CN102747742B - 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
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- CN102747742B CN102747742B CN201210257051.3A CN201210257051A CN102747742B CN 102747742 B CN102747742 B CN 102747742B CN 201210257051 A CN201210257051 A CN 201210257051A CN 102747742 B CN102747742 B CN 102747742B
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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 bridge design field, particularly the Massive Bridge Concrete construction method of a kind of low-temperature-rise, cracking resistance and anti-impact mill.
Background technology
What at present, China's Coastal Areas was built or under construction exceedes 20 more than across sea, river bridge is existing.The mass concrete construction cracks control at the positions such as bridge construction process Bridge anchorage, cushion cap, bridge pier and cushion cap, bridge pier etc. are the key issue that concern bridge long durability in runtime opposing containing husky (or mud) current punching mill with water contact site.Bridge bearing platform is the substructure of bridge, is stake and the part that contacts of post or pier, builds post or pier on cushion cap again, forms complete force transfer system.Bridge bearing platform construction belongs to large foundation concrete work (being mass concrete engineering) in process of construction.
Exothermic reaction when hydrated cementitious makes to emit in cement setting hardening process amount of heat (heat of hydration), the heat of hydration can make concrete in mass internal temperature exceed outside, produce larger thermal stresses, make concrete surface produce crack and even occur through crack.When the concrete construction of general bridge cushion cap, adopt, in suspended deck structure inside, cooling water pipe is set, reduce the concrete in mass inside and outside temperature difference to logical cooling water in cooling water pipe, reduce the risk of cracking.But due to comparatively severe across the river general built environment of sea bridge, cooling water pipe is set and can increases difficulty of construction and construction speed, after cooling water pipe water flowing, pipeline pneumatic mortar shutoff exists that shutoff is tight, the potential danger such as break, durability when this can increase concrete in mass operation.Therefore, if can, guaranteeing to cancel cooling water pipe under the indehiscent prerequisite of platform big volume concrete, be undoubtedly favourable for durability.
Great majority have the advantages that across bridge marine site of living in, sea, river seawater salinity is high, chlorosity is large, and bridge location is in marine outfall, and the dry wet etching effect of fluctuation tide, the corrosive environment of marine atmosphere, on there being great impact the application life of bridge.Except endurance issues, also there is a problem can not be ignored, i.e. the souring of carrying surge to bridge cushion cap or bridge pier part across sea, river bridge.Built or large quantities of across sea, river bridge what build at present, although not as the high-velocity flow running in hydraulic engineering outlet structure escape works, but due to also very important (husky surge stream scooter 10m/s is taken in the bridge marine site of living in that continues as good in Hangzhou Wan) of water velocity of surge formation, in the time of sharp gushing, flow velocity may be higher, except rushing mill effect, also can there is cavitation corrosion effect in this case.It is upper and lower that the position such as cushion cap, bridge pier of bridge spanning the sea is generally all positioned at the water surface, is very easily subject to taking the souring of husky surge.Investigated in recent years discovery according to Construction of Hangzhou Bay Cross-sea Bridge, and taken husky surge and rush mill effect and cause speed that cushion cap or pier stud surface concrete runs off at 2 ~ 5mm/.If things go on like this,, will progressively lose the protective effect of inner reinforcing bar to rush under mill effect surface structure very easily impaired across river sea bridge, when serious, can affect the safe operation of bridge construction, and keep in repair in bridge spanning the sea marine site of living in and difficulty.Therefore, the limit portion concrete anti-abrasion ability at the position such as bridge bearing platform, bridge pier seems particularly important.
In sum, take husky surge and need to consider the problem aspect two in washing away the concrete in mass design and construction across positions such as river sea bridge bridge bearing platforms under environment having: first, the large volume concrete structural at the positions such as bridge bearing platform should have that construction period concrete temperature rise is low, the feature of cracking resistance, can have the generation of enough ability opposing thermal crackings, second, the large volume concrete structural at the positions such as bridge bearing platform should have to be taken husky surge souring and is affected little feature in During Process of Long-term Operation, can remain on the long durability in this environment, general outer steel pipe or the brushing wear-resistant paint of adopting carries out part protection to the large volume concrete structural at the positions such as bridge bearing platform at present, take to reduce the impact that husky surge washes away the large volume concrete structural of environment on positions such as bridge bearing platforms, but, there are the serious problems of corrosion in the method for outer steel pipe, there is the problem with base concrete bonding and illumination aging resisting in brushing wear-resistant paint.
Summary of the invention
For problems of the prior art, the invention provides a kind of Pile Cap Mass Concrete construction method, the method can solve the problem of Cracking of Pile Cap Mass Concrete structure and can keep it to wash away the long durability in 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 Pile Cap Mass Concrete construction method, adopt placement layer by layer, each layer concrete is adopted to following construction method: 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, after arrival striking time, carry out form removal.
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 feature of low-temperature-rise, cracking resistance, in every cubic metre of inner concrete in mass, each material usage is: cement 100 ~ 150kg, flyash 150 ~ 200kg, breeze 50 ~ 200kg, sand 750 ~ 850kg, stone 950 ~ 1100kg, high efficiency water reducing agent is 0.5～1% of cementitious material quality, economization agent is 1～1.5% of cementitious material quality, and water-cement ratio is 0.3 ~ 0.4; Described cementitious material is cement, flyash and breeze.
Said external concrete in mass has the feature of high cracking resistance, high-impact mill, in every cubic metre of outside concrete in mass, each material usage is: 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 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 construction method of the present invention, between limit portion concrete in mass and inner concrete in mass, adopt staggered floor phase embedding (as Fig. 2) to guarantee with construction simultaneously the integrality that interface is connected, distribute with the gradient that realizes limit portion and inner two kinds of different large volume concrete structural performances, weaken the performance catastrophe characteristics from inner concrete in mass to outside concrete in mass, improve the globality of structure.
In the preferred version of the inventive method, the inside concrete in mass formula of a kind of low-temperature-rise, cracking resistance has been proposed, this inside concrete in mass, by reducing cement consumption, increasing doping quantity of fly ash, admixture economization agent and high efficiency water reducing agent, reduces concrete thermal insulation temperature rise and native shrinkage value, improves toughness of concrete.
In the another kind of preferred version of the inventive method, the limit portion concrete in mass formula of a kind of high cracking resistance of having deducted a percentage, high-impact mill, this limit portion concrete in mass improves concrete anti-abrasion performance by admixture high-quality breeze; Imitate the toughening material such as steel fibre, flexibilizer by admixture and improve elastic modulus of concrete performance and cracking resistance.
Compared with prior art, tool of the present invention has the following advantages and beneficial effect:
(1) adopt the inventive method when can solving the problem of Cracking of Pile Cap Mass Concrete structure, can also keep it to wash away the long durability in environment taking husky surge.
(2) adopt construction method of the present invention, need cooling water pipe be set in large volume concrete structural inside such as bridge bearing platforms, just the large volume concrete structural inside and outside temperature difference can be controlled in 25 ℃, thereby can reduce the risk of thermal cracking; Compared with cooling water pipe is set, construction method of the present invention is simpler, and it is not tight to have avoided arranging 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 construction method of the present invention, at the concrete in mass that has adopted a kind of high cracking resistance, high-impact mill across the large volume concrete structurals such as river sea bridge bridge bearing platform and the direct contact portion of water, it is 3 ~ 5 times of traditional high performance concrete that this concrete anti-impact is ground intensity; Reducing and take compared with the method for impact that husky surge washes away the large volume concrete structural of environment on positions such as bridge bearing platforms with existing employing outer steel pipe or brushing wear-resistant paint, there is not corrosion and aging problem in the inventive method.
(4) in construction method of the present invention, at the concrete in mass that has adopted a kind of low-temperature-rise, cracking resistance across large volume concrete structural inside such as sea, river bridge bridge bearing platforms, this concrete splitting tensile strength of 28 days is 2.85 ~ 3.35MPa, has excellent cracking resistance;
(5), in construction method of the present invention, between inner concrete in mass and outside concrete in mass, take staggered floor phase embedding method for designing and while working measure to guarantee that the gradient of performance between the two distributes, to guarantee the globality of bridge bearing platform structure.
Accompanying drawing explanation
Fig. 1 is the top view that adopts construction method 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 Specific construction step of the inventive method is as follows:
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, 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 simultaneously; Limit portion concrete in mass design thickness f span is 0.5 ~ 0.8m;
2, when after the form removal of first floor concrete in mass, then adopt the method for step 1 to build second layer limit portion's concrete in mass and inner concrete in mass simultaneously;
3, repeating step 2 is until large volume concrete structural reaches design thickness h(referring to Fig. 2);
4, provide necessary maintenance by the physical condition in building site to large volume concrete structural, for example, put on a suit of armour gunnysack or colour bar cloth in large volume concrete structural side, at its end face water storing conservation.
Inside concrete in mass in the inventive method has the feature of low-temperature-rise, cracking resistance, in every cubic metre of inner concrete, each material usage is: cement 100 ~ 150kg, flyash 150 ~ 200kg, breeze 50 ~ 200kg, sand 750 ~ 850kg, stone 950 ~ 1100kg, high efficiency water reducing agent is 0.5～1% of cementitious material quality, economization agent is 1～1.5% of 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 feature of high cracking resistance, high-impact mill, in every cubic metre of outside concrete, each material usage is: 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 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.
Below in conjunction with embodiment, the invention will be further described:
Embodiment 1
Certain is across 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
1for 3m, the second layer is built thickness m
2for 2m, the design thickness t of limit portion concrete in mass is 0.8m, and domatic inclination angle theta is 30 °.The Specific construction process of the present embodiment is:
1) frame shuttering, builds 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) in the time that first floor concrete arrives striking time, after 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;
3) while arriving striking time, after form removal, gained platform big volume concrete structure is carried out to maintenance, be specially: put on a suit of armour wet gunnysack in large volume concrete structural side, and at its end face water storing conservation.
In the present embodiment, inner cryogenic liter used, the concrete in mass design strength grade of cracking resistance are C40, in every cubic metre of inner concrete, each material usage is: cement 136kg, flyash 176kg, breeze 78kg, sand 806kg, stone 1026kg, water 138kg, high efficiency water reducing agent 3.9kg, economization agent 3.9kg.Test the performance parameters such as slump, compressive strength, splitting tensile strength, impervious grade, freeze proof grade and the chloride permeability coefficient of above-mentioned inner concrete in mass according to GB/T 50081-2002 " standard for test methods of mechanical properties of ordinary concrete " and GB/T 50082-2009 " ordinary concrete long-term behaviour and endurance quality test method standard ", the results are shown in Table 1.Test the concrete temperature effect in above-mentioned inside according to GB50496-2009 " mass concrete construction standard ", the results are shown in Table 2.
From 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 Chloride Attack ability.After logical cooling water, the maximum temperaturerise of first floor has reduced by 3.9 ℃, 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 ℃.Cancelling cooling water pipe construction still meets the regulation temperature difference in GB50496-2009 " mass concrete construction standard " and should not be greater than 25 ℃, build surface and atmosphere temperature-difference should not be greater than the requirement of 20 ℃, therefore, consider from the factor such as economy and construction speed, can adopt the inventive method to replace cooling water pipe construction.
The key property index of inner concrete in mass in table 1 embodiment 1
The temperature effect test result of inner concrete in mass in 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, in every cubic metre of limit portion concrete in mass, each material usage is: 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 in 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, within open day, is 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, testing experiment condition is: flow velocity 30m/s, rushes 90 ° of angle lap degree.
Embodiment 2
Certain estuary is large volume concrete structural across river bridge bridge bearing platform, and it is cylindrical structural, bottom surface diameter 40m, high 6m(be design thickness h), total concrete amount is 7500m
3; 2 layers of bearing platform construction time-divisions build, and 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 Specific construction process of the present embodiment, with embodiment 1, is not repeating.
In the present embodiment, inner cryogenic liter used, the concrete in mass design strength grade of cracking resistance are C30, in every cubic metre of inner concrete, each material usage is: cement 105kg, flyash 150kg, breeze 160kg, sand 795kg, stone 1055kg, water 142kg, high efficiency water reducing agent 2.1kg, economization agent 4.2kg.Adopt every fundamental performance parameter and the temperature effect of the inner concrete in mass of the method identical with embodiment 1 test the present embodiment, the results are shown in Table 3 and table 4.
From 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, illustrates that this concrete has good impermeability and opposing Chloride Attack ability.After logical cooling water, the maximum temperaturerise of first floor has reduced by 6.3 ℃, 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 ℃.Cancelling after cooling water pipe construction still meets the regulation temperature difference in GB50496-2009 " mass concrete construction standard " and should not be greater than 25 ℃, build surface and atmosphere temperature-difference should not be greater than the requirement of 20 ℃, therefore, consider from the factor such as economy and construction speed, can adopt the inventive method to replace cooling water pipe construction.
The key property index of inner concrete in mass in table 3 embodiment 2
The temperature effect test result of inner concrete in mass in 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, in every cubic metre of limit portion concrete in mass, each material usage is: 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
3.28 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 in 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, within open day, is 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, testing experiment condition is: flow velocity 30m/s, rushes 90 ° of angle lap degree.
Embodiment 3
Certain is large volume concrete structural across river bridge bridge bearing platform, and it is rectangular structure, long 28m, wide 19m, high 6m(be design thickness h), total concrete amount is 3092m
3; 2 layers of bearing platform construction time-divisions build, and 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 Specific construction process of the present embodiment, with embodiment 1, is not repeating.
In the present embodiment, inner cryogenic liter used, the concrete in mass design strength grade of cracking resistance are C30, in every cubic metre of inner concrete in mass, each material usage is: cement 150kg, flyash 200kg, breeze 50kg, sand 750kg, stone 1100kg, water 160kg, high efficiency water reducing agent 4kg, economization agent 6kg.Adopt every fundamental performance parameter and the temperature effect of the inner concrete in mass of the method identical with embodiment 1 test the present embodiment, the results are shown in Table 5 and table 6.
From 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, illustrates that this concrete has good impermeability and opposing Chloride Attack ability.After logical cooling water, the maximum temperaturerise of first floor has reduced by 4.5 ℃, 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 ℃.Cancelling after cooling water pipe construction still meets the regulation temperature difference in GB50496-2009 " mass concrete construction standard " and should not be greater than 25 ℃, build surface and atmosphere temperature-difference should not be greater than the requirement of 20 ℃, therefore, consider from the factor such as economy and construction speed, can adopt the inventive method to replace but water pipe construction.
The key property index of inner concrete in mass in table 5 embodiment 3
The temperature effect test result of inner concrete in mass in 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, in every cubic metre of limit portion concrete, each material usage is: 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
3.28 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 in 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, within open day, is 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, testing experiment condition is: flow velocity 30m/s, rushes 90 ° of angle lap degree.
Embodiment 4
Certain bridge spanning the sea bridge bearing platform is large volume concrete structural, and it is rectangular structure, long 38m, wide 26m, high 5m(be 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 Specific construction process of the present embodiment, with embodiment 1, is not repeating.
In the present embodiment, inner cryogenic liter used, the concrete in mass design strength grade of cracking resistance are C35, every cubic metre of inside is got through each material usage in concrete and is: cement 100kg, flyash 150kg, breeze 200kg, sand 850kg, stone 950kg, water 135kg, high efficiency water reducing agent 4.5kg, economization agent 4.5kg.Adopt every fundamental performance parameter and the temperature effect of the inner concrete in mass of the method identical with embodiment 1 test the present embodiment, the results are shown in Table 7 and table 8.
From 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, illustrates that this concrete has good impermeability and opposing Chloride Attack ability.After logical cooling water, the maximum temperaturerise of first floor has reduced by 3.5 ℃, 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 ℃.Cancelling after cooling water pipe construction still meets the regulation temperature difference in GB50496-2009 " mass concrete construction standard " and should not be greater than 25 ℃, build surface and atmosphere temperature-difference should not be greater than the requirement of 20 ℃, therefore, consider from the factor such as economy and construction speed, can adopt the inventive method to replace cooling water pipe construction.
In the present embodiment, the anti-high cracking resistance of limit portion, anti-impact grinding concrete design strength grade are C40, in every cubic metre of limit portion concrete, each material usage is: 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 in 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, within open day, is 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, testing experiment condition is: flow velocity 30m/s, rushes 90 ° of angle lap degree.
The key property index of inner concrete in mass in table 7 embodiment 4
The temperature effect test result of inner concrete in mass in table 8 embodiment 4
In the present embodiment, the anti-high cracking resistance of limit portion, anti-impact grinding concrete design strength grade are C40, in every cubic metre of limit portion concrete, each material usage is: 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 in 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, within open day, is 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, testing experiment condition is: flow velocity 30m/s, rushes 90 ° of angle lap degree.
Claims (2)
1. a Pile Cap Mass Concrete construction method, is characterized in that:
Adopt placement layer by layer, each layer concrete is adopted to following construction method: frame shuttering, according to pre-designed domatic inclination angle theta, the concrete in mass design thickness t of limit portion and this layer are built thickness m, build limit portion concrete in mass and inner concrete in mass simultaneously, after arriving striking time, carry out form removal, described inside concrete in mass, in every cubic metre of inner concrete in mass, each material usage is: cement 100～150kg, flyash 150～200kg, breeze 50～200kg, sand 750～850kg, stone 950～1100kg, high efficiency water reducing agent is 0.5～1% of cementitious material quality, economization agent is 1～1.5% of cementitious material quality, water-cement ratio is 0.3～0.4, described limit portion concrete in mass, in every cubic metre of limit portion concrete in mass, each material usage is: 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 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, coal dust ash and breeze.
2. Pile Cap Mass Concrete construction method according to claim 1, is characterized in that:
The described concrete in mass design thickness t of limit portion is 0.5～0.8m.
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| 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 |
| 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 |
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 |
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