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WO2018030728A1 - Béton renforcé par des fibres ultra-haute performance et son procédé de fabrication - Google Patents

Béton renforcé par des fibres ultra-haute performance et son procédé de fabrication Download PDF

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Publication number
WO2018030728A1
WO2018030728A1 PCT/KR2017/008483 KR2017008483W WO2018030728A1 WO 2018030728 A1 WO2018030728 A1 WO 2018030728A1 KR 2017008483 W KR2017008483 W KR 2017008483W WO 2018030728 A1 WO2018030728 A1 WO 2018030728A1
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WIPO (PCT)
Prior art keywords
crack
reinforced concrete
fiber
high performance
steel
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PCT/KR2017/008483
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English (en)
Korean (ko)
Inventor
고경택
류금성
안기홍
김병석
이남곤
박승훈
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Korea Institute of Civil Engineering and Building Technology KICT
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Korea Institute of Civil Engineering and Building Technology KICT
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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
    • C04B14/00—Use of inorganic materials as fillers, e.g. pigments, for mortars, concrete or artificial stone; Treatment of inorganic materials specially adapted to enhance their filling properties in mortars, concrete or artificial stone
    • C04B14/02—Granular materials, e.g. microballoons
    • C04B14/04—Silica-rich materials; Silicates
    • 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
    • C04B16/00—Use of organic materials as fillers, e.g. pigments, for mortars, concrete or artificial stone; Treatment of organic materials specially adapted to enhance their filling properties in mortars, concrete or artificial stone
    • C04B16/04—Macromolecular compounds
    • C04B16/06—Macromolecular compounds fibrous
    • 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
    • C04B16/00—Use of organic materials as fillers, e.g. pigments, for mortars, concrete or artificial stone; Treatment of organic materials specially adapted to enhance their filling properties in mortars, concrete or artificial stone
    • C04B16/04—Macromolecular compounds
    • C04B16/06—Macromolecular compounds fibrous
    • C04B16/0616—Macromolecular compounds fibrous from polymers obtained by reactions only involving carbon-to-carbon unsaturated bonds
    • C04B16/0666—Polystyrene
    • 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
    • C04B16/00—Use of organic materials as fillers, e.g. pigments, for mortars, concrete or artificial stone; Treatment of organic materials specially adapted to enhance their filling properties in mortars, concrete or artificial stone
    • C04B16/04—Macromolecular compounds
    • C04B16/08—Macromolecular compounds porous, e.g. expanded polystyrene beads or microballoons
    • 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
    • C04B2103/00—Function or property of ingredients for mortars, concrete or artificial stone
    • C04B2103/30—Water reducers, plasticisers, air-entrainers, flow improvers
    • 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
    • C04B2103/00—Function or property of ingredients for mortars, concrete or artificial stone
    • C04B2103/50—Defoamers, air detrainers

Definitions

  • the present invention relates to an ultra-high performance fiber reinforced concrete and a method of manufacturing the same, and more particularly, to limit the shape coefficient of steel fiber to increase the fluidity without lowering the compressive strength and to artificially induce microcracks by crack derivatives.
  • the present invention relates to an ultra-high performance fiber reinforced concrete and its manufacturing method for increasing tensile properties by having a strain hardening phenomenon and multiple fine crack distributions in tensile behavior.
  • the compressive strength is 120 MPa or more
  • the tensile strength is 5 MPa or more
  • the flexural tensile strength There is an increasing demand for Ultra-High Performance Fiber Reinforced Concrete (UHPFRC) with a strength of 30 MPa or more.
  • UHPFRC Ultra-High Performance Fiber Reinforced Concrete
  • Ultra-high performance fiber reinforced concrete has a very low water / binder ratio, formulation design based on the closest packing theory, excellent rheological properties using high performance water reducing agents, homogeneous properties and hydration formation using only fine aggregates without thick aggregates. High temperature curing conditions are basically required.
  • the fiber reinforced concrete is not added to the fiber due to the lack of viscosity of the concrete because the fiber is added to the mixing of the general concrete, thereby failing to secure sufficient toughness.
  • the fine particles of siliceous powder (specific surface area 2000,000 cm 2 / g) blended with fiber-reinforced concrete are much smaller than the cement particles (specific surface area 35,000 cm 2 / g).
  • the main component has amorphous SiO 2 component
  • the concrete structure is densified by producing calcium silicate (CSH) hydrate due to calcium hydroxide (Ca (OH) 2 ) and pozzolanic reaction produced by cement hydration.
  • fiber reinforced concrete uses a high proportion of silica fine powder of 20-30% of cement weight to realize ultra high strength, the viscosity of concrete is increased and the production time of concrete is lengthened to secure predetermined fluidity.
  • special mixers such as high speed mixers or shear mixers have to be used and expensive high performance sensitizers have to be used in large amounts, there is a case where the fibers are not evenly dispersed due to lack of fluidity.
  • the cement composite is tough because the steel fiber is first drawn out from the concrete before the yield strength of the steel fiber is reached and fractured upon bending failure of the ultra-high performance fiber reinforced cement composite. You can see the effect.
  • the durability of concrete is very closely related to the crack width.
  • the self-healing performance of concrete depends on the crack width. In ultra-high fibre-reinforced concrete with low water binder ratio, controlling the crack width has a very close effect on durability and self-softening performance.
  • the present invention is to solve such a conventional problem, it is an object of the present invention to secure the dispersibility of the fiber and at the same time tensile strength and strength to specify the shape coefficient of the steel fiber in order to secure the dispersibility of the conventional fiber reinforced concrete It is to improve toughness.
  • Another object of the present invention is to improve the interfacial properties and adhesion deterioration phenomenon between the steel fibers and the cement matrix generated in the conventional fiber reinforced concrete, and to prevent a sudden decrease in tensile performance due to the occurrence of macro cracks.
  • the ultra-high performance fiber reinforced concrete of the present invention is cement, zirconium-containing silica fine powder, fine aggregate, filler, shrinkage reducing agent, high performance water reducing agent, compounding water, macro steel fiber, micro steel fiber
  • the specific surface area of the silica fine powder is in the range of 80,000 cm 2 / g or more and 150,000 cm 2 / g or less
  • the shape coefficient of the steel fiber is 60 or more and 100 or less. It is preferable.
  • the steel fiber of the present invention has the same shape factor, it is preferable that the steel fiber includes a relatively small diameter steel fiber.
  • the micro steel fiber is mixed at 25% to 35%, and the macro steel fiber is mixed at 65% to 75%.
  • the shape coefficient 80 (d0.2mm ⁇ L16mm) and 1.5% of the shape coefficient 100 (d0.2mm ⁇ L20mm).
  • the ultra high performance fiber reinforced concrete of the present invention preferably further includes a crack inducer for inducing microcracks in the cement composite.
  • the crack derivative of the present invention is preferably composed of polystyrene beads.
  • the crack derivatives of the present invention are preferably mixed at 0.5 to 2% of the total volume.
  • the crack derivative of the present invention preferably includes a first surface layer comprising a crack promoter applied to the surface to promote microcracking.
  • the crack derivative of the present invention includes a second surface layer which is applied to the surface of the first surface layer and dissolved for a predetermined time by moisture.
  • the method for producing ultra-high performance fiber reinforced concrete of the present invention is a cement composite by mixing at least one or more of cement, fine silica powder, fine aggregate, filler, shrinkage reducing agent, high performance water reducing agent, blended water, macro steel fiber, micro steel fiber, and antifoaming agent.
  • the manufacturing method of the super high-performance fiber-reinforced concrete to be formed 25 parts by weight of fine silica powder having a specific surface area of 80,000 cm 2 / g or more and 150,000 cm 2 / g or less based on 100 parts by weight of cement, 20 parts by weight of filler, quartz sand It is preferable to make it mix by 110 weight part, to make the ratio of compounding water-binder to be 0.20, and to mix and manufacture steel fiber whose shape coefficient is 60 or more and 100 or less.
  • Method for producing ultra-high performance fiber reinforced concrete of the present invention is a mortar manufacturing step of mixing evenly silica fine powder, quartz powder, quartz sand for 20 seconds to 30 seconds at a speed of 10 ⁇ 20rpm; A first mixing step of mixing the mortar with a blending water-binder ratio of 0.20 and mixing the high-performance water reducing agent, the antifoaming agent, and the shrinkage reducing agent with 1.9 parts by weight of the binder at a speed of 20-50 rpm in a mixer for 2 minutes to 5 minutes. And it is preferable to include a second mixing step of mixing the steel fiber for 1 minute to 3 minutes at a speed of 20 to 50 rpm.
  • the second mixing step of the present invention preferably further comprises mixing a crack derivative for inducing microcracks in the cement composite.
  • the crack derivative is preferably mixed at a ratio of 2 to 3% of the total volume.
  • the specific surface area of the fine silica-like powder to control the fluidity of the cement composite, and the range of the shape coefficient of the steel fiber affecting the dispersion and compressive strength of the fiber It is limited in combination to secure the dispersibility of the steel fiber and the fluidity of the cement composite and at the same time has the advantage of improving the tensile strength and toughness.
  • microcracks are artificially formed between the crack inductor and the cement matrix to induce the growth of large cracks into the microcracks, and the crack propagation is prevented by the tensile force of the microfibers around the crack inductor.
  • the mixing ratio (volume) of the steel fibers required to secure the same performance can be reduced by about 0.5%, thereby reducing manufacturing costs and improving workability.
  • 1 is a view showing a fracture state of ultra-high performance fiber reinforced concrete according to the prior art.
  • Figure 2 is a graph illustrating the relationship between the fine silica powder specific surface area and the water adsorption amount of ultra-high performance fiber reinforced concrete according to the present invention.
  • Figure 3 is a graph of the relationship between the specific surface area and fluidity or viscosity of the fine silica powder of ultra-high performance fiber reinforced concrete according to the present invention.
  • Figure 4 is a graph illustrating the relationship between the specific surface area and the compressive strength of the fine silica powder of ultra-high performance fiber reinforced concrete according to the present invention.
  • FIG. 5 is a graph illustrating the relationship between the specific surface area and the amount of high performance water reducing agent of the ultra high performance fiber reinforced concrete according to the present invention.
  • Figure 6 is an evaluation of the material separation state by visual observation in the flow test (KS L 5105) of ultra-high performance fiber reinforced concrete according to the present invention.
  • FIG. 7 is a graph illustrating the correlation between the shape coefficient of the steel fiber of the high-performance fiber reinforced concrete according to the present invention, the specific surface area of the fine silica powder and the compressive strength.
  • FIG. 8 is a view showing a direct tensile test body and a tensile test device of ultra-high performance fiber reinforced concrete according to the present invention.
  • FIG. 9 is a graph illustrating the relationship between the shape coefficient and tensile strength of steel fibers of ultra-high performance fiber reinforced concrete according to the present invention.
  • Figure 10a is a schematic diagram showing the crack propagation state of a general ultra-high performance fiber reinforced concrete.
  • Figure 10b is a graph showing the tensile behavior of the general ultra-high performance fiber reinforced concrete.
  • 11a is a graph illustrating the relationship between the compressive strength and the tensile strength of the cement composite hybridized by the shape coefficients in the shape coefficient 60 of the steel fiber of the ultra-high performance fiber reinforced concrete according to the present invention.
  • 11b is a graph illustrating the relationship between the compressive strength and the tensile strength of the cement composite hybridized by the shape coefficient of the steel fiber of the ultra-high performance fiber reinforced concrete according to the present invention.
  • FIG. 12 is a view showing an embodiment of the crack inductor of ultra-high performance fiber reinforced concrete according to the present invention.
  • V f 26% of the ultra-high performance fiber reinforced concrete according to the present invention.
  • 15a and 15b are graphs showing the tensile behavior of ultra-high performance fiber reinforced concrete for the state containing no crack derivatives and 2% containing crack derivatives, respectively.
  • Figure 16a and 16b is a view showing a cross-sectional state of the ultra-high performance fiber-reinforced concrete for the state that does not include the crack guide and 2% containing the crack guide.
  • Figure 17 is a schematic diagram showing the microcracks propagation state of the crack inductor of ultra-high performance fiber reinforced concrete according to the present invention.
  • FIG. 18 is an enlarged view of a portion of FIG.
  • 19 is a cross-sectional view showing a crack derivative showing another embodiment of ultra-high performance fiber reinforced concrete according to the present invention.
  • the present invention is a super high-performance fiber reinforced concrete formed by mixing at least one or more of cement, zirconium-containing silica fine powder, fine aggregate, filler, shrinkage reducing agent, high performance water reducing agent, blended water, steel fiber, and antifoaming agent,
  • the specific surface area is in the range of 80,000 cm 2 / g or more and 150,000 cm 2 / g or less
  • the shape factor of the steel fiber is 60 or more and 100 or less
  • the steel fibers having a shape factor of 60 to 80 are mixed at a volume ratio of 25% to 35%
  • the shape Steel fibers having a coefficient of 81 to 100 are mixed at a volume ratio of 65% to 75%
  • a crack inducer for inducing microcracks in the cement composite is further included, and the crack inducer is applied to a surface to include a crack promoter for promoting microcracks. It provides an ultra-high performance fiber reinforced concrete comprising a first surface layer.
  • first and second are intended to distinguish one component from another component, and the scope of rights should not be limited by these terms.
  • first component may be named a second component, and similarly, the second component may also be named a first component.
  • an identification code (e.g., a, b, c, etc.) is used for convenience of description, and the identification code does not describe the order of the steps, and each step clearly indicates a specific order in context. Unless stated otherwise, they may occur out of the order noted. That is, each step may occur in the same order as specified, may be performed substantially simultaneously, or may be performed in the reverse order.
  • the present invention relates to a material design method for increasing proper fluidity while reducing excessive viscosity of ultra-high performance fiber reinforced concrete (hereinafter referred to as “UHPC”), and a material capable of increasing fluidity while lowering viscosity without decreasing compressive strength. And formulation design.
  • UHPC ultra-high performance fiber reinforced concrete
  • the tensile strength and toughness of the steel fiber increase as the shape factor (fiber length / diameter) of the steel fiber increases.
  • the larger the steel fiber shape coefficient the worse the dispersibility of the fiber and the lower the tensile strength and toughness. Therefore, it is very important to select the shape coefficient of the steel fiber when manufacturing the UHPC.
  • the siliceous fine powder has an excessive viscosity because the specific surface area is very high (200,000 cm 2 / g) and the water adsorption amount is very high (50 ⁇ 70 cm 3 / g) to absorb the blended water and high performance water reducing agent.
  • the cement composite was prepared by the following method and the compressive strength and viscosity were measured.
  • Manufacturing method 1 is based on 100 parts by weight of cement, 25 parts by weight of fine silica powder having a different specific surface area, 20 parts by weight of a filler of quartz powder (99% of SiO 2 , 4 ⁇ m average particle diameter) and 20 parts by weight of quartz sand having a particle size of 5 mm or less.
  • Mortar was prepared by mixing 110 parts by weight and mixing evenly for 15 seconds at 15 rpm.
  • the ratio of the mixture water-binding agent was 0.20, and the binder was 1.9 parts by weight of the high-performance water reducing agent, antifoaming agent, and shrinkage reducing agent at 30 rpm for 3 minutes.
  • a steel fiber having a shape factor of 60 (diameter 0.2 mm, length 12 mm) was added to 2% of the cement composite and mixed for 2 minutes at a speed of 20 rpm to produce a steel fiber reinforced cement composite, which was described in the test method described below. Accordingly, a viscosity and slump flow test were performed.
  • the cement composite was wet cured for 2 days, steam curing was performed at 90 ° C. for 3 days, and then the compressive strength was measured according to the test method described below.
  • the plastic viscosity was measured using a Brookfield viscometer using a Linder spindle immediately after the fiber-reinforced cement composite was prepared for the viscosity test.
  • the slump flow test measured the diameter of the concrete spread in a circular shape by KS F 2594.
  • the compressive strength test was performed in accordance with KS F 2405 using ⁇ 100 * 200mm circumferential concrete specimens.
  • Fig. According to the relationship graph of the specific surface area and compressive strength of the siliceous fine powder shown in Fig. 4, by a specific surface area 100,000cm 2 / g of the fine silica powder to be a reduction in the compressive strength very little, a specific surface area of 80,000 cm 2 / g UHPC using silica fine powder has a compressive strength of 186 MPa, which is about 8% higher than the specific surface area of 200,000 cm 2 / g, and the compressive strength of UHPC using silica fine powder with a specific surface area of 50,000 cm 2 / g is about 156 MPa. It can be confirmed that the strength decrease of about 33% occurs.
  • UHPC can be produced with a compressive strength of 180 MPa or more when using a fine silica powder with a specific surface area of 80,000 cm 2 / g.
  • the specific surface area of silica fine powder having no problem in compressive strength and fiber dispersibility in manufacturing UHPC ranges from 80,000 cm 2 / g to 150,000 cm 2 / g.
  • cement composites were prepared by the following method and the compressive strength and viscosity were measured.
  • the condition for optimizing the amount of expensive high performance water reducing agent is preferably 150,000 cm 2 / g or less of the specific surface area of the fine siliceous powder.
  • the viscosity of the cement composite is lowered to improve the fluidity, thereby reducing the cost of manufacturing UHPC by reducing the amount of expensive high performance water reducing agent.
  • the cement composite was prepared by the following method and the fiber dispersibility, compressive strength and tensile strength were measured.
  • the diameter of 0.2 mm was fixed in the manufacturing method 1 described above, and the shape factors 50 (length 10 mm), 70 (length 14 mm), 80 (length 16 mm), 90 (length 18 mm), 100 (length 20 mm), Steel fiber with 110 (length 22mm) and 120 (length 24mm) was added to prepare a UHPC, and the dispersibility and compressive strength of the fiber were evaluated according to the following test method.
  • the fiber dispersibility of the UHPC was evaluated for material separation by visual observation in a flow test (KS L 5105). By visual observation, it was evaluated by classifying the grade 1 (excellent), 2 (normal), 3 (defect) according to the fiber agglomeration state in the cement composite (see Fig. 6).
  • Grade 1 is a state in which fibers are homogeneously dispersed in manufacturing UHPC
  • Grade 2 is a state of fiber ball and material separation slightly
  • Grade 3 is a very bad state of fiber dispersion due to fiber agglomeration. Divided into.
  • the specific surface area of the fine siliceous powder the higher the amount of adsorption of the high-performance sensitizer and the blended water and the excessive viscosity to the UHPC.
  • the shape factor of the steel fiber is 60 or less, there is no problem in dispersibility of the steel fiber regardless of the specific surface area of the fine silicate powder, but the steel fiber in UHPC using the fine silicate powder having a specific surface area of 180,000 cm 2 / g or more from the shape factor 70 Problems have been shown to occur in the dispersibility of. It was found that the fiber dispersibility of UHPC was lowered regardless of the specific surface area of fine silicate powder at the shape coefficient of steel fiber over 110. According to the above results, it can be seen that the specific surface area of the fine siliceous powder and the shape coefficient of the steel fiber should be specified dependently, not independently of each other.
  • the compressive strength was hardly changed regardless of the specific surface area of the fine silica powder in the range of 50 to 100, but the fine silica powder was used when the shape coefficient of the steel fiber 110 was used. It can be seen that the compressive strength is lowered regardless of the specific surface area of. This is because when the shape coefficient of the steel fiber is larger than a certain amount, the fiber is not dispersed well when the UHPC is manufactured.
  • the shape coefficient of the steel fiber which does not affect the compressive strength is preferably 100 or less.
  • the direct tensile test used a direct tensile test specimen and a tensile test apparatus shown in FIG.
  • the direct tension tester was manufactured with a hinge and supporting condition in consideration of the effects of secondary bending stress occurring during the test and the accuracy of the initial specimen mounting.
  • the direct tensile test of the UHPC was carried out using a 300 kN universal material tester, loaded at a loading speed of 0.4 mm / min, and two LVDTs were installed at a range of 175 mm to measure displacement in a narrow cross section in the test specimen.
  • the change in direct tensile strength between the shape coefficients 50 and 60 is large, and it is analyzed that the shape coefficient of the minimum steel fiber should be 60 or more in order to fully exhibit the crosslinking action of the steel fiber in the direct tensile strength behavior of UHPC.
  • the direct tensile strength of the UHPC using the steel fiber having a shape factor of 110 was greatly reduced.
  • Tensile strength is almost the same regardless of the specific surface area of fine silica powder at shape coefficients of 50 and 60, but when steel fibers with a shape coefficient of 70 or more are used, the tensile strength is large from the specific surface area of more than 180,000 cm 2 / g of fine silica powder. It tends to be lowered.
  • the silicate fine powder has a specific surface area of more than 180,000cm 2 / g and the moisture adsorption amount is more than 47cm 2 / g, so that the amount of adsorption of high performance water sensitizer and blending water increases during the manufacturing process of UHPC.
  • the UHPC was produced because the fiber dispersibility is irregular because of this decrease, and this phenomenon occurs even more than a certain number of steel fiber shape coefficient.
  • the UHPC blend preferably has a shape coefficient of steel fiber in the range of 60 to 100 in the specific surface area of the fine siliceous powder of 80,000 cm 2 / g to 150,000 cm 2 / g.
  • the specific surface area of the fine silica powder and the shape coefficient of the steel fiber are specified independently, not independently of each other.
  • the cement composites were prepared by the following manufacturing method, and the compressive and direct tensile strengths were measured.
  • the shape coefficient of the steel fiber is fixed to 100, and the diameter of the steel fiber is 0.16mm ⁇ length 16mm, diameter 0.18mm ⁇ length 18mm, diameter 0.20mm ⁇ length 20mm, diameter 0.22mm ⁇ length 22mm, diameter 0.25mm ⁇ length 25mm Set to.
  • Sand is composed of 110 parts by weight and mixed evenly for 15 seconds at a speed of 15rpm to prepare a mortar. After mixing for 3 minutes at a speed of 30rpm, the steel fiber was added to 2% of the cement composite and mixed for 2 minutes at a speed of 20rpm to prepare a steel fiber reinforced cement composite, and then a slump flow test was performed. Then, the cement composite was wet cured for 2 days, and the compressive strength and direct tensile strength of steam curing at 90 ° C. for 3 days were measured.
  • the adhesion area increases due to the increase of the specific surface area of the fiber mixed with the steel fiber and the cement composite. This is because the stress redistribution in the cement composite is caused by the crosslinking action of the fiber after cracking.
  • the effect of the microfiber restrains the micro-cracking at the beginning of the crack during the direct tensile failure behavior, macro cracks having a certain size as the microcracks advance In the case of -cracking), the tensile energy and toughness of the fiber are greatly increased by the crosslinking action of the macrofiber.
  • the shape factor of the fiber has little effect on the compressive strength
  • UHPC hybridization of the microfiber and macrofiber is a shape factor 60 (d0.2mm ⁇ L13mm) that is used a lot in the existing UHPC It can be seen that the direct tensile strength is increased than when using the fiber.
  • the mixing of the micro steel fibers in the range of 25% to 35% and the macro steel fibers in the range of 65% to 75% is advantageous for improving the direct tensile strength. .
  • shape factor 80 (d0.2mm ⁇ L16mm) and shape factor 100 (d0.2mm ⁇ L20mm) than UHPC which hybridizes steel fibers of shape factor 60 (d0.2mm ⁇ L13mm) and shape factor 80 (d0.2mm ⁇ L16mm).
  • Hybrid steel fiber is advantageous in terms of tensile steel performance, and it can be seen that incorporating a large proportion of macro steel fiber is more effective in increasing the direct tensile strength of UHPC.
  • the hybrid steel fiber is advantageous to combine the steel fiber with the highest possible shape factor, in particular, the shape factor 80 (d0.2mm ⁇ L16mm) 0,5% and the shape factor 100 (d0.2mm ⁇ L20mm) 1.5
  • the direct tensile strength of UHPC hybridized with% steel fiber is very high at 19.2 MPa, which is 143% higher than the existing UHPC tensile strength.
  • Vf tensile strength
  • Micro fiber Macro fiber
  • B Incorporation Rate of Steel Fibers
  • Vf Direct tensile strength
  • micro-cracking occurs at the beginning of cracking in the UHPC, and then fracture starts as the microcracks develop into macro-cracking. .
  • the microfibers confine the cracks, and when the major cracks are propagated, the tensile energy and toughness of the fibers are greatly increased by the crosslinking action of the macrofibers.
  • concrete is prepared by mixing microfibers and macrofibers at an appropriate ratio, and artificially induces micro cracks by inserting a separate crack inductor capable of inducing the growth of microcracks, thereby improving adhesion to the surrounding cement matrix.
  • a separate crack inductor capable of inducing the growth of microcracks, thereby improving adhesion to the surrounding cement matrix.
  • cement composites were prepared by the following method and tensile strength and tensile behavior of cement composites were measured.
  • cement, fine silica powder, fine aggregate, and filler are placed in a mixer and mixed at a speed of 15 rpm for 30 seconds. Then, the flowable mixture including the blended water, the high performance water reducing agent, and the antifoaming agent and the shrinkage reducing agent is added to the mixer, and mixed at a speed of 30 rpm for 3 minutes until the mixture is brought into a fluid state.
  • the macro steel fibers, micro steel fibers, and crack derivatives are added to the mixer, followed by mixing at 20 rpm for 2 minutes.
  • the crack derivative is preferably mixed at a rate of 0.5 to 2% of the total volume.
  • ultra-high-performance fiber-reinforced concrete can be produced by curing by steam curing for 2 to 4 days at a temperature of 60 °C ⁇ 110 °C.
  • a macro steel fiber having a diameter of 0.2 mm and a length of 19.5 mm (shape ratio 97.5) and a micro steel fiber having a diameter of 0.2 mm and a length of 16.3 mm were mixed, and a polystyrene bead having a three-dimensional shape having a particle diameter of 2 mm (see FIG. 12) was formed.
  • Experimental results for ultra high-performance fiber reinforced concrete prepared by mixing 2% by volume.
  • the microfibers constrain the microcracks and the major fissures are the interface between the cement matrix and the steel fiber even in the stress- swallowing section at the same time as the macrofibers crosslinking. It can be seen that the tensile strength and toughness are improved by minimizing fracture.
  • Figure 15a is a graph showing the tensile behavior of the cement composite containing no crack derivatives
  • Figure 15b is a graph showing the tensile behavior of the cement composite containing 1% crack derivatives.
  • Figure 16a is a view showing a cross section of the cement composite containing no crack derivatives
  • Figure 16b is a view showing a cross section of the cement composite containing 1% crack derivatives.
  • the number of cracks was 12 and the average width of the cracks was 65 ⁇ m.
  • the number of cracks was 18 and the average width of the cracks was 40 ⁇ m. Therefore, it can be seen that more microcracks are induced in the cement composite including the crack derivatives, and that the crack width is relatively small.
  • the crack inductor 10 since the crack inductor 10 has low adhesive strength with the cement matrix, the first crack generated by the external force is induced by inducing microcracks in advance before cracks are generated in the cement hardened body.
  • By inducing a large number of microcracks around the crack inductor 10 to form a strain hardening and a plurality of fine crack distribution serves to improve the tensile strength and toughness.
  • the initial cracking during fracture behavior by direct tension is determined by the properties of the cement matrix rather than by the influence of fibers, and initial cracking occurs at the beginning of reloading at the interface with voids or foreign materials present in the cement matrix.
  • the initial crack then connects or merges with progressively adjacent cracks to evolve into narrow, short microscopic cracks.
  • cracks generated at the initial stage of loading progress or new cracks are additionally developed, which eventually develops into mat cracks, and local deformation occurs intensively.
  • the first occurrence of the first crack may be a starting point for increasing the crack width and progressing from the microcracks to the major cracks.
  • the crack derivative 10 mixed in the cement composite in advance forms microcracks between the cement matrix and the pre-formed microcracks during the curing process. This leads to the development of microcracks around the crack derivatives 10.
  • the crack inductor 10 functions to improve the adhesion of the microfiber 20 to reduce the progress of the microcracks.
  • the adhesion between the steel fibers and the cement matrix depends on the interfacial properties between the steel fibers and the matrix.
  • the adhesion between the steel fibers and the cement matrix may be influenced by the adhesion between the continuous interface and the discontinuous interface.
  • Some of the microfibers 20 may be cracked derivatives due to microcracks formed around the crack inductor 10. It may be located at the discontinuous interface where one end is exposed at the point of contact with 10).
  • the continuous interface is only affected by the properties between the steel fiber and the cement matrix, but the discontinuous interface is also affected by the properties of the interface connection point, so the adhesion is relatively high.
  • one end of the microfiber 20 exposed by the discontinuous interface has a characteristic that the adhesion is very high compared to the continuous interface because the end is bent or adhered at the discontinuous interface to act as a kind of ring.
  • the crack inducer 10 forms microcracks in the surrounding cement matrix to induce the growth of large cracks into microcracks, and the microcracks induced around the crack inductor 10 are formed by the adhesion of the microfibers 20.
  • the crack inducer 10 forms microcracks in the surrounding cement matrix to induce the growth of large cracks into microcracks, and the microcracks induced around the crack inductor 10 are formed by the adhesion of the microfibers 20.
  • Figure 19 shows another embodiment of the crack inductor of the ultra-high performance fiber reinforced concrete of the present invention.
  • Crack inducing body 10 may include a first surface layer 11 or a second surface layer 12 on the surface.
  • the first surface layer 11 is a layer to which a cracking accelerator, such as a dehumidifier, is applied, so as to reduce the water-bonding material ratio around the crack derivative 10 during the concrete curing process, so that cracking is more smoothly generated.
  • a cracking accelerator such as a dehumidifier
  • the second surface layer 12 is a layer applied to the surface of the first surface layer 11 and is a surface layer dissolved for a predetermined time by moisture.
  • the second surface layer 12 may delay the time that the first surface layer 11 is exposed during the concrete curing time so that the first surface layer 11 may be exposed in the curing state having a low moisture content so that the crack may be more smoothly generated. .
  • Ultra high-performance fiber reinforced concrete of the present invention can be prepared by mixing at least one or more of cement, fine silica powder, fine aggregate, filler, shrinkage reducing agent, high performance water reducing agent, compounded water, macro steel fiber, micro steel fiber, antifoaming material.
  • the specific surface area of the fine silica powder of the ultra-high performance fiber reinforced concrete of the present invention is in the range of 80,000 cm 2 / g or more and 150,000 cm 2 / g and preferably in the shape coefficient of the steel fiber of 60 or more and 100 or less.
  • the specific surface area of the fine silica powder and the shape coefficient of the steel fiber are preferably specified dependently, and the steel fiber preferably has a relatively small diameter when the shape coefficient is the same.
  • the steel fibers having a high shape coefficient with each other, in particular, the shape coefficient 80 (d0.2mm ⁇ L16mm) 0.5% and the shape coefficient 100 (d0.2mm ⁇ L20mm) 1.5% It is preferable to mix the steel fibers.
  • the ultra-high performance fiber reinforced concrete of the present invention may further include a crack derivative for inducing artificial microcracks.
  • the crack derivatives have a three-dimensional shape with a particle diameter of 2 to 5 mm, and may be formed in various shapes such as spheres and polyhedrons.
  • the crack inductor is preferably a spherical body formed of polystyrene, and is preferably mixed at a ratio of 0.5 to 2% of the total volume.
  • the surface of the crack derivative may be provided with a first surface layer having a dehumidifying function and a second surface layer applied to the surface of the first surface layer and dissolved for a predetermined time by moisture.
  • Method of producing ultra high performance fiber reinforced concrete of the present invention is cement 100 parts by weight a specific surface area of the parts of the reference 80,000cm 2 / g or more 150,000cm (SiO 2 99% a 2 / g or less siliceous fine powder 25 parts by weight of quartz powder quality, 20 parts by weight of a filler having an average particle diameter of 4 ⁇ m) and 110 parts by weight of quartz sand having a particle size of 5 mm or less are mixed evenly for 20 seconds to 30 seconds at a speed of 10 to 20 rpm, preferably 15 rpm to prepare a mortar.
  • the ratio of the mixing water-binder to the prepared mortar is 0.20, and the high-performance water reducing agent, the antifoaming agent, and the shrinkage reducing agent, which are 1.9 parts by weight of the binder, are mixed in a mixer at a speed of 20 to 50 rpm for 2 to 3 minutes.
  • the steel fiber having a shape coefficient of 60 or more and 100 or less is added to 2% of the total volume of the cement composite and mixed for 1 minute to 3 minutes at a speed of 20 to 50 rpm.
  • the crack derivatives may be mixed at a ratio of 0.5 to 2% of the total volume.
  • ultra-high-performance fiber-reinforced concrete can be produced by curing by steam curing for 2 to 4 days at a temperature of 60 °C ⁇ 110 °C.
  • the present invention relates to ultra-high performance fiber reinforced concrete and a method of manufacturing the same.

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  • Chemical & Material Sciences (AREA)
  • Engineering & Computer Science (AREA)
  • Ceramic Engineering (AREA)
  • Materials Engineering (AREA)
  • Structural Engineering (AREA)
  • Organic Chemistry (AREA)
  • Civil Engineering (AREA)
  • Chemical Kinetics & Catalysis (AREA)
  • Curing Cements, Concrete, And Artificial Stone (AREA)

Abstract

La présente invention concerne un béton renforcé par des fibres ultra-haute performance et son procédé de fabrication. Un composite de ciment est formé en mélangeant du ciment, une micropoudre de silice contenant du zirconium, un agrégat fin, une charge, un agent de réduction du retrait, un agent réducteur d'eau à haute performance, en mélangeant de l'eau, une macro-fibre d'acier, une micro-fibre d'acier et un agent antimousse, le mélange étant effectué de telle sorte que la plage de la surface spécifique de la micropoudre de silice est comprise entre 80 000 et 150 000 cm2/g, et le facteur de forme de la fibre d'acier est compris entre 60 et 100 et un inducteur de fissure permettant d'induire des microfissures est mélangé selon un rapport de 0,5 à 2 % par rapport au volume total.
PCT/KR2017/008483 2016-08-08 2017-08-07 Béton renforcé par des fibres ultra-haute performance et son procédé de fabrication Ceased WO2018030728A1 (fr)

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KR1020160100930A KR101751479B1 (ko) 2016-08-08 2016-08-08 초고성능 섬유보강 콘크리트 및 그 제조방법
KR10-2016-0100930 2016-08-08

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CN114477885A (zh) * 2022-02-21 2022-05-13 湖北旭合森混凝土科技有限公司 一种抗裂超高性能混凝土电杆及其制备方法
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CN115259801A (zh) * 2022-08-15 2022-11-01 宿迁市星友混凝土有限公司 一种超高性能混凝土预混料及其制备方法
CN115448653A (zh) * 2022-09-15 2022-12-09 山东高速工程检测有限公司 一种提高超高性能混凝土韧性的方法及所得超高性能混凝土
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CN111393053B (zh) * 2020-03-24 2021-02-12 天津水泥工业设计研究院有限公司 一种用于制备低收缩超高性能混凝土的专用复合胶凝材料
CN112174581A (zh) * 2020-08-26 2021-01-05 北京鼎创科技环保集团有限公司 一种超高性能混凝土及其制造装饰材料的制造方法
CN112592132A (zh) * 2020-12-24 2021-04-02 中铁第四勘察设计院集团有限公司 一种桥梁拼接缝早强uhpc材料及其制备方法
CN113500188A (zh) * 2021-07-06 2021-10-15 南京工业大学 一种适用3d打印的三维金属纤维-水泥基复合材料及制备方法
CN113773004B (zh) * 2021-09-28 2022-06-03 中建三局绿色产业投资有限公司 含粗骨料超高性能混凝土配方及低成本设计方法
CN113773004A (zh) * 2021-09-28 2021-12-10 中建三局绿色产业投资有限公司 含粗骨料超高性能混凝土配方及低成本设计方法
CN114436582A (zh) * 2021-12-21 2022-05-06 中交武汉港湾工程设计研究院有限公司 一种水下不分散超高性能混凝土及其制备方法
CN114477885A (zh) * 2022-02-21 2022-05-13 湖北旭合森混凝土科技有限公司 一种抗裂超高性能混凝土电杆及其制备方法
CN114853423A (zh) * 2022-05-18 2022-08-05 南京理工大学 一种超材料功能梯度混凝土及其制备方法
CN114853423B (zh) * 2022-05-18 2023-06-30 南京理工大学 一种超材料功能梯度混凝土及其制备方法
CN115057677A (zh) * 2022-06-13 2022-09-16 史俊 一种低粘度uhpc装饰板
CN115259801A (zh) * 2022-08-15 2022-11-01 宿迁市星友混凝土有限公司 一种超高性能混凝土预混料及其制备方法
CN115448653A (zh) * 2022-09-15 2022-12-09 山东高速工程检测有限公司 一种提高超高性能混凝土韧性的方法及所得超高性能混凝土
CN115448653B (zh) * 2022-09-15 2023-08-08 山东高速工程检测有限公司 一种提高超高性能混凝土韧性的方法及所得超高性能混凝土
CN116063048A (zh) * 2023-02-08 2023-05-05 华新水泥股份有限公司 超高性能混凝土瓦及其制备方法

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