JP6941018B2 - Solidifying material - Google Patents
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- JP6941018B2 JP6941018B2 JP2017187446A JP2017187446A JP6941018B2 JP 6941018 B2 JP6941018 B2 JP 6941018B2 JP 2017187446 A JP2017187446 A JP 2017187446A JP 2017187446 A JP2017187446 A JP 2017187446A JP 6941018 B2 JP6941018 B2 JP 6941018B2
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- 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
- Y02P—CLIMATE CHANGE MITIGATION TECHNOLOGIES IN THE PRODUCTION OR PROCESSING OF GOODS
- Y02P40/00—Technologies relating to the processing of minerals
- Y02P40/10—Production of cement, e.g. improving or optimising the production methods; Cement grinding
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- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
- Processing Of Solid Wastes (AREA)
- Treatment Of Sludge (AREA)
- Soil Conditioners And Soil-Stabilizing Materials (AREA)
Description
本発明は、固化材に関する。 The present invention relates to a solidifying material.
環境保全や建設事業のコスト低減等の観点から、建設発生土の再利用が求められている。
建設発生土のうち、浚渫土等の含水比の高い土壌は、高い流動性を有するため、運搬を行う際にダンプトラック等の荷台に山積みにすることが困難である。
このため、早期に場外へ運搬可能な程度に強度を付与することを目的として、セメント系固化材や高分子系水溶性ポリマー等の固化材を用いて浚渫土等を固化改良することが知られている。
固化材として、例えば、特許文献１には、水硬率が１．０〜３．５、珪酸率が０．１〜０．８および鉄率が５〜２５であって、無水石膏を４０〜７０質量％含有する無水石膏含有焼成物を含む固化材が記載されている。また、上記無水石膏含有焼成物は、アウインを１５〜４０質量％含有することが記載されている。
また、特許文献２には、ビーライト（２ＣａＯ・ＳｉＯ2）、アウイン（３ＣａＯ・３Ａｌ2Ｏ3・ＣａＳＯ4）、ＩＩ型無水石こう及びフェライト相（４ＣａＯ・Ａｌ2Ｏ3・Ｆｅ2Ｏ3）を必須成分とし、フリーライム（ｆ・ＣａＯ）量が２重量％未満である建設汚泥用速硬型固化材が記載されている。
Reuse of construction-generated soil is required from the viewpoint of environmental protection and cost reduction of construction projects.
Of the soil generated from construction, soil with a high water content such as dredged soil has high fluidity, so it is difficult to pile it up on a loading platform such as a dump truck during transportation.
Therefore, it is known that dredged soil and the like are solidified and improved by using a solidifying material such as a cement-based solidifying material or a polymer-based water-soluble polymer for the purpose of imparting strength to the extent that it can be transported to the outside of the site at an early stage. ing.
As the solidifying material, for example, Patent Document 1 states that the water hardness ratio is 1.0 to 3.5, the silicic acid ratio is 0.1 to 0.8, the iron ratio is 5 to 25, and anhydrous gypsum is 40 to 50. A solidifying material containing a calcined product containing anhydrous gypsum containing 70% by mass is described. Further, it is described that the above-mentioned anhydrous gypsum-containing fired product contains 15 to 40% by mass of hauyne.
Further, Patent Document 2, belite (2CaO · SiO 2), Auin (3CaO · 3Al 2 O 3 · CaSO 4), II type anhydrous gypsum and the ferrite phase (4CaO · Al 2 O 3 · Fe 2 O 3) Is described as a quick-hardening solidifying material for construction sludge containing an essential component and an amount of free lime (f · CaO) of less than 2% by weight.
浚渫土等の含水比の高い土壌に固化材を添加し混練して（以下、「固化処理」ともいう。）、土壌が場外に運搬可能な程度の強度を有するまで固化改良するためには、数日等の長時間を要することも少なくない。運搬作業の効率化の観点から、固化材は、短時間で強度を発現させうるものであることが好ましい。
一方、速硬型の固化材を用いた場合、土壌の固化処理後、短時間で固化処理後の土壌（以下、「土壌固化体」ともいう。）が急結し、ダンプトラックの荷台に土壌固化体を搬送するための配管が閉塞する等の問題がある。
また、土壌の固化処理後から長時間（例えば、１日）経過した後も、土壌固化体の強度が増進する場合、土壌固化体の強度が過度に大きくなり、土壌固化体を場外へ運搬した後、盛土等として再利用を行うための土壌固化体の取扱いが困難になるという問題がある。
そこで、本発明の目的は、土壌に対して用いることで、短時間（例えば、３時間）で土壌の強度を発現しうるが、固化処理後に十分な可使時間（例えば、１時間）を確保することができ、かつ、長時間（例えば、１日）経過後は、土壌固化体の強度の増加の程度が小さい固化材を提供することである。
In order to add a solidifying material to soil with a high water content such as dredged soil and knead it (hereinafter, also referred to as "solidification treatment") to solidify and improve the soil until it has enough strength to be transported outside the site. It often takes a long time such as several days. From the viewpoint of improving the efficiency of transportation work, it is preferable that the solidifying material can develop strength in a short time.
On the other hand, when a quick-hardening type solidifying material is used, the soil after the solidification treatment (hereinafter, also referred to as “soil solidified body”) is rapidly connected in a short time after the soil solidification treatment, and the soil is attached to the loading platform of the dump truck. There is a problem that the piping for transporting the solidified body is blocked.
In addition, if the strength of the soil solidified body increases even after a long time (for example, one day) has passed after the soil solidification treatment, the strength of the soil solidified body becomes excessively large, and the soil solidified body is transported to the outside of the site. After that, there is a problem that it becomes difficult to handle the solidified soil for reuse as embankment or the like.
Therefore, an object of the present invention is to develop the strength of the soil in a short time (for example, 3 hours) by using it on the soil, but to secure a sufficient pot life (for example, 1 hour) after the solidification treatment. It is to provide a solidifying material that can be used and that the degree of increase in the strength of the soil solidified body is small after a long period of time (for example, one day).
本発明者は、上記課題を解決するために鋭意検討した結果、アウイン−ビーライト系クリンカ粉砕物、早強ポルトランドセメントクリンカ粉砕物、および石膏を含む固化材によれば上記目的を達成できることを見出し、本発明を完成した。
すなわち、本発明は、以下の［１］〜［６］を提供するものである。
［１］ アウイン−ビーライト系クリンカ粉砕物、早強ポルトランドセメントクリンカ粉砕物、および石膏を含むことを特徴とする固化材。
［２］ 上記アウイン−ビーライト系クリンカ粉砕物、早強ポルトランドセメントクリンカ粉砕物、および石膏（ＳＯ3換算）の合計量（１００質量％）中、上記アウイン−ビーライト系クリンカ粉砕物の割合は、２５〜４５質量％であり、上記早強ポルトランドセメントクリンカ粉砕物の割合は、２０〜４０質量％であり、上記石膏（ＳＯ3換算）の割合は、２５〜４５質量％である前記［１］に記載の固化材。
［３］ 上記固化材に含まれている鉱物中のアウイン、ビーライトおよびフェライト相の合計量（１００質量％）中、アウインの割合は、５０〜８０質量％であり、ビーライトの割合は、１０〜４０質量％であり、フェライト相の割合は、５〜２５質量％である前記［１］又は［２］に記載の固化材。
［４］ 前記［１］〜［３］のいずれかに記載の固化材を、土壌に添加して混練し、土壌固化体を形成させることを特徴とする土壌の固化処理方法。
［５］ 「ＪＩＳ Ｒ ５２０１：２０１５（セメントの物理試験方法）」に準拠して測定した上記固化体のフロー値（１５打ち）が、上記混練の終了時から１時間経過後の時点で１００ｍｍ以上であり、かつ、上記混練の終了時から３時間経過後の時点で５０ｍｍ以下となるように、上記固化材の添加量を定める前記［４］に記載の土壌の固化処理方法。
［６］ 上記土壌が、浚渫土、泥炭、またはロームである前記［４］又は［５］に記載の土壌の固化処理方法。
As a result of diligent studies to solve the above problems, the present inventor has found that the above object can be achieved by a solidifying material containing Auin-Belite clinker crushed product, early-strength Portland cement clinker crushed product, and gypsum. , The present invention has been completed.
That is, the present invention provides the following [1] to [6].
[1] A solidifying material containing hauyne-Belite clinker crushed product, early-strength Portland cement clinker crushed product, and gypsum.
[2] The ratio of the Auin-Belite clinker crushed product to the total amount (100% by mass) of the Auin-Belite clinker crushed product, the early-strength Portland cement clinker crushed product, and gypsum (SO 3 equivalent) is 25 to 45% by mass, the ratio of the early-strength Portland cement clinker crushed product is 20 to 40% by mass, and the ratio of the gypsum (SO 3 equivalent) is 25 to 45% by mass. ] The solidifying material described in.
[3] In the total amount (100% by mass) of auine, belite and ferrite phases in the mineral contained in the solidifying material, the ratio of auin is 50 to 80% by mass, and the ratio of belite is 50 to 80% by mass. The solidifying material according to the above [1] or [2], wherein the solidifying material is 10 to 40% by mass and the proportion of the ferrite phase is 5 to 25% by mass.
[4] A method for solidifying soil, which comprises adding the solidifying material according to any one of [1] to [3] to the soil and kneading it to form a solidified soil.
[5] The flow value (15 strokes) of the solidified body measured in accordance with "JIS R 5201: 2015 (physical test method for cement)" is 100 mm or more when 1 hour has passed from the end of the kneading. The method for solidifying soil according to the above [4], wherein the amount of the solidifying material added is determined so that the amount of the solidifying material is 50 mm or less after 3 hours have passed from the end of the kneading.
[6] The method for solidifying soil according to the above [4] or [5], wherein the soil is dredged soil, peat, or loam.
本発明の固化材によれば、土壌に対して用いることで、短時間（例えば、３時間）で土壌（固化後の土壌固化体）の強度を、十分な大きさで発現することができる。その一方で、固化処理後、１時間程度は良好な流動性を維持することができ、十分な可使時間を確保することができる。また、長時間（例えば、１日）経過後の、土壌固化体の強度の増加の程度を小さくすることができ、盛土等として利用される土壌固化体の取扱いが容易である。 According to the solidifying material of the present invention, when used on soil, the strength of soil (soil solidified body after solidification) can be exhibited in a sufficient size in a short time (for example, 3 hours). On the other hand, after the solidification treatment, good fluidity can be maintained for about 1 hour, and a sufficient pot life can be secured. In addition, the degree of increase in the strength of the soil solidified body after a long period of time (for example, one day) can be reduced, and the soil solidified body used as embankment or the like can be easily handled.
本発明の固化材は、アウイン−ビーライト系クリンカ粉砕物、早強ポルトランドセメントクリンカ粉砕物、および石膏を含むものである。
アウイン−ビーライト系クリンカ粉砕物は、アウイン（３ＣａＯ・３Ａｌ2Ｏ3・ＣａＳＯ4）、および、ビーライト（２ＣａＯ・ＳｉＯ2）を含むものである。
アウイン−ビーライト系クリンカ粉砕物中のアウインの含有率は、好ましくは４０〜８０質量％である。該含有率が４０質量％以上であれば、固化処理後、短時間（例えば、３時間）経過後の土壌固化体の強度をより大きくすることができる。該含有率が８０質量％以下であれば、固化材の強度発現性をより向上することができる。
アウイン−ビーライト系クリンカ粉砕物中のビーライトの含有率は、好ましくは２０〜４０質量％である。該含有率が２０質量％以上であれば、固化材の強度発現性をより向上することができる。該含有率が４０質量％以下であれば、固化処理後、長時間（例えば、１日）経過した後の土壌固化体の強度の増加の程度をより小さくすることができる。
The solidifying material of the present invention contains hauyne-belite clinker crushed product, early-strength Portland cement clinker crushed product, and gypsum.
Auin - belite based clinker grind, Auin (3CaO · 3Al 2 O 3 · CaSO 4), and it is intended to include belite (2CaO · SiO 2).
The content of hauyne in the hauyne-belite clinker pulverized product is preferably 40 to 80% by mass. When the content is 40% by mass or more, the strength of the soil solidified body can be further increased after a short time (for example, 3 hours) has passed after the solidification treatment. When the content is 80% by mass or less, the strength development of the solidifying material can be further improved.
The content of belite in the hauyne-belite clinker pulverized product is preferably 20 to 40% by mass. When the content is 20% by mass or more, the strength development of the solidifying material can be further improved. When the content is 40% by mass or less, the degree of increase in the strength of the soil solidified body after a long time (for example, one day) has passed after the solidification treatment can be further reduced.
アウイン−ビーライト系クリンカ粉砕物は、フェライト相（４ＣａＯ・Ａｌ2Ｏ3・Ｆｅ2Ｏ3）を含んでいてもよい。
アウイン−ビーライト系クリンカ粉砕物中のフェライト相の含有率は、好ましくは２〜３０質量％である。該含有率が２質量％以上であれば、アウイン−ビーライト系クリンカを製造する際に、得られたクリンカが粉状化することを防ぐことができる。該含有率が３０質量％以下であれば、融着によってアウイン−ビーライト系クリンカの製造が困難になることを防ぐことができる。
The hauyne-belite clinker pulverized product may contain a ferrite phase (4CaO, Al 2 O 3 , Fe 2 O 3 ).
The content of the ferrite phase in the hauyne-belite clinker pulverized product is preferably 2 to 30% by mass. When the content is 2% by mass or more, it is possible to prevent the obtained clinker from becoming powdery when producing the hauyne-belite clinker. When the content is 30% by mass or less, it is possible to prevent the production of hauyne-belite clinker from becoming difficult due to fusion.
アウイン−ビーライト系クリンカ粉砕物、早強ポルトランドセメントクリンカ粉砕物、および石膏（ＳＯ3換算）の合計量（１００質量％）中、アウイン−ビーライト系クリンカ粉砕物の割合は、好ましくは２５〜４５質量％、より好ましくは２８〜４２質量％、特に好ましくは３０〜４０質量％である。該割合が２５質量％以上であれば、固化処理後、短時間（例えば、３時間）経過後の土壌固化体の強度をより大きくすることができる。該割合が４５質量％以下であれば、固化材の強度発現性をより向上することができる。 The ratio of Auin-Belite clinker crushed product to the total amount (100% by mass) of Auin-Belite clinker crushed product, early-strength Portland cement clinker crushed product, and gypsum (SO 3 equivalent) is preferably 25 to 25 to It is 45% by mass, more preferably 28 to 42% by mass, and particularly preferably 30 to 40% by mass. When the ratio is 25% by mass or more, the strength of the soil solidified body after a short time (for example, 3 hours) has passed after the solidification treatment can be further increased. When the ratio is 45% by mass or less, the strength development of the solidifying material can be further improved.
アウイン−ビーライト系クリンカ粉砕物、早強ポルトランドセメントクリンカ粉砕物、および石膏（ＳＯ3換算）の合計量（１００質量％）中、早強ポルトランドセメントクリンカ粉砕物の割合は、好ましくは２０〜４０質量％、より好ましくは２３〜３７質量％、特に好ましくは２５〜３５質量％である。該割合が２０質量％以上であれば固化処理後、短時間（例えば、３時間）経過後の土壌固化体の強度をより大きくすることができる。該割合が４０質量％以下であれば、固化処理後の可使時間をより長くすることができる。 The ratio of early-strength Portland cement clinker crushed product to the total amount (100% by mass) of Auin-Belite clinker crushed product, early-strength Portland cement clinker crushed product, and gypsum (SO 3 equivalent) is preferably 20 to 40. It is by mass, more preferably 23 to 37% by mass, and particularly preferably 25 to 35% by mass. When the ratio is 20% by mass or more, the strength of the soil solidified body after a short time (for example, 3 hours) has passed after the solidification treatment can be further increased. When the ratio is 40% by mass or less, the pot life after the solidification treatment can be lengthened.
石膏の例としては、２水石膏、半水石膏及び無水石膏等が挙げられる。これらは１種を単独で用いてもよく、２種以上を組み合わせて用いてもよい。中でも、強度発現性の観点から無水石膏が好ましい。
アウイン−ビーライト系クリンカ粉砕物、早強ポルトランドセメントクリンカ粉砕物、および石膏（ＳＯ3換算）の合計量（１００質量％）中、石膏（ＳＯ3換算）の割合は、好ましくは２５〜４５質量％、より好ましくは２８〜４２質量％、特に好ましくは３０〜４０質量％である。該割合が２５質量％以上であれば、固化処理後の可使時間をより長くすることができる。該割合が４５質量％以下であれば、固化材の強度発現性をより向上することができる。
Examples of gypsum include dihydrate gypsum, hemihydrate gypsum, anhydrous gypsum and the like. One of these may be used alone, or two or more thereof may be used in combination. Of these, anhydrous gypsum is preferable from the viewpoint of strength development.
Auin - belite based clinker ground product, high-early-strength Portland cement clinker ground product, and the gypsum total amount of (SO 3 conversion) (100 mass%), the proportion of gypsum (SO 3 equivalent), preferably 25 to 45 mass %, More preferably 28-42% by mass, particularly preferably 30-40% by mass. When the ratio is 25% by mass or more, the pot life after the solidification treatment can be lengthened. When the ratio is 45% by mass or less, the strength development of the solidifying material can be further improved.
本発明の固化材に含まれている鉱物中のアウイン、ビーライトおよびフェライト相の合計量（１００質量％）中、アウインの割合は、好ましくは５０〜８０質量％、より好ましくは５５〜７５質量％、特に好ましくは６０〜７０質量％である。該割合が５０質量％以上であれば、固化処理後、短時間（例えば、３時間）経過後の土壌固化体の強度をより大きくすることができる。該割合が８０質量％以下であれば、固化材の強度発現性をより向上することができる。
本発明の固化材に含まれている鉱物中のアウイン、ビーライトおよびフェライト相の合計量（１００質量％）中、ビーライトの割合は、好ましくは１０〜４０質量％、より好ましくは１５〜３５質量％、特に好ましくは２０〜３０質量％である。該割合が１０質量％以上であれば、固化材の強度発現性をより向上することができる。該割合が４０質量％以下であれば、固化処理後、長時間（例えば、１日）経過後の土壌固化体の強度の増加の程度をより小さくすることができる。
本発明の固化材に含まれている鉱物中のアウイン、ビーライトおよびフェライト相の合計量（１００質量％）中、フェライト相の割合は、製造の容易性等の観点から、好ましくは５〜２５質量％、より好ましくは７〜２０質量％、特に好ましくは８〜１５質量％である。
The proportion of hauyne in the total amount (100% by mass) of hauyne, belite and ferrite phases in the mineral contained in the solidifying material of the present invention is preferably 50 to 80% by mass, more preferably 55 to 75% by mass. %, Especially preferably 60 to 70% by mass. When the ratio is 50% by mass or more, the strength of the soil solidified body after a short time (for example, 3 hours) has passed after the solidification treatment can be further increased. When the ratio is 80% by mass or less, the strength development of the solidifying material can be further improved.
The proportion of belite in the total amount (100% by mass) of Auin, belite and ferrite phases in the mineral contained in the solidifying material of the present invention is preferably 10 to 40% by mass, more preferably 15 to 35. It is by mass, particularly preferably 20 to 30% by mass. When the ratio is 10% by mass or more, the strength development of the solidifying material can be further improved. When the ratio is 40% by mass or less, the degree of increase in the strength of the soil solidified body after a long time (for example, one day) after the solidification treatment can be further reduced.
The proportion of the ferrite phase in the total amount (100% by mass) of the outin, belite and ferrite phases in the mineral contained in the solidifying material of the present invention is preferably 5 to 25 from the viewpoint of ease of production and the like. It is by mass, more preferably 7 to 20% by mass, and particularly preferably 8 to 15% by mass.
本発明の土壌の固化処理方法は、上述した固化材を、土壌に添加して混練し、土壌固化体を形成させるものである。
固化処理の対象となる土壌の例としては、浚渫土、泥炭、ローム、または有機質土等が挙げられる。
また、固化処理の対象となる土壌の含水比は、好ましくは４０％以上、より好ましくは５０％以上、特に好ましくは６０％以上である。
本発明の固化材によれば、含水比が４０％以上の土壌を対象とした場合であっても、短時間（例えば、３時間）で強度を発現することができ、固化処理後、１時間程度は流動性を維持することができる。また、固化処理後、長時間（例えば、１日）経過後は、土壌固化体の強度の増加の程度を小さくすることができる。上記含水比の上限値は、特に限定されないが、通常、１，２００％である。
なお、「含水比」（単位：％）とは、土壌の絶対乾燥状態の質量に対する、土壌に含まれている水の質量の百分率（［水の質量］×１００／［絶対乾燥状態の土壌の質量］）をいう。
In the soil solidification treatment method of the present invention, the above-mentioned solidifying material is added to the soil and kneaded to form a soil solidified body.
Examples of soil to be solidified include dredged soil, peat, loam, organic soil and the like.
The water content of the soil to be solidified is preferably 40% or more, more preferably 50% or more, and particularly preferably 60% or more.
According to the solidifying material of the present invention, even when a soil having a water content of 40% or more is targeted, the strength can be developed in a short time (for example, 3 hours), and 1 hour after the solidifying treatment. The degree can maintain liquidity. Further, after a long time (for example, one day) has passed after the solidification treatment, the degree of increase in the strength of the soil solidified body can be reduced. The upper limit of the water content is not particularly limited, but is usually 1,200%.
The "water content ratio" (unit:%) is the percentage of the mass of water contained in the soil to the mass of the absolutely dry soil ([mass of water] x 100 / [absolutely dry soil]. Mass]).
本発明において、固化材を土壌に添加して混練する方法の例としては、土壌に固化材を粉体のまま添加して混合するドライ添加方法や、固化材に水を加えてスラリーとした後に、該スラリーを土壌に添加して混合するスラリー添加方法等が挙げられる。
固化材の添加量は、「ＪＩＳ Ｒ ５２０１：２０１５（セメントの物理試験方法）」に準拠して測定した土壌固化体のフロー値（１５打ち）が、混練の終了時から１時間経過後の時点で１００ｍｍ以上であり、かつ、上記混練の終了時から３時間経過後の時点で５０ｍｍ以下となるように定めることが好ましい。
上記フロー値が、混練の終了時から１時間経過後の時点で、１００ｍｍ以上（好ましくは１０５ｍｍ以上、より好ましくは１１０ｍｍ以上）であれば、混練後、１時間程度は、土壌固化体が高い流動性を有していることから、ダンプトラックの荷台に土壌固化体を搬送する等の作業性が良好となる。
また、上記フロー値が、混練の終了時から３時間経過後の時点で、５０ｍｍ以下（好ましくは４０ｍｍ以下、より好ましくは３０ｍｍ以下）であれば、混練後、短時間（例えば、３時間）で土壌固化体の流動性が低下することから、ダンプトラックの荷台に積み上げられた土壌固化体の取扱いが容易になる。
In the present invention, examples of the method of adding the solidifying material to the soil and kneading it include a dry addition method of adding the solidifying material as a powder to the soil and mixing it, or adding water to the solidifying material to form a slurry. , A slurry addition method in which the slurry is added to the soil and mixed, and the like can be mentioned.
The amount of the solidifying material added is the time when the flow value (15 strokes) of the soil solidified body measured in accordance with "JIS R 5201: 2015 (physical test method for cement)" is 1 hour after the end of kneading. It is preferable that the thickness is 100 mm or more and 50 mm or less after 3 hours have passed from the end of the kneading.
If the flow value is 100 mm or more (preferably 105 mm or more, more preferably 110 mm or more) at the time when 1 hour has passed from the end of kneading, the soil solidified body has a high flow for about 1 hour after kneading. Since it has the property, workability such as transporting the soil solidified body to the loading platform of the dump truck is improved.
If the flow value is 50 mm or less (preferably 40 mm or less, more preferably 30 mm or less) after 3 hours have passed from the end of kneading, it takes a short time (for example, 3 hours) after kneading. Since the fluidity of the soil solidified body is reduced, it becomes easy to handle the soil solidified body piled up on the loading platform of the dump truck.
土壌１ｍ３当たりの固化材の添加量は、土壌の種類や含水比によっても異なるが、土壌固化体の強度をより大きくする観点からは、好ましくは５０ｋｇ以上、より好ましくは６０ｋｇ以上、特に好ましくは８０ｋｇ以上である。該添加量は、固化処理のコストの低減の観点からは、好ましくは５００ｋｇ以下、より好ましくは４００ｋｇ以下である。 The addition amount of the solidifying material per soil 1 m 3 varies depending soil type and water content, from the viewpoint of greater strength of soil solidified, preferably 50kg or more, more preferably 60kg or more, particularly preferably It is 80 kg or more. The amount of the addition is preferably 500 kg or less, more preferably 400 kg or less, from the viewpoint of reducing the cost of the solidification treatment.
得られた土壌固化体の、「ＪＩＳ Ａ １２２８：２００９（締固めた土のコーン指数試験方法）」に準拠して測定した、混練の終了時から３時間経過後の時点におけるコーン指数は、好ましくは３８０ｋＮ／ｍ２以上、より好ましくは３８５ｋＮ／ｍ２以上、さらに好ましくは３９０ｋＮ／ｍ２以上、特に好ましくは４００ｋＮ／ｍ２以上である。
該コーン指数が３８０ｋＮ／ｍ２以上であれば、土壌固化体が十分な強度を有することから、ダンプトラックの荷台に積み上げられた土壌固化体の取扱いが容易になる。
The corn index of the obtained soil solidified body, measured in accordance with "JIS A 1228: 2009 (Cone index test method for compacted soil)", is preferably 3 hours after the end of kneading. it is 380kN / m 2 or more, more preferably 385kN / m 2 or more, more preferably 390kN / m 2 or more, and particularly preferably 400 kN / m 2 or more.
When the cone index is 380 kN / m 2 or more, the soil solidified body has sufficient strength, so that the soil solidified body piled up on the loading platform of the dump truck can be easily handled.
得られた土壌固化体は、混練の終了後から１日経過以降の強度の増加の程度が小さいものである。
得られた土壌硬化体の、「ＪＩＳ Ａ １２１６：２００９（土の一軸圧縮試験方法）」に準拠して測定した、混練の終了時から１日経過後の時点における一軸圧縮強さと混練の終了時から７日経過後の時点における一軸圧縮強さから算出される、一軸圧縮強さの増加率（（７日経過後の時点における一軸圧縮強さ−１日経過後の時点における一軸圧縮強さ）／１日経過後の時点における一軸圧縮強さ×１００％）は、好ましくは８０％以下、より好ましくは７０％以下、特に好ましくは５０％以下である。該増加率が８０％以下であれば、土壌固化体の強度が時間の経過とともに過度に大きくならず、土壌固化体を場外へ運搬した後、該土壌固化体を盛土等として再利用する目的で行われる土壌固化体の取扱いが容易になる。
The obtained soil solidified body has a small degree of increase in strength one day after the end of kneading.
From the uniaxial compressive strength and the end of kneading one day after the end of kneading, measured according to "JIS A 1216: 2009 (uniaxial compression test method of soil)" of the obtained hardened soil. Increase rate of uniaxial compressive strength calculated from uniaxial compressive strength at the time after 7 days ((uniaxial compressive strength at the time after 7 days-1 uniaxial compressive strength at the time after 7 days) / after 1 day The uniaxial compressive strength at the time point (1) is preferably 80% or less, more preferably 70% or less, and particularly preferably 50% or less. When the increase rate is 80% or less, the strength of the soil solidified body does not become excessively increased with the passage of time, and the soil solidified body is transported to the outside of the site and then reused as embankment or the like. The handling of soil solidified material is facilitated.
以下、本発明を実施例により具体的に説明するが、本発明はこれらの実施例に限定されるものではない。
［使用材料］
（１）土壌Ａ〜Ｇ；詳細は表１に示す。
（２）アウイン−ビーライト系クリンカ粉砕物；アウイン：４０〜８０質量％、ビーライト：２０〜４０質量％、フェライト相：２〜３０質量％の条件を満たすもの
（３）早強ポルトランドセメントクリンカ粉砕物；太平洋セメント社製
（４）石膏；無水石膏
（５）セメント系固化材；汎用型のセメント系固化材
Hereinafter, the present invention will be specifically described with reference to Examples, but the present invention is not limited to these Examples.
[Material used]
(1) Soils A to G; details are shown in Table 1.
(2) Auin-beerite clinker crushed product; Auin: 40-80% by mass, belite: 20-40% by mass, ferrite phase: 2-30% by mass (3) Early-strength Portland cement clinker Crushed product; Taiheiyo Cement (4) gypsum; anhydrous gypsum (5) cement-based solidifying material; general-purpose cement-based solidifying material
［固化材の作製］
アウイン−ビーライト系クリンカ粉砕物、早強ポルトランドセメントクリンカ粉砕物および石膏を、合計量（１００質量％）中、アウイン−ビーライト系クリンカ粉砕物の割合が３５質量％、早強ポルトランドセメントクリンカ粉砕物の割合が３０質量％、無水石膏の割合がＳＯ3換算で３５質量％となる量で混合して、固化材を得た。
得られた固化材に含まれている鉱物中のアウイン、ビーライトおよびフェライト相の合計量（１００質量％）中、アウイン、ビーライト、及びフェライト相の割合をＸＲＤ／リートベルト法を用いて、各々、解析したところ、アウイン：６５質量％、ビーライト：２５質量％、フェライト相：１０質量％であった。
[Preparation of solidifying material]
The ratio of Auin-Belite clinker crushed product, early-strength Portland cement clinker crushed product and gypsum to the total amount (100% by mass) is 35% by mass, and early-strength Portland cement clinker crushed product. A solidifying material was obtained by mixing in an amount of 30% by mass of the substance and 35% by mass of the anhydrous gypsum in terms of SO 3.
Using the XRD / Rietveld method, the ratio of Auin, Belite, and ferrite phase to the total amount (100% by mass) of Auin, Belite, and ferrite phase in the mineral contained in the obtained solidifying material was adjusted. As a result of analysis, each was found to be Auin: 65% by mass, Belite: 25% by mass, and Ferrite phase: 10% by mass.
［実施例１〜７］
表２に示す種類の土壌に、上記固化材を表１に示す固化材添加量で添加した後、ソイルミキサを用いて低速で９０秒間混練し、さらに高速で９０秒間混練を行い、土壌固化体を得た。
「ＪＩＳ Ｒ ５２０１：２０１５（セメントの物理試験方法）」に準拠して、得られた土壌固化体の、混練直後、混練の終了時から１時間経過後、および、混練の終了後から３時間経過後のフロー値（１５打ち）を測定した。
また、得られた土壌固化体を用いて、「ＪＧＳ ０８２１−２００９（安定処理土の静的締固めによる供試体作製方法）」に準拠して供試体を作製した。得られた供試体を用いて、「ＪＩＳ Ａ １２２８：２００９（締固めた土のコーン指数試験方法）」に準拠して、混練の終了時から３時間経過後、及び、６時間経過後のコーン指数を測定した。
さらに、上記供試体を用いて、「ＪＩＳ Ａ １２１６：２００９（土の一軸圧縮試験方法）」に準拠して、混練の終了時から１日経過後、および、混練の終了後から７日経過後の一軸圧縮強さを測定した。得られた一軸圧縮強さから、一軸圧縮強さの増加率（（７日経過後の一軸圧縮強さ−１日経過後の一軸圧縮強さ）／１日経過後の一軸圧縮強さ×１００％）を算出した。
[Examples 1 to 7]
After adding the above-mentioned solidifying material to the types of soil shown in Table 2 in the amount of the solidifying material added shown in Table 1, kneading at a low speed for 90 seconds using a soil mixer, and further kneading at a high speed for 90 seconds, the soil solidified body is prepared. Obtained.
In accordance with "JIS R 5201: 2015 (Physical test method for cement)", immediately after kneading, 1 hour after the end of kneading, and 3 hours after the end of kneading of the obtained soil solidified body. The later flow value (15 strokes) was measured.
Further, using the obtained soil solidified body, a test piece was prepared in accordance with "JGS 0821-2009 (Method for preparing a test piece by static compaction of stable treated soil)". Using the obtained specimen, according to "JIS A 1228: 2009 (Corn index test method for compacted soil)", corn 3 hours and 6 hours after the end of kneading. The index was measured.
Further, using the above specimen, one axis after one day has passed from the end of kneading and seven days after the end of kneading in accordance with "JIS A 1216: 2009 (uniaxial compression test method of soil)". The compressive strength was measured. From the obtained uniaxial compressive strength, the rate of increase in uniaxial compressive strength ((uniaxial compressive strength after 7 days -1 uniaxial compressive strength after 1 day) / uniaxial compressive strength after 1 day x 100%) Calculated.
［比較例１〜７］
上記固化材の代わりにセメント系固化材を使用する以外は実施例１と同様にして土壌固化体を得た。該土壌固化体を用いて、フロー値（１５打ち）等を実施例１と同様にして測定した。
それぞれの結果を表２に示す。
[Comparative Examples 1 to 7]
A soil solidified body was obtained in the same manner as in Example 1 except that a cement-based solidified material was used instead of the solidified material. Using the soil solidified body, the flow value (15 strokes) and the like were measured in the same manner as in Example 1.
The results of each are shown in Table 2.
表２から、本発明の固化材を用いた場合（実施例１〜７）、混練の終了時から１時間経過後の時点のフロー値は１１０〜１３６ｍｍであり、かつ、混練の終了時から３時間経過後の時点のフロー値は測定不能である（流動性がない）ことがわかる。すなわち、固化処理後、１時間程度の可使時間を確保でき、かつ、３時間経過した後、土壌固化体は流動性を有しないことがわかる。
一方、セメント系固化材を用いた場合（比較例１〜５、７）、混練の終了時から３時間経過後の時点のフロー値は１０６〜１４５ｍｍであり、３時間経過した後であっても、土壌固化体は流動性を有していることがわかる。
また、本発明の固化材を用いた場合（実施例１〜７）、混練の終了時から３時間経過後の時点のコーン指数は３９１〜８３６ｋＮ／ｍ２であり、固化処理後、短時間で土壌固化体の強度を搬送可能な程度にしうることがわかる。
一方、セメント系固化材を用いた場合（比較例１〜７）、混練の終了時から３時間経過後の時点のコーン指数は１８〜３７４ｋＮ／ｍ２であり、土壌固化体が搬送可能な程度の強度を有していないことがわかる。
また、実施例１〜７及び比較例１〜７から、使用する固化材の種類以外の条件が同一である場合において、本発明の固化材を用いた場合における一軸圧縮強さの増加率は、本発明の固化材の代わりにセメント系固化材を用いた場合よりも小さくなることがわかる。
From Table 2, when the solidifying material of the present invention was used (Examples 1 to 7), the flow value at 1 hour after the end of kneading was 110 to 136 mm, and 3 from the end of kneading. It can be seen that the flow value at the time point after the lapse of time is unmeasurable (no liquidity). That is, it can be seen that the pot life of about 1 hour can be secured after the solidification treatment, and the soil solidified body has no fluidity after 3 hours have passed.
On the other hand, when the cement-based solidifying material was used (Comparative Examples 1 to 5 and 7), the flow value at the time when 3 hours had passed from the end of kneading was 106 to 145 mm, and even after 3 hours had passed. , It can be seen that the soil solidified body has fluidity.
When the solidifying material of the present invention was used (Examples 1 to 7), the cone index at the time when 3 hours had passed from the end of kneading was 391 to 836 kN / m 2 , and it was a short time after the solidifying treatment. It can be seen that the strength of the soil solidified body can be made transportable.
On the other hand, when a cement-based solidifying material was used (Comparative Examples 1 to 7), the cone index at the time when 3 hours had passed from the end of kneading was 18 to 374 kN / m 2 , and the soil solidified body could be transported. It can be seen that it does not have the strength of.
Further, from Examples 1 to 7 and Comparative Examples 1 to 7, when the conditions other than the type of the solidifying material used are the same, the rate of increase in the uniaxial compressive strength when the solidifying material of the present invention is used is determined. It can be seen that it is smaller than the case where the cement-based solidifying material is used instead of the solidifying material of the present invention.
Claims (4)
上記アウイン−ビーライト系クリンカ粉砕物、早強ポルトランドセメントクリンカ粉砕物、および石膏（ＳＯ 3 換算）の合計量（１００質量％）中、上記アウイン−ビーライト系クリンカ粉砕物の割合は、２５〜４５質量％であり、上記早強ポルトランドセメントクリンカ粉砕物の割合は、２０〜４０質量％であり、上記石膏（ＳＯ 3 換算）の割合は、２５〜４５質量％であることを特徴とする固化材。 Auin - belite based clinker ground product, high-early-strength Portland cement clinker ground product, and only contains the plaster,
The ratio of the Auin-Belite clinker crushed product to the total amount (100% by mass) of the Auin-Belite clinker crushed product, the early-strength Portland cement clinker crushed product, and gypsum (SO 3 equivalent) is 25 to 25. The solidification is 45% by mass, the proportion of the crushed early-strength Portland cement clinker is 20 to 40% by mass, and the proportion of the gypsum (SO 3 equivalent) is 25 to 45% by mass. Material.
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| JPS5518210A (en) * | 1978-07-24 | 1980-02-08 | Nippon Cement Co Ltd | Sludge solidification treating agent |
| JPS5957934A (en) * | 1982-09-29 | 1984-04-03 | 秩父セメント株式会社 | Manufacture of glass fiber reinforced concrete and low alka-line cement composition |
| JP2802972B2 (en) * | 1991-05-27 | 1998-09-24 | 秩父小野田株式会社 | Rapid hardening material for ultra soft soil |
| JP3580911B2 (en) * | 1995-07-07 | 2004-10-27 | 太平洋セメント株式会社 | Cement admixture for steam-cured products and cement composition for steam-cured products containing the admixture |
| JP3469368B2 (en) * | 1995-07-31 | 2003-11-25 | 太平洋セメント株式会社 | Soil improvement material and soil improvement method using the same |
| JP3679557B2 (en) * | 1997-04-07 | 2005-08-03 | 太平洋セメント株式会社 | Low alkaline hydraulic composition |
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| JP2005272235A (en) * | 2004-03-25 | 2005-10-06 | Taiheiyo Cement Corp | Calcium sulfoaluminate based composition and method of manufacturing hardened body |
| JP2011051876A (en) * | 2009-08-04 | 2011-03-17 | Taiheiyo Cement Corp | Anhydrous gypsum containing fired material and solidification material |
| JP6626353B2 (en) * | 2016-01-25 | 2019-12-25 | 太平洋セメント株式会社 | Quality control method for clinker containing Irwin and Belite |
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| JP7116228B2 (en) | 2022-08-09 |
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