CN102747742A - Construction method for large-volume concrete structure of bridge loading platform - Google Patents
Construction method for large-volume concrete structure of bridge loading platform Download PDFInfo
- Publication number
- CN102747742A CN102747742A CN2012102570513A CN201210257051A CN102747742A CN 102747742 A CN102747742 A CN 102747742A CN 2012102570513 A CN2012102570513 A CN 2012102570513A CN 201210257051 A CN201210257051 A CN 201210257051A CN 102747742 A CN102747742 A CN 102747742A
- Authority
- CN
- China
- Prior art keywords
- concrete
- mass
- volume concrete
- bridge
- concrete structure
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Granted
Links
Images
Landscapes
- Curing Cements, Concrete, And Artificial Stone (AREA)
Abstract
The invention relates to a construction method for a large-volume concrete structure of a bridge loading platform. Layering pouring is adopted and each layer of concrete is constructed according to the construction method which comprises the following steps: erecting a template; simultaneously pouring the large-volume concrete with high crack resistance and rushing resistance on an edge part and the large-volume concrete with low temperature rise and crack resistance in the interior according to a predesigned slope inclined angle theta, designed thickness t of the large-volume concrete on the edge part and pouring thickness m of the layer; and removing a mould after reaching mould-removing time. According to the construction method provided by the invention, the temperature difference between interior and exterior of the large-volume concrete structure can be controlled within 25 DEG C, without arranging a cooling water pipe in the large-volume concrete structure, such as the bridge loading platform, so as to reduce the risk of temperature cracking. Compared with the process of arranging the cooling water pipe, the construction method provided by the invention is simpler; the incompact plugging caused by later-stage slurry plugging after the cooling water pipe is arranged is avoided; the risk of potential defect of the concrete structure caused by the breaking of the water pipe is reduced; and the washing damage to the concrete structure caused by the water flow carrying sand is resisted.
Description
Technical field
The invention belongs to the bridge design field, the bridge large volume concrete structural job practices of particularly a kind of low temperature rise, cracking resistance and anti-impact mill.
Background technology
At present, China's Coastal Areas built up or sea, the river bridge of striding under construction existing above 20 more than.The mass concrete construction Crack Control at positions such as bridge anchorage, cushion cap, bridge pier and cushion cap, bridge pier etc. and water contact site contain sand (or mud) current in the runtime opposing to dash mill are the key issues that concerns the bridge long durability in the bridge construction process.Bridge bearing platform is the substructure of bridge, is the stake and the part of getting in touch of post or pier, builds post or pier on the cushion cap again, forms complete force transfer system.The bridge bearing platform construction belongs to large foundation concrete work (being mass concrete engineering) in process of construction.
Exothermic reaction during hydrated cementitious makes emits a large amount of heats (heat of hydration) in the cement setting hardening process; It is outside that the heat of hydration can make the concrete in mass internal temperature surpass; Produce bigger thermal stresses, make concrete surface generation crack even through crack occurs.Be employed in suspended deck structure set inside cooling water pipe during the concrete construction of general bridge cushion cap, logical cooling water reduces the concrete in mass inside and outside temperature difference in cooling water pipe, reduces the risk of cracking.But the river general built environment of sea bridge is comparatively abominable owing to striding; Cooling water pipe is set increases difficulty of construction and construction speed; The cooling water pipe water flowing back pipeline pneumatic mortar shutoff that finishes exists tight, the potential danger such as break of shutoff, the durability when this can increase the concrete in mass operation.Therefore, if can be undoubtedly favourable as far as durability guaranteeing to cancel cooling water pipe under the indehiscent prerequisite of platform big volume concrete.
Great majority are striden bridge marine site of living in, river sea seawater and are had salinity height, characteristics that chlorosity is big, and bridge location is in the marine outfall, and the corrosive environment of doing wet etching effect, marine atmosphere of fluctuation tide is to there being great influence in application life of bridge.Except endurance issues, stride sea, river bridge and also have a problem that can not be ignored, promptly the carrying surge is to bridge cushion cap or the local souring of bridge pier.Large quantities of sea, river bridges of striding of having built at present or having built; Though not as the high-velocity flow that runs in the hydraulic engineering outlet structure escape works; But because the water velocity that surge forms also very important (taking husky surge stream scooter 10m/s) like the good bridge marine site of living in that continues of Hangzhou Wan; Flow velocity may be higher when sharp gushing, and except towards the mill effect, also the cavitation corrosion effect can take place in this case.Positions such as the cushion cap of bridge spanning the sea, bridge pier generally all are positioned at about the water surface, very easily receive the souring of taking husky surge.Investigated discovery in recent years according to Construction of Hangzhou Bay Cross-sea Bridge, and taken husky surge and cause speed that cushion cap or pier stud surface concrete runs off at 2 ~ 5mm/ towards the mill effect.If things go on like this, it is very easily impaired at surface structure under the mill effect to stride river sea bridge, will progressively lose the protective effect of inner reinforcing bar, can influence the Structure Safety for Bridge operation when serious, and keeps in repair in bridge spanning the sea marine site of living in and difficulty.Therefore, the limit portion concrete anti-abrasion ability at position such as bridge bearing platform, bridge pier seems particularly important.
In sum; Take husky surge and wash away the problem aspect needing to consider two in the concrete in mass design and construction of striding position such as river sea bridge bridge bearing platform under the environment having: first; The large volume concrete structural at positions such as bridge bearing platform should have that construction period concrete temperature rise is low, the characteristics of cracking resistance, and the generation of enough ability opposing thermal crackings can be arranged; Second; The large volume concrete structural at positions such as bridge bearing platform should have to be taken husky surge souring and is influenced little characteristics in the long-time running process; Can remain on the long durability in this environment; General at present employing outer steel pipe or brushing wear-resistant paint carry out the part protection to the large volume concrete structural at positions such as bridge bearing platform, take husky surge with minimizing and wash away the influence of environment to the large volume concrete structural at positions such as bridge bearing platform, still; There are the serious problems of corrosion in the method for outer steel pipe, and there is the problem with base concrete bonding and illumination aging resisting in the brushing wear-resistant paint.
Summary of the invention
To the problem that exists in the prior art; The invention provides a kind of bridge bearing platform large volume concrete structural job practices, this method can solve the cracking problem of bridge bearing platform large volume concrete structural and can keep it to wash away the long durability in the environment taking husky surge.
In order to solve the problems of the technologies described above, the present invention adopts following technical scheme:
A kind of bridge bearing platform large volume concrete structural job practices; Adopt placement layer by layer; Each layer concrete is adopted following job practices: the frame shuttering; Build thickness m according to pre-designed domatic inclination angle theta, the concrete in mass design thickness t of limit portion and this layer, build limit portion concrete in mass and inner concrete in mass simultaneously, carry out form removal after the arrival striking time.
The above-mentioned limit concrete in mass design thickness t of portion is preferably 0.5 ~ 0.8m.
Above-mentioned inner concrete in mass has the characteristics of low temperature rise, cracking resistance, and each material usage is in every cubic metre of inner concrete in mass: cement 100 ~ 150kg, flyash 150 ~ 200kg; Breeze 50 ~ 200kg; Sand 750 ~ 850kg, stone 950 ~ 1100kg, high efficiency water reducing agent are 0.5～1% of cementitious material quality; Economization agent is 1～1.5% of a cementitious material quality, and water-cement ratio is 0.3 ~ 0.4; Described cementitious material is cement, flyash and breeze.
The said external concrete in mass has the characteristics of high cracking resistance, high-impact mill, and each material usage is in every cubic metre of outside concrete in mass: cement 200 ~ 300kg, flyash 50 ~ 100kg; Breeze 100 ~ 200kg, sand 700 ~ 800kg, stone 1000 ~ 1100kg; Imitative steel fibre 6～9g; High efficiency water reducing agent is 1～1.5% of a cementitious material quality, and flexibilizer is 0.5% of cementitious material quality, and water-cement ratio is 0.3 ~ 0.4; Described cementitious material is cement, flyash and breeze.
In the job practices of the present invention; Adopt staggered floor phase embedding (like Fig. 2) to guarantee the integrality that the interface is connected between limit portion concrete in mass and the inner concrete in mass with construction simultaneously; To realize the Gradient distribution of limit portion and inner two kinds of different large volume concrete structural performances; Weakening internally, concrete in mass improves the globality of structure to the performance catastrophe characteristics of outside concrete in mass.
In the preferred version of the inventive method; The inside concrete in mass prescription of a kind of low temperature rise, cracking resistance has been proposed; This inside concrete in mass reduces concrete thermal insulation warming value and native shrinkage value, improves toughness of concrete through reducing cement consumption, increasing doping quantity of fly ash, admixture economization agent and high efficiency water reducing agent.
In the another kind of preferred version of the inventive method, the limit portion concrete in mass prescription of a kind of high cracking resistance of having deducted a percentage, high-impact mill, this limit portion concrete in mass improves the concrete anti-abrasion performance through admixture high-quality breeze; Improve elastic modulus of concrete performance and cracking resistance through toughening materials such as the imitative steel fibre of admixture, flexibilizer.
Compared with prior art, the present invention has following advantage and beneficial effect:
When (1) adopting the inventive method can solve the cracking problem of bridge bearing platform large volume concrete structural, can also keep it to wash away the long durability in the environment taking husky surge.
(2) adopt job practices of the present invention, do not need, just can the large volume concrete structural inside and outside temperature difference be controlled in 25 ℃, thereby can reduce the risk of thermal cracking at large volume concrete structural set inside cooling water pipes such as bridge bearing platforms; Compare with cooling water pipe is set, job practices of the present invention is simpler, and it is not tight to have avoided being provided with the shutoff that the mud jacking shutoff of cooling water pipe later stage brings, and has reduced waterpipe and has broken and cause the risk of concrete structure latent defect;
(3) in the job practices of the present invention; To have adopted the concrete in mass of a kind of high cracking resistance, high-impact mill, this concrete anti-impact to grind intensity be 3 ~ 5 times of traditional high performance concrete striding large volume concrete structural such as river sea bridge bridge bearing platform and the direct contact portion of water; Reduce with existing employing outer steel pipe or brushing wear-resistant paint and to take husky surge and wash away environment the method for the influence of the large volume concrete structural at positions such as bridge bearing platform is compared, the inventive method does not exist corrosion and aging problem.
(4) in the job practices of the present invention; Adopted the concrete in mass of a kind of low temperature rise, cracking resistance in large volume concrete structural inside such as striding sea, river bridge bridge bearing platform; 28 days splitting tensile strength of this concrete is 2.85 ~ 3.35MPa, has excellent cracking resistance;
(5) in the job practices of the present invention, take between inner concrete in mass and the outside concrete in mass staggered floor be embedded mutually the meter method and simultaneously working measure guarantee the Gradient distribution of performance between the two, to guarantee the globality of bridge bearing platform structure.
Description of drawings
Fig. 1 is for adopting the vertical view of job practices gained large volume concrete structural of the present invention;
Fig. 2 is the A-A longitudinal sectional drawing of Fig. 1.
The specific embodiment
The concrete construction sequence of the inventive method is following:
1, frame shuttering; Build thickness m according to pre-designed domatic inclination angle theta, the concrete design thickness f of limit portion and individual layer; Build first floor limit portion's concrete in mass and inner concrete in mass simultaneously, domatic inclination angle theta, the concrete in mass design thickness f of limit portion and individual layer are built thickness m referring to Fig. 1, Fig. 2; Limit portion concrete in mass design thickness f span is 0.5 ~ 0.8m;
2, after the form removal of first floor concrete in mass, adopt the method for step 1 to build second layer limit portion's concrete in mass and inner concrete in mass simultaneously again;
3, repeating step 2 reaches design thickness h (referring to Fig. 2) until large volume concrete structural;
4, the physical condition by the building site provides necessary maintenance to large volume concrete structural, for example, puts on a suit of armour gunnysack or colour bar cloth in the large volume concrete structural side, at its end face water storing conservation.
Inside concrete in mass in the inventive method has the characteristics of low temperature rise, cracking resistance, and each material usage is in every cubic metre of inner concrete: cement 100 ~ 150kg, flyash 150 ~ 200kg; Breeze 50 ~ 200kg; Sand 750 ~ 850kg, stone 950 ~ 1100kg, high efficiency water reducing agent are 0.5～1% of cementitious material quality; Economization agent is 1～1.5% of a cementitious material quality, and water-cement ratio is 0.3 ~ 0.4; Described cementitious material is cement, flyash and breeze.
Outside concrete in mass in the inventive method has the characteristics of high cracking resistance, high-impact mill, and each material usage is in every cubic metre of outside concrete: cement 200 ~ 300kg, flyash 50 ~ 100kg; Breeze 100 ~ 200kg, sand 700 ~ 800kg, stone 1000～1100kg; Imitative steel fibre 6～9g; High efficiency water reducing agent is 1～1.5% of a cementitious material quality, and flexibilizer is 0.5% of cementitious material quality, and water-cement ratio is 0.3 ~ 0.4; Described cementitious material is cement, flyash and breeze.
To combine embodiment that the present invention is described further below:
Embodiment 1
Certain strides sea, river bridge platform big volume concrete structure, and its design thickness h is 5m, total concrete amount 4482.9m
3, 2 layers of bridge bearing platform construction time-divisions build, and first floor is built thickness m
1Be 3m, the second layer is built thickness m
2Be 2m, the design thickness t of limit portion concrete in mass is 0.8m, and domatic inclination angle theta is 30 °.The concrete work progress of present embodiment is:
1) frame shuttering is built thickness m according to domatic inclination angle theta, the concrete in mass design thickness t of limit portion and first floor
1, build first floor limit portion's concrete in mass and inner concrete in mass simultaneously;
2) when the first floor concrete arrives striking time, after the form removal, build thickness m according to domatic inclination angle theta, the concrete in mass design thickness t of limit portion and the second layer
2, build second layer limit portion's concrete in mass and inner concrete in mass simultaneously;
When 3) arriving striking time, after the form removal gained platform big volume concrete structure is carried out maintenance, be specially: put on a suit of armour wet gunnysack in the large volume concrete structural side, and at its end face water storing conservation.
Used inner cryogenic liter, the concrete in mass design strength grade of cracking resistance are C40 in the present embodiment, and each material usage is in every cubic metre of inner concrete: cement 136kg, flyash 176kg; Breeze 78kg; Sand 806kg, stone 1026kg, water 138kg; High efficiency water reducing agent 3.9kg, economization agent 3.9kg.According to the performance parameters such as slump, compressive strength, splitting tensile strength, impervious grade, freeze proof grade and chloride permeability coefficient of GB/T 50081-2002 " standard for test methods of mechanical properties of ordinary concrete " and the above-mentioned inner concrete in mass of GB/T 50082-2009 " ordinary concrete long-term behaviour and endurance quality test method standard " test, the result sees table 1.According to the concrete temperature effect in GB50496-2009 " mass concrete construction standard " the above-mentioned inside of test, the result sees table 2.
Can know that by table 1 and table 2 28 days splitting tensile strengths of concrete are 3.48MPa, possess good cracking resistance; Impervious grade and chloride permeability coefficient are respectively P20 and 1.5 * 10
-12m
2/ s shows that this concrete has good impermeability and opposing chlorion erosiveness.The maximum temperaturerise of first floor has reduced by 3.9 ℃ behind the logical cooling water, and maximum temperature difference has reduced by 2.2 ℃; The maximum temperaturerise of the second layer has reduced by 3.8 ℃, and maximum temperature difference has reduced by 3.0 ℃.Cancellation cooling water pipe construction still satisfy among the GB50496-2009 " mass concrete construction standard " the regulation temperature difference should not greater than 25 ℃, build the surface and atmosphere temperature-difference should not be greater than 20 ℃ requirement; Therefore; Consider from factors such as economy and construction speeds, can adopt the inventive method to replace the cooling water pipe construction.
The key property index of inner concrete in mass among table 1 embodiment 1
The temperature effect test result of inner concrete in mass among table 2 embodiment 1
In the present embodiment, the concrete in mass design strength grade of the high cracking resistance of limit portion, anti-impact mill is C50, and each material usage is in every cubic metre of limit portion concrete in mass: cement 264kg; Flyash 54kg, breeze 132kg, sand 726kg; Stone 1093kg, water 141kg, high efficiency water reducing agent 6.6kg; Flexibilizer 2.2kg, imitative steel fibre 6kg.Concrete 28 days compressive strength of this limit portion is 65.5MPa, and 28 days tensile strength is 3.45MPa, and anti-impact mill intensity is 1.65h/cm, is 3 ~ 5 times of common anti-abrasion-proof concrete anti-impact mill intensity.Above-mentioned anti-impact mill intensity adopts " concrete anti-abrasion test " test of regulation among the DL/T5207-2005 " hydraulic structure anti-impact mill cavitation prevention concrete technology standard " to obtain; The testing equipment that adopts is that publication No. is CN101886998A, open day was the disclosed anti-abrasion tester of Chinese patent that November 17, denomination of invention in 2010 are a kind of low-noise pollution-free full-automatic concrete anti-abrasion tester; The testing experiment condition is: flow velocity 30m/s, and towards 90 ° of angle lap degree.
Embodiment 2
It is large volume concrete structural that certain estuary is striden river bridge bridge bearing platform, and it is a cylindrical structural, bottom surface diameter 40m, and high 6m (being design thickness h), total concrete amount is 7500m
32 layers of bearing platform construction time-divisions build, and the first floor and the second layer are built thickness m
1And m
2Be 3m, the concrete in mass design thickness t of limit portion is 0.6m, and domatic inclination angle theta is 45 °.The concrete work progress of present embodiment is not being given unnecessary details with embodiment 1.
Used inner cryogenic liter, the concrete in mass design strength grade of cracking resistance are C30 in the present embodiment, and each material usage is in every cubic metre of inner concrete: cement 105kg, flyash 150kg; Breeze 160kg; Sand 795kg, stone 1055kg, water 142kg; High efficiency water reducing agent 2.1kg, economization agent 4.2kg.Adopt each item fundamental performance parameter and the temperature effect of testing the inner concrete in mass of present embodiment with embodiment 1 identical method, the result sees table 3 and table 4.
Can know that by table 3 and table 4 28 days splitting tensile strengths of concrete are 3.12MPa, have possessed good cracking resistance; Impervious grade and chloride permeability coefficient are respectively P18 and 2.1 * 10
-12m
2/ s explains that this concrete has good impermeability and opposing chlorion erosiveness.The maximum temperaturerise of first floor has reduced by 6.3 ℃ behind the logical cooling water, and maximum temperature difference has reduced by 1.1 ℃; The maximum temperaturerise of the second layer has reduced by 4.0 ℃, and maximum temperature difference has reduced by 1.8 ℃.Behind the cancellation cooling water pipe construction still satisfy among the GB50496-2009 " mass concrete construction standard " the regulation temperature difference should not greater than 25 ℃, build the surface and atmosphere temperature-difference should not be greater than 20 ℃ requirement; Therefore; Consider from factors such as economy and construction speeds, can adopt the inventive method to replace the cooling water pipe construction.
The key property index of inner concrete in mass among table 3 embodiment 2
The temperature effect test result of inner concrete in mass among table 4 embodiment 2
In the present embodiment, the concrete in mass design strength grade of the high cracking resistance of limit portion, anti-impact mill is C40, and each material usage is in every cubic metre of limit portion concrete in mass: cement 220kg; Flyash 65kg, breeze 115kg, sand 760kg; Stone 1080kg; Water 145kg, high efficiency water reducing agent 4kg, flexibilizer 2kg/m
3, imitative steel fibre 9kg/m
328 days compressive strength of this limit portion concrete in mass is 63.4MPa, and anti-impact mill intensity is 1.72h/cm, is concrete 3 ~ 5 times of common impact-resisting wear-resisting.Above-mentioned anti-impact mill intensity adopts " concrete anti-abrasion test " test of regulation among the DL/T 5207-2005 " hydraulic structure anti-impact mill cavitation prevention concrete technology standard " to obtain; The testing equipment that adopts is that publication No. is CN 101886998A, open day was the disclosed anti-abrasion tester of Chinese patent that November 17, denomination of invention in 2010 are a kind of low-noise pollution-free full-automatic concrete anti-abrasion tester; The testing experiment condition is: flow velocity 30m/s, and towards 90 ° of angle lap degree.
Embodiment 3
Certain strides river bridge bridge bearing platform is large volume concrete structural, and it is a rectangular structure, long 28m, and wide 19m, high 6m (being design thickness h), total concrete amount is 3092m
32 layers of bearing platform construction time-divisions build, and the first floor and the second layer are built thickness m
1And m
2Be 3m, the concrete in mass design thickness t of limit portion is 0.5m, and domatic inclination angle theta is 45 °.The concrete work progress of present embodiment is not being given unnecessary details with embodiment 1.
Used inner cryogenic liter, the concrete in mass design strength grade of cracking resistance are C30 in the present embodiment, and each material usage is in every cubic metre of inner concrete in mass: cement 150kg, flyash 200kg; Breeze 50kg; Sand 750kg, stone 1100kg, water 160kg; High efficiency water reducing agent 4kg, economization agent 6kg.Adopt each item fundamental performance parameter and the temperature effect of testing the inner concrete in mass of present embodiment with embodiment 1 identical method, the result sees table 5 and table 6.
Can know that by table 5 and table 6 28 days splitting tensile strengths of concrete are 2.85MPa, have possessed good cracking resistance; Impervious grade and chloride permeability coefficient are respectively P16 and 2.0 * 10
-12m
2/ s explains that this concrete has good impermeability and opposing chlorion erosiveness.The maximum temperaturerise of first floor has reduced by 4.5 ℃ behind the logical cooling water, and maximum temperature difference has reduced by 1.0 ℃; The maximum temperaturerise of the second layer has reduced by 3.1 ℃, and maximum temperature difference has reduced by 2.0 ℃.Behind the cancellation cooling water pipe construction still satisfy among the GB50496-2009 " mass concrete construction standard " the regulation temperature difference should not greater than 25 ℃, build the surface and atmosphere temperature-difference should not be greater than 20 ℃ requirement; Therefore; Consider from factors such as economy and construction speeds, can adopt the inventive method to replace but water pipe construction.
The key property index of inner concrete in mass among table 5 embodiment 3
The temperature effect test result of inner concrete in mass among table 6 embodiment 3
In the present embodiment, the concrete in mass design strength grade of the high cracking resistance of limit portion, anti-impact mill is C40, and each material usage is in every cubic metre of limit portion concrete: cement 200kg; Flyash 100kg, breeze 200kg, sand 700kg; Stone 1100kg, water 150kg, high efficiency water reducing agent 7.5kg; Flexibilizer 2.5kg, imitative steel fibre 8kg/m
328 days compressive strength of this limit portion concrete is 62.6MPa, and anti-impact mill intensity is 1.83h/cm, is concrete 3 ~ 5 times of common impact-resisting wear-resisting.Above-mentioned anti-impact mill intensity adopts " concrete anti-abrasion test " test of regulation among the DL/T5207-2005 " hydraulic structure anti-impact mill cavitation prevention concrete technology standard " to obtain; The testing equipment that adopts is that publication No. is CN 101886998A, open day was the disclosed anti-abrasion tester of Chinese patent that November 17, denomination of invention in 2010 are a kind of low-noise pollution-free full-automatic concrete anti-abrasion tester; The testing experiment condition is: flow velocity 30m/s, and towards 90 ° of angle lap degree.
Embodiment 4
Certain bridge spanning the sea bridge bearing platform is a large volume concrete structural, and it is a rectangular structure, long 38m, and wide 26m, high 5m (being design thickness h), total concrete amount is 5000m3; 2 layers of bearing platform construction time-divisions build, and it is 2m that first floor is built thickness m1, and it is 3m that the second layer is built thickness m2, and the concrete in mass design thickness t of limit portion is 0.5m, and domatic inclination angle theta is 45 °.The concrete work progress of present embodiment is not being given unnecessary details with embodiment 1.
Used inner cryogenic liter, the concrete in mass design strength grade of cracking resistance are C35 in the present embodiment, and every cubic metre of inside gets through that each material usage is in the concrete: cement 100kg, flyash 150kg; Breeze 200kg; Sand 850kg, stone 950kg, water 135kg; High efficiency water reducing agent 4.5kg, economization agent 4.5kg.Adopt each item fundamental performance parameter and the temperature effect of testing the inner concrete in mass of present embodiment with embodiment 1 identical method, the result sees table 7 and table 8.
Can know that by table 7 and table 8 28 days splitting tensile strengths of concrete are 3.35MPa, have possessed good cracking resistance; Impervious grade and chloride permeability coefficient are respectively P18 and 1.7 * 10
-12m
2/ s explains that this concrete has good impermeability and opposing chlorion erosiveness.The maximum temperaturerise of first floor has reduced by 3.5 ℃ behind the logical cooling water, and maximum temperature difference has reduced by 1.1 ℃; The maximum temperaturerise of the second layer has reduced by 2.9 ℃, and maximum temperature difference has reduced by 2.1 ℃.Behind the cancellation cooling water pipe construction still satisfy among the GB50496-2009 " mass concrete construction standard " the regulation temperature difference should not greater than 25 ℃, build the surface and atmosphere temperature-difference should not be greater than 20 ℃ requirement; Therefore; Consider from factors such as economy and construction speeds, can adopt the inventive method to replace the cooling water pipe construction.
In the present embodiment, it is C40 that limit portion resists high cracking resistance, anti-impact grinding concrete design strength grade, and each material usage is in every cubic metre of limit portion concrete: cement 300kg; Flyash 50kg, breeze 100kg, sand 800kg; Stone 1000kg, water 180kg, high efficiency water reducing agent 6.75kg; Flexibilizer 2.25kg, imitative steel fibre 8kg.28 days compressive strength of concrete is 60.5MPa, and anti-impact mill intensity is 1.68h/cm, is concrete 3 ~ 5 times of common impact-resisting wear-resisting.Above-mentioned anti-impact mill intensity adopts " concrete anti-abrasion test " test of regulation among the DL/T 5207-2005 " hydraulic structure anti-impact mill cavitation prevention concrete technology standard " to obtain; The testing equipment that adopts is that publication No. is CN101886998A, open day was the disclosed anti-abrasion tester of Chinese patent that November 17, denomination of invention in 2010 are a kind of low-noise pollution-free full-automatic concrete anti-abrasion tester; The testing experiment condition is: flow velocity 30m/s, and towards 90 ° of angle lap degree.
The key property index of inner concrete in mass among table 7 embodiment 4
The temperature effect test result of inner concrete in mass among table 8 embodiment 4
In the present embodiment, it is C40 that limit portion resists high cracking resistance, anti-impact grinding concrete design strength grade, and each material usage is in every cubic metre of limit portion concrete: cement 300kg; Flyash 50kg, breeze 100kg, sand 800kg; Stone 1000kg, water 180kg, high efficiency water reducing agent 6.75kg; Flexibilizer 2.25kg, imitative steel fibre 8kg.28 days compressive strength of concrete is 60.5MPa, and anti-impact mill intensity is 1.68h/cm, is concrete 3 ~ 5 times of common impact-resisting wear-resisting.Above-mentioned anti-impact mill intensity adopts " concrete anti-abrasion test " test of regulation among the DL/T5207-2005 " hydraulic structure anti-impact mill cavitation prevention concrete technology standard " to obtain; The testing equipment that adopts is that publication No. is CN101886998A, open day was the disclosed anti-abrasion tester of Chinese patent that November 17, denomination of invention in 2010 are a kind of low-noise pollution-free full-automatic concrete anti-abrasion tester; The testing experiment condition is: flow velocity 30m/s, and towards 90 ° of angle lap degree.
Claims (4)
1. bridge bearing platform large volume concrete structural job practices is characterized in that:
Adopt placement layer by layer, each layer concrete is adopted following job practices: the frame shuttering, according to pre-designed domatic inclination angle
θ, limit portion concrete in mass design thickness
tBuild thickness with this layer
m, build limit portion concrete in mass and inner concrete in mass simultaneously, carry out form removal after the arrival striking time.
2. bridge bearing platform large volume concrete structural job practices according to claim 1 is characterized in that:
Described limit portion concrete in mass design thickness
tBe 0.5 ~ 0.8m.
3. bridge bearing platform large volume concrete structural job practices according to claim 1 and 2 is characterized in that:
Described inner concrete in mass, each material usage is in every cubic metre of inner concrete in mass: cement 100 ~ 150kg, flyash 1 50 ~ 200kg; Breeze 50 ~ 200kg; Sand 750 ~ 850kg, stone 950 ~ 1100kg, high efficiency water reducing agent are 0.5～1% of cementitious material quality; Economization agent is 1～1.5% of a cementitious material quality, and water-cement ratio is 0.3 ~ 0.4.
4. bridge bearing platform large volume concrete structural job practices according to claim 1 and 2 is characterized in that:
Described outside concrete in mass, each material usage is in every cubic metre of outside concrete in mass: cement 200 ~ 300kg, flyash 50 ~ 100kg; Breeze 100 ~ 200kg, sand 700 ~ 800kg, stone 1000 ~ 1100kg; Imitative steel fibre 6～9g; High efficiency water reducing agent is 1～1.5% of a cementitious material quality, and flexibilizer is 0.5% of cementitious material quality, and water-cement ratio is 0.3 ~ 0.4.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201210257051.3A CN102747742B (en) | 2012-07-24 | 2012-07-24 | Construction method for large-volume concrete structure of bridge loading platform |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201210257051.3A CN102747742B (en) | 2012-07-24 | 2012-07-24 | Construction method for large-volume concrete structure of bridge loading platform |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN102747742A true CN102747742A (en) | 2012-10-24 |
| CN102747742B CN102747742B (en) | 2014-05-21 |
Family
ID=47028207
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201210257051.3A Active CN102747742B (en) | 2012-07-24 | 2012-07-24 | Construction method for large-volume concrete structure of bridge loading platform |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN102747742B (en) |
Cited By (10)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103981882A (en) * | 2014-06-05 | 2014-08-13 | 中建五局蚌埠建筑工程有限公司 | Large-area-plate-less-foundation-settlement-resisting construction method |
| CN104195937A (en) * | 2014-08-21 | 2014-12-10 | 四川金锋建设有限公司 | Cracking-preventing bridge structure |
| CN104591664A (en) * | 2015-01-21 | 2015-05-06 | 中铁大桥局集团有限公司 | Long-service-life concrete for steel-concrete composite beam hogging moment area and preparation method long-service-life concrete |
| CN104775354A (en) * | 2015-03-31 | 2015-07-15 | 董满生 | Large-sized bridge cushion cap structure and construction method |
| CN106844810A (en) * | 2015-12-07 | 2017-06-13 | 北京市政建设集团有限责任公司 | A kind of round platform water conservancy project structure inner template method for determining size |
| CN107140912A (en) * | 2017-06-14 | 2017-09-08 | 湖北交投智能检测股份有限公司 | A kind of waterproofing and anti-leakage method of Massive Bridge Concrete |
| CN109811783A (en) * | 2019-03-18 | 2019-05-28 | 重庆城建控股(集团)有限责任公司 | A kind of main pier bearing platform and its construction method |
| CN110184923A (en) * | 2019-05-04 | 2019-08-30 | 湖北省路桥集团有限公司 | A kind of main bearing platform construction technique of bridge |
| CN110409609A (en) * | 2019-07-18 | 2019-11-05 | 中交武汉港湾工程设计研究院有限公司 | A kind of casting method of overlength interval concrete crack resistence |
| CN113431331A (en) * | 2021-06-30 | 2021-09-24 | 中际远宏(福建)建设发展有限公司 | Concrete construction method |
Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2000248743A (en) * | 1999-03-03 | 2000-09-12 | Shimizu Corp | Mass concrete placing method |
| CN101781931A (en) * | 2010-01-21 | 2010-07-21 | 中铁二十局集团有限公司 | Construction method of large-volume concrete bearing platform with one-time pouring in winter |
| CN101962997A (en) * | 2010-09-30 | 2011-02-02 | 天津二十冶建设有限公司 | Mass concrete construction method of super-thick foundation |
| CN102108787A (en) * | 2010-12-29 | 2011-06-29 | 山西四建集团有限公司 | Construction method of ultra-high strength steel fiber concrete |
-
2012
- 2012-07-24 CN CN201210257051.3A patent/CN102747742B/en active Active
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2000248743A (en) * | 1999-03-03 | 2000-09-12 | Shimizu Corp | Mass concrete placing method |
| CN101781931A (en) * | 2010-01-21 | 2010-07-21 | 中铁二十局集团有限公司 | Construction method of large-volume concrete bearing platform with one-time pouring in winter |
| CN101962997A (en) * | 2010-09-30 | 2011-02-02 | 天津二十冶建设有限公司 | Mass concrete construction method of super-thick foundation |
| CN102108787A (en) * | 2010-12-29 | 2011-06-29 | 山西四建集团有限公司 | Construction method of ultra-high strength steel fiber concrete |
Cited By (14)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103981882A (en) * | 2014-06-05 | 2014-08-13 | 中建五局蚌埠建筑工程有限公司 | Large-area-plate-less-foundation-settlement-resisting construction method |
| CN103981882B (en) * | 2014-06-05 | 2015-12-30 | 中建五局蚌埠建筑工程有限公司 | Large area is without the construction method of basement basis anti-settling |
| CN104195937A (en) * | 2014-08-21 | 2014-12-10 | 四川金锋建设有限公司 | Cracking-preventing bridge structure |
| CN104195937B (en) * | 2014-08-21 | 2016-02-03 | 四川金锋建设有限公司 | A kind of crack resistence bridge construction |
| CN104591664A (en) * | 2015-01-21 | 2015-05-06 | 中铁大桥局集团有限公司 | Long-service-life concrete for steel-concrete composite beam hogging moment area and preparation method long-service-life concrete |
| CN104775354A (en) * | 2015-03-31 | 2015-07-15 | 董满生 | Large-sized bridge cushion cap structure and construction method |
| CN106844810A (en) * | 2015-12-07 | 2017-06-13 | 北京市政建设集团有限责任公司 | A kind of round platform water conservancy project structure inner template method for determining size |
| CN106844810B (en) * | 2015-12-07 | 2020-05-19 | 北京市政建设集团有限责任公司 | Method for determining size of inner template of circular truncated cone hydraulic structure |
| CN107140912A (en) * | 2017-06-14 | 2017-09-08 | 湖北交投智能检测股份有限公司 | A kind of waterproofing and anti-leakage method of Massive Bridge Concrete |
| CN109811783A (en) * | 2019-03-18 | 2019-05-28 | 重庆城建控股(集团)有限责任公司 | A kind of main pier bearing platform and its construction method |
| CN110184923A (en) * | 2019-05-04 | 2019-08-30 | 湖北省路桥集团有限公司 | A kind of main bearing platform construction technique of bridge |
| CN110409609A (en) * | 2019-07-18 | 2019-11-05 | 中交武汉港湾工程设计研究院有限公司 | A kind of casting method of overlength interval concrete crack resistence |
| CN110409609B (en) * | 2019-07-18 | 2020-10-02 | 中交武汉港湾工程设计研究院有限公司 | Pouring method for preventing concrete from cracking in ultra-long interval period |
| CN113431331A (en) * | 2021-06-30 | 2021-09-24 | 中际远宏(福建)建设发展有限公司 | Concrete construction method |
Also Published As
| Publication number | Publication date |
|---|---|
| CN102747742B (en) | 2014-05-21 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN102747742B (en) | Construction method for large-volume concrete structure of bridge loading platform | |
| Akeed et al. | Ultra-high-performance fiber-reinforced concrete. Part IV: Durability properties, cost assessment, applications, and challenges | |
| US9435095B2 (en) | Pre-stress corrosion-resistant tubular pile used in special coastal geological conditions and manufacturing method | |
| CN105133615B (en) | Circulating cooling water temperature-control construction method for mass concrete in large temperature difference environments of Qinghai-Tibet plateau areas | |
| CN102207000B (en) | High-performance functionally-gradient shield lining segment and preparation method thereof | |
| Wang et al. | Experimental study on mechanical properties of concrete confined with plastic pipe | |
| CN202787333U (en) | Concrete surface protection structure of marine construction | |
| CN106007550A (en) | Large flow pattern non-shrinkage anti-crack concrete grouting material | |
| CN107313463A (en) | Urban subway station agent structure side wall concrete crack control method | |
| CN102392441A (en) | Composite crack control prestressed concrete big tube pile and manufacturing method thereof | |
| Qaidi | Ultra-high-performance fiber-reinforced concrete: Applications | |
| Iyer | An overview of cementitious construction materials | |
| CN103835523A (en) | Ultra-long extra-large reinforced concrete structure engineering crack prevention process | |
| CN110128078A (en) | A kind of high-strength waterproof concrete building material | |
| CN109796167A (en) | A kind of high tenacity concrete material selection method | |
| CN112359670A (en) | Anti-cracking corrosion-resistant asphalt concrete pavement structure | |
| CN201818314U (en) | Lining segment of shield with gradient function | |
| Fediuk et al. | Concretes for underwater structures | |
| CN100516463C (en) | Functional gradient material interface enhancing technology for shield driven tunnel concrete pipe sheet | |
| WO2016064325A1 (en) | Concrete mixture and its applications | |
| CN207405875U (en) | A kind of non-adhesive superhigh tenacity cement-base composite material functionally gradient beam | |
| CN111574185A (en) | Acid corrosion resistant concrete pipe pile and preparation method thereof | |
| CN106122616A (en) | A kind of long-effective corrosion etching method of lined Prestressed concrete cylinder pipe | |
| CN106082855A (en) | A kind of high intensity high-durability modified concrete structure repair material | |
| CN109796168A (en) | A kind of toughening cement-based materials method |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| PB01 | Publication | ||
| C10 | Entry into substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant |