JP2019059886A - Solidification material - Google Patents
Solidification material Download PDFInfo
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- JP2019059886A JP2019059886A JP2017187446A JP2017187446A JP2019059886A JP 2019059886 A JP2019059886 A JP 2019059886A JP 2017187446 A JP2017187446 A JP 2017187446A JP 2017187446 A JP2017187446 A JP 2017187446A JP 2019059886 A JP2019059886 A JP 2019059886A
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- belite
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- 239000000463 material Substances 0.000 title claims abstract description 68
- 238000007711 solidification Methods 0.000 title claims abstract description 24
- 230000008023 solidification Effects 0.000 title claims abstract description 24
- 239000002689 soil Substances 0.000 claims abstract description 88
- 229910052918 calcium silicate Inorganic materials 0.000 claims abstract description 40
- 229910052602 gypsum Inorganic materials 0.000 claims abstract description 19
- 239000010440 gypsum Substances 0.000 claims abstract description 19
- 239000011398 Portland cement Substances 0.000 claims abstract description 17
- 238000004898 kneading Methods 0.000 claims description 28
- 235000012241 calcium silicate Nutrition 0.000 claims description 18
- JHLNERQLKQQLRZ-UHFFFAOYSA-N calcium silicate Chemical compound [Ca+2].[Ca+2].[O-][Si]([O-])([O-])[O-] JHLNERQLKQQLRZ-UHFFFAOYSA-N 0.000 claims description 16
- 229910000859 α-Fe Inorganic materials 0.000 claims description 15
- 238000000034 method Methods 0.000 claims description 13
- 239000004568 cement Substances 0.000 claims description 12
- 229910052500 inorganic mineral Inorganic materials 0.000 claims description 6
- 239000011707 mineral Substances 0.000 claims description 6
- 238000010998 test method Methods 0.000 claims description 6
- 239000004927 clay Substances 0.000 claims description 5
- 238000006243 chemical reaction Methods 0.000 claims description 3
- 239000003415 peat Substances 0.000 claims description 3
- 238000000227 grinding Methods 0.000 claims description 2
- OSGAYBCDTDRGGQ-UHFFFAOYSA-L calcium sulfate Chemical compound [Ca+2].[O-]S([O-])(=O)=O OSGAYBCDTDRGGQ-UHFFFAOYSA-L 0.000 description 8
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 8
- 238000011161 development Methods 0.000 description 7
- XEEYBQQBJWHFJM-UHFFFAOYSA-N Iron Chemical compound [Fe] XEEYBQQBJWHFJM-UHFFFAOYSA-N 0.000 description 4
- 230000000052 comparative effect Effects 0.000 description 4
- 229910052925 anhydrite Inorganic materials 0.000 description 3
- 230000006835 compression Effects 0.000 description 3
- 238000007906 compression Methods 0.000 description 3
- 238000010276 construction Methods 0.000 description 3
- 238000002156 mixing Methods 0.000 description 3
- 239000002002 slurry Substances 0.000 description 3
- 229910018072 Al 2 O 3 Inorganic materials 0.000 description 2
- 229910004298 SiO 2 Inorganic materials 0.000 description 2
- VYPSYNLAJGMNEJ-UHFFFAOYSA-N Silicium dioxide Chemical compound O=[Si]=O VYPSYNLAJGMNEJ-UHFFFAOYSA-N 0.000 description 2
- 239000003818 cinder Substances 0.000 description 2
- 238000012669 compression test Methods 0.000 description 2
- 238000011068 loading method Methods 0.000 description 2
- 238000004519 manufacturing process Methods 0.000 description 2
- 238000002360 preparation method Methods 0.000 description 2
- 239000011343 solid material Substances 0.000 description 2
- 235000008733 Citrus aurantifolia Nutrition 0.000 description 1
- 235000011941 Tilia x europaea Nutrition 0.000 description 1
- ZOMBKNNSYQHRCA-UHFFFAOYSA-J calcium sulfate hemihydrate Chemical compound O.[Ca+2].[Ca+2].[O-]S([O-])(=O)=O.[O-]S([O-])(=O)=O ZOMBKNNSYQHRCA-UHFFFAOYSA-J 0.000 description 1
- 238000005056 compaction Methods 0.000 description 1
- 150000004683 dihydrates Chemical class 0.000 description 1
- 230000007613 environmental effect Effects 0.000 description 1
- 238000011049 filling Methods 0.000 description 1
- 230000004927 fusion Effects 0.000 description 1
- 238000011835 investigation Methods 0.000 description 1
- 229910052742 iron Inorganic materials 0.000 description 1
- 239000004571 lime Substances 0.000 description 1
- 239000000843 powder Substances 0.000 description 1
- 238000012545 processing Methods 0.000 description 1
- 239000000377 silicon dioxide Substances 0.000 description 1
- 239000010802 sludge Substances 0.000 description 1
- 230000006641 stabilisation Effects 0.000 description 1
- 238000011105 stabilization Methods 0.000 description 1
- 230000003068 static effect Effects 0.000 description 1
- 238000012360 testing method Methods 0.000 description 1
- 229920003169 water-soluble polymer Polymers 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
- 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
Landscapes
- Treatment Of Sludge (AREA)
- Soil Conditioners And Soil-Stabilizing Materials (AREA)
- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
- Processing Of Solid Wastes (AREA)
Abstract
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 soil is required from the viewpoint of environmental protection and cost reduction of construction projects.
Among the construction-generated soils, soils with high moisture content such as clays have high fluidity, so it is difficult to pile them on a loading platform such as a dump truck when carrying.
For this reason, it is known to solidify and improve clay or the like by using a solidifying material such as a cement-based solidifying material or a high molecular weight water-soluble polymer for the purpose of imparting strength to the extent that it can be transported out of the site early. ing.
As a solidifying material, for example, Patent Document 1 has a hydraulic ratio of 1.0 to 3.5, a silica ratio of 0.1 to 0.8, and an iron ratio of 5 to 25, and 40 to A solidifying material containing an anhydrite-containing calcined product containing 70% by mass is described. Moreover, it is described that the said anhydrous gypsum containing baked material contains 15-40 mass% of auin.
Further, Patent Document 2 includes belite (2CaO · SiO 2 ), auin (3CaO · 3Al 2 O 3 · CaSO 4 ), type II anhydrous gypsum and ferrite phase (4CaO · Al 2 O 3 · Fe 2 O 3 ). A rapid-hardening solidifying material for construction sludge is described, which contains as an essential component the amount of free lime (f · CaO) 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 solidify and improve the soil to such an extent that the soil can be transported out of the field by adding the solidifying material to the soil with high water content ratio such as clay soil and kneading (hereinafter also referred to as “solidification treatment”) It often takes a long time, such as several days. From the viewpoint of improving the efficiency of the transportation operation, the solidifying material is preferably one that can develop strength in a short time.
On the other hand, in the case of using a quick-hardening type solidifying material, the soil after solidification treatment (hereinafter also referred to as "solidified material") is rapidly consolidated after the solidification treatment of the soil, and the soil of the dump truck is soiled. There is a problem that a pipe for transporting the solidified body is blocked.
In addition, when the strength of the solidified soil increased even after a long time (for example, one day) after the soil was solidified, the strength of the solidified soil became excessively large, and the solidified soil was transported out of the site After that, there is a problem that it becomes difficult to handle the solidified soil for reuse as a filling earth and the like.
Therefore, the object of the present invention is to use the soil for the strength of the soil in a short time (for example, 3 hours), but secure sufficient usable time (for example, 1 hour) after the solidification treatment It is possible to provide a solidifying material which can be reduced and the degree of increase in the strength of the solidified soil after a long time (for example, one day) has elapsed.
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 intensive investigations to solve the above problems, the present inventor has found that the above object can be achieved by a solid material containing crushed auin-belite based clinker, early-strength Portland cement clinker, and gypsum. , Completed the present invention.
That is, the present invention provides the following [1] to [6].
[1] A solidifier characterized by containing auin-belite based clinker, early-strength Portland cement clinker and gypsum.
[2] The ratio of the auin-belite clinker crushed material in the total amount (100% by mass) of the auine-belite based clinker crushed material, the early-strength Portland cement clinker crushed material, and the gypsum (SO 3 equivalent) And 25 to 45% by mass, and the proportion of the above-mentioned early strong strength Portland cement clinker is 20 to 40% by mass, and the proportion of the above gypsum (in terms of SO 3 ) is 25 to 45% by mass. ] The solidified material as described in [].
[3] The proportion of auin is 50 to 80% by mass in the total amount (100% by mass) of auin, belite and ferrite phase in the mineral contained in the above solidified material, and the proportion of belite is The solidifying material according to the above [1] or [2], wherein the proportion 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, comprising adding the solidifying material according to any one of the above [1] to [3] to the soil and kneading it to form a solidified soil.
[5] The flow value (15 strikes) of the above-mentioned solidified body measured in accordance with “JIS R 5201: 2015 (physical test method of cement)” is 100 mm or more at 1 hour after the end of the kneading The method for solidifying soil according to [4], wherein the addition amount of the solidifying material is determined so as to be 50 mm or less after 3 hours from the end of the kneading.
[6] The method for solidifying soil according to [4] or [5] above, wherein the soil is clay, 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, by using it with respect to the soil, the strength of the soil (solidified soil after solidification) can be expressed in a sufficient size in a short time (for example, 3 hours). On the other hand, good fluidity can be maintained for about one hour after the solidification treatment, and a sufficient pot life can be secured. In addition, the degree of increase in the strength of the solidified soil can be reduced after a long time (for example, one day), and handling of the solidified soil used as embankment or the like is easy.
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 includes a ground product of auin-belite based clinker, a early-strength Portland cement clinker-ground product, and gypsum.
Auin - belite based clinker grind, Auin (3CaO · 3Al 2 O 3 · CaSO 4), and is intended to include belite (2CaO · SiO 2).
The content of auin in the auin-belite based clinker is preferably 40 to 80% by mass. If the content is 40% by mass or more, the strength of the solidified soil after a short time (for example, 3 hours) can be increased after the solidification treatment. If the content is 80% by mass or less, strength development of the solidified material can be further improved.
The content of belite in the crushed auin-belite based clinker is preferably 20 to 40% by mass. When the content is 20% by mass or more, strength development of the solidified material can be further improved. If the content is 40% by mass or less, the degree of increase in the strength of the solidified soil after a long time (for example, one day) has elapsed after the solidification can be made smaller.
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 crushed auin-belite based clinker may contain a ferrite phase (4CaO · Al 2 O 3 · Fe 2 O 3 ).
The content of the ferrite phase in the ground product of auin-belite based clinker is preferably 2 to 30% by mass. When the content is 2% by mass or more, powdering of the obtained clinker can be prevented when producing an auin-belite-based clinker. When the content is 30% by mass or less, it is possible to prevent the production of the auin-belite based clinker from being difficult due to the 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。 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%), Auin - proportion of belite based clinker ground product is preferably 25 to It is 45% by mass, more preferably 28 to 42% by mass, and particularly preferably 30 to 40% by mass. If the ratio is 25% by mass or more, the strength of the solidified soil after a short time (for example, 3 hours) can be increased after the solidification treatment. When the ratio is 45% by mass or less, strength development of the solidified 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 proportion of crushed early cinder cement clinker in the total amount (100% by mass) of crushed auin-belite based clinker, crushed early cinder Portland cement clinker and gypsum (SO 3 equivalent) is preferably 20 to 40. % By mass, more preferably 23 to 37% by mass, particularly preferably 25 to 35% by mass. If the proportion is 20% by mass or more, the strength of the solidified soil after a short time (for example, 3 hours) can be further increased after the solidification treatment. If the ratio is 40% by mass or less, the pot life after solidification can be made longer.
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 and anhydrite. One of these may be used alone, or two or more of these may be used in combination. Among them, anhydrous gypsum is preferred from the viewpoint of strength development.
The proportion of gypsum (in terms of SO 3 ) in the total amount (100% by mass) of crushed auin-belite-based clinker, early-strength Portland cement clinker, and gypsum (in terms of SO 3 ) is preferably 25 to 45 mass %, More preferably 28 to 42% by mass, particularly preferably 30 to 40% by mass. If the ratio is 25% by mass or more, the pot life after solidification can be made longer. When the ratio is 45% by mass or less, strength development of the solidified 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 auin in the total amount (100% by mass) of auin, belite and ferrite phase in the mineral contained in the solidified material of the present invention is preferably 50 to 80% by mass, more preferably 55 to 75% %, Particularly preferably 60 to 70% by mass. If the proportion is 50% by mass or more, the strength of the solidified soil after a short time (for example, 3 hours) can be increased after the solidification treatment. When the ratio is 80% by mass or less, strength development of the solidified material can be further improved.
The proportion of belite is preferably 10 to 40% by mass, more preferably 15 to 35, based on the total amount (100% by mass) of auin, belite and ferrite phase in the mineral contained in the solidified material of the present invention. % By weight, particularly preferably 20 to 30% by weight. If the ratio is 10% by mass or more, strength development of the solidified material can be further improved. If the proportion is 40% by mass or less, the degree of increase in the strength of the solidified soil after a long time (for example, one day) after the solidification processing can be made smaller.
The proportion of the ferrite phase in the total amount (100% by mass) of the auin, belite and ferrite phase in the mineral contained in the solidified material of the present invention is preferably 5 to 25 from the viewpoint of easiness of production etc. % By mass, more preferably 7 to 20% by mass, 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。
The method for solidifying soil according to the present invention is to add the above-mentioned solidifying material to the soil and knead it to form a solidified soil.
Examples of soil to be subjected to solidification treatment include clay, 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 the soil having a water content ratio of 40% or more is targeted, the strength can be expressed in a short time (for example, 3 hours), and one hour after the solidifying treatment The degree can maintain liquidity. Moreover, after a long time (for example, one day) has passed after the solidification treatment, the degree of increase in the strength of the solidified soil can be reduced. The upper limit of the water content ratio 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 with respect to the mass of the soil in the absolute dry state ([mass of water] × 100 / [in the soil in the absolute dry state Say 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, as an example of a method of adding the solidifying material to the soil and kneading it, a dry addition method of adding the solidifying material to the soil as it is in powder form and mixing, or after adding water to the solidifying material to make a slurry And a slurry addition method of adding and mixing the slurry to the soil.
The amount of solidified material added is the flow value (15 strikes) of the solidified soil measured in accordance with “JIS R 5201: 2015 (physical test method for cement)” at the time after 1 hour has passed from the end of kneading. It is preferable to set so that it is 100 mm or more, and 50 mm or less when 3 hours have elapsed from the end of the above-mentioned kneading.
If the above-mentioned flow value is 100 mm or more (preferably 105 mm or more, more preferably 110 mm or more) when 1 hour has passed from the end of kneading, the flow of solidified soil is high for about 1 hour after kneading Since it has the property, the workability such as transporting the solidified soil to the loading platform of the dump truck becomes good.
In addition, if the flow value is 50 mm or less (preferably 40 mm or less, more preferably 30 mm or less) when 3 hours have passed from the end of the kneading, a short time (for example, 3 hours) after the kneading The reduced fluidity of the solidified soil facilitates handling of the solidified soil piled up on the dump truck bed.
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 amount of solidifying material added per 1 m 3 of soil varies depending on the type of soil and the moisture content, but from the viewpoint of increasing the strength of the solidified soil, it is preferably 50 kg or more, more preferably 60 kg or more, particularly preferably 80 kg or more. The amount of addition is preferably 500 kg or less, more preferably 400 kg or less, from the viewpoint of reducing the cost of 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 cone index of the obtained solidified soil, measured according to "JIS A 1228: 2009 (cone index test method for compacted soil)", after 3 hours from the end of kneading, is preferably 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.
If the cone index is 380 kN / m 2 or more, the soil solidified body has sufficient strength, which facilitates handling of the soil solidified body piled up on the bed of the dump truck.
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 solidified soil has a small degree of increase in strength one day after the end of the kneading.
From the end of the uniaxial compressive strength and the end of the kneading one day after the end of the kneading, measured according to “JIS A 1216: 2009 (uniaxial compression test method of the soil)”, of the obtained hardened soil body The rate of increase in uniaxial compressive strength calculated from uniaxial compressive strength at 7 days ((1-axial compressive strength at 7 days after 1 day-uniaxial compressive strength at 1 day) / 1 day The uniaxial compression strength at a time point of 100%) is preferably 80% or less, more preferably 70% or less, and particularly preferably 50% or less. If the increase rate is 80% or less, the strength of the solidified soil does not become excessively large with the passage of time, and after transporting the solidified soil out of the site, for the purpose of reusing the solidified soil as embankment etc. Handling of the solidified soil will be 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
EXAMPLES Hereinafter, the present invention will be specifically described by way of 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-belite based clinker; Auin: 40 to 80% by mass, belite: 20 to 40% by mass, ferrite phase: 2 to 30% by mass satisfying the conditions (3) early strength Portland cement clinker Ground material; Made by Pacific Cement Co., Ltd. (4) Gypsum; Anhydrite (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]
Auin-belite-based clinker, early-strength Portland cement clinker and gypsum in the total amount (100% by mass), the proportion of auin-belite-based clinker is 35% by mass, pre-strong portland cement clinker The solid material was obtained by mixing in an amount such that the proportion of the material was 30% by mass, and the proportion of the anhydrous gypsum was 35% by mass in terms of SO 3 conversion.
The proportions of auin, belite and ferrite phase in the total amount (100% by mass) of auin, belite and ferrite phase in minerals contained in the obtained solidified material using the XRD / Lietveld method When each was analyzed, it was an auin: 65 mass%, a belite: 25 mass%, and a ferrite phase: 10 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 the solidifying material is added to the soil of the type shown in Table 2 in the amount of solidifying material addition shown in Table 1, it is kneaded at low speed for 90 seconds using a soil mixer, and is further kneaded for 90 seconds at high speed to obtain solidified soil Obtained.
Immediately after kneading, one hour after the completion of kneading, and one hour after the completion of kneading, according to "JIS R 5201: 2015 (physical test method of cement)". The later flow value (15 strokes) was measured.
Moreover, the test body was produced according to "JGS 0821-2009 (the test-piece preparation method by the static compaction of stabilization treatment soil)" using the obtained soil solidified body. Using the obtained specimen, according to “JIS A 1228: 2009 (cone index test method for compacted soil)”, after 3 hours from the end of kneading and after 6 hours The index was measured.
Furthermore, using the above-mentioned sample, in accordance with "JIS A 1216: 2009 (a method of uniaxial compression test of soil)", 1 day after the end of the kneading and 7 days after the end of the kneading. The compression strength was measured. From the obtained uniaxial compressive strength, the increase rate of uniaxial compressive strength ((uniaxial compressive strength after 7 days elapsed-uniaxial compressive strength after 1 day elapsed) / uniaxial compression strength after 1 day elapsed × 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 solidifying material was used instead of the above-mentioned solidifying material. Using the solidified soil, the flow value (15 strokes) and the like were measured in the same manner as in Example 1.
The respective results 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, in the case of using the solidified material of the present invention (Examples 1 to 7), the flow value at a time point after 1 hour from the end of the kneading is 110 to 136 mm, and 3 from the end of the kneading It can be seen that the flow value at the time after the passage of time is not measurable (no liquidity). That is, it can be seen that a pot life of about 1 hour can be secured after the solidification treatment, and after 3 hours, the solidified soil has no fluidity.
On the other hand, when a cement-based solidifying material is used (Comparative Examples 1 to 5 and 7), the flow value after 3 hours from the end of kneading is 106 to 145 mm, and even after 3 hours It can be seen that the solidified soil has fluidity.
When the solidifying material of the present invention is used (Examples 1 to 7), the cone index at 3 hours after the end of the kneading is 391 to 836 kN / m 2 and a short time after the solidifying treatment It can be seen that the strength of the solidified soil can be made to be transportable.
On the other hand, when a cement-based solidifying material is used (comparative examples 1 to 7), the cone index at 3 hours after the end of the kneading is 18 to 374 kN / m 2 and the degree to which the solidified soil can be conveyed 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 increasing rate of uniaxial compressive strength when using the solidifying material of the present invention is It turns out that it becomes smaller than the case where a cement-based solidifying material is used instead of the solidifying material of the present invention.
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2020105029A (en) * | 2018-12-26 | 2020-07-09 | 太平洋セメント株式会社 | Material for imparting quick hardening property |
| CN112321254A (en) * | 2020-11-04 | 2021-02-05 | 浙大宁波理工学院 | Controllable low-strength material using titanium gypsum and engineering waste soil and preparation method thereof |
| JP2021127647A (en) * | 2020-02-17 | 2021-09-02 | 三菱マテリアル株式会社 | Selection method of sample preparation method, and sample preparation method |
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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 |
| JPH0517771A (en) * | 1991-05-27 | 1993-01-26 | Chichibu Cement Co Ltd | Quick-curing type solidifying material for ultrasoft soil |
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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 |
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| JP2020105029A (en) * | 2018-12-26 | 2020-07-09 | 太平洋セメント株式会社 | Material for imparting quick hardening property |
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| JP2021127647A (en) * | 2020-02-17 | 2021-09-02 | 三菱マテリアル株式会社 | Selection method of sample preparation method, and sample preparation method |
| CN112321254A (en) * | 2020-11-04 | 2021-02-05 | 浙大宁波理工学院 | Controllable low-strength material using titanium gypsum and engineering waste soil and preparation method thereof |
| CN112321254B (en) * | 2020-11-04 | 2022-05-27 | 浙大宁波理工学院 | Controllable low-strength material using titanium gypsum and engineering waste soil and preparation method thereof |
Also Published As
| Publication number | Publication date |
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| JP2021183699A (en) | 2021-12-02 |
| JP6941018B2 (en) | 2021-09-29 |
| JP7116228B2 (en) | 2022-08-09 |
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