201144257 六、發明說明： 【發明所屬之技術領域】 本發明係關於使諸如疏液土等泥土利用結合材進行固化 而製造人工石材的方法。 【先前技術】 以疏沒土所代表的軟弱泥土係隨航路疏淡與各種土木建 設而產生。其中，如砂質可有效使用為土木資材者’係可直 接利用於填海工程、回填等。但是’粉砂份比率較高的泥土 大多呈含水狀態，立亦幾乎無法期待當作土壤用的強度，因 而多數會成為廢棄物。 為有效利用泥土 ’習知有提案各種技術且已然實施。最具 代表性者係改善當作土壤用的特性，俾利用為如同良質土壌 的技術。例如日本石灰協會所提出的「利用石灰施行的軟弱 地盤安定處理工法」（鹿島出版社）’提示有將水泥或石灰添 加於泥土中，俾改善當作地盤用的特性等各種技術。 再者，專利文獻1揭示有：在疏浚土中混合入鋼鐵熔渣而 執行強度改善的技術。此項技術主要係藉由鋼鐵溶渣的Ca〇 成刀與疋丨L溲土的Si、A1專之間的卜作嵐反應（pozz〇ianic Reaction)，而執行疏浚土的強度改質。又，專利文獻2揭示 有.在軟弱土中添加含有游離CaO的轉爐熔渣與高爐水泥， 而執行固化處理（強度改善）的技術。 而，δ玄等方法係改善當作土質材料用的特性，雖可謂發 l〇〇U5〇73 201144257 現出土質材料程度的強度，但終究其僅限定於當作土壤用的 用途而已。 相對於此，專利文獻3揭示有：在疏浚土中混合入諸如水 泥等固化材料，經使固化而獲得塊體材料（固化體）的方法。 [先前技術文獻] [專利文獻] [專利文獻1]日本專利特開2〇〇9_121167號公報 [專利文獻2]曰本專利特開2〇〇6_2312〇8號公報 [專利文獻3]日本專利特開2〇〇8_182898號公報 【發明内容】 (發明所欲解決之問題） 然而，依照專利文獻3的方法所獲得塊體材料的強度平均 為6N/mm程度，最大亦不過為讀醜2程度而已。此處， 此利用為石材與混凝土材料的代替材料，其必需達 鮮遍：1995(毛石)所規定的準硬石以上之強度 (9.8N/mm以上）。依照專利文獻3所獲得塊體材料的強度， 係屬於最低品質的軟石程度（未滿9綱麵2)。該軟石的程 度若相較於土質材料的改善程度，雖已達相當高程度，但當 ';曰 材或混凝土材料的代替材料之各種用途時，卻 非屬：夠：強度。又，當大量使用在軟弱疏浚土中會大量看 到，砂份(75_以下)比率較高的泥土時，可容易預 測到其強度的確保會更加困難。 100115073 201144257 緣是，本發明之目的在於解決如上的習知技術問題，可提 供：可大量使用疏浚土等泥土，安定地製造具有準硬石以上 的強度，特別是即便考慮安全係數(+3N/mm2)仍可充分滿足 準硬石特性之人工石材的製造方法。 (解決問題之手段） 習知，已知有以鋼鐵熔渣為主原料的鋼鐵熔渣水合固化體 之製造技術(例如「鋼鐵熔渣水合固化體技術便覽」，（財）沿 岸技術研究中心）。此項技術係骨材為使用製鋼熔渣，結合 材為使用高爐熔渣微粉末與鹼刺激劑，而製造水合固化體。 本發明者等便以此種鋼鐵溶潰水合固化體的製造技術為基 礎，實施將鋼鐵熔渣水合固化體的材料，取代為疏浚土之固 化體的製造實驗。 表示鋼鐵熔渣水合固化體之強度顯現性程度的指標，係採 用強度指數=(高爐熔渣微粉末質量+消石灰質量+2x普通卜 特蘭水泥質量+〇.35x飛灰質量)/水質量。在鋼鐵熔渣水合固 化體的製造時，為能顯現出安定的強度，在該強度指數超過 2時施行混練。如本發明，即便使用疏浚土的情況，認為強 度確保仍屬重要，因而依滿足根據上述的強度指數方式，設 定疏浚土中所含的水與結合材之比率，並實施混練。但是， 此項試驗中，混練物的流動性會急遽下降，結果得知在灌漿 時會有氣孔生成導致水合固化體變脆弱、或無法充分顯現出 強度。即因為混合入疏浚土，判斷其不易顯現出強度，因而BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a method for producing artificial stone by solidifying a soil such as lyophobic soil with a binder. [Prior Art] The weak soil system represented by the sparse soil is generated by the route fading and various civil constructions. Among them, if the sand can be effectively used as a civil engineering material, it can be directly used in reclamation projects, backfilling, and the like. However, the soil with a high ratio of silt is mostly in a water-containing state, and it is almost impossible to expect the strength to be used as a soil, and therefore most of it becomes waste. In order to make effective use of the soil, it is known that various technologies have been proposed and implemented. The most representative is to improve the characteristics used as soil, and to use it as a technology like good soil. For example, the "Knocking Method for Weak Sites by Lime" (Kuroshima Publishing House) proposed by the Japan Lime Association suggests various techniques such as adding cement or lime to the soil and improving the characteristics used as a site. Further, Patent Document 1 discloses a technique for performing strength improvement by mixing steel slag into dredged soil. This technology mainly performs the strength modification of the dredged soil by the Pozz〇ianic Reaction between the Ca 〇 slag of the steel slag and the Si and A1 of the 疋丨L bauxite. Further, Patent Document 2 discloses a technique in which a converter slag containing free CaO and blast furnace cement are added to a soft soil to perform a curing treatment (strength improvement). However, the method of δ Xuan and other methods is used to improve the properties of the soil material. Although it can be said that the strength of the soil material is present, it is limited to the use for soil. On the other hand, Patent Document 3 discloses a method of obtaining a bulk material (cured body) by mixing a solidified material such as cement in a dredged soil and solidifying it. [PRIOR ART DOCUMENT] [Patent Document 1] Japanese Patent Laid-Open Publication No. Hei. No. Hei. No. Hei. No. 2, No. Hei. Japanese Laid-Open Patent Publication No. Hei. No. Hei. No. Hei. No. Hei. No. Hei. No. Hei. No. Hei. No. Hei. No. Hei. No. Hei. . Here, this is a substitute material for stone and concrete materials, which must be used up to the strength of the quasi-hard rock (9.8 N/mm or more) specified in 1995 (Mao Shi). The strength of the bulk material obtained in accordance with Patent Document 3 is the lowest quality soft stone (less than 9 faces 2). Although the degree of the soft stone is relatively high compared to that of the soil material, it is not a sufficient degree for the various uses of the substitute material of the slab or concrete material: sufficient: strength. In addition, when a large amount of soil having a high ratio of sand (75_ or less) is observed in a large amount of weak dredged soil, it is easy to predict that the strength is more difficult to ensure. 100115073 201144257 The purpose of the present invention is to solve the above-mentioned conventional technical problems, and it is possible to provide a large amount of soil such as dredged soil, and to stably produce a strength having a quasi-hard rock, especially even considering a safety factor (+3N/ Mm2) A method of manufacturing artificial stone that can fully satisfy the quasi-hard rock characteristics. (Means for Solving the Problem) It is known that a steel slag hydrated solidified body is mainly produced by using steel slag as a raw material (for example, "Steel slag hydration solidified technology technology", (Cai) Coastal Technology Research Center) . In this technology, the steel material is made of steel slag, and the slag is made of blast furnace slag fine powder and alkali stimulating agent to produce a hydrated solidified body. The inventors of the present invention have carried out a manufacturing experiment in which a material for hydrating a molten steel slag is replaced with a solidified body of dredged soil based on the manufacturing technique of the steel hydrated hydrated body. The index indicating the degree of strength manifestation of the slag hydrated solidified body is the strength index = (blast furnace slag micropowder mass + slaked lime mass + 2 x ordinary Portland cement mass + 〇. 35x fly ash mass) / water quality. In the production of the steel slag hydration solidified body, in order to exhibit a stable strength, kneading is performed when the strength index exceeds 2. According to the present invention, even when the dredged soil is used, it is considered that the strength is important, and therefore, the ratio of the water and the binder contained in the dredged soil is set in accordance with the above-described strength index method, and kneading is carried out. However, in this test, the fluidity of the kneaded material was drastically lowered, and as a result, it was found that the formation of pores during the grouting caused the hydrated solidified body to become weak, or the strength could not be sufficiently exhibited. That is, because it is mixed into the dredged soil, it is judged that it is not easy to show strength, and thus
100115073 S 201144257 雖將結合材與水的比率維持於習知知識程度(鋼鐵熔渣水合 固化體的製造技術），但卻無法進行適當的混練、灌漿，而 得知沿用習知知識的製造技術，頗難製造以疏浚土為原料的 人工石材或塊體。 在此，本發明者等為改善混練物的流動性，針對藉由對原 本保有水的疏浚土更進一步添加水，而進行水分調整，針對 一邊使結合材與水的比率降低至某程度，一邊可進行混練的 條件進行檢討。結果，雖依照條件亦會有顯現出強度的案 例，但亦得知即便接近其情形的摻合，仍會有無法顯現出充 分強度的情況。針對此現象的原因進行更進一步檢討，結果 得知以疏浚土所代表的泥土，會因土粒的表面吸附等而抑制 卜作風反應，當欲利用大量疏液土的情況，因土粒的表面吸 附而導致卜作嵐反應受抑制情形，會對強度顯現構成大幅影 響。 疏浚土雖依照土壤的種類會有程度上的差異，但得知均會 有吸附Ca2+或OH·的作用。圖1(a)、（b)所示係從多摩川所 採取的疏浚土、與從東京灣所採取的疏浚土中，使氫氧化鈣 溶液穿透過時，溶液的Ca濃度與pH之變化例。此項試驗 中，於底面鋪設有濾紙的滲透管中填充入疏浚土 2g，再從 其上方依lmL/分滴下經調整為ρΗ12的氫氧化鈣水溶液， 回收所滲出的溶液，並測定其Ca濃度與ΟΗ·濃度。由圖1 得知，溶液的Ca濃度與ΟΙΓ濃度(pH)，僅在穿透疏浚土時 100115073 7 201144257 才會有較大的變化。Ca2+與ΟΙΓ係屬於以水泥為代表的水合 固化時，反應生成物(Ca0-Si02-H20凝膠）的主要構成成分。 因為Ca2+與OH_會被疏浚土的土粒所吸附，導致濃度降低， 因而判斷固化會受到抑制。此種Ca2+與ΟΗΓ的吸附作用係當 使用疏浚土等泥土的情況才會有的特有作用，對材料係屬於 未含有泥土的普通鋼鐵熔渣水合固化體，則完全不會意識到 有此種作用。為解決此種問題而深入探討，結果發現將結合 材與泥土令的土粒之質量比設為既定值以上，且將水、結合 材比最佳化於與習知鋼鐵熔渣水合固化體製造技術屬不同 的範圍，則可獲得大量使用疏浚土等泥土，且具有安定強度 的固化體(石材）。 本發明係根據此種發現而完成，主旨如下。 [1]一種人工石材之製造方法，係使含有泥土與結合材的 混合材料進行水合硬化，而製造人工石材的方法；其中，混 合材料係滿足下述條件(a)〜(c): (a) 含有泥土達40容積％以上； (b) 相對於混合材料100容積％，結合材係由從高爐熔渣微 粉末、經添加驗刺激劑的高爐溶潰微粉末、高爐水泥、普通 卜特蘭水泥中選擇1種以上構成； (c) 結合材量係相對於泥土中的土粒（固形份），依質量比計 達1.7倍以上，且滿足下式： (高爐熔渣微粉末質量+石灰粉質量+消石灰質量+普通卜 100115073 8 201144257 特蘭水泥質量x2)/(混合材料中的水質量）< 2.0 [2] —種人工石材之製造方法，就上述[1]之製造方法，其 中，結合材係含有高爐熔渣微粉末80〜95質量％，其餘則從 普通卜特蘭水泥、石灰粉、消石灰、高爐水泥中選擇1種以 上。 [3] —種人工石材之製造方法，係使含有泥土與結合材的 混合材料進行水合硬化，而製造人工石材的方法；其中，混 合材料係滿足下述條件(d)〜⑴： (d) 相對於混合材料100容積％，含有泥土達40容積％以 上； (e) 結合材係由從高爐熔渣微粉末、經添加鹼刺激劑的高 爐熔渣微粉末、高爐水泥、普通卜特蘭水泥中選擇1種以 上、與飛灰構成； (f) 結合材量係相對於泥土中的土粒（固形份），依質量比計 達1.7倍以上，且滿足下式： (高爐熔渣微粉末質量+石灰粉質量+消石灰質量+普通卜 特蘭水泥質量x2+飛灰質量χ〇.35)/(混合材料中的水質 量)^1.5 [4] 一種人工石材之製造方法，就上述[3]之製造方法，其 中，結合材係含有高爐熔渣微粉末70〜85質量％，且飛灰依 相對於高爐熔渣微粉末質量的比例含有10〜30質量％，其餘 則由從普通卜特蘭水泥、石灰粉、消石灰、高爐水泥中選擇 100115073 9 201144257 1種以上。 [5] —種人工石材之製造方法，就上述[1]〜[4]項中任一項 之製造方法，其中，混合材料係更進一步含有骨材。 [6] —種人工石材之製造方法，就上述[5]之製造方法，其 中，骨材係製鋼炫渣。 [7] —種人工石材之製造方法，就上述[6]之製造方法，其 中，混合材料中每單位容積的製鋼溶潰摻合量係達700kg/m3 以上。 [8] —種人工石材之製造方法，就上述[1]〜[7]項中任一項 之製造方法，其中，泥土係粒徑0.075mm以下的粒子含有 65容積％以上。 [9] 一種人工石材之製造方法，就上述[1]〜[8]項中任一項 之製造方法，其中，泥土係由疏浚工程所產生的疏浚土；將 該疏浚土暫時儲放於疏浚土堆置場，再使用於該疏浚土堆置 場所儲放的疏溲土製造人工石材。 (發明效果） 根據本發明，大量使用疏浚土等泥土，可安定地製造具有 準硬石以上之強度的人工石材。 【實施方式】 本發明係將含有泥土與結合材，且更進一步最好含有骨材 的混合材料進行混練，使進行水合硬化（利用結合材的水合 反應而進行固化），而製造人工石材的方法，混合材料係滿 100115073 10 201144257 足下述條件(a)〜(c): (a) 含有泥土達40容積％以上； (b) 結合材係由從高爐熔渣微粉末、經添加鹼刺激劑的高 爐熔渣微粉末、高爐水泥、普通卜特蘭水泥中選擇1種以上 構成； (c) 結合材量係相對於泥土中的土粒（固形份），依質量比計 達1.7倍以上，且滿足下式： (高爐熔渣微粉末質量+石灰粉質量+消石灰質量+普通卜 特蘭水泥質量x2)/(混合材料中的水質量）< 2.0 再者，結合材係可更進一步摻合入飛灰，在此情況，混合 材料係滿足下述條件(d)〜(f): (d) 含有泥土達40容積％以上； (e) 結合材係由從高爐熔渣微粉末、經添加鹼刺激劑的高 爐熔渣微粉末、高爐水泥、普通卜特蘭水泥中選擇1種以 上、與飛灰構成； (f) 結合材量係相對於泥土中的土粒（固形份），依質量比計 達1.7倍以上，且滿足下式： (高爐熔渣微粉末質量+石灰粉質量+消石灰質量+普通卜 特蘭水泥質量x2+飛灰質量x〇.35)/(混合材料中的水質 量）$1.5 本發明所使用的泥土係以疏浚土所代表，除此之外，尚可 例如由掘削工程所產生的泥土、建築污泥等。此處所謂「泥 100115073 11 201144257 土」係指呈現一般無法堆積如山，人無法行走於其上面的流 動性者。大概的強度係依JIS_A-1228 : 2009(壓實土壤的圓 錐指數試驗方法）所規定之圓錐指數在2〇〇N/mm2以下者。 以疏液土所代表的泥土係粉砂份(silt fraction)越多，則離 子吸附效果會變越大，習知技術不易獲得適當強度的固化 體’因而利用本發明實施的製造方法特別有用。具體而言， 本發明可謂當以含有粒徑〇 〇75mm以下的土粒（粉砂份）達 65谷積％以上之泥土為對象時，可謂特別有用。 另外，以下說明中，稱泥土的「粉砂份」時，係指粒徑 0.075mm以下的土粒。 本發明係以有效利用以疏浚土所代表的泥土為目的，因而 混合材料中的泥土比例最好盡可能地多，所以將混合材料中 的泥土比例（包括原本泥土所含水分的比例）設為4〇容積％ 以上。另外’泥土的比例上限並無特別的限定，但若疏淡土 的比例在6G容積％以下，相對的製鋼熔潰量便會適量，不 會有固化體比重大幅低於2Q的情況。若比重未大幅低於 2.0，則具有當作石材代替的有用性。所以，混合材料中的 泥土比例最好在60容積％以下。 結合材係可舉例如：高爐溶渣微粉末、經添加驗刺激劑的 高爐熔紐粉末、高爐水泥、f通卜特蘭水泥，可使用該等 的1種以上。 再者，就從盡可能不要使用天然資材俾減輕環境負荷的觀 100115073 12100115073 S 201144257 Although the ratio of binder to water is maintained at the level of conventional knowledge (manufacturing technology of steel slag hydrated solidified body), it is impossible to carry out appropriate kneading and grouting, and it is known that manufacturing techniques using conventional knowledge are known. It is quite difficult to manufacture artificial stone or block with dredged soil as raw material. In order to improve the fluidity of the kneaded material, the present inventors have further adjusted the water content by adding water to the dredged soil which originally retains water, and the ratio of the binder to water is lowered to some extent. The conditions for mixing can be reviewed. As a result, although there is a case in which the strength is exhibited depending on the conditions, it is also known that even if the blending is close to the case, the sufficient strength may not be exhibited. Further investigation was carried out on the cause of this phenomenon. As a result, it was found that the soil represented by the dredged soil would inhibit the reaction of the soil due to the adsorption of the surface of the soil particles. When a large amount of lyophobic soil was used, the surface of the soil particles was used. The adsorption causes the inhibition of the reaction, which will have a significant impact on the strength. Although the dredged soil varies according to the type of soil, it is known that it has the effect of adsorbing Ca2+ or OH·. Fig. 1 (a) and (b) show examples of changes in the Ca concentration and pH of the solution when the calcium hydroxide solution is passed through the dredged soil taken from Tamagawa and the dredged soil taken from the Tokyo Bay. In this test, the permeate tube with the filter paper on the bottom surface was filled with 2 g of the dredged soil, and then the calcium hydroxide aqueous solution adjusted to ρΗ12 was dripped at a distance of 1 mL/min, and the oozing solution was recovered and the Ca concentration was measured. With ΟΗ·concentration. It can be seen from Fig. 1 that the Ca concentration and the cesium concentration (pH) of the solution will only change greatly when penetrating the dredged soil 100115073 7 201144257. Ca2+ and lanthanide are the main constituents of the reaction product (Ca0-SiO2-H20 gel) when hydrated and solidified by cement. Since Ca2+ and OH_ are adsorbed by the soil particles of the dredged soil, the concentration is lowered, and it is judged that the solidification is suppressed. The adsorption of Ca2+ and strontium is unique to the use of soil such as dredged soil. The material is a common steel slag hydrated solidified body without soil, and it is completely unaware of this effect. . In order to solve this problem, it was found that the mass ratio of the soil particles of the binder and the clay was set to a predetermined value or more, and the water and the binder ratio were optimized to be hydrated and solidified with the conventional steel slag. When the technology is in a different range, a solid body (stone material) having a large amount of soil such as dredged soil and having a stable strength can be obtained. The present invention has been completed on the basis of such findings, and the gist is as follows. [1] A method for producing an artificial stone, which is a method for producing an artificial stone by subjecting a mixed material containing a soil and a binder to hydration and hardening; wherein the mixed material satisfies the following conditions (a) to (c): ) Containing soil up to 40% by volume or more; (b) Relative to 100% by volume of the mixed material, the binder is composed of pulverized powder from blast furnace slag micro powder, blast furnace with added stimulant, blast furnace cement, ordinary Butland One or more kinds of cements are selected; (c) The amount of the bonding material is 1.7 times or more by mass ratio with respect to the soil particles (solid content) in the soil, and the following formula is satisfied: (Blast furnace slag fine powder mass + lime) Powder quality + slaked lime quality + ordinary sputum 100115073 8 201144257 Portland cement quality x2) / (water quality in mixed materials) < 2.0 [2] A method for producing artificial stone, the manufacturing method of the above [1], wherein The binder material contains 80 to 95% by mass of the blast furnace slag micropowder, and the other is selected from the group consisting of ordinary Portland cement, lime powder, slaked lime, and blast furnace cement. [3] A method for producing an artificial stone, which is a method for producing an artificial stone by hydrating and hardening a mixed material containing a soil and a binder; wherein the mixed material satisfies the following conditions (d) to (1): (d) It contains 40% by volume or more of clay relative to 100% by volume of the mixed material; (e) The binder is composed of pulverized powder from blast furnace, blast furnace slag micropowder with alkali stimulating agent, blast furnace cement, ordinary Portland cement One or more of them are selected and composed of fly ash; (f) The amount of the bonding material is 1.7 times or more by mass ratio with respect to the soil particles (solid content) in the soil, and the following formula is satisfied: (Blast furnace slag fine powder Quality + lime powder quality + slaked lime quality + ordinary Putlan cement quality x2+ fly ash quality χ〇.35) / (water quality in mixed materials) ^ 1.5 [4] A method of manufacturing artificial stone, as described above [3] The manufacturing method, wherein the binder contains 70 to 85% by mass of the blast furnace slag micropowder, and the fly ash is contained in an amount of 10 to 30% by mass relative to the mass of the blast furnace slag micropowder, and the rest is from ordinary Putland Cement, lime powder, slaked lime, high Select 100115073 9 201144257 for more than one type of furnace cement. [5] A method of producing an artificial stone according to any one of the above [1] to [4] wherein the mixed material further comprises an aggregate. [6] A method for producing an artificial stone according to the above [5], wherein the aggregate material is a steel slag. [7] A method for producing an artificial stone according to the above [6], wherein the amount of the molten steel per unit volume of the mixed material is 700 kg/m3 or more. [8] The method of producing the artificial stone according to any one of the above [1] to [7], wherein the particle having a particle size of 0.075 mm or less is contained in an amount of 65 vol% or more. [9] The manufacturing method of any one of the above [1] to [8], wherein the soil is a dredged soil produced by a dredging project; the dredged soil is temporarily stored in the dredging The soil piles are placed in the field, and the artificial stone is prepared by using the dredged soil stored in the dredged soil storage place. (Effect of the Invention) According to the present invention, a large amount of artificial stone having a strength of a quasi-hard stone or more can be stably produced by using a large amount of soil such as dredged soil. [Embodiment] The present invention relates to a method of producing artificial stone by kneading a mixed material containing a soil and a binder and further preferably containing an aggregate, and performing hydration hardening (curing by hydration reaction of the binder) , mixed materials are 100115073 10 201144257 The following conditions (a) ~ (c): (a) contains more than 40% by volume of soil; (b) The binder is made from blast furnace slag micropowder, with the addition of alkali stimulating agent One or more types of blast furnace slag fine powder, blast furnace cement, and ordinary Portland cement are selected; (c) the amount of the bonding material is 1.7 times or more by mass ratio with respect to the soil particles (solid content) in the soil, and Satisfy the following formula: (Blast furnace slag micropowder quality + lime powder quality + slaked lime mass + ordinary Putlan cement mass x2) / (water quality in mixed materials) < 2.0 Furthermore, the bonding material can be further blended In this case, the mixed material satisfies the following conditions (d) to (f): (d) contains soil up to 40% by volume or more; (e) the binder is made from blast furnace slag micropowder, added Blast furnace slag fine powder with alkali stimulating agent One or more of blast furnace cement and ordinary Putlan cement are selected and combined with fly ash; (f) The amount of bonding material is 1.7 times or more by mass ratio with respect to soil particles (solid content) in the soil, and is satisfied. Type: (Blast furnace slag micropowder quality + lime powder quality + slaked lime mass + ordinary Putlan cement mass x2+ fly ash mass x 〇.35) / (water quality in mixed materials) $ 1.5 The soil used in the present invention is In addition to the representative of the dredged soil, for example, the soil generated by the excavation work, the construction sludge, and the like can be used. Here, the term "mud 100115073 11 201144257 soil" refers to a fluid person who is generally unable to accumulate as a mountain and cannot walk on it. The approximate strength is based on JIS_A-1228: 2009 (Test Method for Cone Index of Compacted Soil) with a conical index of 2〇〇N/mm2 or less. The more the silt fraction of the soil represented by the liquefied soil, the greater the ion adsorption effect, and the conventional technique is difficult to obtain a cured body of a suitable strength. Thus, the production method practiced by the present invention is particularly useful. Specifically, the present invention is particularly useful when the soil particles (silver parts) having a particle diameter of 〇75 mm or less have a grain content of 65% or more. In the following description, the term "silk portion" of the soil means soil particles having a particle diameter of 0.075 mm or less. The present invention is for the purpose of effectively utilizing the soil represented by the dredged soil, and therefore the proportion of the soil in the mixed material is preferably as much as possible, so the proportion of the soil in the mixed material (including the ratio of the moisture content of the original soil) is set to 4〇% or more. Further, the upper limit of the proportion of the soil is not particularly limited. However, if the proportion of the thinned soil is less than 6 g% by volume, the relative amount of molten steel will be appropriate, and there is no case where the specific gravity of the solidified body is significantly lower than 2Q. If the specific gravity is not significantly lower than 2.0, it has the usefulness of being replaced by stone. Therefore, the proportion of the soil in the mixed material is preferably 60% by volume or less. The conjugated material may be, for example, a blast furnace slag fine powder, a blast furnace nitrite powder to which a stimulating agent is added, a blast furnace cement, and a f-pass Portland cement. Furthermore, from the perspective of not using natural materials as much as possible to reduce the environmental load 100115073 12
S 201144257 點’且就從人工石材（以下有稱為「固化體」的情况）強度確 保及製造成本之觀點，結合材最好係在高爐熔渣微粉束中添 加鹼刺激劑。結合材係藉由一併使用高爐熔渣微粉末與鹼刺 激劑，而可創造出鹼環境，藉此可發揮高爐熔渣微粉末的水 硬性。即，促進高爐熔渣微粉末的水合反應，俾可確保固化 體的強度° 鹼刺激劑可使用例如：石灰粉、消石灰、普通卜特蘭水泥、 高爐水泥等之1種以上。此情況，最好高爐熔渣微粉末含有 80〜95質量％’其餘則從石灰粉、消石灰、普通卜特蘭水泥、 高爐水；尼中選擇1種以上。當結合材係一併使用高爐溶渣微 粉末與驗刺激劑的情況’若高爐溶逢微粉末的比例達80質 量％以上’則不會有過剩鹼成分殘存於固化體中的情況。因 而，當在海中等使用固化體時，對海水環境的鹼負荷較小。 又，經濟性亦屬有利。另一方面’即便高爐熔渣微粉末的比 例超過95質量％ ’仍可使混練、固化。但是，若在95質量 %以下，因為可輕易地使安定分散，且因為疏浚土的鹼抑制 效果，因而刺激劑的效果會變小等，因而添加高爐熔渣微粉 末的效果較高，不必使用多樣化的原料，不會造成設備負 荷，因此具有經濟上的妥當性。 疏浚土等泥土係如圖1所示，因為會有Ca2+、OH·的吸附 作用，因而認為其土粒量對Ca2+、〇H-的吸附量造成大幅影 響的可能性，以及當如水泥之類利用凝膠化進行固化時，形 13 100115073 201144257 成凝膠網絡之事係屬重要。所以，一邊改變疏浚土與結合材 的均衡，一邊檢討強度顯現的關聯因素。結果得知結合材 量、與疏浚土中所含土粒的比率，會對強度造成極大影響。 針對混合材料中所摻合的結合材、與泥土中的土粒（固形 份)之質量比[結合材/泥土中的土粒]與固化體強度（經28日 養生後的單軸壓縮強度）間之關係，進行調查的結果，如圖 2所示。此項試驗中，泥土係使用粉砂份90容積％的疏浚 土，結合材係以高爐熔渣微粉末為主體，且鹼刺激劑係使用 消石灰、普通卜特蘭水泥。又，混合材料中的結合材量與水 之比，係設為（高爐熔渣微粉末質量+石灰粉質量+消石灰質 量+普通卜特蘭水泥質量x2)/(混合材料中的水質量）< 2.0。 根據圖2得知，為確保固化體的強度，相對於泥土的土粒 量必需一定量以上的結合材。固化體的強度係在能符合達準 硬石必要強度水準的9.8N/mm2以上之前提下，本質上並無 問題。但是，當考慮疏浚土的變動與製造上的變動時，則須 要品質確保，而需如預拌混凝土，目標強度具有3N/mm2程 度的強度裕度。具體而言，得知若[結合材/泥土中的土 粒]2 1.7，則可使經28日養生後的單軸壓縮強度成為具有 強度裕度15N/mm2程度。因而，混合材料中的結合材量係 相對於泥土中的土粒（固形份），依質量比計設為1.7倍以 上。又，若其質量比達2.2倍以上，即便疏浚土有變動，仍 可期待安定的強度顯現，因而屬更佳。 100115073 14 201144257 另一方面，若使結合材的量單純地增加，相對於水成為結 合材過多的狀態，反將容易發生強度降低、填充不良等情 況。相關混合材料中的水與結合材之比例，得知可利用根據 鋼鐵熔渣水合固化體所使用強度指數的強度指數，即（高爐 熔渣微粉末質量+石灰粉質量+消石灰質量+普通卜特蘭水 泥質量χ2)/(混合材料中的水質量）進行整理。另外，因為高 爐水泥係屬於高爐熔渣微粉末與普通卜特蘭水泥的混合 物，因而將配合高爐水泥的高爐熔渣微粉末混合比之質量當 作「高爐熔渣微粉末質量」，將配合高爐水泥的普通卜特蘭 水泥混合比之質量當作「普通卜特蘭水泥質量」，並適用上 式。 鋼鐵熔渣水合固化體的情況，依強度指數成為1.5以上的 方式設計結合材與水的摻合比率，一般係超過2.0的條件（參 照「鋼鐵熔渣水合固化體技術便覽」）。相對於此，使用疏 溲土的情況，得知需要完全不同的條件。針對依疏液土的含 水比220%(含水比=([疏浚土的水分量（質量％)]/[疏浚土的固 形份量（質量％)])><1〇〇)、疏浚土容積率50%的水較充足條件 施行混練的混合材料之強度指數、與所獲得固化體強度（經 28日養生後的單軸壓縮強度）間之關係進行調查的結果，如 表1所示。依此得知，強度指數越高（即結合材對水的比率 增加），強度會越高，但極限為1.95左右，在超過2.3的條 件下會出現混練不良。由以上的結果得知，結合材量係將（高 100115073 15 201144257 爐熔渣微粉末質量+石灰粉質量+消石灰質量+普通卜特蘭 水泥質量χ2)/(混合材料中的水質量）設為未滿2.0、較佳係 1.95以下。 [表1] 強度指數 單車ά壓縮強度 (N/mm2) 1.4 18.7 1.65 20.9 1.95 22.8 2.1 21.0 2.3 混練不良 結合材係可更進一步摻合入飛灰。如後述，當在混合材料 中摻合入當作骨材用的製鋼熔渣時’在製鋼熔渣中因為含有 大量的Ca，因而會有鹼份過剩的情況。因為疏浚土的主成 分係Si02，因而會與過剩的驗份進行水合反應而可安定化。 但是，構成疏浚土的固體粒子之礦物相，係依照疏浚地域與 產生履歷而有所不同，因而會有反應性不安定的情況。此種 情況’最好是結合材其中一部分摻合入飛灰，即對從高爐熔 渣微粉末、經添加鹼刺激劑的高爐熔渣微粉末、高爐水泥、 普通卜特蘭水泥中選擇1種以上’最好併用飛灰。 因為飛灰的組成係以非晶質Si〇2、八丨2〇3為中心，因而者 產生過剩鹼份的情況，相較於結晶質材料之下，η 虽 地引發卜作嵐反應。但，若過剩摻合飛灰，姅人#期待快速 量會變為過少，亦會有損及原本具功效之反應安κ才中的Ca 〜文定性的可能 100115073 16 201144257 性。從此一觀點，在摻合飛灰的情況，相對於從高爐熔渣微 粉末、經添加鹼刺激劑的高爐熔渣微粉末、高爐水泥、普通 卜特蘭水泥中選擇1種以上的合計，依比例計最好將上限設 為大概40質量％左右。 再者，如前述，換合於混合材料中的結合材，特佳係在高 爐炫渣微粉末中添加驗刺激劑。當對此種結合材併用飛灰 時，最好含有高爐熔渣微粉末70〜85質量％，且飛灰對高爐 熔渣微粉末質量的比例含有10〜30質量％，其餘則為從普通 卜特蘭水泥、石灰粉、消石灰、高爐水泥中選擇1種以上。 高爐熔渣微粉末依上述範圍内摻合的理由，基本上係與前述 理由相同。但，因為有併用飛灰，因而高爐熔渣微粉末的摻 合比例會相對變少。又，如前述，若飛灰過剩摻合，結合材 中的Ca量會變為過少，亦會有損及原本具功效之反應安定 性的可能性。因而，飛灰的摻合量相對於高爐熔渣微粉末質 量，依比例計，最好將上限設為30質量％左右。另一方面， 為能獲得藉由飛灰摻合而造成的效果，相對於高爐熔渣微粉 末質量，依比例計，最好將下限設為10質量％左右。 再者，當結合材其中一部分係摻合入飛灰的情況，混合材 料中的水與結合材之比例，得知可依根據鋼鐵熔渣水合固化 體所使用強度指數的強度指數，高爐熔渣微粉末質量+ 石灰粉質量+消石灰質量+普通卜特蘭水泥質量x2+飛灰質 量x〇.35)/(混合材料中的水質量）進行整理。另外，因為高爐 ·* 100115073 17 201144257 水泥係屬於高爐熔渣微粉末與普通卜特蘭水泥的混合物，因 而將配合高爐水泥的高爐熔渣微粉末混合比之質量當作「高 爐熔渣微粉末質量」，將配合高爐水泥的普通卜特蘭水泥混 合比之質量當作「普通卜特蘭水泥質量」，並適用上式。 如前述，當結合材並沒有摻合入飛灰時，固化體的強度係 強度指數當1.95便為極限，若2.3便會出現混練不良，但若 有換合入飛灰，因為混合材料中的粉量會增加，因此容易出 現混練不良更嚴重情形。針對此現象，當飛灰對高爐熔渣微 粉末質量的比例，在25質量％摻合的條件下，針對上述強 度指數與混合材料的明·度值（slump value)間之關係進行調 查，其結果示如圖3所示。此試驗中，泥土係使用粉砂份 92容積％的疏浚土，結合材係以高爐熔渣微粉末為主體，鹼 刺激劑係使用消石灰、普通卜特蘭水泥，更摻合入飛灰。 根據圖3，確認到強度指數直到1.5前，坍度值均可確保 達3cm以上，可獲得適當的混練狀態，但若強度指數超過 1.5，坍度值會大幅降低，依目視便可確認到開始出現混練 不良的傾向。因而，若強度指數超過1.5，所獲得強度已達 極限，若強度指數更進一步變大，便會發生強度降低情形。 所以，當結合材其中一部分摻合入飛灰的情況，強度指數最 好設在1.5以下。 混合材料中的水分量係依照疏浚土的含水比、容積比率及 強度指數而決定。一般依混合材料中的容積率計係30〜50% 100115073 18 201144257 左右。 混合材料中係與混凝土等同樣的可摻合入骨材，從容積安 定性等的特性觀點，最好有摻合入骨材。骨材係與普通混凝 土同樣的可使用天然砂、天然碎石，但從盡量不要含有天然 資源便可獲得高強度的觀點，最好使用製鋼熔渣。又，因為 製鋼熔渣相較於天然碎石之下係屬較重（比重較大），因而藉 由將其使用為骨材，即可確保固化體的重量（高比重）。 製鋼熔渣可舉例如：熔鐵預處理熔渣（脫磷熔渣、脫矽熔 渣、脫硫熔渣等）、轉爐脫碳熔渣、電爐熔渣等，可使用該 等的1種以上。製鋼熔渣最好係最大粒徑2 5 m m以下的粒度。 依混合材料中的容積率計，骨材係15〜50%左右較為恰 當。又，當骨材係使用製鋼熔渣的情況，就從固化體的重量 確保、容積安定性之觀點，混合材料中的製鋼熔渣量最好達 700kg/m3 以上。 本發明的製造方法係將泥土、結合材、以及較佳經摻合骨 材且視需要添加水的混合材料進行混練，使該混練物利用結 合材的水合反應而固化，而獲得人工石材。 疏浚土等泥土係視需要利用篩等去除異物。混合材料的混 練手段可利用例如通常新拌混凝土用的混練設備，但使用諸 如鏟斗等土木工程用重機便亦可在室外等場地進行。 使混練物固化時，例如可使流入適當的模框中並固化、養 生（水合硬化），亦可在室外等場地施行灌漿呈層狀並使固 100115073 19 201144257 二=::广：)#別係當大量製造石材的情況，最好 在工作％地(yard)施行灌漿呈層狀。 聢好 經調查養生期間與固化體強度（經2 縮強度）間之_其結果示如圖4。此 用粉砂份⑼容積％的疏浚土，处 ’ / 土係使 粉末為主體，在其中添加驗刺激二==_微 泥。又，混合材料中的結合材量、9特蘭水 潰微粉末質量+石灰粉質量+消^的比係設為（高爐炫 質量X2扉合材射的水_<2ff普通卜特蘭水泥 >> < 2·〇。養生期間係直 目標壓縮強度前的期間’―般如 ^ 為恰當。 圖4.#、7日程度以上較 所獲得石材視需要被施行破碎處理成為適當大小。此項破 碎處理可使㈣碎機實施，又如上述，切鱗物在工作場 地灌聚呈層狀的情況’亦可仏作場地_化體利用壓碎機 施行粗破碎’接著再破碎機施行破碎處理。又，通常經 破碎處理制㈣體(塊狀物)利㈣進行纽，而可獲得既 定尺寸的塊狀物。例如當❹為諸如卩找堤材(化心敝 酬耐）等之時，可㈣15〇〜5〇〇mm左右大小的塊狀物。 石材最好經28日養生後的單軸壓縮強度具有 9.8N/mm2(JIS-A-5006: 1995所規定的準硬石硬度）以上，更 佳係具有15N/mm2以上的強度，根據本發明的製造方法， 可輕易地製造此種強度的石材。特別係骨材為使用製鋼炼逢 100115073 20S 201144257 Point 'and from the viewpoint of strength assurance and manufacturing cost from artificial stone (hereinafter referred to as "cured body"), it is preferable to add a base stimulant to the blast furnace slag micropowder bundle. The binder material can be used in combination with the blast furnace slag fine powder and the alkali stimulator to create an alkali environment, thereby exerting the hydraulic property of the blast furnace slag fine powder. In other words, the hydration reaction of the fine powder of the blast furnace slag is promoted, and the strength of the solidified body can be ensured. For the alkali stimulating agent, for example, one or more of lime powder, hydrated lime, ordinary Portland cement, and blast furnace cement can be used. In this case, it is preferable that the blast furnace slag fine powder is contained in an amount of 80 to 95% by mass. The remaining one or more are selected from the group consisting of lime powder, hydrated lime, ordinary Portland cement, and blast furnace water; In the case where the blast furnace slag micropowder and the stimulating agent are used together, the ratio of the blast furnace to the micropowder is 80% by mass or more, and the excess alkali component does not remain in the solidified body. Therefore, when a solidified body is used in the sea or the like, the alkali load on the seawater environment is small. Moreover, economics are also beneficial. On the other hand, even if the ratio of the blast furnace slag fine powder exceeds 95% by mass, it can be kneaded and solidified. However, if it is 95% by mass or less, since the stability can be easily dispersed, and the effect of the stimulating agent is small due to the alkali suppressing effect of the dredged soil, the effect of adding the blast furnace slag fine powder is high, and it is not necessary to use it. Diversified raw materials do not cause equipment load, so they are economically appropriate. The soil system such as dredged soil is shown in Figure 1. Because of the adsorption of Ca2+ and OH·, it is considered that the amount of soil particles has a great influence on the adsorption amount of Ca2+ and 〇H-, and when it is like cement. When curing by gelation, it is important to form a gel network in the form of 13 100115073 201144257. Therefore, while changing the balance between the dredged soil and the bonded material, the related factors of the intensity appearing are reviewed. As a result, it was found that the ratio of the amount of the binder to the soil particles contained in the dredged soil greatly affected the strength. For the mass of the binder blended in the mixed material and the soil particles (solids) in the soil [combined material / soil particles in the soil] and the strength of the solidified body (the uniaxial compressive strength after curing on the 28th) The relationship between the investigations is shown in Figure 2. In this test, the soil system uses 90% by volume of silty soil of the silt, and the binder is mainly composed of blast furnace slag micropowder, and the alkali stimulant uses slaked lime and ordinary Portland cement. Moreover, the ratio of the amount of the binder in the mixed material to the water is set to (the blast furnace slag micropowder mass + the lime powder mass + the slaked lime mass + the ordinary Portland cement mass x 2) / (the water quality in the mixed material) <; 2.0. According to Fig. 2, in order to secure the strength of the solidified body, a certain amount or more of the binder is required with respect to the amount of soil particles of the soil. The strength of the solidified body is raised before it can meet the necessary strength level of 8.3 N/mm2 of the hard rock, and there is no problem in nature. However, when considering changes in dredging soil and changes in manufacturing, quality assurance is required, and as with ready-mixed concrete, the target strength has a strength margin of 3 N/mm2. Specifically, it has been found that if the [bonding material/soil in the soil] 2 1.7, the uniaxial compressive strength after the 28th day of maintenance can be made to have a strength margin of 15 N/mm2. Therefore, the amount of the binder in the mixed material is set to be 1.7 times or more by mass ratio with respect to the soil particles (solid content) in the soil. Further, if the mass ratio is 2.2 times or more, even if the dredged soil changes, the stability of the stability can be expected to be exhibited, which is preferable. On the other hand, when the amount of the binder is simply increased, the amount of the binder is too large, and the strength is lowered and the filling is likely to occur. The ratio of water to binder in the relevant mixed materials, it is known that the strength index of the strength index according to the hydrated solidified body of the steel slag can be utilized, that is, (the blast furnace slag micropowder quality + lime powder quality + slaked lime mass + ordinary bout The quality of the blue cement χ 2) / (the quality of the water in the mixed material) is finished. In addition, since the blast furnace cement is a mixture of the blast furnace slag micropowder and the ordinary Portland cement, the quality of the blast furnace slag micropowder mixing ratio of the blast furnace cement is regarded as the "blast furnace slag micropowder quality", which will be matched with the blast furnace. The quality of the ordinary Butland cement mixture of cement is regarded as the "quality of ordinary Portland cement" and is applicable to the above formula. In the case of a steel slag hydrated solidified body, the blending ratio of the binder to water is designed in such a manner that the strength index is 1.5 or more, and generally exceeds 2.0 (refer to "Metal slag hydration solidification technology"). On the other hand, in the case of using sloping soil, it was found that completely different conditions were required. The water content ratio of the lyophobic soil is 220% (water content ratio = ([water content of the dredged soil (% by mass)] / [solid content of the dredged soil (% by mass)] ><1〇〇), dredged soil The results of investigations on the relationship between the strength index of the mixed material and the strength of the obtained solidified body (the uniaxial compressive strength after curing on the 28th) of the water having a volume ratio of 50% are shown in Table 1. From this, it is known that the higher the strength index (i.e., the ratio of the binder to water), the higher the strength, but the limit is about 1.95, and the mixing may occur under conditions exceeding 2.3. From the above results, the amount of the bonding material is set to (high 100115073 15 201144257 furnace slag micropowder mass + lime powder mass + slaked lime mass + ordinary portland cement mass χ 2) / (water quality in the mixed material) Less than 2.0, preferably less than 1.95. [Table 1] Strength Index Single ά Compressive Strength (N/mm2) 1.4 18.7 1.65 20.9 1.95 22.8 2.1 21.0 2.3 Misclashing The bonding material can be further blended into fly ash. As will be described later, when the steel slag used as the aggregate is blended into the mixed material, the amount of alkali is excessively contained in the steel slag because a large amount of Ca is contained. Because the main component of the dredged soil is Si02, it will be hydrated with the excess test and can be stabilized. However, the mineral phase of the solid particles constituting the dredged soil differs depending on the dredging area and the history of occurrence, and thus there is a case where the reactivity is unstable. In this case, it is preferable to blend a part of the binder into the fly ash, that is, to select one type from the blast furnace slag micropowder, the blast furnace slag micropowder to which the alkali stimulating agent is added, the blast furnace cement, and the ordinary Portland cement. Above 'best and use fly ash. Since the composition of the fly ash is centered on the amorphous Si〇2 and the barium 2〇3, the excess alkali content is generated, and η causes the 岚 reaction as compared with the crystalline material. However, if excessive fly ash is mixed, the 姅人# expects that the rapid amount will become too small, and it will also damage the original effect of Ca 〜 才 才 100 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 115 From this point of view, in the case of blending fly ash, one or more types are selected from the blast furnace slag fine powder, the blast furnace slag fine powder to which the alkali stimulating agent is added, the blast furnace cement, and the ordinary Portland cement. The ratio meter preferably has an upper limit of about 40% by mass. Further, as described above, in combination with the binder in the mixed material, it is particularly preferable to add a stimulating agent to the blast furnace fine powder. When the fly ash is used in combination with the binder, it is preferable to contain 70 to 85% by mass of the blast furnace slag micropowder, and the ratio of the fly ash to the blast furnace slag micropowder mass is 10 to 30% by mass, and the rest is from ordinary Bu. One or more of Portland cement, lime powder, slaked lime, and blast furnace cement are selected. The reason why the blast furnace slag fine powder is blended in the above range is basically the same as the above reason. However, since the fly ash is used in combination, the blending ratio of the blast furnace slag fine powder is relatively small. Further, as described above, if the fly ash is excessively blended, the amount of Ca in the binder is too small, and the possibility of the reaction stability of the original effect may be impaired. Therefore, the blending amount of the fly ash is preferably about 30% by mass based on the ratio of the fine powder of the blast furnace slag. On the other hand, in order to obtain the effect by blending fly ash, it is preferable to set the lower limit to about 10% by mass based on the mass of the fine powder of the blast furnace slag. Furthermore, when a part of the bonding material is blended into the fly ash, the ratio of the water to the bonding material in the mixed material is known as the strength index of the strength index according to the hydrated solidified body of the steel slag, and the blast furnace slag Micropowder quality + lime powder quality + slaked lime quality + ordinary Putlan cement mass x2+ fly ash mass x 〇.35) / (water quality in mixed materials) for finishing. In addition, because blast furnace·* 100115073 17 201144257 cement is a mixture of blast furnace slag micropowder and ordinary Portland cement, the quality of the blast furnace slag micropowder mixing ratio of blast furnace cement is regarded as “the quality of blast furnace slag micropowder” The quality of the ordinary Portland cement blending ratio of the blast furnace cement is regarded as the "quality of ordinary Portland cement" and the above formula is applied. As mentioned above, when the binder is not blended into the fly ash, the strength index of the strength of the solidified body is 1.95, which is the limit. If 2.3, there will be poor mixing, but if there is a blending into the fly ash, because in the mixed material The amount of powder will increase, so it is prone to a more serious situation of poor mixing. In response to this phenomenon, when the ratio of fly ash to the mass of the blast furnace slag micropowder is 25% by mass, the relationship between the above strength index and the slump value of the mixed material is investigated. The results are shown in Figure 3. In this test, the soil system uses 92% by volume of silt soil, and the combined material is mainly composed of blast furnace slag micropowder. The alkali stimulant is made of slaked lime and ordinary Portland cement, and blended into fly ash. According to Fig. 3, it is confirmed that the strength index can be ensured to be more than 3 cm until the strength index is up to 1.5, and an appropriate kneading state can be obtained. However, if the strength index exceeds 1.5, the value of the twist is greatly reduced, and the visibility can be confirmed by visual inspection. There is a tendency for poor mixing. Therefore, if the strength index exceeds 1.5, the obtained strength has reached the limit, and if the strength index is further increased, the strength reduction occurs. Therefore, when a part of the binder is blended into the fly ash, the strength index is preferably set to 1.5 or less. The amount of water in the mixed material is determined according to the water content ratio, volume ratio, and strength index of the dredged soil. Generally, it depends on the volumetric ratio of the mixed material, 30~50% 100115073 18 201144257 or so. The mixed material can be blended into the aggregate similarly to concrete, etc., and it is preferable to blend into the aggregate from the viewpoint of characteristics such as volume stability. The same as ordinary concrete, the aggregate can use natural sand and natural gravel. However, it is best to use steel slag from the viewpoint of obtaining high strength by not including natural resources. Moreover, since the steel slag is heavier than the natural gravel (the specific gravity is large), the weight of the solidified body (high specific gravity) can be ensured by using it as an aggregate. The steel slag may be, for example, a molten iron pretreatment slag (dephosphorization slag, desulfurization slag, desulfurization slag, etc.), a converter decarburization slag, an electric furnace slag, etc., and one or more of these may be used. . The steel slag is preferably a particle size having a maximum particle size of 2 5 m or less. According to the volumetric ratio in the mixed material, the aggregate is about 15 to 50% more appropriate. Further, when the steel material is made of steel slag, the amount of steel slag in the mixed material is preferably 700 kg/m3 or more from the viewpoint of the weight of the solidified body and the volume stability. In the production method of the present invention, the soil, the binder, and the mixed material which is preferably blended with the aggregate and optionally added with water are kneaded, and the kneaded material is solidified by the hydration reaction of the joint material to obtain an artificial stone. The soil system such as dredged soil can remove foreign matter by using a sieve or the like as needed. For the kneading means of the mixed material, for example, a kneading machine for normally fresh concrete can be used, but a heavy machine such as a bucket can also be used in an outdoor environment. When the kneaded material is cured, for example, it can be poured into a suitable mold frame and solidified and cured (hydrated and hardened), or it can be grouted in a field such as outdoor and layered and solid 100115073 19 201144257 2 =:: wide:) #别In the case of mass production of stone, it is preferable to carry out grouting in a layer of work.聢 经 After investigation between the health period and the strength of the solidified body (after 2 shrinkage) _ the results are shown in Figure 4. This uses the silt fraction (9) of the volume % of the dredged soil, where the ' / soil system makes the powder as the main body, and adds the test stimulus ==_ micro mud. Moreover, the amount of the binder in the mixed material, the mass of the 9-lan water-killing powder, the mass of the lime powder, and the mass ratio of the powder are set to (the blast furnace mass X2 扉 射 射 _ _ lt; 2ff ordinary Putlan cement >>< 2·〇. During the period of the health period, the period before the direct target compressive strength is '-like ^ is appropriate. Fig. 4. The level of the stone obtained above #7, 7 or more is crushed as needed. This crushing treatment can be carried out by (4) crushing machine. As mentioned above, the situation in which the scales are piled up in the working site is layered. 'It can also be used as a site. _Chemical body uses a crusher to perform coarse crushing' and then crusher The crushing treatment is carried out. In addition, the crushing treatment (four) body (block) is used to carry out the new one, and a block of a predetermined size can be obtained, for example, when the crucible is such as a dike material, At the time, it can be (4) a block of about 15〇~5〇〇mm. The uniaxial compressive strength of the stone after the 28th health is 9.8N/mm2 (JIS-A-5006: 1995) More preferably, the hardness is 15 N/mm 2 or more, and the manufacturing method according to the present invention can be light Easily manufacture stone of this strength. Especially for the use of steel for refining 100115073 20
S 201144257 所製得的固化體，而更特別 為使用高爐烙渣微粉末與驗:為使用衣鋼_且結合材 所製得的固化體，則可確^激^(例如普通卜特蘭水泥） 接著，針對將疏浚工程所姦止 里（问比重） 堆置場，A生的疏浚土暫時儲放於疏浚土 堆置％ ’再將疏浚土堆置場 制、Α , 每所儲放的該疏浚土使用為泥土並 I 人工石材的方法，說明如下。 由疏沒工程所產生的疏浚土係依照疏沒場所等，含水比會 有變動。X’當在施行疏溲工程的附近有進行水產物（海苔、 牡螺等）的養㈣情況’會因疏紅程所造成的海水污濁而 對水產物造成影響的可能性，因而疏浚工程並非通年均實 施，而是限制於工程時期（即有季節性）。此種狀況下，實施 本發明時，最好將由m所產生的疏液土暫時儲放於疏 浚土堆置場’再使用該疏浚土堆置場所儲放的疏浚土製造固 化體。藉此，可獲得下述效果：（i)即便依照疏浚場所等，使 疏浚土的含水比出現變動之情況，藉由暫時儲放於疏浚土堆 置場’即可將疏淡土的含水比形成平均化；⑼限制於疏液 的工程時期，即便存在有年巾無法採取疏淡土之時期的情 況，藉由預先儲放於疏浚土堆置場，即可將疏浚土安定地供 應給固化體製造程序·’㈣藉由將m儲放於疏沒土堆置 場，即可輕易地執行含水比的評價、管理、調整等。 圖5所示係利祕衫堆置場的本發明一實施形態說明 圖。由疏液卫程所產生的疏沒土暫時儲放於疏沒土堆置場。 100115073 21 201144257 疏浚土堆置場的形態與構造係任意，例如可在工作場地堆積 砂石、熔渣等並製成環狀堤岸’在其内側儲放疏浚土。由疏 浚工程所產生的疏浚土不管其含水比與其他的性狀，均被輸 送至疏浚土堆置場並儲放。在由該疏浚土堆置場所供應的疏 浚土中，將經摻合入上述結合材、以及較佳摻合入骨材、視 需要添加水的混合材料進行混練，使該混練物利用結合材的 水合反應進行固化而獲得人工石材。 [實施例] [實施例1] 在如表2及表3所示摻合條件下，摻合入材料並施行混練 (利用0.75m3混練器的設備施行5分鐘混合，經既定時間後 排出），將該混合材料的混練物成形為直徑lOOmmx高 200mm尺寸的塑模並使之固化，而製造固化體（人工石材）。 疏浚土係使用從東京灣水底所採取到的粉砂份90容積％ 物，視需要添加水而施行水分調整。又，屬於骨材的製鋼熔 渣係使用轉爐熔渣（粒徑〇-25mm)。利用壓縮試驗 (JIS-A-1108 : 2006)測定經28曰養生後的固化體之單軸壓縮 強度。結果合併記於表2及表3中。 根據表2及表3，本發明例可獲得即便考量安全係數 (+3N/mm2) ’仍可充分滿足準硬石特性的安定強度固化體(石 材）。相對於此’比較例係達9.8N/mm2以上的強度，但相較 於專利文獻3，雖具有高強度，惟若考量上述安全係數，則 無法獲得充分強度的固化體。S 201144257 The cured body obtained, and more particularly the use of blast furnace slag micropowder and test: in order to use the steel and the solidified body of the bonded material, it can be confirmed (for example, ordinary Portland cement) Then, in response to the dredging project, the dredged soil of A is temporarily stored in the dredged soil, and the dredged soil piles are placed in the field, and the dredging of each storage is carried out. The method of using soil as soil and I artificial stone is described below. The dredged soil system produced by the sparse project will vary according to the location of the sparse site. X' When the water product (seaweed, snail, etc.) is raised in the vicinity of the dredging project, the situation may affect the water product due to the seawater pollution caused by the redness process. Therefore, the dredging project is not It is implemented annually, but is limited to the engineering period (ie, seasonal). In such a case, in the practice of the present invention, it is preferable to temporarily store the liquefied soil produced by m in the sloping soil storage site and then use the dredged soil stored in the dredged soil storage place to manufacture the solidified body. Thereby, the following effects can be obtained: (i) even if the water content ratio of the dredged soil changes according to the dredging site or the like, the water content ratio of the thin soil can be formed by temporarily storing in the dredged soil pile yard. (9) limited to the liquefaction period, even if there is a period when the annual towel can not take the soil, the silt soil can be stably supplied to the solidified body by pre-storing in the dredged soil. Procedure·(4) By storing m in a sparse mound, the evaluation, management, and adjustment of the water content ratio can be easily performed. Fig. 5 is a view showing an embodiment of the present invention which is a vestibule stacking field. The sparse soil produced by the lyophobic process is temporarily stored in the sparse mound. 100115073 21 201144257 The form and structure of the dredged soil piles are arbitrary. For example, sandstone, slag, etc. can be piled up at the work site and made into an annular embankment to store the dredged soil on the inside. The dredged soil produced by the dredging project is transported to the dredged soil pile and stored and stored regardless of its water content and other traits. In the dredged soil supplied from the dredged soil storage place, the mixed material blended into the above-mentioned bonding material and preferably blended into the aggregate and optionally added with water is kneaded, so that the kneaded material is hydrated by the bonding material. The reaction is cured to obtain an artificial stone. [Examples] [Example 1] Under the blending conditions as shown in Tables 2 and 3, the materials were blended and kneaded (using a device of 0.75 m3 of a kneader for 5 minutes, and discharged after a predetermined period of time), The kneaded material of the mixed material was molded into a mold having a diameter of 100 mm x a height of 200 mm and cured to produce a cured body (artificial stone). The dredged soil system uses 90% by volume of the silt portion taken from the bottom of the Tokyo Bay, and water is added as needed to adjust the moisture. Further, the steel slag belonging to the aggregate is a converter slag (particle size 〇 -25 mm). The uniaxial compression strength of the cured body after 28 weeks of curing was measured by a compression test (JIS-A-1108: 2006). The results are combined and summarized in Tables 2 and 3. According to Tables 2 and 3, the present invention can obtain a stable strength solidified body (stone) which can sufficiently satisfy the quasi-hard rock characteristics even when the safety factor (+3 N/mm2) is considered. The comparative example has a strength of 9.8 N/mm2 or more, but compared with Patent Document 3, although it has high strength, if the above safety factor is considered, a cured body having sufficient strength cannot be obtained.
100115073 ” S 201144257 【s 壓縮強度。 18.7 20.7 丨 18.7 1 I 20.9 I 22.8 I 1 19.7 1 20.7 | 18.3 1 18.7 18.0 10.2 21.0 21.9 14.2 14.9 cn B/水” (質量比) 1.40 1.40 1.40 1.67 1.95 1.23 » < ro r-H 1.40 1_20 1.40一 1 0.72J 1.67 1.41 1.40 1.40 1.20 結合材/土粒 (質量比） 2.69 2.69 2.69 3.21 3.74 2.69 2.86 2.33 2.30 2.69 1.38 3.21 3.52 1.81 oo 1.55 m i 1 1 製鋼熔渣 (kg) 1337 〇\ On o 1337 1247 1154 1337 1343 1334 S v〇 ΓΟ 00 1100 Os v〇 σ\ 00 1504 1198 1294 結合材 尚爐水泥 (kg) 〇 o Ο Ο Ο Ο o Ο ο ο Ο o ο iTi o\ <N ro <N 消石灰 (kg) 〇 o ο ο ο m v〇 o ο ο ο Ο o C\ 00 〇 〇 〇 普通卜特蘭水泥1 (kg) ΓΟ JO ΓΟ JQ 〇 (N \o ν〇 S 00 m On 00 ο o o 〇 高爐熔渣微粉末 (kg) cn 卜 m ΟΟ ΓΟ CN ^Τ) (Π o m ΓΟ 00 CO 5 Ο ΓΟ CS 艺 in in o o o oo in m Ό οο ιη m 00 cn 00 ^Τ) m 00 m OO m 350 426 νο Ό 5 00 r〇 v〇 00 in ro 泥土中的土粒 (kg) ro O r—< CO VO m ΓΟ m v〇 r-H yn r-H 3； i—H r〇 Ό CO v〇 泥土 (kg) <N ο <Ν Ό CN V—Η (Ν ιη (Ν CN in On CN in ν〇 Ο <Ν Ό R v〇 cs v〇 r-H <N 混合材料的泥土容積率 (%) OJ 3 區分 發明例 發明例 發明例, 發明例 1發明例; 發明例 發明例 發明例 發明例 發明例 :比較例 發明例 發明例 發明例 發明例 比較例| No. CN rn 寸 in v〇 卜 00 Os Ο r·^ (N m 2; in folmu/N}^溺塄^^蛛口 e(Nεζ-onls 201144257 ts 壓縮強度^2 14.2 18.7 21.0 1 Π·3 I 14.9 17.4 1 12.4 1 15.5 1 13.2 I 10.2 19.8 19.5 14.1 18.5 14.2 B/水” (質量比) 1.40 1.67 1.95 1.20 1.40 L ^1Δ 1.40 1.40 2.00 2.10 1.35 1.35 1.3—2 1.30 1.30 結合材/土粒 (質量比） 1.81 2.16 2.52 1.55 00 2.16 1.57 〇〇 3.85 4.05 2.60 2.60 1.70 2.62 2.72 混合材料每單位容積(lm3)的摻合量 製鋼熔渣 (kg) 1258 1446 1386 1 1249 1 | 1198 | 1130 1468 1198 1213 1187 cn oo 00 1220 1012 1198 結合材 南爐水泥 Jk£) 〇\ CN 352 t-H m OS 1—^ 00 00 <Ν ΓΟ 〇 Ο ο o 330 Ο 〇 消石灰 (kg) 〇 Ο o Ο ο ο Ο 〇 〇 ο ο o Ο Ο 〇 普通卜特蘭水泥 (kg)_ 〇 ο o ο ο ο ο 〇 〇〇 § Os VO 00 ο CN 高爐熔渣微粉末 _(kg)_ 〇 ο o ο ο ο ο 〇 卜 m VTi 474 00 ^T) ο CN 〇〇 ν-) 00 to m 00 in νο 426 泛 m OJ 〇\ <N ί〇 Ό 426 426 泥土中的土粒 (kg) ΓΟ v〇 m v〇 *—Ή ΓΟ Ό ι*-Η ^r> in ΙΛ CO <N ΓΛ (N 泥土 (kg) rsj CN in »"·Η CN ν〇 ν〇 Ο <Ν Ο un 620 ο ν〇 Os <N 00 VO 卜 620 〇 <N v〇 620 混合材料的泥土容積率 (%) ο Ο in in 區分 發明例 發明例 發明例1 1比較网 i發明例1 發明例1 比較例I 發明例 比較例1 比較例1 |發明例| 發明例 1發明例1 發明例 |發明例1 Z 卜 00 On cs CN Η ΓΟ 寸(Νε/ΌΠΞΟΙ s 201144257 [貫施例2] 在如表4所示摻合條件下，摻合入材料並施行混練(利用 0.75m3混練器的設備施行5分鐘混合，經既定時間後排出）， 將該混合材料的混練物成形為直徑lOOmmx高200mm尺寸 的塑模並使之固化’而製造固化體（人工石材）。疏浚土係使 用從瀨戶内海水底所採取到的粉砂份92容積％物，視需要 添加水而施行水分調整。又’屬於骨材的製鋼熔祕使用轉 爐溶>查（粒徑〇-25mm)。利用壓縮試驗(jis a_u〇8 : 2〇〇6)測 定經28日養生後的g)化體之單憾縮強度。結果合併示於 表4中。 根據表4 ’本發明例可獲得即使考量安全係數 (+3N/mm ) ’仍可充分滿足準硬^特性的安定強度固化體(石 材）。相對於此，比較例係達9 8N/mm2以上的強度，相較於 專利文獻3，雖具有向強度，但若考量上述安全係數，則無 法獲得充分強度的固化體。 100115073 25 201144257 【寸1 壓縮強度η 15.5 1 17.4 1 17.9 1 1 16.4 1 15.8 1 I 16.3 I 1 17.8 I 1 17.7 I 1 21.5 1 22.3 1 1 18.9 I 19.7 1 15.3 I I 16.5 I 1 12.5 I 11.8 Β/水” (質量比) 1.30 1.30 1.30 1 1.20 1 1.20 1 CO 1.40 1.40 1_47 — 1.47 1.46 1.44 ! 1.30 1.25 1.80 1.15 結合材/土粒 (質量比） 2.85 2.69 I 2.50 2.48 2.63 1 2.98 I 2.89 | 2.87 | 2.88 I 2.87 3.28 | 3.22 | 2.92 1.74 3.69 1.57 混合材料每單位容積(lm3)的摻合量 製鋼熔渣 (kg) 00 卜 CN 1020 1020 Ο 2 卜 o 寸 r-H ON 〇 v〇 | 1203 | 1 1237 j i w CN 〇\ 00 卜 CN oo VO v〇 (N (N § s r〇 00 212 m as 〇\ r*^ 結合和 ν〇 00 rn g On Ch g to in IT) in r—^ ίΓ) cs ro v〇 高爐熔渣微粉末 (kg) 1 〇\ CS 落 (N as On m (N m 寸 m OO 寸 r—H o 442 oo 00 424 o 〇\ i〇 in oo •^1 469 Ν ㈣ ㈣ 〇\ 〇\ H 〇\ vo ON 导 ㈣ 469 |426| 泥土中的土粒 (kg) 213 m (N 异 m m 00 ON ro 2 S 泥土 (kg) (N 00 ν〇 o V〇 〇 (S v〇 (N 00 VO δ o (S VO CN OO o CM VO <N 00 1—^ 1—^ (N 00 VO o cs VO 混合材料的泥土容積率 (%) in yr) m m <n 區分 1發明例I 1發明例l |發明例| |發明例| |發明例| 發明例 |發明例I 發明例 I發明例I I發明例I i發明例I |發明例1 發明例 發明例 比較例1 比較例 Z CN cn m cn m VO m P： 00 ο 3 5 (Ji/N}tts<想塄哟 ¥*^(n* 9τ posuool 201144257 【圖式簡單說明】 圖1(a)及(b)係使氫氧化鈣溶液穿透過疏浚土時，溶液Ca 濃度與pH的變化例圖。 ' 圖2係在混合材料所摻合的結合材、與泥土中的土粒（固 " 形份）之質量比[結合材/泥土中的土粒]與固化體的強度（經 28日養生後的單軸壓縮強度）間之關係圖。 圖3係結合材其中一部分經摻合入飛灰的混合材料的強 度指數B/水Η高爐熔渣微粉末質量+石灰粉質量+消石灰質 量+普通卜特蘭水泥質量x2+飛灰質量χ〇.35]/[混合材料中的 水質量])與坍度值間之關係圖。 圖4係養生期間與固化體強度（單軸壓縮強度）間之關係 圖。 圖5係利用疏浚土堆置場的本發明一實施形態說明圖。 100115073 27100115073 ” S 201144257 [s compressive strength. 18.7 20.7 丨18.7 1 I 20.9 I 22.8 I 1 19.7 1 20.7 | 18.3 1 18.7 18.0 10.2 21.0 21.9 14.2 14.9 cn B/water” (mass ratio) 1.40 1.40 1.40 1.67 1.95 1.23 » < ; ro rH 1.40 1_20 1.40 -1 0.72J 1.67 1.41 1.40 1.40 1.20 Bonding material / soil (mass ratio) 2.69 2.69 2.69 3.21 3.74 2.69 2.86 2.33 2.30 2.69 1.38 3.21 3.52 1.81 oo 1.55 mi 1 1 Steel slag (kg) 1337 〇 On On On On On On On On On On On On On On On On On On ;N ro <N slaked lime (kg) 〇o ο ο ο mv〇o ο ο ο Ο o C\ 00 〇〇〇 ordinary Putlan cement 1 (kg) ΓΟ JO ΓΟ JQ 〇 (N \o ν〇S 00 00 00 00 oo oo ) m 00 m OO m 350 426 νο Ό 5 00 r〇v〇00 in ro Soil particles in the soil (kg) ro O r—< CO VO m ΓΟ mv〇r- H yn rH 3; i—H r〇Ό CO v〇 soil (kg) <N ο <Ν Ό CN V—Η (Ν ιη (Ν CN in On CN in 〇Ο〇Ο <Ν Ό R v〇 Cs v〇rH <N mixed material clay volume ratio (%) OJ 3 distinguishing invention examples invention examples, invention examples 1 invention examples; invention examples invention examples invention examples invention examples inventions comparison examples invention invention invention invention Example of Comparative Example | No. CN rn Inch in v〇 00 Os Ο r·^ (N m 2; in folmu/N}^溺塄^^ Spider e (Nεζ-onls 201144257 ts Compressive Strength^2 14.2 18.7 21.0 1 Π·3 I 14.9 17.4 1 12.4 1 15.5 1 13.2 I 10.2 19.8 19.5 14.1 18.5 14.2 B/water” (mass ratio) 1.40 1.67 1.95 1.20 1.40 L ^1Δ 1.40 1.40 2.00 2.10 1.35 1.35 1.3—2 1.30 1.30 Combination Material/soil (mass ratio) 1.81 2.16 2.52 1.55 00 2.16 1.57 〇〇3.85 4.05 2.60 2.60 1.70 2.62 2.72 Mixing amount of mixed material per unit volume (lm3) Steel slag (kg) 1258 1446 1386 1 1249 1 | 1198 1130 1468 1198 1213 1187 cn oo 00 1220 1012 1198 Laminate South Furnace Cement Jk£) 〇\ CN 352 tH m OS 1—^ 00 00 <Ν ΓΟ 〇Ο ο o 330 Ο 〇 石灰 lime (kg) 〇Ο o Ο ο ο Ο 〇〇ο ο o Ο Ο 〇 ordinary Putlan cement (kg) _ 〇ο o ο ο ο ο 〇〇〇§ Os VO 00 ο CN blast furnace slag micropowder _(kg)_ 〇ο o ο ο ο ο 〇 m m m VTi 474 00 ^T) ο CN 〇〇ν-) 00 to m 00 in νο 426泛m OJ 〇\ <N 〇Ό 426 426 Soil particles in the soil (kg) ΓΟ v〇mv〇*—Ή Ό Ό ι*-Η ^r> in ΙΛ CO <N ΓΛ (N soil (kg Rsj CN in »"·Η CN ν〇ν〇Ο <Ν Ο un 620 ο ν〇Os <N 00 VO 卜 620 〇<N v〇620 Soil volume ratio (%) of mixed materials ο Ο In in distinguishing invention example invention example 1 1 comparison network i invention example 1 invention example 1 comparison example 1 invention example comparison example 1 comparison example 1 invention example| invention example 1 invention example 1 invention example| invention example 1 Z 00 On cs CN Η ΓΟ 寸 (Νε/ΌΠΞΟΙ s 201144257 [Example 2] Under the blending conditions shown in Table 4, blended into the material and kneaded (using a 0.75m3 blender for 5 minutes) Together, is discharged after a predetermined time), the mixed material is kneaded was molded into a size of 200mm in diameter lOOmmx high mold and hardened 'cured body is manufactured (artificial stone). The dredged soil system uses 92% by volume of the silt fraction taken from the bottom of the seawater in the Setou, and water is added as needed to adjust the moisture. In addition, the steel-melting which belongs to the aggregate is melted in a converter and is inspected (particle size 〇-25mm). The compression strength test (jis a_u 〇 8 : 2 〇〇 6) was used to determine the single retraction strength of the g) after the 28th health. The results are combined and shown in Table 4. According to the invention of the present invention, it is possible to obtain a stable strength solidified body (stone) which satisfies the quasi-hardness characteristic even if the safety factor (+3 N/mm) is considered. On the other hand, the comparative example has a strength of 98 N/mm2 or more, and has a strength with respect to Patent Document 3, but when the above safety factor is considered, a cured body having sufficient strength cannot be obtained. 100115073 25 201144257 [Inch 1 Compressive strength η 15.5 1 17.4 1 17.9 1 1 16.4 1 15.8 1 I 16.3 I 1 17.8 I 1 17.7 I 1 21.5 1 22.3 1 1 18.9 I 19.7 1 15.3 II 16.5 I 1 12.5 I 11.8 Β/水(mass ratio) 1.30 1.30 1.30 1 1.20 1 1.20 1 CO 1.40 1.40 1_47 — 1.47 1.46 1.44 ! 1.30 1.25 1.80 1.15 Bonding material/soil (mass ratio) 2.85 2.69 I 2.50 2.48 2.63 1 2.98 I 2.89 | 2.87 | 2.88 I 2.87 3.28 | 3.22 | 2.92 1.74 3.69 1.57 Mixing amount of mixed material per unit volume (lm3) Steel slag (kg) 00 卜 CN 1020 1020 Ο 2 卜o inch rH ON 〇v〇| 1203 | 1 1237 jiw CN 〇 \ 00 卜 CN oo VO v〇(N (N § sr〇00 212 m as 〇\ r*^ combined and ν〇00 rn g On Ch g to in IT) in r—^ Γ Γ c cs ro v〇 blast furnace melting Slag micropowder (kg) 1 〇\ CS Fall (N as On m (N m 寸 m OO r r - H o 442 oo 00 424 o 〇 \ i〇in oo • ^1 469 Ν (4) (4) 〇\ 〇\ H 〇\ vo ON Guide (4) 469 |426| Soil particles in soil (kg) 213 m (N different mm 00 ON ro 2 S soil (kg) (N 00 ν〇o V〇〇(S v〇(N 00 VO δ o (S VO CN OO o CM VO < N 00 1 - ^ 1 - ^ (N 00 VO o cs VO mixed material clay volume ratio (%) in yr) mm < n distinguish 1 invention example I 1 invention example l | invention Example | |Inventive Example | Inventive Example | Inventive Example | Inventive Example I Inventive Example I Inventive Example II Inventive Example I Inventive Example I Inventive Example 1 Inventive Example Inventive Example Comparative Example 1 Comparative Example Z CN cn m cn m VO m P: 00 ο 3 5 (Ji/N}tts<Thinking 塄哟¥*^(n* 9τ posuool 201144257 [Simplified Schematic] Figure 1 (a) and (b) are used to penetrate the calcium hydroxide solution through the dredged soil. In the case of a change in the solution Ca concentration and pH. ' Figure 2 is the mass ratio of the composite material blended with the mixed material to the soil particles (solid " shape) in the soil [combined material / soil particles in the soil] and the strength of the solidified body (after 28 days of health Diagram of the relationship between the uniaxial compression strength). Figure 3 is the strength index of the composite material in which a part of the bonding material is blended into the fly ash B / water blast furnace slag micro powder quality + lime powder quality + slaked lime quality + ordinary Putlan cement mass x 2 + fly ash quality χ〇. 35] / [[water quality in mixed materials]) and the relationship between the values of the twist. Figure 4 is a graph showing the relationship between the strength during curing and the strength of the solidified body (uniaxial compressive strength). Fig. 5 is an explanatory view showing an embodiment of the present invention using a dredged soil pile. 100115073 27