JP2016113792A - Sediment stabilization method - Google Patents
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Abstract
Description
本発明は、安定化した堆積物を形成する方法に関する。より具体的には、固化材スラリーを用いて、堆積物を安定化させる方法に関する。 The present invention relates to a method of forming a stabilized deposit. More specifically, the present invention relates to a method for stabilizing a deposit using a solidifying material slurry.
金属製錬で排出されるスラグは一般的に直径０．１〜１０ｍｍ程度の粒子である。排出後には冷却されて保管場所に野積みされる。 Slag discharged by metal smelting is generally particles having a diameter of about 0.1 to 10 mm. After discharging, it is cooled and piled up in a storage place.
日本の近代化以降スラグは大量に生産されており、生産されたスラグの一部は山積されて現在にいたる。 Since the modernization of Japan, slag has been produced in large quantities, and some of the produced slag has been piled up to the present day.
スラグは水によりほとんど膨潤しないものの、カラミレンガの様に大型化成型しない場合は積層した時に物理的に安定であるとは言えない。例えば地震等の揺れにより積層体が崩落すると危険である。 Although slag hardly swells with water, it cannot be said that it is physically stable when laminated when it is not enlarged and molded like calami brick. For example, it is dangerous if the laminate collapses due to shaking such as an earthquake.
一般に不安定な砂状堆積物や土壌の傾斜面に対しては防災の観点から各種の土木技術方法が提案されている。例えば法面の構築では固化材を吹き付けて固化する方法が最もよく知られた工法である。固化材はセメントや高分子、ファイバー質などが知られている（特許文献１）。 In general, various civil engineering methods have been proposed for unstable sandy deposits and soil slopes from the viewpoint of disaster prevention. For example, in the construction of slopes, a method of solidifying by spraying a solidifying material is the most well-known method. As the solidifying material, cement, polymer, fiber, and the like are known (Patent Document 1).
軟弱な土壌を固化するには土壌中に固化材を投入するドリルやロッドにより高圧注入と混練を同時に行う方法も知られている。大量の土壌を取り出して処理するわけでなくスポット工事で土壌を安定化できる（特許文献２、特許文献３）。 In order to solidify soft soil, a method is also known in which high-pressure injection and kneading are simultaneously performed with a drill or a rod for introducing a solidifying material into the soil. A large amount of soil is not taken out and processed, but the soil can be stabilized by spot construction (Patent Documents 2 and 3).
スラグ等の砂状物質を物理的に安定化するには樹脂やセメントにより固化すればよいが、大量に山積されている砂状物質と再度混練することは現実的ではなく、固化した後の保管や処置が問題になる。上述のドリルを用いた工法でもスラグの流動性を考えると積層体の傾斜部で本方法の適用は不可能に近い。 To physically stabilize sandy substances such as slag, it may be solidified with resin or cement, but it is not practical to knead with sandy substances that are piled up in large quantities, and storage after solidification Or treatment becomes a problem. Even in the construction method using the above-mentioned drill, considering the fluidity of the slag, it is almost impossible to apply this method at the inclined portion of the laminate.
混練しなくとも積層体に上述のような固化材を十分に注入して固化すると莫大な費用が必要になる。法面にのみ固化材の散布を施す方法では広範囲の面積を既存の工法で低コストで安定化することは難しい。 Even if it is not kneaded, enormous costs will be required if the above-mentioned solidifying material is sufficiently poured into the laminate and solidified. It is difficult to stabilize a wide area at low cost with existing methods by applying the solidified material only to the slope.
そこで特許文献４の様に表層のみを固化する方法を利用できればよいが、本方法は表面を均した後に耕運機等により表土を混練することから、傾斜面に適用することは困難であることは十分予想される。
特許文献５には土壌の表層のための固化材とその固化方法が示されているが、固化材を敷き均すことが必要で砂やスラグの様に流動性を持った傾斜面に適用できるかは疑問である。
Therefore, as long as the method of solidifying only the surface layer as in Patent Document 4 can be used, this method kneads the topsoil with a cultivator etc. after leveling the surface, so that it is sufficiently difficult to apply to inclined surfaces. is expected.
Patent Document 5 discloses a solidification material for the surface layer of soil and its solidification method, but it is necessary to spread the solidification material and it can be applied to sloping surfaces having fluidity such as sand and slag. Is questionable.
また特許文献６にも広範囲にわたって土壌の表層のみを固化する方法が公開されている。しかし土壌からの放射性物質拡散を意図しており、流動性のある砂やスラグ堆積物の力学的安定については何ら教示するものではない。 Patent Document 6 also discloses a method for solidifying only the surface layer of soil over a wide range. However, it is intended to disperse radioactive material from the soil and does not teach any mechanical stability of fluid sand or slag deposits.
スラグ等の堆積物は、保管の際に、一般的には台形状又はメサ状に成形され、これにより斜面部が形成される。そして、前記斜面部は、地震により崩落する危険性がある。従って、前記斜面部を強化する必要がある。しかし、斜面全体に吹付け等の上記特許文献で記載されているような方法を行うのはコストがかかる。 Deposits such as slag are generally formed into a trapezoidal shape or a mesa shape during storage, thereby forming a slope portion. And the said slope part has a danger of collapsing by an earthquake. Therefore, it is necessary to strengthen the slope portion. However, it is costly to perform the method as described in the above-mentioned patent document such as spraying on the entire slope.
スラグ等の堆積物は締め固めがなされており、現状でも適度な安定性を持っているため崩落は滅多に生じない。そして、前記堆積物を崩落させる地震や事故等の発生確率は低い。従って、発生確率が低いものに備えるためのコストは、できる限り抑えることが望ましい。 Deposits such as slag are compacted, and even under the present circumstances, they have moderate stability and rarely fall. And the probability of occurrence of an earthquake or accident that collapses the deposit is low. Therefore, it is desirable to suppress the cost for preparing for a low occurrence probability as much as possible.
上記事情に鑑みて、本発明は、堆積物を安定化するためにコストのかからない方法を提供することを目的とする。 In view of the above circumstances, it is an object of the present invention to provide an inexpensive method for stabilizing deposits.
本発明者は、上記課題を解決すべく鋭意研究を重ねた結果、堆積物の斜面を固化して堆積物を物理的に安定化出来ることを見出した。 As a result of intensive studies to solve the above problems, the present inventor has found that the deposit can be physically stabilized by solidifying the slope of the deposit.
すなわち、本発明は以下の発明を包含する。
（発明１）
安定化した堆積物を形成する方法であって、
前記堆積物は砂礫状物質を含み、
前記方法は、固化材スラリーを、前記堆積物の斜面の頂部から供給する工程を含み、
前記固化材スラリーは、自重により、前記斜面の頂部から、前記斜面の底部へ拡散し、
前記固化材スラリーの固化作用により、前記堆積物の斜面を安定化する方法。
（発明２）
発明１に記載の方法であって、安定化後の堆積物の安全率が１．０以上である方法。
（発明３）
前記砂礫状物質がスラグである発明１又は２に記載の方法。
（発明４）
前記堆積物の法勾配が３０°〜４５°であることを特徴とする、発明１〜３のいずれか１つに記載の方法。
（発明５）
発明４に記載の方法であって、前記固化材スラリーの固化作用による改良幅（ｃｍ）と、前記改良幅内における一軸圧縮強さ（ｋＮ／ｍ2）とを乗じた値が１００００以上である方法。
（発明６）
前記砂礫状物質は粒径０．０７５〜１９ｍｍであることを特徴とする発明１〜５のいずれか１つに記載の方法。
（発明７）
前記堆積物の間隙比が０．６１〜０．７７である発明１〜６のいずれか１つに記載の方法。
（発明８）
前記堆積物の相対密度が５３〜６７％であることを特徴とする、発明１〜７のいずれか１つに記載の方法。
（発明９）
前記固化材スラリーの粘度が３．０ｃＰ以下であることを特徴とする発明１〜８のいずれか１つに記載の方法。
（発明１０）
前記固化材スラリーのＷ／Ｃが２００〜６００％である発明１〜９のいずれか１つに記載の方法。
That is, the present invention includes the following inventions.
(Invention 1)
A method of forming a stabilized deposit, comprising:
The deposit includes a gravel-like substance,
The method includes supplying a solidifying material slurry from a top of a slope of the deposit,
The solidifying material slurry is diffused by its own weight from the top of the slope to the bottom of the slope,
A method of stabilizing the slope of the deposit by the solidifying action of the solidifying material slurry.
(Invention 2)
The method according to the first aspect of the invention, wherein the deposit safety factor after stabilization is 1.0 or more.
(Invention 3)
The method according to claim 1 or 2, wherein the gravel-like substance is slag.
(Invention 4)
The method according to any one of inventions 1 to 3, wherein the deposit has a legal gradient of 30 ° to 45 °.
(Invention 5)
It is a method of invention 4, Comprising: The value which multiplied the improvement width (cm) by the solidification effect | action of the said solidification material slurry, and the uniaxial compressive strength (kN / m < 2 >) in the said improvement width is 10,000 or more. Method.
(Invention 6)
The method according to any one of Inventions 1 to 5, wherein the gravel-like substance has a particle size of 0.075 to 19 mm.
(Invention 7)
The method according to any one of Inventions 1 to 6, wherein the deposit has a gap ratio of 0.61 to 0.77.
(Invention 8)
A method according to any one of inventions 1 to 7, characterized in that the relative density of the deposit is 53 to 67%.
(Invention 9)
The method according to any one of Inventions 1 to 8, wherein the solidifying material slurry has a viscosity of 3.0 cP or less.
(Invention 10)
The method according to any one of Inventions 1 to 9, wherein the solidifying material slurry has a W / C of 200 to 600%.
本発明は以下の効果を有する
(1) 堆積物斜面の表層のみを対象とすることにより低コストで安定化できる。
(2) 斜面の頂部から自重により固化材スラリーを拡散するために簡単な装置で安定化できる。
The present invention has the following effects.
(1) By targeting only the surface layer of the sediment slope, it can be stabilized at low cost.
(2) Since the solidified material slurry is diffused by its own weight from the top of the slope, it can be stabilized with a simple device.
本発明は堆積物斜面の表面部を固化して、堆積物を安定化することを特徴とする。堆積物の斜面の特性とその固化材スラリーの物性を制御することにより簡便でコストを掛ける事無く安定化することができる。以下、本発明の具体的な実施形態について説明する。 The present invention is characterized in that the deposit is stabilized by solidifying the surface portion of the deposit slope. By controlling the characteristics of the slope of the deposit and the physical properties of the solidified slurry, it can be stabilized easily without cost. Hereinafter, specific embodiments of the present invention will be described.
１．堆積物
一実施形態において、本発明の堆積物は、砂礫状の物質を含む。更なる実施形態では、本発明の堆積物は、砂礫状の物質から実質的に構成される。ここで、「砂礫状物質」とは、細砂、中砂、粗砂、細礫、中礫の大きさを有する物質であることを意味する。典型的には粒径０．０７５〜１９ｍｍの範囲の大きさを有する。更なる一実施形態において、前記砂礫状物質は、金属製錬スラグである。しかし、水で膨潤しない同程度の粒径と密度を持つ砂礫状の鉱物であれば適用することができる。金属製錬スラグとして、具体的には、銅製錬スラグ（例えば、粒径０．０７５〜１０ｍｍ）、鉄鋼スラグ、鉛製錬スラグ、及びニッケルスラグが挙げられる。いずれの金属製錬スラグに適用しても同等の効果を得ることができると考えられる。
1. In one embodiment, the deposit of the present invention comprises a gravel-like material. In a further embodiment, the deposits of the present invention are substantially composed of gravel-like material. Here, the “gravel-like substance” means a substance having the size of fine sand, medium sand, coarse sand, fine gravel, and medium gravel. Typically, it has a particle size in the range of 0.075 to 19 mm. In a further embodiment, the gravel material is metal smelting slag. However, any gravel-like mineral having the same particle size and density that does not swell with water can be applied. Specific examples of the metal smelting slag include copper smelting slag (for example, a particle size of 0.075 to 10 mm), steel slag, lead smelting slag, and nickel slag. It is considered that the same effect can be obtained when applied to any metal smelting slag.
スラグは金属製錬時大量に副生する。一般には、スラグは水砕されて適当な粒度に調整し建築資材や路盤材となる。これを堆積する時には円錐状にはならず、台形状もしくはメサ状に成型して堆積する。円錐状では頂部付近が崩落するためである。成型後には重機で締め込めばさらに物理的安定度は増す。 A large amount of slag is by-produced during metal smelting. In general, slag is crushed and adjusted to an appropriate particle size to form building materials and roadbed materials. When this is deposited, it does not become conical, but is deposited in a trapezoidal or mesa shape. This is because the top portion collapses in the conical shape. After molding, the physical stability can be further increased by tightening with heavy machinery.
しかしながら斜面部は十分に安定化することが難しく、地震や事故の衝撃を引き金に崩落する可能性が高い。これを舗装、固化するには固化材を斜面表面に吹き付ければ相応の安定化ができる。しかしながら、大量のスラグ積層体の広範な斜面に対して適用するには施工のコストが著しく高い。 However, it is difficult to stabilize the slope part sufficiently, and there is a high possibility that the impact of an earthquake or accident will fall into a trigger. In order to pave and solidify this, if a solidifying material is sprayed on the slope surface, the corresponding stabilization can be achieved. However, the construction cost is extremely high when applied to a wide range of slopes of a large amount of slag laminate.
斜面の頂部から固化材を供給して表層のみを固化する方法が最も安価であるが、積層体斜面の形状や必要な固化材の性質に影響を受けることは容易に推察できる。 The method of supplying the solidifying material from the top of the slope and solidifying only the surface layer is the cheapest, but it can be easily guessed that it is influenced by the shape of the laminated slope and the required properties of the solidifying material.
２．地震時の安定性及びモデル法面について
（１）安全性の評価方法
斜面部分の崩落の安全性については、修正フェレニウス型の計算式に従った評価を行うことができる。常時の計算式と地震時の計算式があるが、本発明においては地震時の計算式に基づく評価を採用する。具体的には以下の通りである。
(1) Safety evaluation method The safety of the collapse of the slope portion can be evaluated according to a modified Ferrenius type calculation formula. There are a regular calculation formula and a calculation formula at the time of an earthquake. In the present invention, evaluation based on the calculation formula at the time of an earthquake is adopted. Specifically, it is as follows.
ここで、Ｆｓは安全率、Ｃは粘着力、φはせん断抵抗角、Ｌはスライスで切られた滑り面の長さ、Ｗはスライスの全重量、Ｕは間隙水圧、ｂはスライスの幅、αはスライスで切られた滑り面の中点と滑り面の中心を結ぶ直線と鉛直線のなす角、ｈは各分割片の重心と滑り円の中心との鉛直距離、ｒは滑り円の半径、Ｋｈは設計水平震度である。「道路土工、のり面工・斜面安定工指針」によれば、安全率を、常時において１．２以上、地震時において１．０以上とするように定めている。安全率は、高ければ高いほど好ましい。従って、安全率の上限値については、特に制限されないが、典型的には、１．５以下で十分である。 Where Fs is the safety factor, C is the adhesive force, φ is the shear resistance angle, L is the length of the sliding surface cut by the slice, W is the total weight of the slice, U is the pore water pressure, b is the width of the slice, α is the angle formed by the straight line connecting the midpoint of the sliding surface and the center of the sliding surface and the vertical line, h is the vertical distance between the center of gravity of each segment and the center of the sliding circle, and r is the radius of the sliding circle. , Kh is the design horizontal seismic intensity. According to the “Guidelines for Road Earthwork, Slope Surface and Slope Stabilization”, the safety factor is determined to be 1.2 or more at all times and 1.0 or more at the time of an earthquake. The higher the safety factor, the better. Therefore, the upper limit value of the safety factor is not particularly limited, but typically 1.5 or less is sufficient.
（２）モデル法面
上述した評価方法を、モデル法面に適用し、安全性の評価を行うことができる。一実施形態において、図１のようなモデル法面を採用することができる。図１のモデル法面は、銅スラグの堆積物の斜面を表す。斜面の高さは１０ｍである。また、「道路土工、のり面工・斜面安定工指針」によれば、盛土の小段は、盛土高が５ｍ以上の場合は小段を５ｍ以下の間隔で設けることを標準としている。そこで、当該モデル法面では、高さ５ｍの位置に小段を設けている。銅スラグの物理定数、即ち湿潤重量は２０ｋＮ／ｍ3である。また、内部摩擦角（せん断抵抗角）は３５°を仮定している。境界条件として、銅スラグ領域の上端には重機を模擬した分布荷重１０ｋＮ／ｍ2を載荷し、銅スラグ領域の下端に地下水面を与えた。さらに間隙水圧については考慮していない。そして、設計水平震度については、中規模地震及び大規模地震を想定し、２種類の数値０．１５及び０．２３を採用した。また、滑り円の半径ｒについては、複数の円弧すべり面を改定してそれぞれの安全率を求め、安全率が最小となるパターンの時の値を採用した。
(2) Model slope The safety can be evaluated by applying the evaluation method described above to the model slope. In one embodiment, a model slope as in FIG. 1 may be employed. The model slope in FIG. 1 represents the slope of the copper slag deposit. The height of the slope is 10m. In addition, according to the “Guideline for road earthwork, slope surface work / slope stabilization work”, it is standard that the steps of embankments are provided at intervals of 5 m or less when the embankment height is 5 m or more. Therefore, in the model slope, a small step is provided at a height of 5 m. The physical constant, i.e. wet weight, of copper slag is 20 kN / m < 3 >. The internal friction angle (shear resistance angle) is assumed to be 35 °. As boundary conditions, a distributed load of 10 kN / m 2 simulating a heavy machine was loaded on the upper end of the copper slag region, and a groundwater surface was given to the lower end of the copper slag region. Further, pore water pressure is not considered. As for the design horizontal seismic intensity, two kinds of numerical values 0.15 and 0.23 were adopted assuming a medium-scale earthquake and a large-scale earthquake. As for the radius r of the sliding circle, a plurality of arc slip surfaces were revised to obtain the respective safety factors, and the values at the time of the pattern having the minimum safety factor were adopted.
上述の設定数値のほか、法勾配θ、粘着力Ｃ、改良幅Ｂを、表１に示すように値を変更し、それぞれの場合の安全率を算出した。なお、改良幅とは、図１にあるように、斜面に対して垂直方向に測定したときのサイズを意味する。 In addition to the set numerical values described above, the values of the law gradient θ, the adhesive strength C, and the improvement width B were changed as shown in Table 1, and the safety factor in each case was calculated. The improved width means the size when measured in a direction perpendicular to the slope as shown in FIG.
３．堆積物及び法面の特性
（１）改良幅及び一軸圧縮強さ
表１の結果から、法勾配が３３．７°（又はそれ以下）の場合には、固化による表層改良幅を３０ｃｍ以上、且つ一軸圧縮強さ（例えば、ＪＩＳ Ａ １２１６の「土の一軸圧縮試験方法」に準拠）を５００ｋＮ／ｍ2以上にすることが好ましい。更に厳しい条件である法勾配４５°（又はそれ以下）の場合には、固化による表層改良は改良幅３０ｃｍ以上、且つ一軸圧縮強さ１０００ｋＮ／ｍ2以上とすることが好ましい。改良幅が長くなれば当然安全率は上昇するので長くなるのは不都合ではないが、コストの面からなるべく幅は短い方がよい（例えば、５０ｃｍ以下）。また、表１の結果から、改良幅が３０ｃｍ未満であっても、その分一軸圧縮強さを上げることができれば、結果的には所望の安全率が確保できることがわかる。例えば、要求水準を３０ｃｍ以上且つ一軸圧縮強さ１０００ｋＮ／ｍ2とする場合、３０ｃｍ×１０００ｋＮ／ｍ2の数値を達成する組合せであれば、改良幅又は一軸圧縮強さのいずれか一方がそれぞれの基準値を下回ってもよい。例えば、改良幅が２５ｃｍであっても、一軸圧縮強さが１２００ｋＮ／ｍ2であれば、前述した組合せと同等の安全率を確保できる。従って、改良幅と一軸圧縮強さの組合せとしては、改良幅（ｃｍ）×一軸圧縮強さ（ｋＮ／ｍ2）が１００００以上とするのがよく、１２０００以上とするのがより好ましく、３００００以上とするのが最も好ましい。
3. Sediment and slope characteristics
(1) Improved width and uniaxial compressive strength From the results of Table 1, when the gradient is 33.7 ° (or lower), the improved width of the surface layer by solidification is 30 cm or more, and the uniaxial compressive strength (for example, It is preferable that the JIS A 1216 “conforms to a uniaxial compression test method for soil”) is 500 kN / m 2 or more. In the case of a 45 ° (or less) gradient, which is a more severe condition, it is preferable that the surface layer improvement by solidification is an improved width of 30 cm or more and a uniaxial compressive strength of 1000 kN / m 2 or more. As the improvement width becomes longer, the safety factor naturally increases, so it is not inconvenient to increase the safety width, but the width should be as short as possible (for example, 50 cm or less). Further, from the results of Table 1, it can be seen that even if the improved width is less than 30 cm, if the uniaxial compressive strength can be increased by that amount, a desired safety factor can be secured as a result. For example, when the required level is 30 cm or more and the uniaxial compressive strength is 1000 kN / m 2 , if the combination achieves a numerical value of 30 cm × 1000 kN / m 2 , either the improved width or the uniaxial compressive strength is It may be lower than the reference value. For example, even if the improved width is 25 cm, if the uniaxial compressive strength is 1200 kN / m 2 , a safety factor equivalent to the combination described above can be secured. Therefore, as a combination of the improved width and the uniaxial compressive strength, the improved width (cm) × uniaxial compressive strength (kN / m 2 ) is preferably 10,000 or more, more preferably 12,000 or more, and 30000 or more. Is most preferable.
（２）法面角度
法勾配は４５°超では内部摩擦角の関係で安定に存在できない。また３３．７°以下では散布した時に自重で拡散できるのであれば問題はないが固化材スラリーの粘性に大きく依存する。本発明で使用する固化材スラリーであれば、３０°以上であれば支障をきたすことはない。従って、一実施形態において、堆積物の斜面の法勾配は、３０°〜４５°、より好ましくは、３３．７°〜４５°であることが好ましい。
(2) If the slope of the slope is over 45 °, it cannot exist stably due to the internal friction angle. Also, if it is 33.7 ° or less, there is no problem if it can be diffused by its own weight when sprayed, but it greatly depends on the viscosity of the solidified slurry. If it is a solidification material slurry used by this invention, if it is 30 degrees or more, there will be no trouble. Therefore, in one embodiment, the slope of the slope of the deposit is preferably 30 ° to 45 °, more preferably 33.7 ° to 45 °.
（３）相対密度
間隙比や密度は、粗粒土の力学的特性と密接な関係があることが知られている。本発明の一実施形態においては、後述する固化材スラリーの浸透性の観点から、間隙比は、０．６１〜０．７７が好ましく、０．６５〜０．７２が更に好ましい。更なる実施形態においては、堆積物中の砂礫状物質の特性は、相対密度によって特定することが好ましい。この理由としては、密度が大きい場合や間隙比が小さい場合でも、堆積物が相対的に良く締まっているとは限らず、密度や間隙比のみでは力学的特性は決まらないことが挙げられる。しかし、任意の相対密度であっても、後述する固化材スラリーにより、安定強化されれば、上述した安全率は達成可能である。従って、本発明の堆積物の相対密度は、特に限定されないが、典型的には、５３〜６７％、好ましくは、５８〜６２％である。
(3) It is known that the relative density gap ratio and density are closely related to the mechanical properties of coarse-grained soil. In one embodiment of the present invention, the gap ratio is preferably 0.61 to 0.77, and more preferably 0.65 to 0.72, from the viewpoint of the permeability of the solidified material slurry described later. In a further embodiment, the characteristics of the gravel material in the sediment are preferably specified by relative density. The reason for this is that, even when the density is high or the gap ratio is small, the deposits are not necessarily relatively well tightened, and the mechanical properties are not determined only by the density and the gap ratio. However, even if the relative density is arbitrary, the above-described safety factor can be achieved if it is stably strengthened by the solidifying material slurry described later. Accordingly, the relative density of the deposit of the present invention is not particularly limited, but is typically 53 to 67%, preferably 58 to 62%.
４．固化材スラリーの特性
（１）固化材スラリー
本発明で用いる固化材は、特に限定されないが、典型的にはセメント系固化材を用いる。粉末状だと、堆積物の内部へ浸透しないので、水と混練してスラリー状態にする。
4). Characteristics of solidified slurry
(1) Solidifying material slurry The solidifying material used in the present invention is not particularly limited, but typically a cement-based solidifying material is used. When it is in powder form, it does not penetrate into the deposit, so it is kneaded with water to form a slurry.
セメント系固化材としては、特に限定されないが、堆積物へ十分に浸透可能な物が好ましい。一般的に、地盤材に対する浸透性は固化注入剤の粒度に依存するといわれる。より具体的には、地盤材の１５％粒径であるＤ15 geomaterial、及び注入材の８５％粒径であるＤ85 groutで表したグラウタビリティー比ＧＲによって評価することができる。ＧＲは以下の式で表すことができる。
セメント系固化材スラリーの粘度は、堆積物に浸透することが可能な粘度であることが望ましい。即ち、極端に粘度が高いと堆積物への浸透が悪くなる。典型的には、３．０ｃｐ以下（１８℃、振動式粘度計による測定。以下同じ）である。より、好ましくは２．５ｃＰ以下である。 The viscosity of the cement-based solidifying material slurry is desirably a viscosity capable of penetrating the deposit. That is, when the viscosity is extremely high, the penetration into the deposits is worsened. Typically, it is 3.0 cp or less (18 ° C., measurement using a vibration viscometer. The same applies hereinafter). More preferably, it is 2.5 cP or less.
セメント系固化材スラリーの粘度は、水セメント比（Ｗ／Ｃ）の影響を受ける。そして、セメント系固化材スラリーのＷ／Ｃは、堆積物に浸透することが可能な値であることが望ましい。典型的には２００％以上、より好ましくは２５０％以上である。 The viscosity of the cement-based solidifying material slurry is affected by the water-cement ratio (W / C). The W / C of the cement-based solidifying material slurry is preferably a value that can penetrate into the deposit. Typically, it is 200% or more, more preferably 250% or more.
一方で、粘度が低すぎると、堆積物の改良強度が不十分になる可能性がある。そこで、粘度は、少なくとも１．０ｃｐ以上とするのが好ましく、１．２ｃｐ以上だと更に好ましい。そして、堆積物への浸透性と堆積物の改良強度とのバランスを考慮すると、１．４〜２．０ｃｐ（１８℃）が最も好ましい。 On the other hand, if the viscosity is too low, the improvement strength of the deposit may be insufficient. Therefore, the viscosity is preferably at least 1.0 cp or more, and more preferably 1.2 cp or more. In consideration of the balance between the permeability to the deposit and the improved strength of the deposit, 1.4 to 2.0 cp (18 ° C.) is most preferable.
同様に、Ｗ／Ｃについても、堆積物の改良強度を考慮し、６００％以下とするのが好ましい。そして、堆積物への浸透性と堆積物の改良強度とのバランスを考慮すると、２５０〜３５０％とするのが好ましい。 Similarly, W / C is preferably set to 600% or less in consideration of the improvement strength of the deposit. In consideration of the balance between the permeability to the deposit and the improved strength of the deposit, the content is preferably 250 to 350%.
（２）分散剤
また、幾つかの固化材の粒径は小さく、比表面積が大きいため粒子同士が凝集しやすい。そこで、こうした凝集を防ぐ目的で（そして、堆積物の内部への浸透を良くする目的で）、分散剤を更に混練してもよい。
(2) Dispersant In addition, since some of the solidifying materials have small particle sizes and large specific surface areas, the particles are likely to aggregate. Therefore, a dispersant may be further kneaded for the purpose of preventing such aggregation (and for the purpose of improving the penetration into the inside of the deposit).
分散剤としては、特に限定されないが、以下の物が挙げられる：ナフタレンスルホン酸ホルムアルデヒド縮合物等のポリアルキルアリールスルホン酸塩系；メラミンスルホン酸ホルムアルデヒド縮合物等のメラミンホルマリン樹脂スルホン酸塩系；アミノアリールスルホン酸−フェノール−ホルムアルデヒド縮合物等の芳香族アミノスルホン酸塩系；リグニンスルホン酸塩、変成リグニンスルホン酸塩等のリグニンスルホン酸塩系；ポリスチレンスルホン酸塩系等の分子中にスルホン酸基を有する各種スルホン酸系分散剤；ポリアルキレングリコールモノ（メタ）アクリル酸エステル系単量体、（メタ）アクリル酸系単量体、及び、これらの単量体と共重合可能な単量体から得られる共重合体；不飽和（ポリ）アルキレングリコールエーテル系単量体、マレイン酸系単量体または（メタ）アクリル酸系単量体から得られる共重合体等の分子中に（ポリ）オキシアルキレン基とカルボキシル基とを有する各種ポリカルボン酸系分散剤；（アルコキシ）ポリアルキレングリコールモノ（メタ）アクリレート、リン酸モノエステル系単量体、およびリン酸ジエステル系単量体から得られる共重合体等の分子中に（ポリ）オキシアルキレン基とリン酸基とを有する各種リン酸系分散剤。 Dispersants include, but are not limited to, the following: polyalkylaryl sulfonates such as naphthalene sulfonic acid formaldehyde condensates; melamine formalin sulfonates such as melamine sulfonic acid formaldehyde condensates; amino Aromatic aminosulfonates such as aryl sulfonic acid-phenol-formaldehyde condensates; lignin sulfonates such as lignin sulfonates and modified lignin sulfonates; sulfonate groups in molecules such as polystyrene sulfonates Sulfonic acid-based dispersants having a polyalkylene glycol mono (meth) acrylic acid ester monomer, (meth) acrylic acid monomer, and monomers copolymerizable with these monomers Copolymer obtained; unsaturated (poly) alkylene glycol ether Various polycarboxylic acid dispersants having a (poly) oxyalkylene group and a carboxyl group in the molecule such as a monomer, a copolymer obtained from a maleic acid monomer or a (meth) acrylic acid monomer A (poly) oxyalkylene group and phosphoric acid in a molecule such as a copolymer obtained from (alkoxy) polyalkylene glycol mono (meth) acrylate, phosphoric acid monoester monomer, and phosphoric diester monomer And various phosphate dispersants having a group.
分散剤の添加量は特に限定されないが、製品の指示書に従って添加すればよい。典型的には、固化材に対する重量比で０．５〜１％である。 Although the addition amount of a dispersing agent is not specifically limited, What is necessary is just to add according to the instructions of a product. Typically, the weight ratio to the solidified material is 0.5 to 1%.
５．固化材スラリーの投与方法
一実施形態において、固化材スラリーは、堆積物の斜面の頂部から投与することができる（例えばドリップ式で投与）。より具体的には、堆積物の斜面の頂部から散布ノズル等を用いて、固化材スラリーを散布することができる。固化材スラリーは、自身の重さにより、前記斜面の頂部から、前記斜面の底部（斜面のふもと）へ拡散することができる。その際に、斜面に沿った方向で拡散するため、前記斜面の表面部（表面、及び前記表面からの所定の深さの部分）が固化される。これにより、斜面部の崩落の危険性を低下することができる。投与後は、所定の日数、養生させる。日数については特に限定されないが、少なくとも１４日、好ましくは２８日間以上養生させれば、所望の改良幅で所望の改良強度が得られる。
5. Method of Dosing Solidifying Slurry In one embodiment, the solidifying slurry can be dispensed from the top of the slope of the deposit (eg, drip dosing). More specifically, the solidified material slurry can be sprayed from the top of the slope of the deposit using a spray nozzle or the like. The solidifying material slurry can diffuse from the top of the slope to the bottom of the slope (the base of the slope) due to its own weight. In that case, since it diffuses in the direction along the slope, the surface portion of the slope (the surface and a portion having a predetermined depth from the surface) is solidified. Thereby, the danger of the collapse of a slope part can be reduced. After administration, it is cured for a predetermined number of days. Although the number of days is not particularly limited, a desired improved strength can be obtained in a desired improved range by curing for at least 14 days, preferably 28 days or longer.
以下、実施例により本発明をさらに具体的に説明する。但し、本発明はこれらに限定されるものではない。 Hereinafter, the present invention will be described more specifically with reference to examples. However, the present invention is not limited to these.
（実施例１）
銅スラグ試料の粒度特性を把握するため土の粒度試験（ＪＩＳ Ａ １２０４）を実施した。図２に銅スラグ試料の粒度分布を示す。銅スラグ試料の最小・最大密度を求めるため、砂の最小密度・最大密度試験（ＪＩＳ Ａ １２２４）を実施した。密度の測定は五度行いその平均とした。結果を表２に示す。前記結果を基にして、相対密度等を算出した。
Example 1
In order to grasp the particle size characteristics of the copper slag sample, a soil particle size test (JIS A 1204) was conducted. FIG. 2 shows the particle size distribution of the copper slag sample. In order to obtain the minimum / maximum density of the copper slag sample, a minimum density / maximum density test (JIS A 1224) of sand was conducted. The density was measured five times and the average was taken. The results are shown in Table 2. Based on the results, the relative density and the like were calculated.
（実施例２）
上記スラグを使用し、固化材スラリーの銅スラグ地盤（模型地盤）への浸透性、浸透後の改良強度を評価するため、一次元浸透試験を実施した。内径７８ｍｍ、高さ５００ｍｍの透明塩ビパイプ（浸透容器）に、相対密度６０％の銅スラグ地盤（地盤高さ４５０ｍｍ）を作製し、浸透容器上部から固化材スラリーを供給した。固化材としては粒径ごとに三種類のセメント系固化材を使用し、水との配合比を変えて粘性を調整した。また、浸透容器底面には金網メッシュを設置し、銅スラグ地盤を浸透・通過した滲出水を採取した。固化材スラリーは漏斗を介して銅スラグ地盤表面へ供給し、固化材スラリーの上面位置が地盤表面上から２ｃｍ程度となるように注意しながら連続的に供給した。供給量の上限は１Ｌとし、供給中に１分程度放置しても固化材スラリーの低下が見られない場合には、供給限界に達したと判断し、それまでに供給した量を供給限界量と定義する。固化材スラリーの粘度は振動式粘度計で測定した。
試験後は浸透容器上部をラップで覆い恒温室内で所定の期間養生した。養生２８日後に浸透容器を解体し改良深さを計測した。改良深さの計測方法については、図５の写真に示す通りである。具体的には、容器を解体すると、円柱状のスラグにおいて固化されていない部分の形状が崩壊する。そして、円柱の形状が維持されている部分の高さをものさしで計測し、計測値を改良深さ（固化深さ）とした。結果を表３に示す。
(Example 2)
Using the slag, a one-dimensional penetration test was conducted to evaluate the permeability of the solidified slurry to the copper slag ground (model ground) and the improved strength after the penetration. A copper slag ground (ground height 450 mm) having a relative density of 60% was prepared in a transparent PVC pipe (infiltration container) having an inner diameter of 78 mm and a height of 500 mm, and a solidified material slurry was supplied from the upper part of the infiltration container. As the solidifying material, three types of cement-based solidifying materials were used for each particle size, and the viscosity was adjusted by changing the mixing ratio with water. In addition, a wire mesh was installed on the bottom of the infiltration container, and the exudate that permeated and passed through the copper slag ground was collected. The solidifying material slurry was supplied to the copper slag ground surface through a funnel, and was continuously supplied with care so that the upper surface position of the solidifying material slurry was about 2 cm from the ground surface. The upper limit of the supply amount is 1 L. If the solidification slurry does not decrease even if left for about 1 minute during the supply, it is determined that the supply limit has been reached, and the amount supplied so far is determined as the supply limit amount. It is defined as The viscosity of the solidified material slurry was measured with a vibration viscometer.
After the test, the upper part of the infiltration container was covered with a wrap and cured in a constant temperature room for a predetermined period. The penetration container was disassembled 28 days after curing and the improved depth was measured. The method for measuring the improved depth is as shown in the photograph of FIG. Specifically, when the container is disassembled, the shape of the portion that is not solidified in the cylindrical slag collapses. And the height of the part by which the shape of a cylinder is maintained was measured with the ruler, and the measured value was made into the improved depth (solidification depth). The results are shown in Table 3.
なお、上記固化材Ａは、超微粒子セメントであり、太平洋マテリアル社製の太平洋アロフィクスＭＣである。また、上記固化材Ｂは、ジオセットであり、太平洋セメント社製のジオセット２００である。更に、上記固化材Ｃは、太平洋セメント社製の普通ポルトランドセメントである。そして、分散剤は、太平洋マテリアル社製のＭＣヘルパーを用いた。 The solidified material A is an ultra fine particle cement, and is Pacific Allofix MC manufactured by Taiheiyo Materials. Moreover, the said solidification material B is a geoset and is the Geoset 200 by Taiheiyo Cement. Further, the solidified material C is ordinary Portland cement manufactured by Taiheiyo Cement. And MC helper made from Taiheiyo Material Co., Ltd. was used for the dispersing agent.
表３の結果をもとに、粘度と固化深さの関係を図３に示す。粘性が３．０ｃＰ以下で３０ｃｍ以上まで浸透して固化することが分かる。また表２の結果から間隙比は最大４％程度の変動係数を持っており、本粘性と固化材の浸透深さはその３倍の幅を持たせた間隙比０．６１〜０．７７で成立すると考えられる。同様の考え方で、相対密度についても、５３〜６７％で成立すると考えられる。
また、粘性が高すぎて十分に浸透しなかった場合を除いて、改良幅×一軸圧縮強さから算出される所望の強度水準も達成されることが分かった。
Based on the results in Table 3, the relationship between viscosity and solidification depth is shown in FIG. It can be seen that the viscosity penetrates to 30 cm or more at a viscosity of 3.0 cP or less and solidifies. Also, from the results in Table 2, the gap ratio has a coefficient of variation of about 4% at maximum, and the penetration ratio of this viscosity and the solidified material is a gap ratio of 0.61 to 0.77, which is three times as wide. It is thought that it is established. In the same way, it is considered that the relative density is established at 53 to 67%.
It was also found that the desired strength level calculated from the improved width × uniaxial compressive strength was achieved except when the viscosity was too high to penetrate sufficiently.
（実施例３）
これらの配合で作製した固化材スラリーを銅スラグ法面（模型法面）へ撒布し、模型法面表層の改良状況を評価した。図４に模型法面の模式図を示す。模型法面の寸法は、法高０．６３ｍ、法勾配３５°である。また、一次元浸透試験と同様に、模型法面の相対密度は６０％とした。滲出した固化材スラリーは、底板に配置した金属メッシュを介して排出できる構造にした。また、模型法面から一軸供試体を採取する目的で、地盤中に浸透容器（モールド）を設置した。
(Example 3)
The solidified material slurry produced by these blends was distributed on the copper slag slope (model slope), and the improvement of the model slope surface layer was evaluated. FIG. 4 shows a schematic diagram of the model slope. The dimensions of the model slope are 0.63m in height and 35 ° in slope. Further, as in the one-dimensional penetration test, the relative density of the model slope was 60%. The exuded solidifying material slurry was structured to be discharged through a metal mesh disposed on the bottom plate. In addition, a penetration container (mold) was installed in the ground for the purpose of collecting uniaxial specimens from the model slope.
頂部から固化材スラリーを撒布した。固化材は粒子の細かい固化材Ａ（分散剤太平洋マテリアル社製のＭＣヘルパーを固化材に対して１％（重量比）添加）を使用し、粘性が２．０５ｃＰに調整されたものを使用した。散布には６ｃｍ間隔（二穴）の撒布ノズルで散布速度０．１４Ｌ／秒／ｍで行った。固化材スラリーをおよそ１９０Ｌ撒布したところで滲出水が確認されたため、実験を終了した。模型法面の解体は、撒布終了から１４日、２８日後に実施した。 The solidifying material slurry was distributed from the top. The solidified material used was a solidified material A with a fine particle (MC helper manufactured by Taiheiyo Material Co., Ltd., 1% (weight ratio) added to the solidified material) and the viscosity adjusted to 2.05 cP. . The spraying was performed at a spraying speed of 0.14 L / sec / m with a 6 cm-interval (two holes) spray nozzle. Since exudate was confirmed when about 190 L of the solidifying material slurry was spread, the experiment was terminated. Demolition of the model slope was carried out 14 and 28 days after the end of the distribution.
法面は全層に渡って固化されていた。モールドを回収し深さごとに一軸圧縮試験を実施した。結果を表４に示す。 The slope was solidified over all layers. The mold was collected and a uniaxial compression test was conducted for each depth. The results are shown in Table 4.
表層は１４日で十分に要求水準に達しており、２８日後においては下層においても要求水準に近い値に改善されている。この結果から表層から３０ｃｍ以内の平均強度は確実に１０００ｋＮ／ｍ2を満たしていると考えられる。また、仮にそうでなかったとしても、改良深さ×一軸圧縮強さの観点から算出される水準は十分満たしていると考えられる。 The surface layer has sufficiently reached the required level in 14 days, and after 28 days, the lower layer has also been improved to a value close to the required level. From this result, it is considered that the average strength within 30 cm from the surface layer surely satisfies 1000 kN / m 2 . Even if this is not the case, it is considered that the level calculated from the viewpoint of improved depth × uniaxial compressive strength is sufficiently satisfied.
また、表４の結果は、表３で示される同じ粘性の固化材スラリーと同程度の改良幅及び改良強度を達成できている。従って、表３において所望の水準を達成した他の固化材スラリーについても、表４と同様の効果が得られると考えられる。 Moreover, the result of Table 4 has achieved the improvement width and improvement intensity | strength comparable as the solidifying material slurry of the same viscosity shown in Table 3. FIG. Therefore, it is considered that the same effect as in Table 4 can be obtained for other solidified material slurries that have achieved the desired level in Table 3.
また、固化材スラリーは、斜面の頂部から散布した後、そのまますべての固化材スラリーが鉛直方向に堆積物内に浸透するのではなく、一部はしばらく斜面に沿って、ふもと方向に移動していった。従って、頂部からふもとにかけての斜面の途中部分においては、実施例２のように、上部から直接固化材スラリーが供与される状態と同じ状態になっていると考えられる。従って、斜面の頂部から固化材スラリーを投与する場合においても、実施例２で達成したのと同程度の改良強度と改良深さが達成可能であると考えられる。 Also, after the solidifying material slurry is sprayed from the top of the slope, not all of the solidifying material slurry penetrates into the sediment in the vertical direction, but a part of the solidifying material slurry has moved in the base direction along the slope for a while. It was. Therefore, it is considered that the middle portion of the slope from the top to the base is in the same state as the state in which the solidified material slurry is supplied directly from the top as in the second embodiment. Therefore, even when the solidifying material slurry is administered from the top of the slope, it is considered that improved strength and improved depth similar to those achieved in Example 2 can be achieved.
Claims (10)
前記堆積物は砂礫状物質を含み、
前記方法は、固化材スラリーを、前記堆積物の斜面の頂部から供給する工程を含み、
前記固化材スラリーは、自重により、前記斜面の頂部から、前記斜面の底部へ拡散し、
前記固化材スラリーの固化作用により、前記堆積物の斜面を安定化する方法。 A method of forming a stabilized deposit, comprising:
The deposit includes a gravel-like substance,
The method includes supplying a solidifying material slurry from a top of a slope of the deposit,
The solidifying material slurry is diffused by its own weight from the top of the slope to the bottom of the slope,
A method of stabilizing the slope of the deposit by the solidifying action of the solidifying material slurry.
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Citations (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS53133589A (en) * | 1977-04-28 | 1978-11-21 | Nippon Steel Corp | Dust proofing treatment method for slag |
| JPS5729506A (en) * | 1980-07-28 | 1982-02-17 | Nisshin Steel Co Ltd | Aging method for slowly cooled blast furnace slag |
| JPS5943707A (en) * | 1982-09-02 | 1984-03-10 | Nippon Steel Corp | Device for covering outdoor stack |
| JPS59117589A (en) * | 1982-12-24 | 1984-07-06 | Nippon Steel Corp | Coating material for coal heap |
| US4492729A (en) * | 1982-10-08 | 1985-01-08 | Georgia-Pacific Corporation | Cohesive fibrous mat for in-transit particulate control |
| JPH10259390A (en) * | 1997-03-19 | 1998-09-29 | Nippon Steel Corp | Surface coating method for coal piled up out in the open |
| JP2013119578A (en) * | 2011-12-06 | 2013-06-17 | Nippon Steel & Sumitomo Metal Corp | Soil reformed body and execution method thereof |
| JP2013136700A (en) * | 2011-12-28 | 2013-07-11 | Ohbayashi Corp | Grouting material kneaded and mixed with seawater, and method for improving ground |
| JP2013203525A (en) * | 2012-03-28 | 2013-10-07 | Kurita Water Ind Ltd | Dusting and/or moisture rise preventing method for open-air deposit |
-
2014
- 2014-12-12 JP JP2014252421A patent/JP6275028B2/en active Active
Patent Citations (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS53133589A (en) * | 1977-04-28 | 1978-11-21 | Nippon Steel Corp | Dust proofing treatment method for slag |
| JPS5729506A (en) * | 1980-07-28 | 1982-02-17 | Nisshin Steel Co Ltd | Aging method for slowly cooled blast furnace slag |
| JPS5943707A (en) * | 1982-09-02 | 1984-03-10 | Nippon Steel Corp | Device for covering outdoor stack |
| US4492729A (en) * | 1982-10-08 | 1985-01-08 | Georgia-Pacific Corporation | Cohesive fibrous mat for in-transit particulate control |
| JPS59117589A (en) * | 1982-12-24 | 1984-07-06 | Nippon Steel Corp | Coating material for coal heap |
| JPH10259390A (en) * | 1997-03-19 | 1998-09-29 | Nippon Steel Corp | Surface coating method for coal piled up out in the open |
| JP2013119578A (en) * | 2011-12-06 | 2013-06-17 | Nippon Steel & Sumitomo Metal Corp | Soil reformed body and execution method thereof |
| JP2013136700A (en) * | 2011-12-28 | 2013-07-11 | Ohbayashi Corp | Grouting material kneaded and mixed with seawater, and method for improving ground |
| JP2013203525A (en) * | 2012-03-28 | 2013-10-07 | Kurita Water Ind Ltd | Dusting and/or moisture rise preventing method for open-air deposit |
Non-Patent Citations (1)
| Title |
|---|
| 大内雅博、日比野誠、小澤一雅、岡村甫: "自己充填コンクリート用モルタルの配合設計法", コンクリート工学年次論文報告集, vol. 19, no. 1, JPN6017032238, 1997, JP, pages 19 - 24, ISSN: 0003627876 * |
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