JP2013133245A - Expansive additive composition and concrete - Google Patents
Expansive additive composition and concrete Download PDFInfo
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- JP2013133245A JP2013133245A JP2011283360A JP2011283360A JP2013133245A JP 2013133245 A JP2013133245 A JP 2013133245A JP 2011283360 A JP2011283360 A JP 2011283360A JP 2011283360 A JP2011283360 A JP 2011283360A JP 2013133245 A JP2013133245 A JP 2013133245A
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- 239000004567 concrete Substances 0.000 title claims abstract description 97
- 239000000203 mixture Substances 0.000 title claims abstract description 56
- 239000000654 additive Substances 0.000 title abstract 4
- 230000000996 additive effect Effects 0.000 title abstract 4
- ODINCKMPIJJUCX-UHFFFAOYSA-N Calcium oxide Chemical compound [Ca]=O ODINCKMPIJJUCX-UHFFFAOYSA-N 0.000 claims abstract description 49
- BCAARMUWIRURQS-UHFFFAOYSA-N dicalcium;oxocalcium;silicate Chemical compound [Ca+2].[Ca+2].[Ca]=O.[O-][Si]([O-])([O-])[O-] BCAARMUWIRURQS-UHFFFAOYSA-N 0.000 claims abstract description 26
- 239000000292 calcium oxide Substances 0.000 claims abstract description 24
- 235000012255 calcium oxide Nutrition 0.000 claims abstract description 24
- 239000011398 Portland cement Substances 0.000 claims abstract description 17
- 239000010881 fly ash Substances 0.000 claims abstract description 17
- 239000010440 gypsum Substances 0.000 claims abstract description 17
- 229910052602 gypsum Inorganic materials 0.000 claims abstract description 17
- 239000000463 material Substances 0.000 claims description 51
- 230000007613 environmental effect Effects 0.000 description 14
- 238000002156 mixing Methods 0.000 description 14
- 239000002893 slag Substances 0.000 description 11
- 239000004568 cement Substances 0.000 description 7
- 230000000052 comparative effect Effects 0.000 description 7
- 238000005336 cracking Methods 0.000 description 7
- 230000007423 decrease Effects 0.000 description 7
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 7
- 239000002994 raw material Substances 0.000 description 6
- VYPSYNLAJGMNEJ-UHFFFAOYSA-N Silicium dioxide Chemical compound O=[Si]=O VYPSYNLAJGMNEJ-UHFFFAOYSA-N 0.000 description 5
- 239000003638 chemical reducing agent Substances 0.000 description 5
- 239000003795 chemical substances by application Substances 0.000 description 4
- 230000000694 effects Effects 0.000 description 4
- 230000007774 longterm Effects 0.000 description 4
- 238000000034 method Methods 0.000 description 4
- 239000000843 powder Substances 0.000 description 4
- 239000004576 sand Substances 0.000 description 4
- 238000010998 test method Methods 0.000 description 4
- OSGAYBCDTDRGGQ-UHFFFAOYSA-L calcium sulfate Chemical compound [Ca+2].[O-]S([O-])(=O)=O OSGAYBCDTDRGGQ-UHFFFAOYSA-L 0.000 description 3
- 238000010304 firing Methods 0.000 description 3
- 238000009472 formulation Methods 0.000 description 3
- VTYYLEPIZMXCLO-UHFFFAOYSA-L Calcium carbonate Chemical compound [Ca+2].[O-]C([O-])=O VTYYLEPIZMXCLO-UHFFFAOYSA-L 0.000 description 2
- XEEYBQQBJWHFJM-UHFFFAOYSA-N Iron Chemical compound [Fe] XEEYBQQBJWHFJM-UHFFFAOYSA-N 0.000 description 2
- 239000011230 binding agent Substances 0.000 description 2
- 238000006243 chemical reaction Methods 0.000 description 2
- 230000008602 contraction Effects 0.000 description 2
- 238000001035 drying Methods 0.000 description 2
- 239000004088 foaming agent Substances 0.000 description 2
- 230000020169 heat generation Effects 0.000 description 2
- 239000011372 high-strength concrete Substances 0.000 description 2
- 230000036571 hydration Effects 0.000 description 2
- 238000006703 hydration reaction Methods 0.000 description 2
- 230000001771 impaired effect Effects 0.000 description 2
- 238000004898 kneading Methods 0.000 description 2
- 239000004570 mortar (masonry) Substances 0.000 description 2
- 238000010298 pulverizing process Methods 0.000 description 2
- 239000004575 stone Substances 0.000 description 2
- 235000008733 Citrus aurantifolia Nutrition 0.000 description 1
- RYGMFSIKBFXOCR-UHFFFAOYSA-N Copper Chemical compound [Cu] RYGMFSIKBFXOCR-UHFFFAOYSA-N 0.000 description 1
- 229910000863 Ferronickel Inorganic materials 0.000 description 1
- 239000005909 Kieselgur Substances 0.000 description 1
- XUIMIQQOPSSXEZ-UHFFFAOYSA-N Silicon Chemical compound [Si] XUIMIQQOPSSXEZ-UHFFFAOYSA-N 0.000 description 1
- 235000011941 Tilia x europaea Nutrition 0.000 description 1
- XAGFODPZIPBFFR-UHFFFAOYSA-N aluminium Chemical compound [Al] XAGFODPZIPBFFR-UHFFFAOYSA-N 0.000 description 1
- 229910052782 aluminium Inorganic materials 0.000 description 1
- PNEYBMLMFCGWSK-UHFFFAOYSA-N aluminium oxide Inorganic materials [O-2].[O-2].[O-2].[Al+3].[Al+3] PNEYBMLMFCGWSK-UHFFFAOYSA-N 0.000 description 1
- 239000002518 antifoaming agent Substances 0.000 description 1
- 239000002956 ash Substances 0.000 description 1
- 229910000019 calcium carbonate Inorganic materials 0.000 description 1
- 235000010216 calcium carbonate Nutrition 0.000 description 1
- AXCZMVOFGPJBDE-UHFFFAOYSA-L calcium dihydroxide Chemical compound [OH-].[OH-].[Ca+2] AXCZMVOFGPJBDE-UHFFFAOYSA-L 0.000 description 1
- 239000000920 calcium hydroxide Substances 0.000 description 1
- 235000011116 calcium hydroxide Nutrition 0.000 description 1
- 229910001861 calcium hydroxide Inorganic materials 0.000 description 1
- 239000011362 coarse particle Substances 0.000 description 1
- 238000007906 compression Methods 0.000 description 1
- 230000006835 compression Effects 0.000 description 1
- 238000010276 construction Methods 0.000 description 1
- 229910052802 copper Inorganic materials 0.000 description 1
- 239000010949 copper Substances 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 239000002270 dispersing agent Substances 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 230000002349 favourable effect Effects 0.000 description 1
- 239000000835 fiber Substances 0.000 description 1
- 229910052598 goethite Inorganic materials 0.000 description 1
- 239000011019 hematite Substances 0.000 description 1
- 229910052595 hematite Inorganic materials 0.000 description 1
- AEIXRCIKZIZYPM-UHFFFAOYSA-M hydroxy(oxo)iron Chemical compound [O][Fe]O AEIXRCIKZIZYPM-UHFFFAOYSA-M 0.000 description 1
- 239000012535 impurity Substances 0.000 description 1
- 229910052742 iron Inorganic materials 0.000 description 1
- LIKBJVNGSGBSGK-UHFFFAOYSA-N iron(3+);oxygen(2-) Chemical compound [O-2].[O-2].[O-2].[Fe+3].[Fe+3] LIKBJVNGSGBSGK-UHFFFAOYSA-N 0.000 description 1
- JEIPFZHSYJVQDO-UHFFFAOYSA-N iron(III) oxide Inorganic materials O=[Fe]O[Fe]=O JEIPFZHSYJVQDO-UHFFFAOYSA-N 0.000 description 1
- 239000004571 lime Substances 0.000 description 1
- 238000004519 manufacturing process Methods 0.000 description 1
- 238000002844 melting Methods 0.000 description 1
- 230000008018 melting Effects 0.000 description 1
- 230000003647 oxidation Effects 0.000 description 1
- 238000007254 oxidation reaction Methods 0.000 description 1
- 239000000049 pigment Substances 0.000 description 1
- 229920000642 polymer Polymers 0.000 description 1
- 230000003449 preventive effect Effects 0.000 description 1
- 230000001737 promoting effect Effects 0.000 description 1
- 239000011044 quartzite Substances 0.000 description 1
- 239000002901 radioactive waste Substances 0.000 description 1
- 230000009257 reactivity Effects 0.000 description 1
- 239000011150 reinforced concrete Substances 0.000 description 1
- 239000005871 repellent Substances 0.000 description 1
- 230000002940 repellent Effects 0.000 description 1
- 238000000926 separation method Methods 0.000 description 1
- 239000010801 sewage sludge Substances 0.000 description 1
- 229910021487 silica fume Inorganic materials 0.000 description 1
- 229910052710 silicon Inorganic materials 0.000 description 1
- 239000010703 silicon Substances 0.000 description 1
- 239000000126 substance Substances 0.000 description 1
- 230000001629 suppression Effects 0.000 description 1
- 230000008646 thermal stress Effects 0.000 description 1
- 239000002562 thickening agent Substances 0.000 description 1
- 239000002699 waste material Substances 0.000 description 1
- 238000004078 waterproofing Methods 0.000 description 1
Classifications
-
- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02W—CLIMATE CHANGE MITIGATION TECHNOLOGIES RELATED TO WASTEWATER TREATMENT OR WASTE MANAGEMENT
- Y02W30/00—Technologies for solid waste management
- Y02W30/50—Reuse, recycling or recovery technologies
- Y02W30/91—Use of waste materials as fillers for mortars or concrete
Landscapes
- Curing Cements, Concrete, And Artificial Stone (AREA)
Abstract
Description
本発明は、膨張材組成物及びコンクリートに関し、詳しくは、低温から高温において安定して「膨脹コンクリート設計施工指針」に規定されている土木学会基準の収縮補償用コンクリートの拘束膨脹率が得られる膨張材組成物及びこれを用いたコンクリートに関する。 The present invention relates to an expandable material composition and concrete, and more specifically, an expansion capable of obtaining a constrained expansion rate of a concrete for shrinkage compensation defined by the Japan Society of Civil Engineers, which is stably defined from a low temperature to a high temperature, as defined in the “Expanded Concrete Design and Construction Guidelines” The present invention relates to a material composition and concrete using the same.
近年、コンクリート構造物の耐久性を高めるために、コンクリートのひび割れを抑止する手段としてコンクリート用膨張材が注目されており、特にひび割れを低減するためには膨張材を使用することが有効である。近年では、土木分野に留まらず建築分野のコンクリート構造物においても乾燥収縮ひび割れの抑制を目的として膨張材を使用することが増加している。 In recent years, in order to increase the durability of concrete structures, concrete expansion materials have attracted attention as a means for suppressing cracks in concrete, and in particular, the use of expansion materials is effective for reducing cracks. In recent years, not only in the civil engineering field but also in concrete structures in the building field, the use of an expanding material has been increasing for the purpose of suppressing dry shrinkage cracks.
高層鉄筋コンクリート構造物の壁、大規模地下構造物などに用いられるコンクリートは、例えば耐震性の観点等から、耐久性の高いものが要求されている。これらコンクリート構造物の耐久性向上を図るためには、初期欠陥となるひび割れ防止が必要であるが、このひび割れは、特に面部材の大きいコンクリート構造物において発生しやすく、その発生には乾燥収縮や温度応力が主要因となることが多い。 The concrete used for the walls of high-rise reinforced concrete structures, large-scale underground structures, and the like is required to have high durability from the viewpoint of earthquake resistance, for example. In order to improve the durability of these concrete structures, it is necessary to prevent cracks, which are initial defects, but these cracks tend to occur especially in concrete structures with large surface members. Thermal stress is often the main factor.
上記課題を解決するために、例えば、低発熱型セメントと低添加型膨張材、骨材を組み合わせて使用するコンクリート（例えば特許文献１参照）、低熱ポルトランドセメントとフライアッシュに、遊離生石灰およびエーライトを含有するクリンカ組成物と石膏を混合してなる膨張性組成物を配合してなる組成物の硬化体も知られている（特許文献２）。しかし、温度によりコンクリートの膨張率も大きく変わり、安定して土木学会基準の収縮補償用コンクリートの拘束膨脹率が得られないという問題があった。また、中庸熱ポルトランドセメントと膨張材に、骨材を組み合わせて、寒冷地や寒冷時に打ち込むためのコンクリートも知られている（例えば特許文献３参照）が、水結合材比と単位膨張材量の両者を制御する必要がある等など課題もある。 In order to solve the above-mentioned problems, for example, concrete using a combination of a low heat generation type cement, a low addition type expansion material and an aggregate (see, for example, Patent Document 1), low heat Portland cement and fly ash, free quick lime and alite. A cured product of a composition obtained by blending an expandable composition obtained by mixing a clinker composition containing gypsum and gypsum is also known (Patent Document 2). However, the expansion coefficient of the concrete greatly varies depending on the temperature, and there has been a problem that the constrained expansion coefficient of the concrete for shrinkage compensation according to the Japan Society of Civil Engineers cannot be obtained stably. In addition, there is also known a concrete for combining a medium-heated Portland cement and an expansion material with an aggregate to be driven in a cold district or in a cold state (see, for example, Patent Document 3). There are also problems such as the need to control both.
更には、低温環境下では中庸熱ポルトランドセメントと膨張材を組み合せた場合、膨張材によるひび割れが発生し、強度低下（非特許文献１参照）するなど、中庸熱ポルトランドセメントと膨張材の併用は環境温度の影響を強く受けるため、その制御が難しいといった課題もある。 In addition, when medium-heated Portland cement and expansion material are combined in a low-temperature environment, cracking due to the expansion material occurs and strength decreases (see Non-Patent Document 1). There is also a problem that it is difficult to control because it is strongly influenced by temperature.
本発明の課題は、環境温度が変化した場合においても、ひび割れの発生を抑制し、強度低下し難いコンクリートを提供すること、より詳しくは、環境温度が変化した場合においても、収縮補償用コンクリートとしての性能を有し、材齢７日におけるコンクリートの拘束膨張率：１５０〜２５０×１０-6が得られ、膨張性組成物を混和していないコンクリートの圧縮強度に対する圧縮強度比が材齢２８日において高く強度低下し難いコンクリート提供することにある。 An object of the present invention is to provide a concrete that suppresses the occurrence of cracking even when the environmental temperature changes and is difficult to decrease in strength. More specifically, as a concrete for shrinkage compensation even when the environmental temperature changes. The concrete expansion coefficient of concrete at the age of 7 days: 150 to 250 × 10 −6 is obtained, and the compressive strength ratio to the compressive strength of the concrete not containing the expansible composition is 28 days of age. It is to provide a concrete which is high in strength and hardly deteriorates in strength.
そこで本発明者は、環境温度が変化した場合においても強度の低下しない高強度コンクリートを開発すべく検討した結果、中庸熱ポルトランドセメントとフライアッシュを配合したコンクリートにおいて、遊離生石灰およびエーライトを含有するクリンカ粉砕物と石膏を含有する膨張材組成物として、当該遊離生石灰とエーライトとの質量比を一定の範囲に調整した膨張材組成物を採用すれば、低温及び高温条件のいずれにおいても強度の低下がなく、ひび割れが抑制された高強度コンクリートが得られることを見出し、本発明を完成した。 Therefore, the present inventors have studied to develop a high-strength concrete that does not decrease in strength even when the environmental temperature changes. As a result, the concrete blended with moderately hot Portland cement and fly ash contains free quick lime and alite. If an expansion material composition in which the mass ratio of the free quick lime and alite is adjusted to a certain range is used as the expansion material composition containing clinker pulverized material and gypsum, the strength can be increased at both low and high temperature conditions. The present invention was completed by finding that high-strength concrete without cracking and cracking was obtained.
すなわち、本発明は、以下の［１］〜［３］を提供するものである。
［１］遊離生石灰およびエーライトを含有するクリンカ粉砕物と石膏を含有し、膨張材組成物中のエーライト（ｃ１）と遊離生石灰（ｃ２）の質量比（ｃ１／ｃ２）が１．３〜３．０であることを特徴とする、中庸熱ポルトランドセメントとフライアッシュとを含有するコンクリート用膨張材組成物。
［２］（Ａ）中庸熱ポルトランドセメントと、
（Ｂ）フライアッシュと、
（Ｃ）遊離生石灰およびエーライトを含有するクリンカ粉砕物と石膏を含有してなる膨張材組成物と、
（Ｄ）骨材と
を含有するコンクリートであって、前記膨張材組成物中のエーライト（ｃ１）と遊離生石灰（ｃ２）の質量比（ｃ１／ｃ２）が１．３〜３．０であることを特徴とするコンクリート。
〔３〕材齢２日の圧縮強度に対する膨張ひずみの比が４．０〜１１．０×１０4Ｎ／ｍｍ2である前記［２］のコンクリート。
That is, the present invention provides the following [1] to [3].
[1] A clinker pulverized product containing free quick lime and alite and gypsum, and a mass ratio (c1 / c2) of alite (c1) and free quick lime (c2) in the expansion material composition is 1.3 to A concrete expansion material composition containing medium heat Portland cement and fly ash, wherein the composition is 3.0.
[2] (A) moderately heated Portland cement;
(B) Fly ash,
(C) an expansion material composition comprising clinker pulverized material containing free quick lime and alite and gypsum;
(D) Concrete containing aggregate, wherein the mass ratio (c1 / c2) of alite (c1) and free quicklime (c2) in the expandable material composition is 1.3 to 3.0. Concrete characterized by that.
[3] The concrete according to [2] above, wherein the ratio of the expansion strain to the compressive strength at 2 days of age is 4.0 to 11.0 × 10 4 N / mm 2 .
本発明によれば、環境温度が変化した場合においても、ひび割れの発生を抑制し、強度低下し難いコンクリートが得られる。詳しくは、環境温度が変化した場合においても、収縮補償用コンクリートとしての性能を有し、材齢７日におけるコンクリートの拘束膨張率：１５０〜２５０×１０-6が得られ、膨張性組成物を混和していないコンクリートの圧縮強度に対する圧縮強度比が材齢２８日において高く強度低下し難いコンクリートが得られる。本発明のコンクリートは、環境温度が１０〜３０℃の範囲であれば収縮補償用コンクリートとしての性能を有していることから収縮によるひび割れが発生し難く、このことから、高耐久性が重要視される高層ビル、大規模地下構造物、放射性廃棄物処理施設等の構造物のコンクリート部材に好適に用いることができ、本発明のコンクリートを用いたコンクリート構造物は高耐久性を備える構造物となる。 According to the present invention, even when the environmental temperature changes, it is possible to obtain a concrete that suppresses the occurrence of cracks and is difficult to lower the strength. Specifically, even when the environmental temperature changes, it has the performance as a concrete for shrinkage compensation, and a concrete expansion coefficient of concrete at a material age of 7 days: 150 to 250 × 10 −6 can be obtained. The ratio of the compressive strength to the compressive strength of the non-mixed concrete is high at the age of 28 days, and the concrete is hard to decrease in strength. Since the concrete of the present invention has a performance as a shrinkage compensation concrete if the environmental temperature is in the range of 10 to 30 ° C., cracks due to shrinkage hardly occur, and therefore, high durability is regarded as important. Can be suitably used for concrete members of structures such as high-rise buildings, large-scale underground structures, radioactive waste treatment facilities, and the like. Become.
以下、本発明を実施例と共に具体的に説明する。なお、％は特に断らない限り質量％である。 Hereinafter, the present invention will be specifically described together with examples. In addition, unless otherwise indicated,% is the mass%.
本発明の膨張材組成物は、（Ｃ）遊離生石灰およびエーライトを含有するクリンカ粉砕物と石膏を含有してなる膨張材組成物であって、当該膨張材組成物中のエーライト（ｃ１）と遊離生石灰（ｃ２）の質量比（ｃ１／ｃ２）が１．３〜３．０であることを特徴とする。 The expansion material composition of the present invention is an expansion material composition comprising (C) a clinker pulverized product containing free quick lime and alite and gypsum, and an alite (c1) in the expansion material composition. The mass ratio (c1 / c2) of free quick lime (c2) is 1.3 to 3.0.
クリンカ粉砕物は生石灰、消石灰又は炭酸カルシウムを主成分とする石灰原料及び珪石粉や珪藻土等の珪素原料をロータリーキルンや電気炉等の炉で焼成することで製造したクリンカを粉砕することで製造できる。クリンカの焼成原料にバンド頁岩やアルミナ等のアルミニウム原料或いはヘマタイトや針鉄鉱等の鉄原料を添加すると、焼成し易くなることから好ましい。また、膨張材組成物の品質性能を阻害しない範囲で、クリンカの焼成原料に不純物（ＭｇＯ、Ｎａ2Ｏ、Ｋ2ＳＯ4など）が含まれていても良い。クリンカの粉砕方法は、特に限定されない。ロッドミル、ボールミル、竪型ローラーミル、ジェットミル等の各種粉砕機を用いることができる。クリンカ粉砕物の粉末度は、好ましくはブレーン法による比表面積で１５００〜５０００ｃｍ2／ｇが好ましい。粉末度が小さすぎると３００μｍ以上の粗粉が混入し、硬化コンクリート表面の肌荒れやポップアウトが生じる可能性があり、また膨張性に有効な粗粒子が多くなるため、過大膨張も懸念される。一方、粉末度が大きすぎると１０μｍ以下の微粉が多くなるため、膨張反応が促進され、十分な硬化体組織が形成される前に膨張発現し、過大膨張や強度低下を生じる。 The clinker pulverized product can be produced by pulverizing a clinker produced by baking a lime raw material mainly composed of quick lime, slaked lime or calcium carbonate, and a silicon raw material such as quartzite powder or diatomaceous earth in a furnace such as a rotary kiln or an electric furnace. It is preferable to add an aluminum raw material such as band shale or alumina or an iron raw material such as hematite or goethite to the clinker firing raw material because firing becomes easier. Further, impurities (MgO, Na 2 O, K 2 SO 4, etc.) may be contained in the clinker firing raw material as long as the quality performance of the expansion material composition is not impaired. There is no particular limitation on the method of pulverizing the clinker. Various pulverizers such as a rod mill, a ball mill, a vertical roller mill, and a jet mill can be used. The fineness of the clinker pulverized product is preferably 1500 to 5000 cm 2 / g in terms of specific surface area by the Blaine method. If the degree of fineness is too small, coarse powder of 300 μm or more may be mixed, resulting in rough skin and pop-out on the surface of the hardened concrete. In addition, since there are many coarse particles effective for expansibility, excessive expansion is a concern. On the other hand, if the degree of fineness is too large, fine powder of 10 μm or less increases, so that the expansion reaction is promoted, and expansion occurs before a sufficient cured body structure is formed, resulting in excessive expansion and a decrease in strength.
本発明の膨張材組成物は、上記クリンカ粉砕物と共に石膏を含有する。石膏は過膨張抑制作用を果たす。膨張材組成物中の石膏含有率は２０〜５５％が好ましく、２５〜４５％がより好ましく、２５〜３０％がさらに好ましい。石膏は何れの種類でも良いが、無水石膏が好ましく、ＩＩ型無水石膏がより好ましい。また、使用する無水石膏の粉末度は３０００ｃｍ2／ｇ以上のものが、所望の反応活性が得られるので好ましい。より好ましくは粉末度が６０００ｃｍ2／ｇ以上の石膏が良い。粉末度の上限は特に制限されないが、粉末度を高めるコストが嵩む割にはその効果が鈍化することから概ね１５０００ｃｍ2／ｇ程度が適当である。石膏は、粉末にしたものとクリンカ粉砕物をミキサで混合しても良いし、石膏と上記クリンカを混合粉砕しても良い。 The expansion material composition of the present invention contains gypsum together with the clinker pulverized product. Gypsum works to suppress overexpansion. The gypsum content in the intumescent composition is preferably 20 to 55%, more preferably 25 to 45%, still more preferably 25 to 30%. Any type of gypsum may be used, but anhydrous gypsum is preferable, and type II anhydrous gypsum is more preferable. The fineness of anhydrous gypsum used is preferably 3000 cm 2 / g or more because the desired reaction activity can be obtained. More preferably, gypsum having a fineness of 6000 cm 2 / g or more is preferable. The upper limit of the fineness is not particularly limited, but about 15000 cm 2 / g is appropriate for the cost of increasing the fineness because the effect is reduced. As for the gypsum, the powder and the clinker pulverized product may be mixed with a mixer, or the gypsum and the clinker may be mixed and pulverized.
また、本発明の膨張材組成物は、膨張材組成物中のエーライト（ｃ１）と遊離生石灰（ｃ２）の質量比（ｃ１／ｃ２）が１．３〜３．０である。膨張材組成物中のエーライトと遊離生石灰の質量比を１．３〜３．０にすることにより、中庸熱ポルトランドセメントとフライアッシュを使用した場合に、安定的に膨張性能を発現するとともに、環境温度の影響を受けにくくなる。なお、膨張材組成物中のエーライトと遊離生石灰の質量比が０．７未満の場合では、膨張性能が不足し、効果的なひび割れを抑制できず、膨張材組成物中の遊離生石灰とエーライトの質量比が１．０を超えると過膨張が生じ、強度低下を引き起こす。より好ましい膨張材組成物中のエーライトと遊離生石灰の質量比は、１．３〜２．５である。また、膨張材組成物中のエーライトの含有率は、エーライトと遊離生石灰の質量比を上記範囲内にし易いことから、１０〜３５％が好ましく、１３〜２０％がより好ましい。同様に、膨張性組成物中の遊離生石灰の含有率は、エーライトと遊離生石灰の質量比を上記範囲内にし易いことから、１８〜４５％が好ましく、２４〜３５％がより好ましく、２４〜３３％がさらに好ましい。 Moreover, the mass ratio (c1 / c2) of the alite (c1) and free quicklime (c2) in an expansion material composition is 1.3-3.0 in the expansion material composition of this invention. By expressing the mass ratio of alite and free quick lime in the intumescent composition to 1.3 to 3.0, when using moderately heated Portland cement and fly ash, it stably exhibits expansion performance, Less susceptible to environmental temperature. When the mass ratio of alite and free quick lime in the expansion material composition is less than 0.7, the expansion performance is insufficient and effective cracking cannot be suppressed, and the free quick lime and ale in the expansion material composition cannot be suppressed. If the mass ratio of the light exceeds 1.0, overexpansion occurs and the strength is reduced. The mass ratio of alite and free quick lime in a more preferable expansion material composition is 1.3-2.5. The content of alite in the expansion material composition is preferably 10 to 35% and more preferably 13 to 20% because the mass ratio of alite and free quicklime is easily within the above range. Similarly, the content of free quick lime in the expansible composition is preferably 18 to 45%, more preferably 24 to 35%, more preferably 24 to 35% because the mass ratio of alite and free quick lime is easily within the above range. 33% is more preferable.
本発明の膨張材組成物は、中庸熱ポルトランドセメントとフライアッシュとを含有するコンクリートの膨張材として特に有用である。すなわち、本発明の膨張材組成物を用いれば、当該コンクリートにおいて、環境温度が変化しても、ひび割れの発生を抑制し、強度低下し難いものとなる。 The expansion material composition of the present invention is particularly useful as an expansion material for concrete containing moderately hot Portland cement and fly ash. That is, if the expansion material composition of this invention is used, even if environmental temperature changes in the said concrete, generation | occurrence | production of a crack will be suppressed and it will become difficult to reduce intensity | strength.
本発明のコンクリートにおける膨張材組成物の単位量は、単位量１５〜２５ｋｇ／ｍ3の範囲で使用することが好ましく、この範囲内であれば、使用温度が１０〜３０℃の範囲内であれば、収縮補償用コンクリートとしての膨張性能を有することができる。特に、膨張材組成物の単位量を１８〜２２ｋｇ／ｍ3、さらに２０ｋｇ／ｍ3とすると、より安定的に膨張性能を発現できる。なお、膨張性組成物の単位量が少なすぎると膨張性能が不足する虞があり、単位量が多すぎると過膨張を生じる虞がある。 The unit amount of the expansion material composition in the concrete of the present invention is preferably used in a unit amount of 15 to 25 kg / m 3 , and within this range, the use temperature may be in the range of 10 to 30 ° C. For example, it can have expansion performance as shrinkage-compensating concrete. In particular, the unit amount of expansion material composition 18~22kg / m 3, further to 20 kg / m 3, can be expressed more stably expansion performance. If the unit amount of the expandable composition is too small, the expansion performance may be insufficient, and if the unit amount is too large, it may cause overexpansion.
本発明のコンクリートに用いる（Ａ）セメントは、耐久性の観点より水和熱、自己収縮が普通ポルトランドセメント等に比べ小さい、化学抵抗性及び長期耐久性がある中庸熱ポルトランドセメントである。この中庸熱ポルトランドセメントは、規格（ＪＩＳ Ｒ ５２１０）の「中庸熱ポルトランドセメント」に適合するものであればよい。本発明のコンクリート中における中庸熱ポルトランドセメントの量は、十分な圧縮強度を得る点、水和熱によるひび割れを防止する点から、単位セメント量で、２１０〜３００ｋｇ／ｍ3が好ましい。 The (A) cement used in the concrete of the present invention is a moderately hot Portland cement having chemical resistance and long-term durability, which has lower heat of hydration and self-shrinkage than ordinary Portland cement and the like from the viewpoint of durability. This medium heat portland cement may be any material that conforms to the standard (JIS R 5210) “medium heat portland cement”. The amount of moderately hot Portland cement in the concrete of the present invention is preferably 210 to 300 kg / m 3 in terms of unit cement from the viewpoint of obtaining sufficient compressive strength and preventing cracking due to heat of hydration.
本発明に使用する（Ｂ）フライアッシュは、中庸熱ポルトランドセメント及び膨張材組成物と組み合わせて使用することにより、膨張性能を助長する効果があり、かつポゾラン反応性により長期耐久性を向上する。コンクリート中の結合材の総単位量Ｐ、フライアッシュの単位量ＦＡとしたときに、次式（１）で求まるコンクリート中のフライアッシュの混和率は１０〜４０％が好ましく、２０〜３０％がより好ましい。ここで、結合材はセメント、ポゾラン及び膨張性組成物とする。 The (B) fly ash used in the present invention has an effect of promoting expansion performance when used in combination with moderately heated Portland cement and an expansion material composition, and improves long-term durability due to pozzolanic reactivity. When the total unit amount P of the binder in the concrete and the unit amount FA of the fly ash are taken as the unit amount FA of the fly ash, the blending ratio of the fly ash in the concrete obtained by the following formula (1) is preferably 10 to 40%, and 20 to 30%. More preferred. Here, the binder is cement, pozzolanic and expandable composition.
（数１）
フライアッシュの混和率（％）＝ＦＡ÷Ｐ×１００ （１）
(Equation 1)
Mixture ratio of fly ash (%) = FA ÷ P × 100 (1)
フライアッシュの混和率が少なすぎると、膨張性能が不足することが挙げられ、多すぎるとコンクリートのワーカビリティーを損ない、強度発現性が低下する、即ち初期強度が低いことがある。本発明に使用するフライアッシュは規格（ＪＩＳ Ａ ６２０１「コンクリート用フライアッシュ」）に適合するものであれば、特に限定されない。 If the mixing rate of fly ash is too small, the expansion performance may be insufficient. If the mixing rate is too large, the workability of concrete may be impaired, and the strength development may be reduced, that is, the initial strength may be low. The fly ash used in the present invention is not particularly limited as long as it conforms to a standard (JIS A 6201 “Fly Ash for Concrete”).
本発明に使用する（Ｄ）骨材としては、モルタル又はコンクリートに使用可能な骨材であればよく、例えば、川砂、川砂利、陸砂、陸砂利、砕砂、砕石、スラグ骨材、人工軽量骨材、再生骨材等が好ましい例として挙げられる。用いる骨材がＪＩＳ Ａ ５００５「コンクリート用砕石及び砕砂」，ＪＩＳ Ａ ５３０８「レディーミクストコンクリート」の７．２骨材，ＪＩＳ Ａ ５００２「構造用軽量コンクリート骨材」，ＪＩＳ Ａ ５０１１−１「コンクリート用スラグ骨材−第1部：高炉スラグ骨材」，ＪＩＳ Ａ ５０１１−２「コンクリート用スラグ骨材−第２部：フェロニッケルスラグ骨材」，ＪＩＳ Ａ ５０１１−３「コンクリート用スラグ骨材−第３部：銅スラグ骨材」，ＪＩＳ Ａ ５０１１−４「コンクリート用スラグ骨材−第４部：電気炉酸化スラグ骨材」，ＪＩＳ Ａ ５０２１「コンクリート用再生骨材Ｈ」，ＪＩＳ Ａ ５０３１「一般廃棄物、下水汚泥又はそれらの焼却灰を溶融固化したコンクリート用溶融スラグ骨材」の何れかに適合するものであることが好ましい。
骨材の単位量は、１５００〜２０００ｋｇ／ｍ3、さらに１６００〜１８００ｋｇ／ｍ3とするのが、発熱及び乾燥収縮の抑制並びにワーカビリティ確保のバランスの点で好ましい。
The aggregate (D) used in the present invention may be an aggregate that can be used for mortar or concrete. For example, river sand, river gravel, land sand, land gravel, crushed sand, crushed stone, slag aggregate, artificial light weight Aggregates, recycled aggregates and the like are preferable examples. Aggregates used are JIS A 5005 “crushed stone and sand for concrete”, JIS A 5308 “Lady mixed concrete” 7.2 aggregate, JIS A 5002 “Structural lightweight concrete aggregate”, JIS A 501-1 “For concrete Slag aggregate-Part 1: Blast furnace slag aggregate ", JIS A 5011-2" Concrete slag aggregate-Part 2: Ferro-nickel slag aggregate ", JIS A 5011-3" Concrete slag aggregate-Part 3 parts: Copper slag aggregate ", JIS A 5011-4" Concrete slag aggregate-Part 4: Electric furnace oxidation slag aggregate ", JIS A 5021" Recycled aggregate H for concrete ", JIS A 5031" General It must conform to any one of “fused slag aggregate for concrete obtained by melting and solidifying waste, sewage sludge or incinerated ash”. And are preferred.
The unit amount of the aggregate is preferably 1500 to 2000 kg / m 3 , more preferably 1600 to 1800 kg / m 3 , from the viewpoint of balance between suppression of heat generation and drying shrinkage and ensuring workability.
さらに、本発明のコンクリートは、本発明の効果を実質失わない範囲で、例えばモルタルやコンクリートに使用できる他の成分（混和材料）を含有するものであっても良い。このような成分として、具体的には、繊維、減水剤（分散剤、高性能減水剤、ＡＥ減水剤、高性能ＡＥ減水剤等を含む。）、収縮低減剤、シリカフューム、スラグ、凝結促進剤、凝結遅延剤、増粘剤、保水剤、防錆剤、空気連行剤、消泡剤、起泡剤、防水材、撥水剤、白華防止剤、顔料、セメント用ポリマー、発泡剤、水中不分離性混和剤などが例示される。 Furthermore, the concrete of this invention may contain the other component (mixing material) which can be used for mortar and concrete, for example, in the range which does not lose the effect of this invention substantially. Specific examples of such components include fibers, water reducing agents (including dispersants, high performance water reducing agents, AE water reducing agents, high performance AE water reducing agents, etc.), shrinkage reducing agents, silica fume, slag, and setting accelerators. , Setting retarder, thickener, water retention agent, rust preventive agent, air entraining agent, antifoaming agent, foaming agent, waterproofing material, water repellent, anti-whitening agent, pigment, polymer for cement, foaming agent, underwater Non-separable admixtures are exemplified.
本発明のコンクリートは、水を用いて混練する。水量は、１４０〜１８０ｋｇ／ｍ3とすることが、材料分離抵抗性を高め、乾燥収縮を抑制することから好ましい。混練には、コンクリートミキサを用いて混練することが好ましい。 The concrete of the present invention is kneaded using water. The amount of water is preferably 140 to 180 kg / m 3 because it increases material separation resistance and suppresses drying shrinkage. For kneading, it is preferable to knead using a concrete mixer.
本発明のコンクリートにおいて、材齢２日の圧縮強度に対する膨張ひずみの比が４．０〜１１．０×１０4Ｎ／ｍｍ2とすることが好ましい。材齢２日の圧縮強度に対する膨張ひずみの比を４．０〜１１．０×１０4Ｎ／ｍｍ2とすることにより、材齢７日におけるコンクリートの拘束膨張率が１５０〜２５０×１０-6の範囲内に入り易い。材齢２日の圧縮強度に対する膨張ひずみの比が４．０×１０4Ｎ／ｍｍ2未満では、過膨張となり易く、強度低下し易い。また、材齢２日の圧縮強度に対する膨張ひずみの比が１１．０×１０4Ｎ／ｍｍ2を超えると、膨張性能が不足し易い。 In the concrete of the present invention, the ratio of the expansion strain to the compressive strength at the age of 2 days is preferably 4.0 to 11.0 × 10 4 N / mm 2 . By setting the ratio of expansion strain to compressive strength at 2 days of age to 4.0 to 11.0 × 10 4 N / mm 2 , the constrained expansion rate of concrete at 7 days of age is 150 to 250 × 10 −6. It is easy to enter within the range. When the ratio of the expansion strain to the compressive strength at the age of 2 days is less than 4.0 × 10 4 N / mm 2 , overexpansion tends to occur and the strength tends to decrease. Moreover, if the ratio of the expansion strain to the compressive strength at the age of 2 days exceeds 11.0 × 10 4 N / mm 2 , the expansion performance tends to be insufficient.
以下、本発明の実施例を比較例と共に示す。
〔実施例１・比較例１〕
表１に示す使用材料を用い、表２の膨張性組成物を調製した。膨張性組成物のＥＸ１〜ＥＸ７は、焼成温度１４００℃で、焼結させたクリンカ組成物を粉末度２６００ｃｍ2／ｇに粉砕し、粉砕したクリンカ組成物に石膏をヘンシェルミキサーにて混合し、膨張性組成物を調製した。
Examples of the present invention are shown below together with comparative examples.
[Example 1 and Comparative Example 1]
Using the materials shown in Table 1, the expandable composition shown in Table 2 was prepared. EX1 to EX7 of the expansible composition were baked at 1400 ° C., the sintered clinker composition was pulverized to a fineness of 2600 cm 2 / g, gypsum was mixed with the pulverized clinker composition with a Henschel mixer, and the expansion A sex composition was prepared.
表３に示す使用材料を用い、環境温度２０℃にて、コンクリートミキサを用いて練り混ぜてコンクリートを製造した。表４に製造したコンクリートの配合を示した。製造したコンクリートを用いて、規格（ＪＩＳ Ａ ６２０２「コンクリート用膨張材」付属書２）に示される拘束膨張及び収縮試験方法（Ａ法）に準拠し、拘束膨張試験を実施した。また、規格（ＪＩＳ Ａ １１０８「コンクリートの圧縮強度試験方法」）に準拠し、圧縮強度試験を実施した。この結果を表５に示した。 Using the materials shown in Table 3, concrete was produced by kneading using a concrete mixer at an environmental temperature of 20 ° C. Table 4 shows the composition of the concrete produced. Using the produced concrete, a constrained expansion test was carried out in accordance with the constrained expansion and contraction test method (Method A) indicated in the standard (JIS A 6202 “Expanding Material for Concrete” Appendix 2). Further, a compressive strength test was carried out in accordance with a standard (JIS A 1108 “Concrete compressive strength test method”). The results are shown in Table 5.
表５に示すように、本発明品のコンクリートに当たる配合Ｎｏ．１〜４は、何れも材齢７日拘束膨張率が１８５〜２３９μ（１μは１×１０-6の意味。）の良好な膨張性能を発現し、収縮補償用コンクリートの材齢７日の拘束膨張率（１５０〜２５０μ）を満足することが確認された。また、圧縮強度においても初期材齢から長期材齢に渡って良好な強度性能が確認された、膨張性組成物を無添加の配合Ｎｏ．７のコンクリートに対する材齢２８日における圧縮強度比も、９０％以上と大変優れていた。尚、圧縮強度比は質量％ではない。 As shown in Table 5, the blending No. corresponding to the concrete of the present invention is shown. 1-4 exhibit good expansion performance with a material expansion rate of 185 to 239 μ (1 μ means 1 × 10 −6 ) at 7 days of age. It was confirmed that the expansion coefficient (150 to 250 μ) was satisfied. Moreover, also in compressive strength, favorable intensity | strength performance was confirmed from the initial age to the long-term age, and the mixing | blending No. which does not add an expansible composition was added. The compression strength ratio at the age of 28 days with respect to the concrete No. 7 was also very excellent at 90% or more. The compressive strength ratio is not mass%.
比較例に当たる配合Ｎｏ．５のコンクリートは、収縮補償用コンクリートの材齢７日の拘束膨張率を超え、材齢７日のコンクリート拘束膨張率が３００μ以上となり、圧縮強度の低下も認められ、膨張性組成物を無添加の配合Ｎｏ．７のコンクリートに対する材齢２８日における圧縮強度比が９０％未満（８２％）であった。 Formulation No. corresponding to a comparative example. The concrete of No. 5 exceeds the restricted expansion rate of the age 7 days of the concrete for shrinkage compensation, the concrete restricted expansion rate of the age 7 days is 300 μm or more, a decrease in compressive strength is recognized, and no expansive composition is added. No. The compressive strength ratio at the age of 28 days for concrete No. 7 was less than 90% (82%).
比較例に当たる配合Ｎｏ．６のコンクリートは、材齢７日のコンクリート拘束膨張率が１４１μとなり、膨張性能の不足が認められ、収縮補償用コンクリートの材齢７日の拘束膨張率（１５０〜２５０μ）を満足できていなかった。また、配合Ｎｏ．７のコンクリートは、膨張性組成物は混和していないが材齢７日の拘束膨張率で２８μ膨張していた。 Formulation No. corresponding to a comparative example. Concrete of No. 6 had a concrete constrained expansion coefficient of 7 days of age of 141 μm, a lack of expansion performance was observed, and the constrained expansion coefficient of concrete for shrinkage compensation of 7 days of age (150 to 250 μm) could not be satisfied. . In addition, blending No. The concrete of No. 7 was not mixed with an expansible composition, but was expanded by 28 μm with a restricted expansion rate of 7 days of age.
〔実施例２・比較例２〕
実施例１の本発明のコンクリート（配合Ｎｏ．１および３）と比較例に当たる配合Ｎｏ
．５及びＮｏ．７のコンクリートにおいて、環境温度１０℃および３０℃として、表３に示す使用材料を用いて表４に示す示す配合により、コンクリートミキサを用いて練り混ぜてコンクリートを製造した。製造したコンクリートを用いて、規格（ＪＩＳ Ａ ６２０２「コンクリート用膨張材」付属書２）に示される拘束膨張及び収縮試験方法（Ａ法）に準拠し、拘束膨張試験を実施した。また、規格（ＪＩＳ Ａ １１０８「コンクリートの圧縮強度試験方法」）に準拠し、圧縮強度試験を実施した。この結果を表６および表７に示した。
[Example 2 and Comparative Example 2]
Concrete of the present invention of Example 1 (mixing Nos. 1 and 3) and a mixing number corresponding to a comparative example
. 5 and no. In concrete No. 7, concrete was produced by mixing with a concrete mixer at the environmental temperature of 10 ° C. and 30 ° C. using the materials shown in Table 3 and the composition shown in Table 4. Using the produced concrete, a constrained expansion test was carried out in accordance with the constrained expansion and contraction test method (Method A) indicated in the standard (JIS A 6202 “Expanding Material for Concrete” Appendix 2). Further, a compressive strength test was carried out in accordance with a standard (JIS A 1108 “Concrete compressive strength test method”). The results are shown in Tables 6 and 7.
本発明品のコンクリート（配合Ｎｏ．１および２）は、何れも材齢７日拘束膨張率が環境温度１０℃において、２０３μおよび１８３μ、環境温度３０℃において、１７９μおよび１６０μ、環境温度１０℃および３０℃においても良好な膨張性能を発現し、収縮補償用コンクリートの材齢７日の拘束膨張率（１５０〜２５０μ）を満足することが確認された。また、圧縮強度においても初期材齢から長期材齢（材齢２８日）に渡って良好な強度性能が確認された。 The concrete of the present invention (mixing Nos. 1 and 2) has a constrained expansion coefficient of 7 days of age at an environmental temperature of 10 ° C, 203μ and 183μ, an environmental temperature of 30 ° C, 179μ and 160μ, an environmental temperature of 10 ° C and It was confirmed that good expansion performance was exhibited even at 30 ° C., and the constrained expansion rate (150 to 250 μm) of the age 7 days of the concrete for shrinkage compensation was satisfied. Also, in terms of compressive strength, good strength performance was confirmed from the initial age to the long term age (28 days of age).
一方、比較例に当たる配合Ｎｏ．５は、のコンクリートは、環境温度１０℃および３０℃においても、何れも材齢７日拘束膨張率が２５０μを超えており、過膨張が認められ、収縮補償用コンクリートの材齢７日の拘束膨張率（１５０〜２５０μ）を満足できていない。 On the other hand, the formulation No. corresponding to the comparative example. The concrete of No. 5 has an expansion rate of more than 250μ for 7 days of age at both environmental temperatures of 10 ° C. and 30 ° C., and overexpanding was observed. The expansion coefficient (150 to 250 μ) is not satisfied.
Claims (3)
（Ｂ）フライアッシュと、
（Ｃ）遊離生石灰およびエーライトを含有するクリンカ粉砕物と石膏を含有してなる膨張材組成物と、
（Ｄ）骨材と
を含有するコンクリートであって、前記膨張材組成物中のエーライト（ｃ１）と遊離生石灰（ｃ２）の質量比（ｃ１／ｃ２）が１．３〜３．０であることを特徴とするコンクリート。 (A) moderately hot Portland cement;
(B) Fly ash,
(C) an expansion material composition comprising clinker pulverized material containing free quick lime and alite and gypsum;
(D) Concrete containing aggregate, wherein the mass ratio (c1 / c2) of alite (c1) and free quicklime (c2) in the expandable material composition is 1.3 to 3.0. Concrete characterized by that.
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