strain ga(u)ge, compressive stress is controlled at 1～2MPa and promptly stops stretch-draw, and interim prestressing tendon was put a grouting treatment after 20 days ages of concrete.
Owing to take temperature control and interim prestressing tendon to unite the job practices of use,, prevent that harmful crack from producing so the present invention can control the thermal stresses in the concrete effectively.The two river mouths of Shanghai, Hubei Rong Xi speedway grand bridge has successfully used temperature control to add the job practices of interim prestressing tendon anticracking, has obtained good effect.
[description of drawings]
The present invention will be further described below in conjunction with drawings and Examples.
Fig. 1 is a construction plan of the present invention.
Fig. 2 is the lateral view of Fig. 1.
Fig. 3 is an insulation canopy schematic diagram.
Fig. 4 is the 1st perfusion base plate cooling water pipe and temperature inductor layout vertical view.
Fig. 5 is the 2nd perfusion base plate cooling water pipe and temperature inductor layout vertical view.
Fig. 6 is No. 0 piece operation platform arrangement diagram.
Wherein, Fig. 1 double as Figure of abstract.
[specific embodiment]
As Fig. 1, Fig. 2, Fig. 3, Fig. 4, Fig. 5, No. 0 block anti-cracking construction method of the big span continuous rigid structure bridge of a kind of high pier shown in Figure 6, on Fig. 6 operation platform, divide the secondary concreting, perfusion is to dividing storehouse line 5 (0.3～0.6 times of web height) for the first time, pour into for the second time remainder, two layer concretes are controlled within 15 days the length of time, may further comprise the steps:
Concrete perfusion for the first time.A, preparation of construction, bed die is installed, and outer side form installs and fixes, and web, diaphragm vertical prestressing bar are installed, are fixed.B, installation cooling water pipe and temperature inductor.Cooling water pipe is installed: cooling water pipe 4 adopts the light-wall pipe of Φ 50*3.0mm, and the spacing of direction across bridge is 50cm, and one deck is arranged in the centre position of base plate, and pressure testing before noting using prevents to leak.Notice that water inlet requires to be installed to the same side for making things convenient for water flowing.Temperature inductor is buried underground: temperature inductor 3 is buried 4 underground, mainly is arranged in the positive center of base plate, diaphragm 21 and and web 13 base plate intersections, the center of web centre and the position of web surface.C, set up the insulation canopy, it is totally-enclosed that the insulation canopy comprises bed die, insulation canopy cladding material adds the covering of one deck colour bar cloth with the geotextiles of one deck 350 gram/square meters, and geotextiles and colour bar cloth all sew up firmly stuffy, and the turnover people can seal at any time with the ground that needs interim transport of materials.Insulation canopy height can satisfy concrete perfusion for the second time.Insulation canopy backing material is set up with the 80*100cm distance with Φ 48*3.5mm scaffolding steel pipe, and scaffolding steel pipe is supported on bed die 24 truss and the cantilever segment carriage.D, perfusion be concrete for the first time, uses the low head of hydratation cement perfusion, after concreting is put in storage, before last layer concrete covers, is the temperature of building of this layer concrete apart from the temperature at concrete surface 10～15cm place.Temperature of concrete during construction is minimum must not be less than 10 ℃, the highest must not be greater than 30 ℃.E, temperature control and maintenance in the concrete temperature rise period, are measured its temperature respectively by the connector lug that mobile portable temperature measuring device and temperature inductor expose, and concreting is the water flowing cooling after covering cooling water pipe.The table temperature difference is no more than 25 ℃ in the concrete.Main reading and other 3 temperature inductor difference of readings that relatively are embedded in the temperature inductor of web surface, if soon above 25 ℃, strengthen the frequency and the flow of water flowing immediately, the temperature difference is controlled at below 25 ℃, this control method embodies the control main points of cooling when heating up.When the temperature of measuring temperature inductor begins to descend, notice that the control rate of temperature fall is no more than 2.0 ℃/d.Concrete guarantees about temperature of shed 20 degree at temperature-fall period.Main light a fire stove heating and the iodine-tungsten lamp of adopting heats the measure of grade at a distance, and this measure meets the control main points that are incubated when lowering the temperature.After concrete casting is intact, use the geotextiles covering and heat insulating all around, and proper extension striking time to 7 day, striking time is selected the higher period of temperature in one day, with the table temperature difference in reducing, prevents thermal cracking.Inner chamber utilizes the hot water of cooling water pipe delivery port to carry out the retaining health.
Concrete perfusion for the second time.A, preparation of construction, colligation web and diaphragm reinforcing bar, web, diaphragm vertical prestressing bar are installed, are fixed, and the web bellows is installed, is fixed, and internal mold and termination mould, top board bed die are installed, and colligation top board reinforcing bar, top board transverse prestress muscle are installed, are fixed.For the second time in case web place easy to crack such as web 1/2 place and web inner chamber chamfering place, add the anticracking reinforced mesh during concrete perfusion.Cooling water pipe and temperature inductor are poured in b, installation for the second time.Cooling water pipe is installed: cooling water pipe adopts the light-wall pipe of Φ 50*3.0mm, and web and diaphragm all are provided with 3 layers, and pressure testing before noting using prevents to leak.Notice that water inlet is installed on the top board platform to making things convenient for water flowing.Temperature inductor is buried underground: temperature inductor is buried 3 underground, mainly is arranged in the position of middle center, diaphragm and web base plate intersection and web surface of second layer concrete web.C, concrete perfusion for the second time use the low hydration heat cement grouting, after concreting is put in storage, before last layer concrete covers, are the temperature of building of this layer concrete apart from the temperature at concrete surface 10～15cm place.Temperature of concrete during construction is minimum must not be less than 10 ℃, the highest must not be greater than 30 ℃.D, temperature control and maintenance in the concrete temperature rise period, are measured its temperature respectively by the connector lug that mobile portable temperature measuring device and temperature inductor expose, and concreting is the water flowing cooling after covering cooling water pipe.The table temperature difference is no more than 25 ℃ in the concrete.Main reading and other 2 temperature inductor difference of readings that relatively are embedded in the temperature inductor of web surface, if soon above 25 ℃, strengthen the frequency and the flow of water flowing immediately, the temperature difference is controlled at below 25 ℃, strengthen the inner chamber exhaust cooling simultaneously, this control method embodies the control main points of cooling when heating up.When the temperature of measuring temperature inductor begins to descend, notice that the control rate of temperature fall is no more than 2.0 ℃/d.Concrete guarantees about temperature of shed 20 degree at temperature-fall period.Main light a fire stove heating and the iodine-tungsten lamp of adopting heats the measure of grade at a distance, and this measure meets the control main points that are incubated when lowering the temperature.After concrete casting is intact, use the geotextiles covering and heat insulating all around.Pay special attention to case beam inner chamber and ventilate, at the outside heat extraction air in 7 places, people hole of dividing plate, the 30*30cm air-vent is stayed at top board 8 places with blast fan, and cavity temperature is not higher than 20 ℃ in guaranteeing.When the inner chamber air themperature has little time to discharge, water pipe is connect shower nozzle water is become water smoke come heat of cooling air.The maintenance of sprinkling water after the initial set of case top surface of the beam covers one deck geotextiles and preserves moisture.And proper extension striking time to 7 day, striking time are selected the higher period of temperature in one day, with the table temperature difference in reducing, prevent thermal cracking.E, the interim prestressing tendon of stretch-draw.For the second time during concrete perfusion, interim prestressing tendon setting: the vertical bridge in place is to from concrete surface first time 50cm place and the top board elongated steel wire bundle 2 that respectively is provided with of 150cm down up in the middle of the per pass web, every bundle steel hinge line is made up of 19～22 high strength low relaxed steel strand of Φ 15.24cm, stress test adopts intellectual vibratory strain ga(u)ge 1 and supporting vibratory string detector, intensity reaches the interim prestressing force of 50% post tensioning, during concrete construction such as the interim prestressing force of C55 concrete stretch-draw when intensity reaches 30MPa, pretensioning bottom steel twisted wire, post tensioning upper steel twisted wire.Strain meter is the difference reading before and after stretch-draw, calculates the compressive stress that stretch-draw produces by the reading value of measuring vibratory strain ga(u)ge, and the compressive stress scope is controlled at 1～2MPa and promptly stops stretch-draw.Interim prestressing tendon was put a grouting treatment after 20 days ages of concrete.
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| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104963294A (en) * | 2015-07-26 | 2015-10-07 | 中铁十一局集团第一工程有限公司 | Railway thin-walled hollow pier circulating drip irrigation maintaining system |
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| CN101660296B (en) * | 2009-09-08 | 2011-01-26 | 中铁九局集团有限公司 | Method for casting concrete 0# block support by continuous beam cantilever |
| CN102094528B (en) * | 2010-12-09 | 2012-01-18 | 中国葛洲坝集团股份有限公司 | Method for arranging large-size concrete cooling water pipe |
| CN102505636B (en) * | 2011-10-28 | 2014-09-10 | 中铁十六局集团有限公司 | Construction method of No.0 block of continuous rigid frame bridge of double-thin-wall pier |
| CN102561194B (en) * | 2011-12-30 | 2016-05-04 | 邵旭东 | Safe-type intelligent secondary steel strand tensioning system |
| CN102518048B (en) * | 2012-01-17 | 2014-03-19 | 广西交通科学研究院 | Non-load crack prevention method for layered pouring of zero block web plate |
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| CN104805935B (en) * | 2015-04-08 | 2017-02-22 | 中国建筑第八工程局有限公司 | Temperature monitoring based crack control method for wall body |
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| CN106197783A (en) * | 2016-06-20 | 2016-12-07 | 湖北大学 | A kind of test method of direct test mass concrete temperature stress |
| CN106945158A (en) * | 2017-03-09 | 2017-07-14 | 蒋春阳 | A kind of concrete prefabricated element automatic maintenance device |
| CN108360381A (en) * | 2018-02-10 | 2018-08-03 | 北京工业大学 | No. 0 block web mass concrete heat sink of Continuous Concrete Box Girders |
| CN109299498B (en) * | 2018-08-07 | 2020-05-08 | 山东大学 | Method and system for judging time and temperature effect correction of pull-off method detection result |
| CN110258340A (en) * | 2019-06-11 | 2019-09-20 | 中铁一局集团有限公司 | A kind of segmented efficient construction method of groove profile continuous beam |
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