JP2000256669A - Soil mortar using lime-treated soil and banking method using same - Google Patents
Soil mortar using lime-treated soil and banking method using sameInfo
- Publication number
- JP2000256669A JP2000256669A JP11058382A JP5838299A JP2000256669A JP 2000256669 A JP2000256669 A JP 2000256669A JP 11058382 A JP11058382 A JP 11058382A JP 5838299 A JP5838299 A JP 5838299A JP 2000256669 A JP2000256669 A JP 2000256669A
- Authority
- JP
- Japan
- Prior art keywords
- soil
- mortar
- lime
- fluidized
- construction
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Granted
Links
Landscapes
- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
- Soil Conditioners And Soil-Stabilizing Materials (AREA)
Abstract
Description
【0001】[0001]
【発明の属する技術分野】この発明は、土木建設工事に
おける埋戻し、裏込め、充填及び盛土等の施工において
用いられる流動化処理された土、及びそれを用いた施工
方法に関するものである。BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to fluidized soil used for backfilling, backfilling, filling, embankment, and the like in civil engineering construction work, and a construction method using the same.
【0002】[0002]
【従来の技術】従来、土木建設工事における土砂の埋戻
し、裏込め、充填及び盛土の施工方法には、施工用土砂
として、施工現場の発生土、例えば掘削残土を用いる施
工法や、当該発生残土が不良の場合には、これに替えて
良質の土砂を用いるか又は当該発生残土に固化材等の土
質改良材を配合した改良土を用いる施工法が知られてい
る。2. Description of the Related Art Conventionally, methods for backfilling, backfilling, filling and embankment of earth and sand in civil engineering construction work include a method of using soil generated at a construction site, for example, excavated soil as construction earth and sand. When the residual soil is defective, a construction method is known in which a high-quality earth and sand is used instead, or an improved soil in which a soil improving material such as a solidifying material is mixed with the generated residual soil is used.
【0003】この施工法は、締め固めや突き固めを要す
るが、例えば、下水道管、ガス管及び通信ケーブル等の
管路式地中線路等の埋設管の敷設及び補修に伴なう埋戻
しにおいては、転圧機等の圧を埋設管の破損の恐れのな
い程度に制御する必要がある。このような理由により、
埋設管回りは十分な締固めや突固めが困難となったり、
充填性が不十分で空洞が残存しがちとなり、これが地盤
沈下や陥没等のトラブルの原因となる等の問題がある。
また、この場合、埋設管等に過大な応力が発生し易く、
破損に連なることにもなる。同様なことは、擁壁や橋台
等の裏込め工法においても生じる。This construction method requires compaction and compaction. For example, in the case of laying and burying of buried pipes such as pipe-type underground tracks such as sewer pipes, gas pipes and communication cables, backfilling is required. It is necessary to control the pressure of a rolling machine or the like to such an extent that the buried pipe is not likely to be damaged. For these reasons,
Around the buried pipe, it is difficult to compact and compact sufficiently,
There is a problem that cavities tend to remain due to insufficient filling properties, which causes troubles such as land subsidence and depression.
Also, in this case, excessive stress is likely to occur in the buried pipe, etc.,
It can lead to damage. The same occurs in backfilling methods such as retaining walls and abutments.
【0004】一方、このような問題を解決するために、
いわゆる流動化処理工法が種々提案されている。この流
動化処理工法とは、土木建設工事等の現場で発生した土
に対して、流動性を付与し、充填性を高めるための処理
を施した流動化処理土を用いて、土木建設工事を行なう
工法である。ここで用いる流動化処理土として、従来、
例えば特開昭63−233115号公報には、往復回転
式撹拌により土砂に水と固化材とを混合し撹拌して得ら
れた流動化処理土(以下、先行文献1という)が開示さ
れ、特開平1−312118号公報には、掘削土に水硬
性固化材と水とを配合し流動化させた流動化処理土(以
下、先行文献2という)が開示され、特開平6−344
328号公報には、土砂と水とを混合して得られた泥水
と、固化材との混合物とからなる速効性流動化処理土が
開示されており(以下、先行文献3という)、また特開
平7−82984号公報には、被処理土に粘土、シル
ト、ベントナイト程度の細粒土を含む泥水を混合して所
要の調整泥水を調製し、これに固化材を添加した流動化
処理土(先行文献4という)が開示されている。On the other hand, in order to solve such a problem,
Various so-called fluidization treatment methods have been proposed. With this fluidization treatment method, civilization construction work is carried out using fluidized treatment soil that has been treated to impart fluidity to the soil generated at the site of civil engineering construction work and to enhance the filling property. This is the method of construction. As the fluidized soil used here,
For example, Japanese Patent Application Laid-Open No. 63-233115 discloses fluidized treated soil (hereinafter referred to as Prior Document 1) obtained by mixing water and a solidifying material into earth and sand by reciprocating rotary stirring and stirring. Japanese Unexamined Patent Publication No. Hei 1-312118 discloses a fluidized treated soil (hereinafter referred to as Prior Document 2) in which excavated soil is mixed with a hydraulically solidifying material and water and fluidized.
No. 328 discloses a fast-acting fluidized soil composed of a mixture of muddy water obtained by mixing earth and sand with water and a solidifying material (hereinafter referred to as Prior Document 3). In Japanese Unexamined Patent Publication No. 7-82884, a fluidized treated soil prepared by mixing a mud containing clay, silt, and fine-grained soil such as bentonite with a soil to be treated to prepare a required adjusted mud and adding a solidifying material thereto ( Reference Document 4) is disclosed.
【0005】[0005]
【発明が解決しようとする課題】上記先行文献1〜4の
流動化処理土を用いた流動化処理工法によれば、それぞ
れの発明が解決しようとする問題点の解決には効果があ
る。しかしながら、上述した先行文献においては、当該
流動化処理土が、発生残土、これに固化材を配合したも
の、あるいは土砂(以下、残土等という)よりも、少な
くとも水や泥水の混合により増量されているので、その
増量分だけ残土等の利用率が低下するし、また、流動化
処理土を調製するのに大型の装置を要する。特に、施工
現場が狭いときには、作業が困難となったり、装置の設
置用スペースが確保できず、別のより広いスペースの適
当な場所に設けた装置で流動化処理土を調製し、これを
施工現場まで搬送する作業等が発生して工程が繁雑とな
る。そしてこれに伴いコストも上昇する。According to the fluidization method using the fluidized soil described in the above-mentioned prior art documents 1 to 4, there is an effect in solving the problems to be solved by each invention. However, in the above-mentioned prior art, the fluidized soil is increased at least by mixing of water and muddy water, compared to the generated residual soil, a material obtained by mixing the solidified material with the soil, or soil (hereinafter referred to as residual soil). Therefore, the utilization rate of the residual soil and the like is reduced by the increased amount, and a large-sized apparatus is required to prepare the fluidized soil. In particular, when the construction site is narrow, work becomes difficult or the space for installing the equipment can not be secured, and the fluidized treated soil is prepared using another device installed in a suitable place in a wider space, and Work such as transportation to the site occurs and the process becomes complicated. And the costs rise accordingly.
【0006】一方、土木建設工事において、特に盛土構
造物を施工する場合、例えば鉛直盛土、急勾配盛土、ト
ンネル坑口等の抑え盛土、あるいは締固めのできない水
中での盛土等の盛土構造物を施工する場合には、これに
用いる流動化処理土としては、従来の流動化処理工法で
用いられるものの物理的諸特性のそれぞれがバランスよ
く優れていることが要求される。On the other hand, in the civil engineering construction work, especially when embankment structures are constructed, embankment structures such as vertical embankments, steep embankments, suppression embankments such as tunnel pits, and embankments in water that cannot be compacted are constructed. In this case, it is required that the fluidized soil used in this method has a good balance of physical properties of those used in the conventional fluidization method.
【0007】しかしながら、従来の埋戻し、裏込め及び
充填施工のみならず、盛土構造物を施工するために上述
した要求を満たすような流動化処理土は見当たらない。However, not only the conventional backfilling, backfilling and filling constructions, but also no fluidized treated soil satisfying the above-mentioned requirements for constructing an embankment structure has been found.
【0008】そこで、この発明の目的は、盛土構造物を
施工するのに好適であるように、下記条件を満たすよう
な流動化処理土及びこれを用いた流動化処理工法を提供
することを目的とした。 1.充填性が良好であって空洞が残存せず、流動性、耐
材料分離性、強度等の物性が総合的にバランスよく優れ
ていること。 2.水及び水硬性硬化材と混合するだけで調製すること
ができ、且つ小型の装置で容易に調製可能であること。 3.建設発生土の利用率を高くすることができること。 4.安定した施工ができ、しかも施工作業性に優れてい
ること。Accordingly, an object of the present invention is to provide a fluidized soil which satisfies the following conditions and a fluidization method using the same so as to be suitable for embankment structures. And 1. Good filling properties, no cavities remain, and excellent balance of physical properties such as fluidity, material separation resistance, and strength. 2. It can be prepared only by mixing with water and a hydraulic hardening material, and can be easily prepared with a small device. 3. Be able to increase the utilization rate of construction waste soil. 4. Stable construction and excellent workability.
【0009】[0009]
【課題を解決するための手段】本発明者等は、上述した
観点から盛土構造物の施工に適した流動化処理土及びこ
れを用いた流動化処理工法の開発研究を重ねた。その結
果、下記知見を得た。Means for Solving the Problems The present inventors have repeated research and development on fluidized soil suitable for embankment structure construction from the above-mentioned viewpoints and a fluidized treatment method using the same. As a result, the following findings were obtained.
【0010】従来技術におけるように泥水等の調整材を
用いず、予め建設発生土等の土塊に生石灰(CaO)又
は主体が生石灰である土質改良材を適量添加し、混合す
る。これにより上記土塊が解砕され易くなり、解砕工程
で細粒化が促進される。その結果、篩分け処理が容易に
なり、粒径分布も安定化する。こうして調製された石灰
改良土に、セメントスラリーのような水と水硬性固化材
とを添加し混練すると、石灰の団粒化作用により、土粒
子の溶出が抑制される。その結果、流動性に優れた処理
土が得られる。更に好都合なことに、処理土の流動性向
上により、上記混練水量を減らすことが可能となり、建
設発生土の利用率を増やすことが可能となる。An appropriate amount of quick lime (CaO) or a soil improving material mainly composed of quick lime is added to and mixed with a soil mass such as construction-generated soil in advance without using an adjusting material such as muddy water as in the prior art. This facilitates the crushing of the above-mentioned lumps, and promotes finer particles in the crushing step. As a result, the sieving process is facilitated and the particle size distribution is stabilized. When water and a hydraulic hardening material such as cement slurry are added to the lime-improved soil thus prepared and kneaded, elution of soil particles is suppressed by the lime agglomerating action. As a result, a treated soil having excellent fluidity can be obtained. Even more advantageously, by improving the fluidity of the treated soil, the amount of the kneading water can be reduced, and the utilization rate of the construction generated soil can be increased.
【0011】こうして得られたソイルモルタルを盛土構
造物の施工に用いる場合、これをシュート打設すれば、
必要な流動性は小さくてよくなり、混練水量を一層減ら
すことができる。こうして、建設発生残土の利用率を更
に大きくすることが可能となる。このようにして、盛土
構造物の施工に好適なソイルモルタルが得られるとの知
見を得た。この発明は、上記知見に基づきなされたもの
であり、その要旨は次の通りである。[0011] When the obtained soil mortar is used for embankment structure construction, it can be cast into a chute.
The required fluidity can be reduced and the amount of kneading water can be further reduced. In this way, it is possible to further increase the utilization rate of the construction residual soil. Thus, it has been found that a soil mortar suitable for embankment structures can be obtained. The present invention has been made based on the above findings, and the gist is as follows.
【0012】請求項1記載のソイルモルタルは、土木建
設工事において盛土構造物に用いられるソイルモルタル
であって、土塊と、当該土塊1m3に対して10〜30
0kgの割合の生石灰又は主体が生石灰である、土質改
良材とを配合し、この配合物を混合し、そして上記土塊
及び土質改良材を解砕して細かくし、こうして得られた
石灰による改良土、即ち石灰改良土に水と水硬性固化材
とを添加し混合することにより得られる処理土であるこ
とに特徴を有するものである。The soil mortar according to claim 1 is a soil mortar used for an embankment structure in civil engineering construction work, wherein the soil mortar is 10 to 30 with respect to 1 m 3 of the earth mass.
0 kg of quick lime or a soil improving material whose main component is quick lime is blended, this mixture is mixed, and the soil mass and the soil improving material are crushed into fine pieces, and the thus obtained lime improved soil is obtained. That is, it is characterized in that it is a treated soil obtained by adding and mixing water and a hydraulic hardening material to a lime improved soil.
【0013】請求項2記載のソイルモルタルは、請求項
1記載の発明において、石灰処理土を50vol.%以上含
ませたものであることに特徴を有するものである。A soil mortar according to a second aspect of the present invention is characterized in that, in the invention according to the first aspect, the lime-treated soil contains at least 50 vol.%.
【0014】請求項3記載のソイルモルタルは、請求項
1又は請求項2に記載の発明において、石灰処理土に水
と水硬性硬化材とを添加し混合して得られた処理土に対
して、更に篩分け等による分級処理を施して得られたも
のであることに特徴を有するものである。According to a third aspect of the present invention, there is provided the soil mortar according to the first or second aspect of the invention, wherein water and a hydraulic hardening material are added to the lime-treated soil and mixed. And further obtained by subjecting it to a classification treatment such as sieving.
【0015】請求項4記載のソイルモルタル盛土工法
は、土木建設工事において盛土構造物を、流動化処理さ
れた土を用いて施工する土木建設工法であって、当該流
動化処理された土として請求項1、2又は3記載のソイ
ルモルタルを用い、且つ、当該ソイルモルタルの輸送手
段としてポンプを含む輸送装置を用いて上記盛土構造物
の建設現場へ輸送することに特徴を有するものである。[0015] The soil mortar embankment method according to claim 4 is a civil engineering construction method in which an embankment structure is constructed using fluidized soil in civil engineering construction work, wherein the soil is subjected to the fluidized treatment. A feature is that the soil mortar according to item 1, 2 or 3 is transported to a construction site of the embankment structure using a transportation device including a pump as a transportation means of the soil mortar.
【0016】請求項5記載のソイルモルタル盛土工法
は、土木建設工事において盛土構造物を、流動化処理さ
れた土を用いて施工する土木建設工法であって、流動化
処理された土として請求項1、2又は3記載のソイルモ
ルタルを用い、且つ、当該ソイルモルタルをシュート打
設により上記盛土構造物を施工することに特徴を有する
ものである。[0016] The soil mortar embankment method according to claim 5 is a civil engineering construction method in which an embankment structure is constructed using fluidized soil in civil engineering construction work, wherein the soil is subjected to fluidized treatment. A feature is that the soil mortar described in 1, 2, or 3 is used, and the embankment structure is constructed by chute casting the soil mortar.
【0017】[0017]
【発明の実施の形態】次に、この発明の実施の形態を図
を参照しながら説明する。Next, an embodiment of the present invention will be described with reference to the drawings.
【0018】(1)図1は、この発明のソイルモルタル
の調製工程及びそのソイルモルタルを用いて盛土構造物
を施工するソイルモルタル盛土工法を説明する概略フロ
ー図である。同図において、1は土塊、2は土質改良
材、3は秤量配合装置、4は混合解砕機、そして5は石
灰改良土である。土塊1と生石灰を含む土質改良材2と
を秤量配合装置を通して、所定割合の配合物を混合解砕
機4へ装入する。ここで混合・解砕されて土質が改良さ
れた石灰改良土5を得る。得られた石灰改良土5に所定
量の水6と水硬性固化材7とを混練機8に入れて混練処
理をして、所要のソイルモルタル9を調製する。こうし
て調製されたソイルモルタル9を混合機から排出して、
輸送装置10に導く。輸送装置10にはポンプが備えら
れており、これによりソイルモルタル9を盛土構造物1
2の工事現場へ輸送する。輸送装置10としては、盛土
構造物12の種類やその工事現場の状況に応じて、例え
ばポンプ車、あるいはポンプと輸送用配管との組み合わ
せ装置が好適である。工事現場へ輸送されたソイルモル
タル9は、打設装置11を用いて所定の盛土構造物12
を施工する。(1) FIG. 1 is a schematic flow diagram for explaining a soil mortar preparation process of the present invention and a soil mortar embankment method for constructing an embankment structure using the soil mortar. In the figure, 1 is a soil mass, 2 is a soil improvement material, 3 is a weighing and blending device, 4 is a mixing and crushing machine, and 5 is a lime improvement soil. The clay mass 1 and the soil improving material 2 containing quicklime are weighed and blended into a mixing and crushing machine 4 with a predetermined ratio of the blend. Here, the lime improved soil 5 in which the soil quality has been improved by mixing and crushing is obtained. A predetermined amount of water 6 and a hydraulic hardening material 7 are put into a kneader 8 and kneading treatment is performed on the obtained lime-improved soil 5 to prepare a required soil mortar 9. The thus prepared soil mortar 9 is discharged from the mixer,
It leads to the transportation device 10. The transport device 10 is provided with a pump, by which the soil mortar 9 is transferred to the embankment structure 1.
Transport to 2 construction site. As the transport device 10, for example, a pump truck or a combination device of a pump and transport piping is suitable according to the type of the embankment structure 12 and the condition of the construction site. The soil mortar 9 transported to the construction site is sent to a predetermined embankment 12
To construct.
【0019】(2)上記工程において、石灰改良土5の
調製に用いる土塊1の原料土の種類については特別な制
限は不要であり、例えばシルト質土、粘性土、砂質粘性
土、砂礫質粘性土、ローム、火山灰質粘性土、砂質土、
及び砂礫等の内のいずれを用いてもよく、また、建設発
生残土あるいは良質な土砂のいずれでも用いることがで
きる。上記土塊の各種原料土の構成比率についても、特
別な制限をする必要はない。そして、建設現場で発生す
る残土はできるだけ多く元に埋め戻すこと(再利用する
こと)が望ましい。即ち、建設発生土の利用比率をでき
るだけ高めることが、施工工事のコスト上有利であり、
また環境保全上も望ましい。この観点から、この発明の
ソイルモルタルを用いたソイルモルタル盛土工法を有利
に行なうためには、ソイルモルタル中の石灰改良土の配
合割合を、50vol.%以上とすることが望ましい。ま
た、石灰改良土のソイルモルタル中の割合を50vol.%
以上にしても全く問題はなく、ソイルモルタルの物性は
安定しており、その水準及びその間のバランスにも優れ
ており、またソイルモルタル盛土工法を安定して施工す
ることができる。(2) In the above-mentioned process, there is no particular limitation on the type of the raw material soil of the block 1 used for the preparation of the lime-improved soil 5, for example, silty soil, cohesive soil, sandy cohesive soil, gravel Cohesive soil, loam, volcanic ash cohesive soil, sandy soil,
And sand and gravel may be used, and any of the remaining soil from construction or good quality sand may be used. There is no need to restrict the composition ratio of the various raw material soils in the above-mentioned mass. It is desirable that the remaining soil generated at the construction site be backfilled (reused) as much as possible. In other words, it is advantageous in terms of the cost of construction work to increase the use ratio of construction soil as much as possible,
It is also desirable for environmental protection. From this viewpoint, in order to advantageously perform the soil mortar embankment method using the soil mortar of the present invention, it is desirable that the mixing ratio of the lime improving soil in the soil mortar be 50 vol.% Or more. In addition, the proportion of the lime improvement soil in the soil mortar was 50 vol.%.
Even with the above, there is no problem at all, the physical properties of the soil mortar are stable, the level thereof and the balance between them are excellent, and the soil mortar embankment method can be stably executed.
【0020】土質改良材2としては、生石灰を所定量含
有するものを用いる。生石灰単味でもよく、また生石灰
を主体とし、これに副資材としてセメント、石膏あるい
はスラグ等を配合したものでもよい。但し、副資材の配
合率は、50wt.%未満とし、望ましくは40wt.%以下と
する。副資材の配合率が多すぎると土質改良効果が十分
発揮されなくなるからである。土質改良材2として、こ
のように生石灰系の土質改良材を用いるのは、これによ
り土塊がスムーズに解砕されるからである。これは、生
石灰(CaO)が土塊1に配合されると、CaOが土塊中の水
分を吸収し、消化反応を起こし、その生成物が土中にお
いてイオン交換等の作用を生じることによるものと推定
される。As the soil improvement material 2, a material containing a predetermined amount of quicklime is used. Quick lime may be used alone, or quick lime may be mainly used, and cement, gypsum, slag, or the like may be blended as an auxiliary material. However, the blending ratio of the auxiliary material is set to less than 50 wt.%, And preferably 40 wt.% Or less. This is because if the mixing ratio of the auxiliary material is too large, the soil improvement effect cannot be sufficiently exhibited. The reason why the quick lime-based soil improvement material is used as the soil improvement material 2 is that the soil mass is smoothly broken by this. This is presumed to be because when quicklime (CaO) is mixed into the soil mass 1, CaO absorbs the water in the soil mass and causes a digestion reaction, and the product causes an action such as ion exchange in the soil. Is done.
【0021】上記生石灰系の土質改良材2の、土塊1に
対する配合率は、土塊の種類や施工対象とする盛土構造
物の種類に応じて適正な値に決めるべきである。本発明
者等の実験によれば、土塊及び盛土構造物の種類が変化
しても、上記土質改良材2の上記配合率は、土塊1m3
に対して10〜300kgの範囲内とすべきである。そ
して望ましくは、20〜200kgの範囲内とすべきで
ある。生石灰系の土質改良材の配合率が、上記下限値よ
り少ないと、当該土質改良材の上記作用・効果が十分に
は発揮されず、一方、上記上限値よりも多くても、その
量に応じた効果の向上は認められず、コスト的に不利と
なる。The mixing ratio of the quicklime-based soil improvement material 2 to the earth mass 1 should be determined to an appropriate value according to the type of earth mass and the type of embankment structure to be constructed. According to the experiments by the present inventors, even if the types of the soil mass and the embankment structure change, the mixing ratio of the soil quality improving material 2 is 1 m 3 in the earth mass.
Should be in the range of 10 to 300 kg. And desirably, it should be in the range of 20 to 200 kg. If the mixing ratio of the quicklime-based soil improving material is less than the lower limit, the above-mentioned effects and effects of the soil improving material are not sufficiently exhibited. No improvement in effectiveness is observed, which is disadvantageous in terms of cost.
【0022】(3)上述したように、生石灰系の土質改
良材は上記作用・効果を有するので、土塊とともに混合
処理をすると、土塊の解砕が促進される。従って、上記
混合処理に際しては、土塊と土質改良材との混合及び解
砕を同じケーシング内部で行なうことができるような、
混合解砕機を用いるのが望ましい。例えば、ドラムミキ
サー、一軸又は二軸のパドルミキサー、リボンミキサ
ー、ダブルロールクラシャー、インパクトクラッシャ
ー、あるいはこれらを適宜組み合わせて用いればよい。
但し、土塊に不良残土を用いる場合には、例えば下記条
件を満たす混合解砕機を用いると特に効果的である。(3) As described above, the quicklime-based soil improvement material has the above-described functions and effects. Therefore, if the mixing process is performed together with the soil mass, the crushing of the earth mass is promoted. Therefore, at the time of the mixing process, mixing and crushing of the soil mass and the soil improvement material can be performed in the same casing.
It is desirable to use a mixed crusher. For example, a drum mixer, a single-shaft or twin-shaft paddle mixer, a ribbon mixer, a double-roll crusher, an impact crusher, or a combination thereof may be used.
However, in the case of using poor residual soil for the earth mass, it is particularly effective to use, for example, a mixed crusher satisfying the following conditions.
【0023】上部に生石灰系の土質改良材が添加された
土塊の供給口、下部に混合解砕された石灰改良土5の排
出口を有する。そして、上端から下端に向けて末広がり
のテーパをもつ台形状箱型ケーシング内に、遠心力によ
って振り出される揺動自在の羽根が軸外周部と軸方向と
に分割して配列された第一及び第二の駆動ロータが、そ
れぞれ左右に並列に配置され、更にこれらと同じ形状の
第三の駆動ロータが、前記2個の駆動ロータの中間位置
下側に配置されたものが好適である。The upper part has a supply port for the soil mass to which the quicklime-based soil improvement material is added, and the lower part has an outlet for the mixed and crushed lime-improved soil 5. And, in a trapezoidal box-shaped casing having a taper diverging from the upper end to the lower end, the first and second swingable vanes, which are oscillated by centrifugal force, are arranged separately in the axial direction and in the axial direction. It is preferable that the second drive rotors are arranged in parallel on the left and right, respectively, and the third drive rotor having the same shape as these is arranged below the intermediate position between the two drive rotors.
【0024】この混合解砕機のケーシングは上記形状を
有するので、揺動自在の羽根による打撃効果によって分
散される土塊が、当該ケーシング側壁へ付着堆積するの
が防止される。Since the casing of the mixing and crushing machine has the above-mentioned shape, the lumps dispersed by the impact effect of the swingable blade are prevented from adhering and depositing on the side wall of the casing.
【0025】上記混合解砕機を用いると、コンクリート
ガラ、アスファルトガラ及び礫等種々の夾雑物を含む建
設残土、砕石洗浄ケーキ、シールド泥土、並びに、ダム
等の堆積土等の不良残土を用いた場合に効果的である。When the above-mentioned mixing and crushing machine is used, defective soil such as construction waste soil, crushed stone washed cake, shield mud, and sedimentary soil such as dams containing various impurities such as concrete waste, asphalt waste and gravels is used. It is effective for
【0026】(4)上記混合解砕機について更に詳細に
説明する。(4) The mixing and crushing machine will be described in more detail.
【0027】図2は、混合解砕機の一例の内部構造を示
す断面図である。同図において13は箱型の本体(ケー
シング)であって、その上端部に原料の生石灰系の土質
改良材が混入された土塊の供給口14が設けられ、下端
部(底部)はケーシングの全面を開放した広い解砕土の
排出口15が設けられている。ケーシング13の形状
は、上端部から下端部の排出口に向けて末広がりの台形
状をなし、本体ケーシング内面への土の付着を防止する
ことができる形状になっている。更に、ケーシング上端
内面には、供給口14の下端付近から外方に、断面V字
状の遮蔽板16が周設され、これにより供給原料の外方
への散逸を抑止するとともに、駆動ロータの回転により
生じる上昇気流に随伴されて舞い上がる発塵を遮り、混
合解砕機外へ出さない形状としている。FIG. 2 is a sectional view showing the internal structure of an example of the mixing and crushing machine. In the figure, reference numeral 13 denotes a box-shaped main body (casing), at the upper end of which is provided a supply port 14 for a soil mass in which raw lime-based soil improvement material is mixed, and at the lower end (bottom) is the entire surface of the casing. A wide opening 15 for crushed soil is provided. The shape of the casing 13 has a trapezoidal shape diverging from the upper end to the discharge port at the lower end, and has a shape capable of preventing the adhesion of soil to the inner surface of the main casing. Further, on the inner surface of the upper end of the casing, a shielding plate 16 having a V-shaped cross section is provided around from the vicinity of the lower end of the supply port 14 so as to prevent the supply material from escaping outward and to prevent the drive rotor from rotating. It is designed so that dust generated by the ascending airflow generated by the rotation and soaring will be blocked, and will not go out of the mixing and crushing machine.
【0028】(5)このようにして、石灰改良土5は、
土塊1が細かく解砕されたものとなり、その粒径も揃っ
た均質な混合状態のものとなる。この石灰改良土は、篩
分け等の分級処理を行なうことにより粒径分布を更に揃
えることができる。(5) Thus, the lime improved soil 5
The earth mass 1 is finely disintegrated, and the particle size thereof is uniform and uniform. The lime-improved soil can be further uniformed in particle size distribution by performing classification treatment such as sieving.
【0029】(6)次に、石灰改良土5に、水6及び水
硬性固化材7を添加し、混練処理して流動化させた混練
物であるソイルモルタル9を調製する。ここで、水硬性
固化材7としては、例えばポルトランドセメント、高炉
セメント及びフライアッシュセメント等のセメント、セ
メント系固化材、並びに、高炉スラグ微粉末等を用い
る。(6) Next, water 6 and a hydraulic hardening material 7 are added to the lime-improved soil 5, and the mixture is kneaded to prepare a fluidized kneaded soil mortar 9. Here, as the hydraulic solidifying material 7, for example, cement such as Portland cement, blast furnace cement and fly ash cement, cement-based solidifying material, blast furnace slag fine powder, and the like are used.
【0030】盛土構造物の施工に用いるためのソイルモ
ルタル9を調製するための材料配合率は、当該処理土9
を施工現場へ輸送するためのポンプ車、あるいはポンプ
と輸送用配管との組合せ装置により、当該処理土9を安
定した状態で当該施工現場まで輸送することができるこ
とが要求される。そのための流動性を備えていることが
必要である。工事現場に当該処理土を輸送する必要がな
い条件下にあって、当該処理土9をシュート打設により
盛土構造物を施工する場合には、当該処理土9の流動性
はより小さくてもよくなる。上記材料配合率は、以上の
条件を満たし、更に、盛土構造物12に要求される強
度、及び施工条件下での処理土9の流動性等に応じて決
められる。The material mixing ratio for preparing the soil mortar 9 for use in the construction of the embankment structure depends on the treated soil 9
It is required that the treated soil 9 can be transported to the construction site in a stable state by using a pump truck for transporting the soil to the construction site or a combination device of the pump and the transport pipe. It is necessary to have the liquidity for that. When embankment structures are constructed by chute casting the treated soil 9 under conditions where there is no need to transport the treated soil to the construction site, the fluidity of the treated soil 9 may be smaller. . The material mixing ratio satisfies the above conditions, and is determined according to the strength required for the embankment structure 12, the fluidity of the treated soil 9 under construction conditions, and the like.
【0031】本発明者等は、上記観点から、ソイルモル
タル9の材料配合率を検討した結果、下記結論を得た。
即ち、この流動化処理土においては、水及び水硬性固化
材が要求される強度や施工条件下での流動性等に応じて
適量用いられ、好ましくは、100〜500kg/m3
及び30〜500kg/m3の範囲の割合でそれぞれ配
合される。また、このソイルモルタル9には、埋戻し、
裏込め及び充填施工に用いられる通常の流動化処理土に
添加される添加剤である、起泡剤、分散剤あるいは流動
化剤を配合してもよい。The present inventors have studied the material mixing ratio of the soil mortar 9 from the above viewpoint, and have obtained the following conclusions.
That is, in this fluidized soil, water and a hydraulic solidifying material are used in an appropriate amount depending on the required strength, fluidity under construction conditions, and the like, and preferably 100 to 500 kg / m 3.
And 30 to 500 kg / m 3 , respectively. In addition, this soil mortar 9 is backfilled,
A foaming agent, a dispersing agent, or a fluidizing agent, which is an additive added to a general fluidized soil used for backfilling and filling, may be blended.
【0032】(7)こうして調製されたソイルモルタル
9を、ポンプが備えられた輸送装置10によって土木工
事現場へ輸送する。土木工事現場へ輸送されたソイルモ
ルタル9をシュート打設して盛土構造物を施工する。こ
こで、盛土構造物としては、例えば、道路の拡幅工事や
造成地における鉛直盛土や急勾配盛土、トンネル坑口等
の抑え盛土、あるいは締固めのできない水中での各種盛
土等を対象とするものである。ソイルモルタル9を混練
調製し、これを配管輸送をせずに直接盛土構造物のシュ
ート打設に供する場合には、その流動性は小さくてよい
から、その材料配合率中の混練水の割合は、上記10〜
500kg/m3-石灰改良土の範囲内の少量部分でよ
い。即ち、この場合には打設されるソイルモルタル9中
の石灰改良土5の比率が増えるので、土塊1の使用比率
が上昇し、これに伴って建設発生残土の利用率も増やす
ことが可能となる。(7) The soil mortar 9 thus prepared is transported to a civil engineering work site by a transport device 10 provided with a pump. The soil mortar 9 transported to the civil engineering work site is shot and the embankment structure is constructed. Here, as an embankment structure, for example, vertical embankment in road widening construction and construction site, steep embankment, suppression embankment such as tunnel entrance, or various embankments in water that cannot be compacted, etc. is there. When the soil mortar 9 is prepared by kneading and directly supplied to the chute of the embankment structure without transporting the pipe, the fluidity may be small, and therefore, the ratio of the kneading water in the material mixing ratio is as follows. , Above 10
A small portion within the range of 500 kg / m 3 -lime improved soil is sufficient. That is, in this case, since the ratio of the lime-improved soil 5 in the soil mortar 9 to be cast is increased, the usage ratio of the soil mass 1 is increased, and accordingly, the utilization rate of the construction residual soil can be increased. Become.
【0033】[0033]
【実施例】この発明を実施例により更に詳細に説明す
る。The present invention will be described in more detail with reference to examples.
【0034】(1)比較例1〜5、実施例1〜5 比較用土N0.1〜5:横浜市内の礫混じり粘性土からな
る建設発生土を同じ箇所で5回採取し、各採取土NO.1
〜5を比較用土NO.1〜5とし、そのまま流動化処理土
の調製に用いた。(1) Comparative Examples 1 to 5 and Examples 1 to 5 Comparative soil N0.1 to 5: The construction-generated soil consisting of cohesive soil mixed with gravel in Yokohama city was collected five times at the same location, and each soil was collected. NO.1
Comparative Examples No. 1 to No. 5 were used as comparative soil Nos.
【0035】石灰改良土NO.1〜5:上記比較例で用い
たものと同じ建設発生土を同じ箇所で5回採取し、各採
取土NO.6〜10に生石灰を50kg/m3-採取土の割
合で配合したものを、図2に示したような混合解砕機に
より細かくした後、20mmの篩で分級して各改良土を
調製し、石灰改良土NO.1〜5とし、ソイルモルタルの
調製に用いた。Lime-improved soil Nos. 1 to 5: The same construction-produced soil as that used in the above comparative example was collected five times at the same location, and 50 kg / m 3-of quicklime was collected on each of the soils No. 6 to 10 Soil mortar was prepared by mixing the mixture at the ratio of soil with a mixing and crushing machine as shown in FIG. 2 and classifying it with a 20 mm sieve to prepare each improved soil. Was used for the preparation of
【0036】比較例1〜5及び実施例1〜5:比較用土
NO.1〜5及び石灰改良土NO.1〜5のそれぞれに、セメ
ント、水及び起泡剤を、表1に示す配合量で配合し、混
練して流動化処理土を調製し、それぞれから、本発明の
範囲外の流動化処理土である比較例1〜5、及び、本発
明の範囲内の流動化処理土(ソイルモルタル)である実
施例1〜5を得た。次いで、その物性試験を行なった。
物性試験により、各流動化処理土のフロー値、単位体積
重量、ブリージング率及び一軸圧縮強さを求めた。その
結果を、表2に示す。なお、フロー値は、調製直後の流
動化処理土について、JIS R 5201に基づくフ
ロー試験により、ブリージング率は、調製直後の流動化
処理土について、JSCE−1986に基づくブリージ
ング試験により測定した。また、一軸圧縮強さは、流動
化処理土で直径50mm、高さ100mmの円柱状の供
試体を作成し、20℃、湿度80%の恒温室で28日
間、湿空養生した後、JIS A 1216に基づく一
軸圧縮試験により測定した。Comparative Examples 1 to 5 and Examples 1 to 5: Comparative soil
Cement, water and a foaming agent were blended in the amounts shown in Table 1 with each of NO.1-5 and lime-improved soil NO.1-5, and kneaded to prepare a fluidized treated soil. Comparative Examples 1 to 5 which were fluidized soils outside the scope of the present invention and Examples 1 to 5 which were fluidized soil (soil mortar) within the scope of the present invention were obtained. Next, the physical property test was performed.
By the physical property test, the flow value, unit weight, breathing rate and uniaxial compressive strength of each fluidized soil were determined. Table 2 shows the results. The flow value of the fluidized soil immediately after preparation was measured by a flow test based on JIS R5201, and the breathing rate of the fluidized soil immediately after preparation was measured by a breathing test based on JSCE-1986. The unconfined compressive strength was determined as follows. A cylindrical specimen having a diameter of 50 mm and a height of 100 mm was prepared from fluidized soil and cured in a constant-temperature room at 20 ° C. and 80% humidity for 28 days. It was measured by a uniaxial compression test based on 1216.
【0037】[0037]
【表1】 [Table 1]
【0038】[0038]
【表2】 上記試験結果より明らかなように、比較例1〜5の流動
化処理土については、原料土が同じ箇所のものであるに
もかかわらず、流動化処理土の物性値に大きなバラツキ
があって物性が安定していない。しかも、フロー値の高
いものはブリージング率が劣化し、一軸圧縮強さが低
く、一方、ブリージング率がの良好なものは、フロー値
や一軸圧縮強さが低い。また、一軸圧縮強さが高いもの
は、フロー値が低く、ブリージング率が劣化している。[Table 2] As is clear from the above test results, the fluidized soils of Comparative Examples 1 to 5 had large variations in the physical property values of the fluidized soil even though the raw material soils were at the same location. Is not stable. In addition, those having a high flow value have a low breathing rate and low uniaxial compressive strength, while those having a good breathing rate have a low flow value and low uniaxial compressive strength. In addition, those having high uniaxial compressive strength have low flow values and deteriorated breathing rates.
【0039】これに対して、本発明の範囲内の流動化処
理土(ソイルモルタル)である実施例1〜5について
は、これら相互間における物性値のバラツキは極めて小
さく、安定した物性を示し、しかも、各物性の水準及び
各物性値間のバランスに優れていることがわかる。On the other hand, in Examples 1 to 5 which are fluidized soils (soil mortars) within the scope of the present invention, the dispersion of the physical property values among them is extremely small, and shows stable physical properties. Moreover, it can be seen that the balance between the level of each physical property and each physical property value is excellent.
【0040】次いで、実施例1〜5のソイルモルタルを
用いて、道路の拡幅工事に伴う鉛直盛土構造物の施工試
験を行った。試験はポンプを用いてソイルモルタルを送
出し、配管を通して工事現場に輸送し、シュート打設に
より鉛直な壁を有する盛土の施工を行なった。施工作業
は実施例1〜5のいずれのソイルモルタルを用いた場合
でも安定して良好に行なわれた。Next, using the soil mortars of Examples 1 to 5, a construction test of a vertical embankment structure accompanying a road widening work was conducted. In the test, the soil mortar was sent out using a pump, transported to a construction site through a pipe, and embankment having a vertical wall was performed by casting a chute. The construction work was performed stably and favorably using any of the soil mortars of Examples 1 to 5.
【0041】(2)比較例6、実施例6〜8 比較用土NO.6:横浜市内の礫混じり粘性土からなる建
設発生土を採取し、この採取土NO.6を比較用土NO.6と
し、これに生石灰等の土質改良剤を添加することなく、
そのまま流動化処理土の調製に用いた。(2) Comparative Example 6, Examples 6 to 8 Comparative soil No. 6: Construction-derived soil composed of cohesive soil mixed with gravel in Yokohama city was collected, and this collected soil No. 6 was used as a comparative soil No. 6 Without adding a soil conditioner such as quicklime to this,
It was used for preparing fluidized soil as it was.
【0042】石灰改良土NO.6〜8:上記比較例6で用
いたものと同じ建設発生土を同じ箇所で3回採取し、各
採取土NO.7、8、9に、採取土1m3に対して、生石灰
をそれぞれ52kg、105kg、157kgの割合で
配合したものを、図2に示したような混合解砕機により
細かくした後、20mmの篩で分級して各改良土を調製
し、石灰改良土NO.6〜8とし、ソイルモルタルの調製
に用いた。なお、表3に、比較用土NO.6及び石灰改良
土NO.6〜8の、採取土1m3に対して配合した生石灰量
の配合をまとめて示す。Lime-improved soil Nos. 6 to 8: The same construction-generated soil as that used in Comparative Example 6 above was collected three times at the same location, and each of the collected soils Nos. 7, 8, and 9 collected 1 m 3 of soil. On the other hand, those obtained by blending quick lime in proportions of 52 kg, 105 kg and 157 kg, respectively, were crushed by a mixing and crushing machine as shown in FIG. 2, and then classified with a 20 mm sieve to prepare each improved soil. Improved soil No. 6 to 8 was used for preparing soil mortar. Incidentally, Table 3, summarizes the formulation of comparative soil NO.6 and lime improved soil NO.6~8, quicklime amount compounded with respect to collected soil 1 m 3.
【0043】比較例6及び実施例6〜8:比較用土NO.
6及び石灰改良土NO.6〜8のそれぞれに、高炉セメン
ト、混練水を、表4に示す配合量で配合し、混練して流
動化処理土を調製し、それぞれから、本発明の範囲外の
流動化処理土である比較例6、及び、本発明の範囲内の
流動化処理土(ソイルモルタル)である実施例6〜8を
得た。次いで、その物性試験を行ない、各流動化処理土
のフロー値、及び一軸圧縮強さを求めた。その結果を、
表4に併記して示す。なお、フロー値及び一軸圧縮強さ
の試験方法は、前記した方法と同じである。Comparative Example 6 and Examples 6 to 8: Comparative soil NO.
No. 6 and lime-improved soil Nos. 6 to 8 were mixed with blast furnace cement and kneading water in the mixing amounts shown in Table 4, and kneaded to prepare fluidized treated soil. Comparative Example 6 which is a fluidized soil, and Examples 6 to 8 which are fluidized soil (soil mortar) within the scope of the present invention. Next, a physical property test was performed to determine the flow value and the uniaxial compressive strength of each fluidized soil. The result is
Also shown in Table 4. The test methods for the flow value and the uniaxial compressive strength are the same as those described above.
【0044】[0044]
【表3】 [Table 3]
【0045】[0045]
【表4】 上記試験結果より明らかなように、比較例6の流動化処
理土は、土質改良材としての生石灰が添加されていない
ものであり、フロー値は良好であるが、一軸圧縮強さが
低く、両物性値のバランスにも劣る。[Table 4] As is clear from the above test results, the fluidized treated soil of Comparative Example 6 had no added quick lime as a soil conditioner, had a good flow value, but had a low uniaxial compressive strength. Poor balance of physical properties.
【0046】これに対して、本発明の範囲内のソイルモ
ルタルである実施例6〜8については、フロー値はいず
れも良好である。一軸圧縮強さも、所要の水準を確保し
ている。本発明のソイルモルタルの一軸圧縮強さと土質
改良材である生石灰配合量との関係をみると、石灰改良
土に対する水硬性固化材である高炉セメントの配合割合
が、ほぼ200kg/m3-石灰改良土の割合で一定の場
合に、生石灰配合量が増加すると、一軸圧縮強さが大き
くなっている。In contrast, the flow values of Examples 6 to 8, which are soil mortars within the scope of the present invention, are all good. Uniaxial compressive strength has also secured the required level. Looking at the relationship between the uniaxial compressive strength of the soil mortar of the present invention and the amount of quicklime as the soil improving material, the mixing ratio of the blast furnace cement as the hydraulic setting material to the lime improved soil is almost 200 kg / m 3 -lime improving. When the proportion of soil is constant and the amount of quicklime mixed increases, the uniaxial compressive strength increases.
【0047】次いで、実施例6〜8のソイルモルタルを
用いて、道路の拡幅工事に伴う鉛直盛土構造物の施工試
験を行った。試験はポンプ車を用い、シュート打設によ
り鉛直な壁を有する盛土の施工を行なった。施工作業は
実施例6〜8のいずれのソイルモルタルを用いた場合で
も安定して良好に行なわれた。Next, using the soil mortars of Examples 6 to 8, a construction test of a vertical embankment structure accompanying road widening was carried out. In the test, the embankment having a vertical wall was constructed by chute driving using a pump truck. The construction work was stably performed well using any of the soil mortars of Examples 6 to 8.
【0048】[0048]
【発明の効果】この発明によれば、混練水及び水硬性硬
化材と混合するだけで、充填性、流動性、耐材料分離性
及び強度についての物性が総合的にバランスよく優れ
た、盛土構造物の施工に好適な流動化処理土、即ち、ソ
イルモルタルが得られる。そしてこのソイルモルタル
は、小型の装置で容易に調製することができる。また、
このソイルモルタルを用いることにより、土木工事現場
で発生する残土の利用率を高めることが可能となる。更
に、このソイルモルタルの輸送を、ポンプを用いて行な
うことができ、シュート打設施工も可能であり、施工作
業性に優れている。このようなソイルモルタル及びそれ
を用いたソイルモルタル盛土工法を提供することがで
き、工業上有用な効果がもたらされる。According to the present invention, an embankment structure which is excellent only in mixing with kneading water and a hydraulic hardening material, has excellent balance of physical properties in terms of filling properties, fluidity, material separation resistance and strength. Fluidized soil suitable for construction of the object, that is, soil mortar, is obtained. And this soil mortar can be easily prepared with a small apparatus. Also,
By using this soil mortar, it is possible to increase the utilization rate of the residual soil generated at the civil engineering work site. Further, the transportation of the soil mortar can be performed using a pump, and a chute casting construction is also possible, which is excellent in construction workability. Such a soil mortar and a soil mortar embankment method using the same can be provided, and an industrially useful effect is provided.
【図1】この発明のソイルモルタルの調製工程及びそれ
を用いたソイルモルタル盛土工法を説明する概略フロー
図である。FIG. 1 is a schematic flow chart for explaining a soil mortar preparation process of the present invention and a soil mortar embankment method using the same.
【図2】混合解砕機の一例の内部構造を示す断面図であ
る。FIG. 2 is a cross-sectional view showing an internal structure of an example of a mixing and crushing machine.
1 土塊 2 土質改良材 3 秤量・配合装置 4 混合解砕機 5 石灰改良土 6 水 7 水硬性固化材 8 混練機 9 ソイルモルタル 10 輸送装置 11 シュート打設装置 12 盛土構造物 13 本体(ケーシング) 14 供給口 15 排出口 16 遮蔽板 17 第1ロータ 18 第2ロータ 19 第3ロータ REFERENCE SIGNS LIST 1 soil mass 2 soil improvement material 3 weighing / blending device 4 mixing and crushing machine 5 lime improvement soil 6 water 7 hydraulic hardening material 8 kneading machine 9 soil mortar 10 transport device 11 chute setting device 12 embankment structure 13 body (casing) 14 Supply port 15 Discharge port 16 Shielding plate 17 First rotor 18 Second rotor 19 Third rotor
───────────────────────────────────────────────────── フロントページの続き (72)発明者 横田 聖哉 静岡県静岡市安東2−16−19号 クレール 安東202 (72)発明者 万波 一朗 東京都八王子市久保山町2−28−11 (72)発明者 小嶋 利司 東京都青梅市野上町1−105 (72)発明者 後藤 博樹 東京都青梅市二俣尾5−129 Fターム(参考) 2D040 AB07 CA01 CA03 CA04 CA05 CA09 CD07 EB04 4H026 CA02 CC03 CC06 ──────────────────────────────────────────────────続 き Continued on the front page (72) Inventor Seiya Yokota 2-16-19 Ando, Shizuoka City, Shizuoka Prefecture Clair Ando 202 (72) Inventor Ichiro Mannami 2-28-11 Kuboyamacho, Hachioji City, Tokyo (72) Inventor Rishi Kojima 1-105 Nogamicho, Ome-shi, Tokyo (72) Inventor Hiroki Goto 5-129 Futamatao, Ome-shi, Tokyo F-term (reference) 2D040 AB07 CA01 CA03 CA04 CA05 CA09 CD07 EB04 4H026 CA02 CC03 CC06
Claims (5)
られるソイルモルタルであって、土塊と、当該土塊1m
3に対して10〜300kgの割合の生石灰又は主体が
生石灰である、土質改良材とを配合し、こうして得られ
た配合物を混合し、そして前記土塊及び前記土質改良材
を解砕し、こうして得られた石灰改良土に水及び水硬性
固化材を添加し混合されたことを特徴とする、ソイルモ
ルタル。1. A soil mortar used for an embankment structure in civil engineering construction work, comprising: a soil mass;
3 to 10 kg of quicklime or a soil improving material whose main component is quicklime, is mixed with the soil improving material, and the thus obtained mixture is mixed, and the mass and the soil improving material are crushed. A soil mortar, wherein water and a hydraulic hardening material are added to the obtained lime-improved soil and mixed.
の石灰改良土を含むものであることを特徴とする、請求
項1記載のソイルモルタル。2. The soil mortar according to claim 1, wherein said soil mortar contains lime-improved soil of 50 vol.% Or more.
改良土に水及び水硬性硬化材を添加し混合して得られた
処理土に対して、更に分級処理を施して得られたもので
あることを特徴とする、ソイルモルタル。3. A treated soil obtained by adding and mixing water and a hydraulic hardening material to the lime-improved soil according to claim 1 or 2, and further subjecting the treated soil to a classification treatment. Soil mortar, characterized in that:
動化処理された土を用いて施工する土木建設工法であっ
て、当該流動化処理された土として請求項1、2又は3
記載のソイルモルタルを用い、且つ、当該ソイルモルタ
ルの輸送手段としてポンプを含む輸送装置を用いて、前
記盛土構造物の建設現場へ輸送することを特徴とする、
ソイルモルタル盛土工法。4. A civil engineering construction method for constructing an embankment structure using fluidized soil in civil engineering construction work, wherein the fluidized soil is used as the soil.
Using the soil mortar of the description, and, using a transport device including a pump as a means of transport of the soil mortar, characterized by being transported to the construction site of the embankment structure,
Soil mortar embankment method.
動化処理された土を用いて施工する土木建設工法であっ
て、流動化処理された土として請求項1、2又は3記載
のソイルモルタルを用い、且つ、当該ソイルモルタルを
シュート打設することを特徴とする、ソイルモルタル盛
土工法。5. The soil mortar according to claim 1, which is a civil engineering construction method in which an embankment structure is constructed using fluidized soil in civil engineering construction work, wherein the soil is subjected to fluidized treatment. And embedding the soil mortar in a chute.
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JP05838299A JP4109376B2 (en) | 1999-03-05 | 1999-03-05 | Method for producing soil mortar using lime-treated soil and embankment method using the same |
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WO2001004426A1 (en) * | 1999-07-12 | 2001-01-18 | Okutama Kogyo Co., Ltd. | Lime-improved soil mortar and method for production thereof and fluidization treatment method using the same |
JP2005145992A (en) * | 2003-11-11 | 2005-06-09 | Chubu Electric Power Co Inc | Soil-improving solidifying material for hydraulic filling and method for producing improved soil for hydraulic filling and hydraulic filling engineering method |
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WO2001004426A1 (en) * | 1999-07-12 | 2001-01-18 | Okutama Kogyo Co., Ltd. | Lime-improved soil mortar and method for production thereof and fluidization treatment method using the same |
JP2001019956A (en) * | 1999-07-12 | 2001-01-23 | Okutama Kogyo Co Ltd | Lime-improved soil mortar, its production and fluidization treating method of construction using the same |
JP2005145992A (en) * | 2003-11-11 | 2005-06-09 | Chubu Electric Power Co Inc | Soil-improving solidifying material for hydraulic filling and method for producing improved soil for hydraulic filling and hydraulic filling engineering method |
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JP2005146088A (en) * | 2003-11-13 | 2005-06-09 | Okutama Kogyo Co Ltd | Fluidizing treatment working method and method for producing fluidizing-treated soil |
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