JP2009196855A - Ultrahigh-strength non-shrinkage grout material and ultrahigh-strength non-shrinkage grout material hardened article - Google Patents

Abstract

<P>PROBLEM TO BE SOLVED: To provide an ultrahigh-strength non-shrinkage grout material having a high strength development property capable of achieving a compressive strength of >160 N/mm<SP>2</SP>even in an ultrahigh-strength region at a water-binder ratio of ≤18.0% and an ultrahigh-strength non-shrinkage grout material hardened body. <P>SOLUTION: The ultrahigh-strength non-shrinkage grout material contains a hydraulic binder consisting of cement A having an alite content of 60-70 wt.% and a Blaine specific surface area of 4,000-6,500 cm<SP>2</SP>/g, cement B having a belite content of 35-60 wt.% and a Blaine specific surface area of 3,000-4,000 cm<SP>2</SP>/g, an expansive admixture and a siliceous fine powder having a BET specific surface area of 1-20 m<SP>2</SP>/g, an artificial high-density fine aggregate having a maximum particle diameter of ≤1.2 mm, an absolute dry density of ≥2.90 g/cm<SP>3</SP>and a water absorption of ≤0.90%, and a chemical admixture. <P>COPYRIGHT: (C)2009,JPO&INPIT

Description

The present invention relates to an ultra-high-strength non-shrink grout material and a cured body of an ultra-high-strength non-shrink grout material. More specifically, the present invention has a higher strength than conventional grout materials, in particular, a water binder ratio of 18.0%. In the following ultra-high strength region, an ultra-high-strength non-shrink grout material capable of obtaining a compressive strength exceeding 160 N / mm ² , and an ultra-high strength obtained by kneading and curing this ultra-high-strength non-shrink grout material with water The present invention relates to a non-shrink grout material cured body.

Non-shrink grout (filling) material is used to fill in complex gaps such as machine parts, joint parts of civil engineering / building structures, for example, anchor plates of machines / bridges, joints of precast members, support parts, etc. , A mortar material that is used to uniformly transmit the load from the complex superstructure to the foundation.In recent years, with the increase in size and strength of the structure, even for non-shrink grout materials, The compressive strength exceeding 160 N / mm < ² > is calculated | required, ensuring the conventional outstanding fluidity | liquidity and non-shrinkage property.
By the way, in general, the compressive strength of mortar products, concrete structures and the like greatly depends on the quality of aggregates contained therein, particularly the quality of fine aggregates. Normally, natural river sand, mountain sand (land sand), sea sand, crushed sand, etc. are used as fine aggregates, but the problem of large variations in quality depending on the production area, host rock type, lot, etc. can be avoided. Absent. Especially in extremely high strength areas where the compressive strength exceeds 160 N / mm ² , if poor quality fine aggregates are mixed into the specimen or structure, etc., fine bones with poor quality when external stress is applied. Stress concentrates on the part including the material and breaks at a strength lower than the strength that should be exhibited (expected), that is, a fine aggregate with poor quality becomes a structural defect.

Similarly, the fluidity of the non-shrink grout material is greatly influenced by the properties of fine aggregate density, particle shape, maximum particle size, particle size distribution, water absorption, etc., especially using natural fine aggregate In this case, the fluidity of the non-shrink grout material depends greatly on the quality of the fine aggregate used.
Therefore, blast furnace slag fine aggregate, ferrochrome slag fine aggregate, ferronickel slag fine aggregate, copper slag fine aggregate, as fine aggregate with high crushing strength (hardness) and wear resistance and stable quality, Various techniques using slag fine aggregate such as electric furnace oxidation slag have been proposed.

  For example, ultra-fine powder such as hydraulic substance (cement), silica dust (silica fume) and siliceous dust, high-performance water reducing agent, ferrochrome slag pulverized product pulverized to a particle size of about 5 mm or less, and ultra-high Strong aggregate composition (Patent Document 1), fine aggregate composed of slag spheres or slag subspheres, part or all of fine aggregates used as a constituent material of concrete or mortar by kneading with cement and water ( Patent Document 2), a ferroalloy slag made of ferroalloy slag such as ferrochrome slag, ferronickel slag, silicon manganese slag, ferromanganese slag, etc., which is crushed into a diameter of 5 mm or less and mixed with sand to form a concrete aggregate. Method of use (Patent Document 3), Ferronickel slag produced by air-crushing method, particle size 2.5mm And a fine aggregate for high fluidity concrete (patent document 4) prepared by mixing the mixture ratio in the fine aggregate to 30% or more, a fine mineral powder consisting of a fine natural powder or a fine artificial mineral powder, And a mortar and concrete composition excellent in fluidity and strength expression using a fine aggregate lacking fine particles such as ferronickel slag fine aggregate having a particle size of 0.3 to 5 mm (Patent Document 5), cement, A high-strength mortar composition (Patent Document 6) composed of granular cement clinker, water reducing agent, aggregate having a specific gravity of 2.7 or more, ultrafine powder, and the like has been proposed.

According to these technologies, mortar or concrete excellent in strength and fluidity can be obtained, and ferroalloy slag such as ferrochrome slag, ferronickel slag, silicon manganese slag, ferromanganese slag, etc., which has been limited in use until now, can be obtained. There is an effect that it can be effectively used as a fine aggregate.
Japanese Patent No. 2653402 Japanese Patent Laid-Open No. 5-32439 Japanese Patent Laid-Open No. 5-262542 JP-A-8-325047 Japanese Patent Laid-Open No. 9-52744 JP 2005-119885 A

By the way, in the conventional well-known technique, since all the fine aggregates have a maximum particle size of 2.5 to 5 mm or have been subjected to a special spheroidizing treatment, these fine aggregates are used. In a cured product obtained by curing and curing a non-shrink grout material in an ultra-high strength region with a water binder ratio of 18.0% or less, the compressive strength reaches a peak, and it is not possible to obtain a compressive strength exceeding 160 N / mm ^2. There was a problem that it was enough.

The present invention has been made in order to solve the above-mentioned problems, and has a high strength expression as compared with a conventional non-shrink grout material, and the water binder ratio is more than 18.0%. It is an object of the present invention to provide an ultra-high-strength non-shrink grout material and an ultra-high-strength non-shrink grout material cured body capable of obtaining a compressive strength exceeding 160 N / mm ² even in a high-strength region.

As a result of intensive studies to solve the above-mentioned problems, the inventors of the present invention have an alite content of 60% by weight or more and 70% by weight or less, and a brain specific surface area of 4000 cm ² / g or more and 6500 cm ² / g and less cement a, and belite content 35 wt% or more and is 60 wt% or less and Blaine specific surface area of less than 3000 cm ² / g or more and 4000 cm ² / g cement B, a expandable material, BET method A hydraulic binder made of siliceous fine powder having a specific surface area of 1 m ² / g or more and 20 m ² / g or less, a maximum particle size of 1.2 mm or less, an absolute dry density of 2.90 g / cm ³ or more, and water absorption Ultra high-strength non-shrink grout material containing artificial high-density fine aggregate with a rate of 0.90% or less and a chemical admixture can be kneaded and cured with water at a water binder ratio of 18.0% or less. If The present inventors have found that an ultra-high-strength non-shrink grout material cured product having a compressive strength of 160 N / mm ² or more can be easily obtained, thereby completing the present invention.

That is, the ultra-high-strength non-shrink grout material of the present invention comprises cement A having an alite content of 60% by weight or more and 70% by weight or less and a brain specific surface area of 4000 cm ² / g or more and 6500 cm ² / g or less. and belite content of is and Blaine specific surface area is 35 wt% or more and 60 wt% or less 3000 cm ² / g or more and 4000 cm ² / g or less cement B, the expansion member and the BET specific surface area is 1 m ² / G and 20 m ² / g of siliceous fine powder, a maximum particle size of 1.2 mm or less, an absolute dry density of 2.90 g / cm ³ or more and a water absorption of 0.90 % Artificial fine high-density fine aggregate and a chemical admixture.

The hydraulic binder is 5% by weight to 15% by weight of the cement A, 60% by weight to 70% by weight of the cement B, 3% by weight to 7% by weight of the expansion material, It is preferable to mix the siliceous fine powder at a ratio of 10 wt% or more and 30 wt% or less.
The artificial high-density fine aggregate is preferably one or more selected from the group of ferronickel slag fine aggregate, copper slag fine aggregate, and electric furnace oxidized slag fine aggregate.
The ratio of the unit volume of the artificial high-density fine aggregate and the unit volume of the hydraulic binder is preferably 0.60 or more and 1.20 or less.

The ultra-high-strength non-shrink grout material cured product of the present invention is an ultra-high-strength non-shrink grout obtained by kneading and curing the ultra-high strength non-shrink grout material of the present invention with water at a water binder ratio of 18.0% or less. A hardened material,
The compressive strength of this ultra-high strength non-shrink grout material is 20 days at 20 ° C., or after curing of the grout material at 5 ° C. or more, after 60 ° C. or more and 80 ° C. or less. When cured under any condition of 24 hours, it is 160 N / mm ² or more.

According to the ultra-high-strength non-shrink grout material of the present invention, cement A having an alite content of 60% by weight or more and 70% by weight or less and a brain specific surface area of 4000 cm ² / g or more and 6500 cm ² / g or less, and belite content of is and Blaine specific surface area is 35 wt% or more and 60 wt% or less 3000 cm ² / g or more and 4000 cm ² / g or less cement B, the expansion member and the BET specific surface area is 1 m ² / G and 20 m ² / g of siliceous fine powder, a maximum particle size of 1.2 mm or less, an absolute dry density of 2.90 g / cm ³ or more and a water absorption of 0.90 % Artificial fine high-density fine aggregate and a chemical admixture are contained, and the strength development is superior to conventional non-shrink grout materials.
Further, in the ultra-high strength region where the water binder ratio is 18.0% or less, a compressive strength exceeding 160 N / mm ² can be obtained, and the compressive strength is superior to that of a conventional non-shrink grout material. It has become.

According to the cured body of the ultra-high strength non-shrink grout material of the present invention, heat curing at 60 ° C. or more and 80 ° C. or less after 20 days at 20 ° C. or after the setting of the grout material at 5 ° C. or more is completed. Since the compressive strength of the cured product when cured under any of the conditions for 24 hours is 160 N / mm ² or more, it is 160 N / mm even in an ultrahigh strength region where the water binder ratio is 18.0% or less. ^A compressive strength exceeding ² can be easily obtained. In addition, the compressive strength can be maintained over a long period of time, so that the long-term reliability is excellent.
Therefore, it is possible to provide an ultra-high-strength non-shrink grout material cured body that has excellent compressive strength and long-term reliability as compared with the case of using a conventional non-shrink grout material.

The best form of the ultra-high-strength non-shrink grout material and the ultra-high-strength non-shrink grout material of the present invention will be described.
The present embodiment is specifically described for better understanding of the gist of the invention, and does not limit the invention unless otherwise specified.

The ultra-high-strength non-shrink grout material of this embodiment is cement A having an alite content of 60% by weight or more and 70% by weight or less and a brain specific surface area of 4000 cm ² / g or more and 6500 cm ² / g or less, belite content 35 wt% or more and is 60 wt% or less and Blaine specific surface area of 3000 cm ² / g or more and a 4000 cm ² / g or less of cement B, the expansion member and the BET specific surface area is ^{1 m} 2 / g and 20 m ² / g or less of a siliceous fine powder, a maximum particle size of 1.2 mm or less, an absolute dry density of 2.90 g / cm ³ or more, and a water absorption of 0.90% It is an ultra-high strength non-shrink grout material containing the following artificial high-density fine aggregate and a chemical admixture.

Here, the ultrahigh strength non-shrink grout material of the present embodiment will be described in detail.
The cement A, alite _{(C 3 S: 3CaO · SiO} 2 / silicate tricalcium) content is 60 wt% or more and 70 wt% or less, and Blaine specific surface area of 4000 cm ² / g or more and 6500 cm ² / g or less early-strength Portland cement or ultra-early-strength Portland cement.
As the cement B, the content of belite (C ₂ S: 2CaO · SiO ₂ / dicalcium silicate) is 35% by weight or more and 60% by weight or less, and the brain specific surface area is 3000 cm ² / g or more and 4000 cm ² / Examples include low-heat Portland cement or moderately-heated cement of g or less.

In order to obtain the ultra-high strength non-shrink grout material of the present embodiment, it is particularly preferable to use an inexpensive early-strength Portland cement as the cement A and a low heat Portland cement containing a lot of belite as the cement B. .
Further, the mixing ratio of the cement A in the hydraulic binder is preferably 5% by weight or more and 15% by weight or less, and more preferably 10% by weight.
On the other hand, the mixing ratio of cement B in the hydraulic binder is preferably 60% by weight or more and 70% by weight or less, and more preferably 65% by weight.
When the mixing ratio of the cement A and B in the hydraulic binder is out of the above range, when the non-shrink grout material is hardened, the compressive strength is reduced and can be maintained at 160 N / mm ² or more. This is because it becomes difficult, and in some cases, the fluidity is greatly lowered and the practicality is greatly lowered.

As the expansion material, a calcium sulfoaluminate-based (ettringite-based) or lime-calcium sulfoaluminate composite expansion material conforming to Japanese Industrial Standards JIS A 6202 “Expansion material for concrete” is preferably used.
The mixing ratio of the expansion material in the hydraulic binder is preferably 3% by weight or more and 7% by weight or less, and more preferably 5% by weight.
When the mixing ratio of the expansion material in the hydraulic binder is out of the above range, when the non-shrink grout material containing the expansion material is cured and cured to obtain a non-shrink grout material cured body, the amount of shrinkage is reduced. This is not preferable because it cannot be guaranteed, or abnormal expansion occurs.

The siliceous fine powder is a siliceous fine powder having a specific surface area of 1 m ² / g or more and 20 m ² / g or less by the BET method, for example, a zirconia-derived siliceous fine powder obtained as a by-product when producing electrofused zirconia. Silica fume obtained as a by-product when producing powder, silicon or ferrosilicon, siliceous fine powder obtained as a by-product when producing silica glass, amorphous siliceous material synthesized from silicon or silicon dioxide Examples thereof include fine pulverized powder, fly ash classified or finely pulverized to a particle size of 10 μm or less and having enhanced pozzolanic activity.
In practice, considering the specifications and price required for ultra-high-strength non-shrink grout materials, select one of the above various siliceous fine powders, or select and mix two or more. To do.

In particular, the siliceous fine powder suitable for use in the ultrahigh strength non-shrink grout material of the present embodiment has a SiO ₂ content of 85% or more and a specific surface area by the BET method of 1 m ² / g or more and 20 m. ² / g or less zirconia origin siliceous fine powder, silicon origin silica fume are mentioned.

The mixing ratio of the siliceous fine powder in the hydraulic binder is preferably 10% by weight to 30% by weight, and more preferably 15% by weight to 20% by weight.
When the mixing ratio of the siliceous fine powder in the hydraulic binder is out of the above range, the non-shrink grout material containing the siliceous fine powder is cured and cured to obtain a non-shrink grout material cured body. This is because the compressive strength decreases and it becomes difficult to maintain the compressive strength at 160 N / mm ² or more, and in some cases, kneading becomes difficult, and the practicality is greatly reduced.
Thus, the hydraulic binder of the present embodiment is a combination of the above cement A, cement B, expansion material, and siliceous fine powder.

Artificial high-density fine aggregate is a fine aggregate for imparting ultra-high strength and high fluidity, has high hardness, excellent wear resistance, maximum particle size of 1.2 mm or less, absolutely dry density Is 2.90 g / cm ³ or more and the water absorption is 0.90% or less, preferably 0.70% or less.
Here, if any one of the maximum particle size, the absolute dry density, and the water absorption rate of the artificial high-density fine aggregate is out of the above range, the non-shrink grout material including the artificial high-density fine aggregate is cured. In this case, the compressive strength or fluidity is greatly reduced, which is not preferable.

As this artificial high-density fine aggregate, for example, ferronickel slag fine aggregate (Japanese Industrial Standard JIS A 501-2-2 FNS1.2 compliant product), copper slag fine aggregate (Japanese Industrial Standard JIS A 5011-3 CUS1.2 compliant product), electric furnace oxidation slag fine aggregate (Japan Industrial Standard JIS A 5011-4 EFS1.2 N or H compliant product) Can be used.
In addition, this artificial high-density fine aggregate is preferably in a dry state because it can be premixed with a hydraulic binder, a powdery chemical admixture or the like in advance.

The ratio of the unit volume of the artificial high-density fine aggregate and the unit volume of the hydraulic binder in the ultrahigh strength non-shrink grout material of the present embodiment is preferably 0.60 or more and 1.20 or less, more preferably 0. .80 or more and 1.00 or less.
If the ratio between the unit volume of the artificial high-density fine aggregate and the unit volume of the hydraulic binder is out of the above range, the fluidity as a non-shrink grout material is reduced or the non-shrink grout material is cured. -When it hardens | cures and it is set as a non-shrinkable grout material hardening body, the shrinkage | contraction will become large and practicality will fall significantly.

As the chemical admixture, water-reducing agents such as general polycarboxylic acid-based high-performance water reducing agents and melamine sulfonic acid-based high-performance water reducing agents with a high water-reducing rate are preferably used, and if necessary, polyoxyalkylene alkyl ether-based It is preferable to use an antifoaming agent such as
The amount of the water reducing agent added is appropriately adjusted according to the target fluidity of the ultra-high-strength non-shrink grout material, but the general amount added is from cement A and B, the expanding material and the siliceous fine powder. It is preferable to add in the range of 0.3 wt% or more and 3.0 wt% or less with respect to the total amount of the hydraulic binder.
The addition amount of the antifoaming agent is appropriately adjusted according to the target air amount of the ultra-high-strength non-shrink grout material. As general addition amounts, cement A and B, expansion material and siliceous fine particles are added. It is preferable to add in the range of 0.01 wt% or more and 0.1 wt% or less with respect to the total amount of the hydraulic binder made of powder.

As the shape of this chemical admixture (water reducing agent and antifoaming agent), either powder or liquid can be used. In particular, a powdery material is preferable because it can be premixed with a hydraulic binder, an artificial high-density fine aggregate previously dried, or the like.
In addition, in order to add various performances to the ultra-high-strength non-shrink grout material of this embodiment, a thickener, shrinkage reducing agent, synthetic resin powder, synthetic resin fiber, metal fiber, carbon fiber, glass fiber, polymer, You may add 1 type, or 2 or more types selected from the group of a monomer, an oligomer, a limestone fine powder, a fluidizing agent, a setting accelerator, and a setting retarder.

Next, the ultra-high-strength non-shrink grout material cured body of this embodiment will be described.
The ultra-high strength non-shrink grout material cured body of this embodiment is an ultra-high-strength non-shrink grout material obtained by kneading and curing the ultra-high strength non-shrink grout material of this embodiment with water at a water binder ratio of 18.0% or less. This is a cured shrink grout material, and the compression strength of the ultra-high strength non-shrink grout material is 28 ° C. for 28 days, or 60 ° C. or more after the setting of the grout material is finished at 5 ° C. or more. It is a cured product that is 160 N / mm ² or more when cured under any of the conditions of heat curing at 80 ° C. or lower for 24 hours.

The above-mentioned water binder ratio, that is, the weight ratio of the above-mentioned cement binders A and B, the expansion material, and the siliceous fine powder to the mixed water (the chemical admixture is regarded as water) is 18.0. % Or less is preferable.
Here, the reason why the water binder ratio of the ultra-high strength non-shrink grout material is 18.0% or less is that when the water binder ratio exceeds 18.0%, the ultra-high strength non-shrink grout material is treated with water. This is because the compressive strength of the ultra-high strength non-shrink grout material cured product obtained by kneading and curing is less than 160 N / mm ² .

This ultra-high strength non-shrink grout material is kneaded with water at a water binder ratio of 18.0% or less, and the resulting mortar is allowed to condense the grout material at 20 ° C. for 28 days or at 5 ° C. or more. After termination, it is cured by heating at 60 ° C. or higher and 80 ° C. or lower for 24 hours to obtain a super-high strength non-shrink grout material cured body.
The compressive strength of the ultrahigh strength non-shrink grout material cured body thus obtained always maintains 160 N / mm ² or more.

  EXAMPLES Hereinafter, although an Example and a comparative example demonstrate this invention concretely, this invention is not limited by these Examples.

Here, the following were used as cement, expansion material, siliceous fine powder, artificial high-density fine aggregate, natural fine aggregate, chemical admixture, antifoaming agent and water.
"Cement A"
Hayashi Portland Cement (C ₃ S content 64%, C ₂ S content 7%, absolute dry density 3.15 g / cm ³ , brain specific surface area 4400 cm ² / g, manufactured by Sumitomo Osaka Cement Co., Ltd.) Abbreviated)
"Cement B"
Low heat Portland cement (C ₃ S content 26%, C ₂ S content 56%, absolute dry density 3.24 g / cm ³ , Blaine specific surface area 3400 cm ² / g, manufactured by Sumitomo Osaka Cement Co., Ltd.) (Abbreviation)

"Expanding material"
Calcium sulfoaluminate-based expansion material: SACS (absolute dryness 2.93 g / cm ³ , Blaine specific surface area 2900 cm ² / g, manufactured by Sumitomo Osaka Cement Co., Ltd.) (hereinafter abbreviated as EX)
"Silica fine powder"
Zirconia-derived siliceous fine powder: SF-SILICAFUME (SiO ₂ content 94.7%, absolute dry density 2.26 g / cm ³ , BET specific surface area 9.1 m ² / g, manufactured by Sakai Kogyo Co., Ltd.) , Abbreviated as ZSF)

"Artificial high-density fine aggregate A"
1.2 mm ferronickel slag fine aggregate (JIS A 5011-2 FNS 1.2 compliant product, maximum particle size 1.2 mm or less, absolute dry density 3.01 g / cm ³ , water absorption 0.7%, FM: 2 .21) (hereinafter abbreviated as FNS1.2)
"Artificial high-density fine aggregate B"
5 mm ferronickel slag fine aggregate (JIS A 501-2 FNS5 compliant product, maximum particle size 5 mm or less, absolute dry density 2.97 g / cm ³ , water absorption 0.9%, FM: 2.47) (hereinafter, (Abbreviated as FNS5)
"Artificial high density fine aggregate C"
1.2 mm copper slag fine aggregate (JIS A 5011-3 CUS1.2 compliant product, maximum particle size 1.2 mm or less, absolute dry density 3.35 g / cm ³ , water absorption 0.9%, FM: 2. 24) (hereinafter abbreviated as CUS1.2)

"Artificial high-density fine aggregate D"
5 mm copper slag fine aggregate (JIS A 5011-3 CUS5 compliant product, maximum particle size 5 mm or less, absolute dry density 3.30 g / cm ³ , water absorption 1.2%, FM: 2.64) (hereinafter, CUS5 Abbreviated)
"Artificial high density fine aggregate E"
1.2mm electric furnace oxidized slag fine aggregate (JIS A 5011-4 EFS1.2N compliant product, maximum particle size 1.2mm or less, absolute dry density 3.52g / cm ³ , water absorption 1.0%, FM: 2.89) (hereinafter abbreviated as EFS1.2)
"Artificial high density fine aggregate F"
5mm electric furnace oxidation slag fine aggregate (JIS A 5011-4 EFS5N compatible product, maximum particle size 5mm or less, absolute dry density 3.49g / cm ³ , water absorption 1.7%, FM: 3.10) (below , Abbreviated as EFS5)

"Natural fine aggregate G"
Aichi Prefecture dry silica sand No. 4 and No. 7 mixed sand (maximum particle size 1.2 mm or less, absolute dry density 2.66 g / cm ³ , water absorption 0.7%, FM: 2.46) (hereinafter SS1. (Abbreviated as 2)
"Natural fine aggregate H"
Chiba Prefecture mountain sand (maximum particle size 1.2 mm or less, absolute dry density 2.56 g / cm ³ , water absorption 2.28%, FM: 2.18) (hereinafter abbreviated as HS 1.2)

`` Chemical admixture ''
Polycarboxylic acid-based high-performance water reducing agent: SECIMENT 1200N (manufactured by Nippon Seika Co., Ltd.) (hereinafter abbreviated as SP)
"Antifoaming agent"
Seeker Anti-Form W (Nihon Seeca Co., Ltd.)
"water"
Tap water

Using the above cement, expanded material, siliceous fine powder, artificial high-density fine aggregate or natural fine aggregate, high-performance water reducing agent, antifoaming agent and water, ultra-high-strength non-shrink grout of Examples and Comparative Examples A material was prepared.
Table 1 shows the compositions of the ultrahigh-strength non-shrink grout materials of the examples and comparative examples.
In these ultra-high-strength non-shrink grout materials, the target air amount is a constant value of 2% in all compositions, the type of fine aggregate, water binder ratio, hydraulic binder mixing ratio, fine aggregate and The unit volume ratio of the hydraulic binder and the addition amount of the chemical admixture were as follows.

  In Examples 1 to 3 and Comparative Examples 1 to 5, the types of fine aggregates are all different, but the water binder ratio is 18.0%, and the mixing ratio of cement A (HC) in the hydraulic binder is 10 wt. %, Cement B (LC) mixing ratio of 65 wt%, expansion material (EX) mixing ratio of 5 wt%, siliceous fine powder (ZSF) mixing ratio of 20 wt%, fine aggregate and hydraulic bond The unit volume ratio of the material is 1.00, the addition amount of the high-performance water reducing agent (SP) is 1.7% by weight with respect to the hydraulic binder, and the addition amount of the antifoaming agent is 0.7% with respect to the hydraulic binder. It was set to 06% by weight.

In Example 4, the conditions were the same as in Example 1 except that the mixing ratio of cement A (HC) in the hydraulic binder was 5 wt% and the mixing ratio of cement B (LC) was 70 wt%.
In Example 5, the same conditions as in Example 1 were used except that the mixing ratio of cement A (HC) in the hydraulic binder was 15 wt% and the mixing ratio of cement B (LC) was 60 wt%.

In Comparative Example 6, the same conditions as in Example 1 were used except that the mixing ratio of cement A (HC) in the hydraulic binder was 0 wt% and the mixing ratio of cement B (LC) was 75 wt%.
In Comparative Example 7, the conditions were the same as in Example 1 except that the mixing ratio of cement A (HC) in the hydraulic binder was 20 wt% and the mixing ratio of cement B (LC) was 55 wt%.
In Comparative Example 8, the mixing ratio of cement A (HC) in the hydraulic binder is 12 wt%, the mixing ratio of cement B (LC) is 78 wt%, and the mixing ratio of siliceous fine powder (ZSF) is 5 wt%. The conditions were the same as in Example 1 except that%.

In Comparative Example 9, the mixing ratio of cement A (HC) in the hydraulic binder is 8 wt%, the mixing ratio of cement B (LC) is 52 wt%, and the mixing ratio of siliceous fine powder (ZSF) is 35 wt%. The conditions were the same as in Example 1 except that%.
In Comparative Example 10, the mixing ratio of cement A (HC) in the hydraulic binder is 10.7 wt%, the mixing ratio of cement B (LC) is 69.3% wt, and the mixing ratio of expansion material (EX) is The conditions were the same as in Example 1 except that the content was 0% by weight.
In Comparative Example 11, the mixing ratio of cement A (HC) in the hydraulic binder is 9.3 wt%, the mixing ratio of cement B (LC) is 60.7 wt%, and the mixing ratio of the expansion material (EX) is The conditions were the same as in Example 1 except that the amount was 10% by weight.

In Comparative Example 12, the same conditions as in Example 1 were used except that the unit volume ratio of the fine aggregate and the hydraulic binder was 1.30.
In Comparative Example 13, the same conditions as in Example 1 were used except that the unit volume ratio of the fine aggregate and the hydraulic binder was 0.50.
In Comparative Example 14, the water binder ratio was 20.0%, the amount of high-performance water reducing agent (SP) added was 1.3% by weight with respect to the hydraulic binder, and the amount of antifoaming agent added was the hydraulic binder. The same conditions as in Example 1 were used except that the content was 0.05% by weight.
In addition, about the high performance water reducing agent and the antifoamer, it considered that it was mixing water and correct | amended the water quantity.

Next, a kneading test of each of the ultra-high strength non-shrink grout materials of Examples 1 to 5 and Comparative Examples 1 to 14 was performed.
Cement A and B, expansion material, siliceous fine powder, fine aggregate, mixing water, high-performance water reducing agent and antifoaming agent with a capacity of 20 L in a constant temperature room at 20 ° C. The mixture was put into a hard polyethylene container, and high-speed stirring (mixing) was performed for 90 seconds using an electric hand mixer. In addition, the mixing amount of 1 batch was made into the constant value of 5L.
After mixing up, immediately conform to the Japan Society of Civil Engineers standards JSCE-F 541-1999 "Test Method of Flowability for Filling Mortar", to measure the flow time of J ₁₄ funnel evaluate the fluidity of ultra-high-strength non-shrink grout did.

Also, each of the ultra-high-strength non-shrink grout materials of Examples 1 to 5 and Comparative Examples 1 to 14 was cured and cured under a certain condition, and JSTE-F 542-1999 “Bleeding rate and expansion rate test of filling mortar” In accordance with “Method”, the bleeding rate and expansion / shrinkage rate of the ultra-high-strength non-shrink grout material (material age 7 days) and the compressive strength of each were measured.
As test specimens for measurement, 18 cylindrical specimens each having a diameter of 50 mm and a height of 100 mm were produced. In order to prevent evaporation of water, these specimens were sealed with vinyl film and rubber bands until just before demolding, and sealed and cured in a constant temperature room at 20 ° C. until 24 hours after water injection.

  Twelve of these specimens were demolded 24 hours after water injection, and were subjected to standard curing in water at 20 ° C. until a predetermined age. The remaining 6 bottles were immersed in warm water of 70 ° C. with the molds sealed after 24 hours of water injection, and heated and cured for 24 hours. After 48 hours of water injection, they were taken out from the warm water and in the air. The mixture was allowed to cool to room temperature and then demolded.

The compressive strength of the ultra-high-strength non-shrink grout material was measured according to Japanese Industrial Standard JIS A 1108 “Concrete Compression Test Method”. Here, the number of specimens of one material age was six, and the coefficient of variation was calculated from the compression strength data of the six specimens measured. In addition, the age at which the compressive strength was measured was 7 days and 28 days in the case of standard curing, and 2 days in the case of heat curing at 70 ° C. In addition, about all the test bodies, both end surfaces were grind | polished just before performing a compression test.
Tables 2 to 4 show the measurement results of the flow time, bleeding rate, compressive strength, and expansion / contraction rate of each of the J ₁₄ funnels of Examples 1 to 5 and Comparative Examples 1 to ₁₄ .

According to these measurement results, in Examples 1-3, flow time J ₁₄ funnel resulting non-shrink grout is is 12 to 13 seconds, was good flowability. Further, the compressive strength 20 ° C. standard curing at the age of 28 days in 168~171N / ^mm 2, 70 ℃ heat curing at the age of 2 days was very good and 182N / mm ^2. In particular, the compressive strength of Example 1 using FNS 1.2 was the highest.
On the other hand, in Comparative Examples 1-3, the fluidity of the non-shrink grout material was equivalent, but the compressive strength was lower than in Examples 1-3. Moreover, since Comparative Example 4 used quartz sand and Comparative Example 5 used mountain sand, both the fluidity and compressive strength of the non-shrink grout material were significantly lower than those of Examples 1 to 3, and in particular, 20 ° C. standard. It was less than 160 N / mm ² at the curing age of 28 days.

Examples 4 and 5 are cases where the mixing ratio of cement A (HC) was 5% by weight or 15% by weight, but the flowability of the obtained non-shrink grout material was good and the compressive strength was 20 ° C. the age of 28 days of standard curing in 167~175N / ^mm 2, 70 ℃ heat curing at the age of 2 days was as good as 175~179N / mm ^2.
On the other hand, in Comparative Example 6, since the mixing ratio of cement A (HC) was 0 wt% and the mixing ratio of cement B (LC) was 75 wt%, the fluidity of the non-shrink grout material was slightly superior to that of Example 1. However, the compressive strength was lower than that of Example 1, and in particular, it was lower than 160 N / mm ² at a material age of 70 ° C. heat curing.
In Comparative Example 7, since the mixing ratio of cement A (HC) was 20 wt% and the mixing ratio of cement B (LC) was 55 wt%, the compressive strength of the non-shrink grout material was slightly superior to that of Example 1. However, the fluidity was significantly lower than that of Example 1.

In Comparative Example 8, since the mixing ratio of siliceous fine powder (ZSF) was 5% by weight, the compressive strength of the non-shrink grout material was lower than that of Example 1, and the material age of 20 days at 20 ° C. was 160 N / mm. ^It was below ² . Further, fluidity poor, did not flow down the J ₁₄ funnel.
In Comparative Example 9, since the mixing ratio of the siliceous fine powder (ZSF) was 35% by weight, the fluidity of the non-shrink grout material was better than that of Example 1, but the compressive strength was lower than that of Example 1. The material age of 20 ° C. standard curing was less than 160 N / mm ² .
In Comparative Example 10, since the mixing ratio of the expansion material (EX) was 0% by weight, the fluidity and compressive strength of the non-shrink grout material were the same as those in Example 1, but the expansion / shrinkage ratio at the age of 7 days However, it shrank greatly to -0.4%, which was out of the standard of the non-shrink grout material.

In Comparative Example 11, since the mixing ratio of the expandable material (EX) was 10% by weight, the compressive strength of the non-shrink grout material was the same as that of Example 1, but the expansion / shrinkage ratio at the age of 7 days was +0. It was greatly expanded as 9%, and there was a problem as the quality of the non-shrink grout material.
In Comparative Example 12, the compressive strength of the non-shrink grout material was the same as in Example 1, but the unit volume ratio of the fine aggregate and hydraulic binder was 1.30, so the amount of fine aggregate was large. The fluidity was significantly lower than that of Example 1.

In Comparative Example 13, the fluidity and compressive strength of the non-shrink grout material were the same as in Example 1, but the unit volume ratio of the fine aggregate and hydraulic binder was 0.50, so the amount of binder paste The expansion / shrinkage ratio at the age of 7 days was -0.2%, which was out of the standard of the non-shrink grout material.
In Comparative Example 14, the water binder ratio was 20.0%, but the flowability of the non-shrink grout material was better than that of Example 1, but the compressive strength was lower than that of Example 1 and 20 ° C. When standard curing was carried out, the pressure was lower than 160 N / mm ² .

As explained above, the grout material using artificial high-density fine aggregate (ferronickel slag fine aggregate, copper slag fine aggregate, electric furnace oxidation slag fine aggregate) with a maximum particle size of 1.2 mm Fluidity and compressive strength superior to those of grouting materials using artificial high-density fine aggregates with a diameter of 5 mm or natural fine aggregates (silica sand, mountain sand) with a maximum particle size of 1.2 mm are obtained. Was found to be significantly smaller.
When the mixing ratio of cement A (HC) to the hydraulic binder is less than 5% by weight, the compressive strength of the grout material is low, and the mixing ratio of cement A (HC) to the hydraulic binder is 15 wt. In the case of exceeding%, the fluidity of the grout material immediately after kneading was greatly reduced, and it was found that all had problems in practical use.

When the mixing ratio of the expansion material (EX) to the hydraulic binder is less than 3% by weight, the shrinkage of the grout material is large, and when the mixing ratio exceeds 7% by weight, the grout material is hardened. It turned out that the expansion rate of the body became too large, and there was a problem in practicality.
When the mixing rate of the siliceous fine powder (ZSF) with respect to the hydraulic binder is less than 10% by weight, kneading becomes difficult and the practicality decreases, and when the mixing rate exceeds 30% by weight, It was found that the decrease in compressive strength of the cured grout material was large.

When the unit volume ratio of the fine aggregate and the hydraulic binder is less than 0.6, the shrinkage rate of the grout material hardened body becomes large, and when the unit volume ratio exceeds 1.2, immediately after being kneaded. It has been found that the practicality of the grout material is greatly reduced because the fluidity of the grout material is reduced.
Furthermore, in order that the compressive strength exceeds 160 N / mm ² in both the age of the standard curing at 20 ° C. and the age of 2 in the heating curing at 70 ° C., the water binder ratio is 18.0%. The following were found to be essential requirements.
In addition, the bleeding rate satisfied the standard in any of Examples 1 to 5 and Comparative Examples 1 to 14.

Claims (5)

Cement A having an alite content of 60 wt% or more and 70 wt% or less and a Blaine specific surface area of 4000 cm ² / g or more and 6500 cm ² / g or less, and a belite content of 35 wt% or more and 60 wt% less and and a Blaine cement specific surface area is less than 3000 cm ² / g or more and 4000 cm ² / g B, the expansion member and the BET specific surface area is ^{1 m} 2 / g or more and ^{20 m} 2 / g or less siliceous fine powder A hydraulic binder consisting of
An artificial high-density fine aggregate having a maximum particle size of 1.2 mm or less, an absolute dry density of 2.90 g / cm ³ or more, and a water absorption of 0.90% or less;
An ultrahigh strength non-shrink grout material characterized by containing a chemical admixture.   The hydraulic binder is 5% by weight to 15% by weight of the cement A, 60% by weight to 70% by weight of the cement B, 3% by weight to 7% by weight of the expansion material, 2. The ultrahigh strength non-shrink grout material according to claim 1, wherein the fine siliceous powder is mixed at a ratio of 10% by weight to 30% by weight.   The artificial high-density fine aggregate is one or more selected from the group of ferronickel slag fine aggregate, copper slag fine aggregate, and electric furnace oxidized slag fine aggregate. The ultra-high strength non-shrink grout material according to 1 or 2.   4. The ultra-high height according to claim 1, wherein a ratio between a unit volume of the artificial high-density fine aggregate and a unit volume of the hydraulic binder is 0.60 or more and 1.20 or less. Strength non-shrink grout material. An ultra-high-strength non-shrink grout material cured product obtained by kneading and curing the ultra-high-strength non-shrink grout material according to any one of claims 1 to 4 with water at a water binder ratio of 18.0% or less. And
The compressive strength of this ultra-high strength non-shrink grout material is 20 days at 20 ° C., or after curing of the grout material at 5 ° C. or more, after 60 ° C. or more and 80 ° C. or less. An ultra-high-strength non-shrink grout material cured product, which is 160 N / mm ² or more when cured under any condition of 24 hours.