CN111848019A - Ultrahigh-lift pumping anti-cracking concrete suitable for cable tower structure and preparation method thereof - Google Patents
Ultrahigh-lift pumping anti-cracking concrete suitable for cable tower structure and preparation method thereof Download PDFInfo
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Images
Classifications
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- C—CHEMISTRY; METALLURGY
- C04—CEMENTS; CONCRETE; ARTIFICIAL STONE; CERAMICS; REFRACTORIES
- C04B—LIME, MAGNESIA; SLAG; CEMENTS; COMPOSITIONS THEREOF, e.g. MORTARS, CONCRETE OR LIKE BUILDING MATERIALS; ARTIFICIAL STONE; CERAMICS; REFRACTORIES; TREATMENT OF NATURAL STONE
- C04B28/00—Compositions of mortars, concrete or artificial stone, containing inorganic binders or the reaction product of an inorganic and an organic binder, e.g. polycarboxylate cements
- C04B28/02—Compositions of mortars, concrete or artificial stone, containing inorganic binders or the reaction product of an inorganic and an organic binder, e.g. polycarboxylate cements containing hydraulic cements other than calcium sulfates
- C04B28/04—Portland cements
-
- C—CHEMISTRY; METALLURGY
- C04—CEMENTS; CONCRETE; ARTIFICIAL STONE; CERAMICS; REFRACTORIES
- C04B—LIME, MAGNESIA; SLAG; CEMENTS; COMPOSITIONS THEREOF, e.g. MORTARS, CONCRETE OR LIKE BUILDING MATERIALS; ARTIFICIAL STONE; CERAMICS; REFRACTORIES; TREATMENT OF NATURAL STONE
- C04B2111/00—Mortars, concrete or artificial stone or mixtures to prepare them, characterised by specific function, property or use
- C04B2111/00034—Physico-chemical characteristics of the mixtures
- C04B2111/00146—Sprayable or pumpable mixtures
-
- C—CHEMISTRY; METALLURGY
- C04—CEMENTS; CONCRETE; ARTIFICIAL STONE; CERAMICS; REFRACTORIES
- C04B—LIME, MAGNESIA; SLAG; CEMENTS; COMPOSITIONS THEREOF, e.g. MORTARS, CONCRETE OR LIKE BUILDING MATERIALS; ARTIFICIAL STONE; CERAMICS; REFRACTORIES; TREATMENT OF NATURAL STONE
- C04B2111/00—Mortars, concrete or artificial stone or mixtures to prepare them, characterised by specific function, property or use
- C04B2111/34—Non-shrinking or non-cracking materials
- C04B2111/343—Crack resistant materials
-
- C—CHEMISTRY; METALLURGY
- C04—CEMENTS; CONCRETE; ARTIFICIAL STONE; CERAMICS; REFRACTORIES
- C04B—LIME, MAGNESIA; SLAG; CEMENTS; COMPOSITIONS THEREOF, e.g. MORTARS, CONCRETE OR LIKE BUILDING MATERIALS; ARTIFICIAL STONE; CERAMICS; REFRACTORIES; TREATMENT OF NATURAL STONE
- C04B2201/00—Mortars, concrete or artificial stone characterised by specific physical values
- C04B2201/50—Mortars, concrete or artificial stone characterised by specific physical values for the mechanical strength
Abstract
The invention discloses ultra-high pumping anti-cracking concrete suitable for a cable tower structure and a preparation method thereof. The anti-crack concrete comprises the following components: 240-300 kg/m cement390-130 kg/m of fly ash350-80 kg/m of mineral powder335-45 kg/m of anti-cracking agent3The anti-cracking agent comprises the following components in percentage by weight: hydration temperature rise regulating material 1-2.5 kg/m332.5-44 kg/m of calcium-magnesium composite expansion material330-40 kg/m viscosity modifying material3950 to 1150kg/m of crushed stone3700-820 kg/m river sand3145-160 kg/m of water35-8 kg/m of high-performance polycarboxylic acid water reducing agent3. The concrete of the invention has the characteristics of better working performance, mechanical property, pumping performance and crack resistance, better matching of the expansion process with the temperature process and the shrinkage process of the concrete, better durability,has important practical engineering application value.
Description
Technical Field
The invention belongs to the field of novel inorganic non-metallic materials of civil construction science and technology, and particularly relates to ultra-high-lift pumping anti-cracking concrete suitable for a cable tower structure and a preparation method thereof.
Background
The research on the domestic large-span concrete bridge finds that the concrete cable tower is more common in cracking. From the appearance time, the cable tower cracks generally occur at the early construction stage, namely the period from the final setting of the concrete to 90 days is mainly generated at the early construction stage; from the appearance shape, the crack shape mainly shows as the vertical crack in surface, and along with main tower fatigue load constantly applys in the use, the crack gradually expands, and vertical penetrability crack appears in the lower pylon of serious person. The crack is mainly caused by the fact that the early cracking of the cable tower is caused by temperature and shrinkage, the cable tower is high in height, the structural concrete belongs to high-strength volume concrete, elevation pumping difficulty is high, and due to design and construction requirements, the concrete has good working performance, pumping performance and mechanical performance, so that the requirements are met, high cementing materials and high cement consumption are generally used at present, and the problems of cracking and the like caused by later-stage temperature shrinkage and self-shrinkage are caused.
In recent years, in order to avoid early cracks as much as possible, the mix proportion of the concrete of the main towers of the bridges is gradually designed in a mode of replacing cement by adding more fly ash and mineral powder with low water-cement ratio, for the concrete of the cable tower structure of the bridges, on the basis of reasonably selecting raw materials and optimizing the mix proportion, a functional anti-cracking material is further used to reduce the temperature reduction shrinkage and self-shrinkage of the concrete from the source, and the concrete is a main technical measure for inhibiting the cracking of the structural concrete.
The technology of regulating and controlling the hydration heat by adopting chemical additives is gradually paid attention. The technology reduces the hydration heat release rate in the acceleration period in the cement hydration process through the chemical admixture, prolongs the heat release process in the cement hydration acceleration period, fully utilizes the heat dissipation condition of the structure, gains precious time for the structure heat dissipation, and achieves the purposes of greatly relieving the hydration concentrated heat release, weakening the temperature peak, prolonging the temperature drop process and reducing the temperature cracking risk. The composite application of the technology and the technologies such as compensation shrinkage provides a new idea for solving a large-volume concrete structure with serious temperature cracking risk.
The structural characteristics and the service environment of the cable tower require that cable tower concrete has good anti-cracking performance and durability, the commonly adopted anti-cracking measure at present is fiber crack resistance, however, the viscosity reduction and plastic retention effects of common additives on concrete are limited, after fibers are doped in low-water-cement-ratio high-strength concrete, the working performance of the concrete is seriously influenced, and self-compaction and ultra-high-range pumping are difficult to realize. By adopting the viscosity modification technology, on the one hand, the working performance and the pumping performance of the concrete can be obviously improved on the premise of ensuring that the concrete has better mechanical properties, the problems of segregation, bleeding and pipe blockage in the elevation pumping process can be solved, and on the other hand, the use amount of a cementing material and cement can be reduced, so that the cracking risk of the concrete caused by temperature shrinkage and self-shrinkage can be reduced.
Disclosure of Invention
Aiming at the problems in the prior art, the invention provides the ultrahigh-range pumping anti-cracking concrete suitable for the cable tower structure and the preparation method thereof.
In order to achieve the purpose, the invention provides the following technical scheme:
the invention provides ultrahigh-lift pumping anti-cracking concrete suitable for a cable tower structure, which comprises the following components in percentage by weight:
the anti-cracking agent comprises the following components in percentage by weight:
the preparation method of the hydration temperature rise regulating and controlling material in the anti-cracking agent comprises the following steps:
(1) heating starch at 140-180 ℃ for 1.5-2.5 h for pyrolysis, and then cooling to room temperature;
(2) dissolving the product obtained in the step (1) in water, stirring to form starch slurry, adjusting the pH to 5.5-6.5, adding alpha-amylase, hydrolyzing at 30-38 ℃ for 5-8 h, adjusting the pH to 2-4, carrying out enzyme deactivation treatment for 1h, and adjusting the pH to be neutral;
(3) drying and cooling the product obtained in the step (2) in a vacuum drying oven to obtain the hydration temperature rise regulating material;
The calcium-magnesium composite expansion material in the anti-cracking agent is formed by compounding a calcium oxide expansion agent and magnesium oxide expansion agents with different activity indexes in any proportion; the calcium oxide expanding agent is prepared by mixing limestone and gypsum in any proportion, grinding into powder, calcining at 1100-1300 ℃ for 60-120 min to obtain calcium oxide clinker, and mixing the calcium oxide clinker, porous zeolite and fly ash in a mass ratio of 80-90: 6-10: 4-10 grinding to obtain a calcium oxide expanding agent, wherein the porosity of the porous zeolite is more than or equal to 40, and the content of free calcium oxide in the calcium oxide expanding agent is not less than 55 wt%; the magnesium oxide expanding agent with different activity indexes is prepared by taking magnesite as a raw material under the conditions of different calcination temperatures and calcination times, and the activity reaction time of the magnesium oxide expanding agent is 120-300 s.
The preparation method of the viscosity modifying material in the anti-cracking agent comprises the following steps:
(1) firstly, multi-stage separation and screening are carried out on class I fly ash of a thermal power plant, the loss on ignition of the screened fly ash is controlled to be less than or equal to 3.0 percent, the fineness is 1-10 mu m, and the water demand ratio is controlled to be less than or equal to 90 percent;
(2) modifying the surface of the superfine fly ash micro-bead by using methacrylamide silane in a spraying manner to obtain a modified superfine fly ash micro-bead, and then compounding the modified superfine fly ash micro-bead and the superfine silicon dioxide micro-bead according to the mass ratio of 7.5: 2.5-8.5: 1.5 to obtain the viscosity modified material; the specific surface area of the superfine silicon dioxide micro powder is 100-200 m 2/g，SiO2The content is more than or equal to 96 wt%, and the 28d activity index is more than or equal to 120%; the fluidity ratio of the viscosity modifying material is more than or equal to 105 percent, and the viscosity ratio is less than or equal to 65 percent; on one hand, the superfine silicon dioxide micropowder plays a role in lubricating in the mixture and can improve the working performance of the mixture; on the other hand, the high volcanic ash activity is exerted in the hydration process, and the hydration product can play a role in compacting and filling and increase the strength.
The high-performance polycarboxylate superplasticizer is prepared by compounding the following components in percentage by mass:
the sum of the mass percentages of the components is 100 percent;
the polycarboxylate superplasticizer A has high water reducing and slump retaining performances; the high-performance polycarboxylate superplasticizer has high water reducing rate, basically no expansion loss after 3 hours and a 28d shrinkage ratio of less than or equal to 100 percent.
The cement is Portland cement of P.II 52.5, and 28d mortar is resistant to compressionThe strength is not less than 60MPa, the compressive strength of 56d mortar is not less than 70MPa, the water consumption of the standard consistency of cement is not more than 26 percent, and C in the cement3The content of A mineral component is not more than 7%, and the specific surface area of cement is not more than 350m2/kg。
The fly ash is I-grade fly ash, the ignition loss is less than or equal to 5 percent, and the water demand ratio is less than or equal to 95 percent.
The mineral powder is S95 grade mineral powder, and the specific surface area is more than or equal to 420m 2/kg is less than or equal to 500m2The activity index of/kg, 28d is more than or equal to 95 percent.
The crushed stone is 5-20 mm continuous graded crushed stone, the crushing value is less than or equal to 10%, and the needle-shaped particles are less than or equal to 5%.
The river sand is medium sand, the fineness modulus is 2.4-3.0, and the mud content is less than or equal to 0.5%.
The water is tap water.
The invention discloses a preparation method of ultrahigh-lift pumping anti-cracking concrete suitable for a cable tower structure, which comprises the following steps of:
(1) weighing raw materials, namely weighing the raw materials in the following ratio: 240-300 kg/m of cement (C)390-130 kg/m of Fly Ash (FA)350-80 kg/m of mineral powder (BFS)335-45 kg/m of anti-cracking agent (HME-V)3Wherein the hydration temperature rise regulating and controlling material in the anti-cracking agent component is 1-2.5 kg/m332.5-44 kg/m of calcium-magnesium composite expansion material330-40 kg/m Viscosity Modifying Material (VMM)3950 to 1150kg/m of crushed stone (G)3700-820 kg/m river sand (S)3145-160 kg/m of water (W)35-8 kg/m of high-performance polycarboxylate superplasticizer (PC-A)3；
(2) And adding the weighed cement, the fly ash, the mineral powder, the anti-cracking agent, the viscosity modifying material, the broken stone and the river sand into a stirrer, and dry-stirring for 1-2 min, adding the weighed water and the high-performance polycarboxylic acid water reducing agent into the stirrer, and stirring for 3-5 min to obtain the ultra-high pumping anti-cracking concrete suitable for the cable tower structure.
The principle of the invention is as follows:
hydration temperature rise regulating and controlling material in anti-cracking agent can be effectively hydrated in an acceleration period C3The reaction rate of A can be controlled without reducing the exothermUnder the condition of total amount, the cement hydration process is regulated, the regulation mechanism of the concrete structure temperature field under a certain heat dissipation condition is realized, the concentrated heat release is reduced, the early adiabatic temperature rise is reduced, and the cracking risk caused by the temperature is further reduced.
The calcium-magnesium composite expanding material in the anti-cracking agent is formed by compounding a calcium oxide expanding agent and magnesium oxide expanding agents with different activity indexes, wherein free calcium oxide in the calcium oxide expanding agent is not less than 55%, and the activity reaction time of the magnesium oxide expanding agents with different activity indexes is 120-300 s. The calcium oxide expanding agent has higher activity, can react to generate ettringite in the early stage, mainly compensates the self-contraction of the early stage, particularly 1-3 d, and plays a larger expansion effect in the early stage, because the hydration reaction speed is high, the contraction in the later stage can not be compensated, and the magnesium oxide expanding agents with different activity indexes just make up for the defect, and the magnesium oxide expanding agents with different sintering activities are hydrated to generate Mg (OH) in the middle and later stages (3-28 d)2The crystal generates larger expansion efficiency along with the growth of the crystal and can be used for compensating temperature reduction shrinkage and self-shrinkage, so that after the calcium oxide expanding agent and the magnesium oxide expanding agent with different activity indexes are compounded, the calcium oxide expanding agent and the magnesium oxide expanding agent supplement each other to realize the staged and overall process compensation shrinkage of the concrete structure.
The viscosity modifying material utilizes the shape of a sphere to play a ball bearing effect in the slurry, thereby improving the workability of the concrete, and achieving better pumping performance under the condition that the dosage and the water consumption of a single cementing material can be reduced in the high-strength, large-volume and low-water-cement-ratio concrete with a cable tower structure. In addition, the superfine silicon dioxide micro powder can fill the gaps among particles, so that the compactness and the plastic viscosity are improved, the segregation rate is reduced, the internal porosity of the generated product can be reduced, the compactness and the later strength of the concrete are increased, and the durability of the concrete is improved.
Compared with the prior art, the invention has the following beneficial effects:
the anti-cracking agent is specially developed for the cable tower high-strength and strong-volume constraint structure concrete, a hydration temperature rise regulating and controlling material in the anti-cracking agent is different from a traditional small-molecule retarder, the traditional small-molecule carbohydrate retarder mainly prolongs a cement hydration induction period, has no influence on a hydration acceleration period, has no influence on the hydration induction period, can greatly reduce the hydration rate of the hydration induction period, can regulate and control a cement hydration course under the condition of not reducing the total heat release amount, and realizes a regulating and controlling mechanism of a concrete structure temperature field under a certain heat radiation condition.
The calcium-magnesium composite expansion material in the anti-cracking agent is formed by compounding a calcium oxide expansion agent and magnesium oxide with different activity indexes, based on the characteristic of a solid structure deformation process, the calcium oxide expansion agent mainly compensates early self-contraction especially for 1-3 d, and plays a large expansion effect in the early stage, and the magnesium oxide expansion agent with different sintering activities generates a large expansion effect in the middle and later stages (3-28 d) of hydration and can be used for compensating temperature reduction shrinkage and self-shrinkage, so that expansion components with different expansion characteristics are utilized, and the calcium oxide expansion agent and the magnesium oxide expansion agent supplement each other to realize compensation shrinkage of a concrete structure in stages and in the whole process. After the concrete is compensated and contracted, the 7d autogenous volume deformation is more than or equal to 0.015 percent, and the 28d autogenous volume deformation is more than or equal to 0.005 percent. Meanwhile, after the hydration temperature rise regulating material is compounded with the calcium-magnesium composite expansion material, the temperature rise speed of the structure can be delayed, the expansion rate of the expansion agent is prevented from being too high, the time is saved for establishing effective expansion and storage of expansion pressure stress, and the compensation shrinkage effect of the expansion agent is enhanced.
Aiming at the phenomena of easy bleeding, segregation and pipe blockage of the concrete with the cable tower structure in the elevation pumping process, the viscosity modifying material is used, so that on the one hand, the working performance and the pumping performance of the concrete can be obviously improved on the premise of ensuring that the concrete has better mechanical property, and the problems of segregation, bleeding and pipe blockage in the elevation pumping process can be solved; on the other hand, the consumption of the cementing material and the cement can be reduced, the problem that the high cementing material and the high cement consumption are needed in the elevation pumping is solved, and the cracking risk of the concrete caused by temperature shrinkage and self-shrinkage is reduced.
Drawings
Fig. 1 shows the thermal insulation and temperature rise of the ultrahigh-lift pumping anti-crack concrete and the common concrete of the C50 cable tower structure.
Fig. 2 shows the deformation performance of the ultrahigh-lift pumping anti-crack concrete and the ordinary concrete of the C50 cable tower structure.
Fig. 3 shows the thermal insulation temperature rise of the ultra-high pumping anti-crack concrete and the common concrete in the C60 cable tower structure.
Fig. 4 shows the deformation performance of the ultrahigh-lift pumping crack-resistant concrete and the ordinary concrete of the C60 cable tower structure.
Detailed Description
For better understanding of the present invention and to make the object and technical solution of the present invention clearer, the following is a detailed description of the present invention with reference to examples, and it should be understood that the specific embodiments described herein are only for explaining the present invention and are not intended to limit the present invention.
The concrete cracking performance evaluation is carried out by adopting a concrete temperature stress testing machine, the cracking temperature comprehensively reflects the interaction effects of factors such as hydration heat temperature rise, heating stage compressive stress, cooling stage tensile stress, stress relaxation, elastic modulus, tensile strain tolerance, tensile strength, linear expansion coefficient, autogenous volume deformation and the like of the concrete, and the cracking resistance is better when the cracking temperature is lower. The invention evaluates the crack resistance of the product by using the concrete cracking temperature reduction value, and the more the cracking temperature reduction, the better the crack resistance of the concrete.
The cement hydration heat release process is monitored by adopting a TAM AIR isothermal calorimeter of the American TA company, the test temperature is 25 ℃, the test piece is pure slurry, the water-gel ratio is 0.31, the performance of the anti-cracking material is comprehensively evaluated by the maximum hydration heat release rate/mW/g and the occurrence time/h of the maximum hydration heat release rate after initial setting, and the smaller the heat release rate after initial setting and the longer the occurrence time of the maximum hydration heat release rate after initial setting indicate that the anti-cracking material can avoid concentrated heat release of cement hydration and the better the anti-cracking performance of the material.
In the following examples, the cement is sea snail P.II 52.5 (low alkali) cement; the coal ash is a national electrical wall I-grade coal ash, the ignition loss is 2 percent, and the water demand ratio is 93 percent; the mineral powder is Changchang S95 grade mineral powder with specific surface area of 442m2/kg, 28d activity index 99%; the broken stone is Jiangxi Pengze limestone broken stone, the grading is 5-20mm secondary broken stone, and the crushing value is 7.0%; the fine aggregate is high-quality middle sand in Jiangxi Jianjiang Fengcheng, and the apparent density is 2735kg/m3The fineness modulus is 2.7, the mud content is 0.5 percent, and the water adopts common tap water; the admixture is a high-performance polycarboxylic acid water reducing agent produced by Jiangsu Subo new material limited company, the water reducing rate is 29 percent, the solid content is 21 percent, the 28d shrinkage ratio is 95 percent, and the admixture has high water reducing rate, high slump retaining performance and a shrinkage reducing function;
The preparation method of the anti-cracking agent comprises the following steps:
1) heating starch at 140-180 ℃ for 1.5-2.5 h for pyrolysis, cooling to room temperature,
2) dissolving the product obtained in the step 1) in water, stirring to form starch slurry, adjusting the pH to 5.5-6.5, adding alpha-amylase, hydrolyzing for 5-8 h at the temperature of 30-38 ℃, adjusting the pH to 2-4, inactivating the enzyme for 1h, adjusting the pH to be neutral,
3) drying and cooling the product obtained in the step 2) in a vacuum drying oven to obtain a hydration temperature rise regulating material;
4) the calcium-magnesium composite expansion material is prepared by compounding a calcium oxide expansion agent and magnesium oxide expansion agents with different activities, wherein the calcium oxide expansion agent is prepared by mixing limestone and gypsum, grinding into powder, calcining at 1100-1300 ℃ for 60-120 min, and grinding with zeolite powder and fly ash to obtain the calcium oxide expansion agent, wherein free calcium oxide in the calcium oxide expansion agent is not less than 55%. The magnesium oxide expanding agent is magnesium oxide with different activities, which is generated by adopting magnesite as a raw material under the conditions of different calcination temperatures and calcination times, and the activity reaction time of the magnesium oxide expanding agent is controlled to be 120-300 s.
The hydration temperature rise regulating and controlling material of the anti-cracking agent has the limited expansion rate of 0.074 percent in water of 7 days, the reduction rate of hydration heat of 1 day of 35 percent and the reduction rate of hydration heat of 7 days of 10 percent.
The preparation method of the viscosity modified material comprises the following steps:
1) firstly, multi-stage separation and screening are carried out on class I fly ash of a thermal power plant, the loss on ignition of the screened fly ash is controlled to be less than or equal to 3.0 percent, the fineness is 1-10 mu m, and the water demand ratio is controlled to be less than or equal to 90 percent;
2) method for modifying surfaces of ultrafine fly ash microbeads by using methacrylamide silane in spraying modeAnd (3) obtaining modified ultrafine fly ash microbeads, and then compounding the modified ultrafine fly ash microbeads with the silica micropowder according to the mass ratio of 7.5: 2.5-8.5: 1.5, wherein the specific surface area of the selected silica micropowder is 100-200 m2/g，SiO2The content is more than or equal to 96 wt%, the 28d activity index is more than or equal to 120%, and the ultrafine silicon dioxide micropowder plays a lubricating role in the mixture on one hand and can improve the working performance of the mixture; on the other hand, the high volcanic ash activity is exerted in the hydration process, and the hydration product can play a role in compacting and filling and increase the strength.
In the embodiment of the invention, the concrete mixing proportion consists of cement (C), Fly Ash (FA), mineral powder (BFS), an anti-cracking agent (HME-V), a Viscosity Modifying Material (VMM), gravel (G), river sand (S), a high-performance polycarboxylate superplasticizer (PC-A) and water, and the preparation method comprises the following steps: weighing raw materials according to a mixing proportion, adding the weighed cement, fly ash, mineral powder, anti-cracking agent, viscosity modifying material, broken stone and river sand into a stirrer, and dry-stirring for 1-2 min, adding the weighed water and high-performance polycarboxylate superplasticizer into the stirrer, and stirring for 3-5 min to obtain the ultrahigh-range pumping anti-cracking concrete with the cable tower structure.
Example 1
The prepared anti-cracking agent and viscosity modifying material are selected to replace cement, fly ash and mineral powder in equal amount, and the anti-cracking concrete prepared by the method of the invention has the following mixing ratio: 251kg/m of cement (C)392kg/m of Fly Ash (FA)351kg/m mineral powder (BFS)338kg/m of crack resistance agent (HME-V)338kg/m of Viscosity Modifying Material (VMM)3Crushed stone (G)1002kg/m3756kg/m river sand (S)3146kg/m of water (W)36.11kg/m of high-performance polycarboxylate superplasticizer (PC-A)3；
Comparative examples 1 to 1
The difference from the embodiment 1 is that 38kg of anti-cracking agent is added to replace cement, fly ash and mineral powder in equal amount, and the anti-cracking agent lacks viscosity modifying materials, and the concrete mixing ratio is as follows: 260kg/m of cement (C)3108kg/m of Fly Ash (FA)364kg/m of mineral powder (BFS)338kg/m of crack resistance agent (HME-V)3Crushed stone (G)1002kg/m3756kg/m river sand (S)3146kg of water (W)m36.11kg/m of high-performance polycarboxylate superplasticizer (PC-A)3；
Comparative examples 1 to 2
The difference from the embodiment 1 is that 1.5kg of hydration temperature rise regulating and controlling material which is the same as that in the anti-cracking agent in the embodiment 1 is added to replace the cement dosage, and the concrete mixing ratio is as follows: 280.5kg/m of cement (C)3117kg/m of Fly Ash (FA)371kg/m of mineral powder (BFS)3The hydration temperature rise regulating material is 1.5kg/m3Crushed stone (G)1002kg/m 3756kg/m river sand (S)3146kg/m of water (W)36.11kg/m of high-performance polycarboxylate superplasticizer (PC-A)3；
Comparative examples 1 to 3
The difference of the comparative examples 1-2 is that the anhydrous temperature rise regulating material is prepared by adding 60g of white sugar and 10g of sodium saccharite into an additive to serve as a retarder, and the concrete mixing ratio is as follows: 282kg/m of cement (C)3117kg/m of Fly Ash (FA)371kg/m of mineral powder (BFS)3Crushed stone (G)1002kg/m3756kg/m river sand (S)3146kg/m of water (W)36.11kg/m of high-performance polycarboxylate superplasticizer (PC-A)3；
Comparative examples 1 to 4
The difference from the embodiment 1 is that 36.5kg of pure calcium oxide type expanding agent is added to replace cement, fly ash and mineral powder in equal amount, no viscosity modifying material and crack resistance agent are added, and the concrete mixing ratio is as follows: 261.5kg/m of cement (C)3107.7kg/m of Fly Ash (FA)364.3kg/m mineral powder (BFS)336.5kg/m of calcium oxide expanding agent3Crushed stone (G)1002kg/m3756kg/m river sand (S)3146kg/m of water (W)36.11kg/m of high-performance polycarboxylate superplasticizer (PC-A)3；
Comparative examples 1 to 5
The difference from the embodiment 1 is that 36.5kg of pure magnesium oxide expanding agent with 180s activity index is added to replace cement, fly ash and mineral powder in equal amount, no viscosity modifying material and crack resistance agent are added, and the concrete mixing ratio is as follows: 261.5kg/m of cement (C)3107.7kg/m of Fly Ash (FA) 364.3kg/m mineral powder (BFS)3180s activity index of 36.5kg/m pure magnesia expanding agent3Crushed stone (G)1002kg/m3756kg/m river sand (S)3146kg/m of water (W)36.11kg/m of high-performance polycarboxylate superplasticizer (PC-A)3。
The concrete properties of example 1, comparative examples 1-1 to comparative examples 1-5 are shown in Table 1.
Table 1 example 1 and comparative concrete properties
As can be seen from Table 1, after the anti-cracking agent and the viscosity modifying material are used, the setting time is slightly prolonged, but the influence is not great, the maximum hydration heat release rate of the cement is greatly reduced, the maximum hydration heat release rate after initial setting is obviously prolonged, and the cracking temperature is greatly reduced; the mixing amount of cement and mineral powder can be reduced in equal amount after the viscosity modifying material is mixed, and a certain effect on the cracking temperature reduction value is achieved; the conventional pure calcium oxide expanding agent or single-activity magnesium oxide expanding agent has little influence on the maximum hydration heat release rate and the time of the maximum hydration heat release rate, and can be helpful for reducing certain cracking temperature, the main reason is that certain expansion pre-stress is generated in the temperature rise stage, and certain cracking risk is reduced in the temperature drop stage, but the conventional expanding agent has a limited reduction value on the cracking temperature.
In the following examples, the working properties, mechanical properties, thermophysical properties, volume stability and durability of the obtained concrete were tested according to the methods described in Standard methods for testing mechanical Properties of ordinary concrete (GB/T50081-2002), Standard methods for testing Long-term Properties and durability of ordinary concrete (GB/T50082-2009), Standard for construction of Hydraulic concrete (DL/T5144-2015), and Standard for testing durability of concrete (JGJ/193-2009).
Example 2
Weighing the raw materials according to the table 2 to prepare the C50 cable tower structure ultra-high-lift pumping anti-cracking concrete, namely the concrete of the embodiment 2, wherein the concrete mixing proportion of the comparative example 2 is shown in the table 2; the working performance and pumping performance results of the concrete obtained in example 2 and comparative example 2 are shown in table 3, the mechanical performance and durability results are shown in table 4, the deformation performance results are shown in fig. 1, and the adiabatic temperature rise results are shown in fig. 2.
| Numbering | C | FA | BFS | VMM | HME-V | S | G | W | PC-A |
| Comparative example 2 | 282 | 117 | 71 | 0 | 0 | 745 | 989 | 146 | 6.11 |
| Example 2 | 251 | 92 | 51 | 38 | 38 | 745 | 989 | 146 | 6.11 |
Table 3 working performance and pumping performance of the concrete of example 2 and comparative example 2.
Table 4 mechanical properties and durability of the concrete of example 2 and comparative example 2.
Example 3
Weighing the raw materials according to the table 5 to prepare the ultra-high pumping anti-crack concrete with the C60 cable tower structure, namely, the concrete is the concrete of the embodiment 3, and the mixing proportion of the concrete of the comparative example 3 is shown in the table 5; the working performance and pumping performance results of the concrete obtained in example 3 and comparative example 3 are shown in table 6, the mechanical performance and durability results are shown in table 7, the deformation performance results are shown in fig. 3, and the adiabatic temperature rise results are shown in fig. 4.
TABLE 5C 60The mixing proportion (unit: kg/m) of the cable tower structure ultra-high-lift pumping anti-crack concrete and the concrete of the comparative example 33)
| Numbering | C | FA | BFS | VMM | HME-V | S | G | W | PC-A |
| Comparative example 3 | 294 | 122 | 74 | 0 | 0 | 756 | 1002 | 152 | 6.37 |
| Example 3 | 260 | 98 | 54 | 39 | 39 | 756 | 1002 | 152 | 6.37 |
Table 6 working performance and pumping performance of the concrete of example 3 and comparative example 3.
Table 7 example 3 comparative example 3 concrete mechanical properties and durability.
As can be seen from tables 2, 3, 5, 6 and fig. 1 to 4, based on the technical principle of dual regulation and viscosity modification, the cable tower structure ultra-high pumping anti-crack concrete prepared according to the invention has better working performance and pumping performance (large slump and expansion, good fluidity, good cohesiveness, good segregation resistance, and capability of reducing pumping pressure and increasing discharge capacity), and effectively solves the problems of large pumping pressure, low discharge capacity, high cementing material, high cement consumption, easy segregation and pipe blockage of the ultra-high pumping high-strength volume concrete.
It can be seen from tables 4 and 7 that the cable tower structure ultra-high pumping anti-crack concrete prepared according to the invention has better mechanical properties and durability (the early strength is slightly reduced, the later strength is not much different from the comparative example, in the later hydration process, the pore structure can be improved, the porosity is reduced, the size of the most probable pore diameter is reduced, the concrete forms a self-compact stacking system with a compact filling structure and a fine layer, and the durability of the concrete is improved).
As can be seen from fig. 1 to 4, the ultrahigh-lift pumping anti-cracking concrete with the cable tower structure prepared according to the invention can obviously reduce the rate of the hydration rapid heat release stage and the 1-3 d adiabatic temperature rise, has little influence on the total heat release, and can help to reduce the temperature rise of the solid structure on the premise of not influencing the later strength of the concrete, thereby avoiding the cracking of the concrete due to the concentration of temperature stress in the cable tower structure with high strength and large volume; in addition, the addition of the anti-cracking agent and the viscosity modifying material reduces the consumption of cement and mineral powder to a certain extent, so that the self-shrinkage of concrete is reduced, meanwhile, the calcium-magnesium composite expansion material in the anti-cracking agent realizes staged and overall compensation shrinkage in different hydration processes, and after the calcium-magnesium composite expansion material is compounded with a hydration heat regulation material, the temperature rise speed of a structure can be delayed, the expansion rate of the expansion agent is prevented from being too high, the time is saved for establishing effective expansion and expansion compressive stress, and the compensation shrinkage effect is enhanced. After 28 days of compensation shrinkage, the concrete still has expansion deformation of 70-100 mu.
It is apparent that the above embodiments are only examples for clearly illustrating the embodiments and do not limit the embodiments. Other variants and modifications of the invention, which are obvious to those skilled in the art and can be made on the basis of the above description, are not necessary or exhaustive for all embodiments, and are therefore within the scope of the invention.
Claims (7)
1. The ultrahigh-lift pumping anti-crack concrete suitable for the cable tower structure is characterized by comprising the following components in percentage by weight:
the anti-cracking agent comprises the following components in percentage by weight:
the preparation method of the hydration temperature rise regulating and controlling material in the anti-cracking agent comprises the following steps:
(1) heating starch at 140-180 ℃ for 1.5-2.5 h for pyrolysis, and then cooling to room temperature;
(2) dissolving the product obtained in the step (1) in water, stirring to form starch slurry, adjusting the pH to 5.5-6.5, adding alpha-amylase, hydrolyzing at 30-38 ℃ for 5-8 h, adjusting the pH to 2-4, carrying out enzyme deactivation treatment for 1h, and adjusting the pH to be neutral;
(3) drying and cooling the product obtained in the step (2) in a vacuum drying oven to obtain the hydration temperature rise regulating material;
The calcium-magnesium composite expansion material in the anti-cracking agent is formed by compounding a calcium oxide expansion agent and magnesium oxide expansion agents with different activity indexes in any proportion; the calcium oxide expanding agent is prepared by mixing limestone and gypsum in any proportion, grinding into powder, calcining at 1100-1300 ℃ for 60-120 min to obtain calcium oxide clinker, and mixing the calcium oxide clinker, porous zeolite and fly ash in a mass ratio of 80-90: 6-10: 4-10 grinding to obtain a calcium oxide expanding agent, wherein the porosity of the porous zeolite is more than or equal to 40, and the content of free calcium oxide in the calcium oxide expanding agent is not less than 55 wt%; the magnesium oxide expanding agent with different activity indexes is prepared by taking magnesite as a raw material under the conditions of different calcination temperatures and calcination times, and the activity reaction time of the magnesium oxide expanding agent is 120-300 s;
the preparation method of the viscosity modifying material in the anti-cracking agent comprises the following steps:
(1) firstly, multi-stage separation and screening are carried out on class I fly ash of a thermal power plant, the loss on ignition of the screened fly ash is controlled to be less than or equal to 3.0 percent, the fineness is 1-10 mu m, and the water demand ratio is controlled to be less than or equal to 90 percent;
(2) modifying the surface of the superfine fly ash micro-bead by using methacrylamide silane in a spraying manner to obtain a modified superfine fly ash micro-bead, and then compounding the modified superfine fly ash micro-bead and the superfine silicon dioxide micro-bead according to the mass ratio of 7.5: 2.5-8.5: 1.5 to obtain the viscosity modified material; the specific surface area of the superfine silicon dioxide micro powder is 100～200m2/g，SiO2The content is more than or equal to 96wt percent, and the 28d activity index is more than or equal to 120 percent.
2. The ultra-high-lift pumping anti-cracking concrete suitable for the cable tower structure as claimed in claim 1, wherein the fluidity ratio of the viscosity modifying material is not less than 105%, and the viscosity ratio is not more than 65%.
3. The ultra-high-lift pumping anti-cracking concrete suitable for the cable tower structure as claimed in claim 1, wherein the high-performance polycarboxylate superplasticizer has high water reducing rate, basically no expansion loss after 3 hours and 28d shrinkage ratio of less than or equal to 100%.
4. The ultra-high-lift pumping anti-cracking concrete suitable for the cable tower structure according to claim 3, wherein the high-performance polycarboxylate superplasticizer is prepared by compounding the following components in percentage by mass:
the sum of the mass percentages of the components is 100 percent;
the polycarboxylate superplasticizer A has high water reducing performance and high slump retaining performance.
5. The ultra-high-lift pumping anti-cracking concrete suitable for the cable tower structure as claimed in claim 1, wherein the cement is Portland cement P.II 52.5, the 28d mortar compressive strength is not less than 60MPa, the 56d mortar compressive strength is not less than 70MPa, the water consumption for the standard consistency of the cement is not more than 26%, and C in the cement 3The content of A mineral component is not more than 7%, and the specific surface area of cement is not more than 350m2/kg。
6. The ultra-high-lift pumping anti-crack concrete suitable for the cable tower structure as claimed in claim 1, wherein the component fly ash in the anti-crack concrete is class I fly ash, the loss on ignition is less than or equal to 5%, and the water demand ratio is less than or equal to 95%;
the mineral powder is S95 grade mineral powder, and the specific surface area is more than or equal to 420m2/kg is less than or equal to 500m2The activity index of/kg, 28d is more than or equal to 95 percent;
the crushed stone is 5-20 mm continuous graded crushed stone, the crushing value is less than or equal to 10%, and the needle-shaped particles are less than or equal to 5%;
the river sand is medium sand, the fineness modulus is 2.4-3.0, and the mud content is less than or equal to 0.5%;
the water is tap water.
7. The method for preparing the ultra-high pumping anti-crack concrete suitable for the cable tower structure in any one of claims 1 to 6, which is characterized by comprising the following steps:
(1) weighing raw materials, namely weighing the raw materials in the following ratio: 240-300 kg/m of cement (C)390-130 kg/m of Fly Ash (FA)350-80 kg/m of mineral powder (BFS)335-45 kg/m of anti-cracking agent (HME-V)3Wherein the hydration temperature rise regulating and controlling material in the anti-cracking agent component is 1-2.5 kg/m332.5-44 kg/m of calcium-magnesium composite expansion material330-40 kg/m Viscosity Modifying Material (VMM) 3950 to 1150kg/m of crushed stone (G)3700-820 kg/m river sand (S)3145-160 kg/m of water (W)35-8 kg/m of high-performance polycarboxylate superplasticizer (PC-A)3；
(2) And adding the weighed cement, the fly ash, the mineral powder, the anti-cracking agent, the viscosity modifying material, the broken stone and the river sand into a stirrer, and dry-stirring for 1-2 min, adding the weighed water and the high-performance polycarboxylic acid water reducing agent into the stirrer, and stirring for 3-5 min to obtain the ultra-high pumping anti-cracking concrete suitable for the cable tower structure.
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Application publication date: 20201030 |