JP6841964B2 - Construction method of combined dam - Google Patents

Construction method of combined dam Download PDF

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JP6841964B2
JP6841964B2 JP2020093792A JP2020093792A JP6841964B2 JP 6841964 B2 JP6841964 B2 JP 6841964B2 JP 2020093792 A JP2020093792 A JP 2020093792A JP 2020093792 A JP2020093792 A JP 2020093792A JP 6841964 B2 JP6841964 B2 JP 6841964B2
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gravel
bonded
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rockfill
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JP2020193557A (en
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金生 賈
金生 賈
▲さい▼瑩 鄭
▲さい▼瑩 鄭
洋 汪
洋 汪
曙光 李
曙光 李
婉麗 史
婉麗 史
中偉 劉
中偉 劉
廉営 丁
廉営 丁
添杰 雷
添杰 雷
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China Institute of Water Resources and Hydropower Research
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    • C—CHEMISTRY; METALLURGY
    • C04—CEMENTS; CONCRETE; ARTIFICIAL STONE; CERAMICS; REFRACTORIES
    • C04B—LIME, MAGNESIA; SLAG; CEMENTS; COMPOSITIONS THEREOF, e.g. MORTARS, CONCRETE OR LIKE BUILDING MATERIALS; ARTIFICIAL STONE; CERAMICS; REFRACTORIES; TREATMENT OF NATURAL STONE
    • C04B28/00—Compositions of mortars, concrete or artificial stone, containing inorganic binders or the reaction product of an inorganic and an organic binder, e.g. polycarboxylate cements
    • C04B28/02—Compositions of mortars, concrete or artificial stone, containing inorganic binders or the reaction product of an inorganic and an organic binder, e.g. polycarboxylate cements containing hydraulic cements other than calcium sulfates
    • C04B28/04—Portland cements
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02B—HYDRAULIC ENGINEERING
    • E02B7/00—Barrages or weirs; Layout, construction, methods of, or devices for, making same
    • E02B7/02—Fixed barrages
    • E02B7/04—Dams across valleys
    • E02B7/06—Earth-fill dams; Rock-fill dams
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D17/00—Excavations; Bordering of excavations; Making embankments
    • E02D17/18—Making embankments, e.g. dikes, dams
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D2300/00—Materials
    • E02D2300/0004—Synthetics
    • E02D2300/0018—Cement used as binder
    • E02D2300/002—Concrete

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  • Structural Engineering (AREA)
  • General Engineering & Computer Science (AREA)
  • Ceramic Engineering (AREA)
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  • Materials Engineering (AREA)
  • Organic Chemistry (AREA)
  • On-Site Construction Work That Accompanies The Preparation And Application Of Concrete (AREA)
  • Road Paving Structures (AREA)

Description

本発明は、治水や水力工事の新型ダムの構築という技術分野に関し、特に、結合砂利石（Ｃｅｍｅｎｔｅｄ Ｓａｎｄ， Ｇｒａｖｅｌ ＆ Ｒｏｃｋ）とロックフィル（Ｒｏｃｋｆｉｌｌ）からなる新型の結合ダム（Ｃｅｍｅｎｔｅｄ Ｍａｔｅｒｉａｌｓ Ｄａｍｓ）の施工方法に関する。 The present invention, flood control and relates to a new dam the art that the construction of the hydropower construction, in particular, construction of the coupling gravel stone (Cemented Sand, Gravel & Rock) to consist of rock-fill (Rockfill) new binding dam (Cemented Materials Dams) Regarding the method.

大きな体積の建築物として、治水や水力工事の建築材料の消費量は非常に大きい。例えば、小川における２０ｍの高さの重力ダムは、１００００〜２００００ｍ３のコンクリートを消費する必要がある。治水や水力工事は、普通、建築材料の精密仕上げ、高規格高配置、又は専門の高級商業用コンクリートの購入を必要としない。水利水電工事は、普通、（ｉ）近くに取材すること、（ｉｉ）現地にある天然骨材或いは人工廃棄材を十分に利用すること、（ｉｉｉ）骨材の生産プロセスを簡略化すること、（ｉｖ）セメントなどの結合材の使用量を低減すること、に注目しており、その目的は工事のコストを低減し、建築材料の生産プロセスにおける環境への影響及び破壊を軽減し、可能な限りエネルギーを節約すると共に、廃棄物と有害物の排出を減らすことである。 As a large volume building, the consumption of building materials for hydraulic control and hydropower works is very large. For example, a 20 m high gravity dam in a stream needs to consume 1000 to 20000 m 3 of concrete. Hydraulic and hydraulic works usually do not require precision finishing of building materials, high standard high placement, or the purchase of specialized high-end commercial concrete. Water and hydroelectric works are usually carried out by (i) covering nearby areas, (ii) making full use of local natural aggregates or artificial waste materials, and (iii) simplifying the aggregate production process. (iv) reducing the amount of binding material such as cement, are focused on, its purpose is to reduce the cost of construction, to reduce the effect and destruction of the environment in the production process of the building materials, which can be Save as much energy as possible and reduce waste and hazardous emissions.

ここ数十年、治水や水力工事は依然として普通のコンクリート材料を用いて建造されており、コンクリートの使用量は次第に増加している。１９８０年代に開発された転圧コンクリートはセメントなどの結合材の使用量の低減には有用であるが（第（ｉｖ）を満たす）、材料の入手が非常に不便であり、第（ｉ）、（ｉｉ）、（ｉｉｉ）の十分性では依然として普通のコンクリートと類似している。近年、結合砂利石、結合ロックフィル、ロックフィルコンクリートなどのダム建設材料が相次いで開発されている。この３種類の材料は第（ｉ）、（ｉｉ）、（ｉｉｉ）、（ｉｖ）の十分性で大きな突破を得たが、依然として骨材の分離、添加剤の需要量が大きいなどの欠点がある。 In recent decades, hydraulic and hydropower works have still been built using ordinary concrete materials, and the amount of concrete used is gradually increasing . Although compacted concrete developed in the 1980s is useful for reducing the amount of binders such as cement used (satisfying (iv)), it is very inconvenient to obtain materials, and (i), The sufficiency of (ii) and (iii) is still similar to that of ordinary concrete. In recent years, dam construction materials such as bonded gravel stone, combined rockfill, and rockfill concrete have been developed one after another. These three types of materials made a big breakthrough in the sufficiency of the first (i), (ii), (iii), and (iv), but still had drawbacks such as separation of aggregates and large demand for additives. is there.

従来技術における特許（公開番号ＣＮ１０５３６６９７３Ａ）の結合砂利石ダムは、通常、最大許容粒径が１５０ｍｍである骨材を採用しており、通常、１５０ｍｍを超えるロックフィル骨材を取り除いたり、粒径が１５０ｍｍを超える骨材を破砕したりすることで、使用される骨材の粒径が当該要求を満たすことを確保している。結合砂利石ダムの建設で使用される骨材は一般に混練設備を用いて製造され、１５０ｍｍを超える骨材は混練が困難であり、且つ大粒径の骨材は混練過程において、骨材の分離現象が深刻であり、現在の結合砂利石の施工方法は１５０ｍｍ以上の骨材の分離問題を解決しにくく、この問題はダムの施工品質に対し深刻な影響を与えている。 The combined gravel dam of the patent (publication number CN105366973A) in the prior art usually employs an aggregate having a maximum allowable particle size of 150 mm, and usually removes rockfill aggregate having a maximum allowable particle size of more than 150 mm or has a particle size of more than 150 mm. By crushing an aggregate exceeding 150 mm, the particle size of the aggregate used is ensured to meet the requirements. The aggregates used in the construction of the combined gravel stone dam are generally manufactured using kneading equipment, the aggregates over 150 mm are difficult to knead, and the large particle size aggregates are separated during the kneading process. The phenomenon is serious, and the current method of constructing combined gravel stones is difficult to solve the problem of separation of aggregates of 150 mm or more, and this problem has a serious impact on the construction quality of dams.

治水や水力工事の工事現場には、河道中の天然骨材、工事の坂や地盤やトンネルの掘削で発生された廃棄材（廃棄された石材）、採石場で採掘された石材などがあるが、その大部分は粒径が１５０ｍｍを超える石材である。これらの天然骨材を有効に利用できなければ、大きな資源浪費となり、一部のダム付近では小粒径骨材が十分に供給されることも保証できない。 At construction sites for hydraulic and hydraulic works, there are natural aggregates in river channels, waste materials generated by excavation of construction slopes, ground and tunnels (discarded stone materials), and stone materials mined at quarries. Most of them are stones with a particle size of more than 150 mm. If these natural aggregates cannot be used effectively, it will be a large waste of resources, and it cannot be guaranteed that small particle size aggregates will be sufficiently supplied near some dams.

当業界では、通常、粒径が１５０ｍｍ未満の骨材を砂利石と呼び、粒径が１５０ｍｍを超える骨材をロックフィル（Ｒｏｃｋｆｉｌｌ）と呼ぶ。 In the industry, an aggregate having a particle size of less than 150 mm is usually called a gravel stone, and an aggregate having a particle size of more than 150 mm is called a rockfill.

従来技術における上述の問題に対して、本発明は、工事現場に既存する骨材をより十分に利用し、人工的に骨材を採掘するプロセスを簡略化し、１５０ｍｍ以上の大粒径ロックフィルの隙間の結合信頼性を確保すると共に、施工品質を大幅に向上させる新型結合ダムの施工方法を提供している。従来技術と比較して、結合ダムの骨材の粒径範囲は１５０ｍｍ以下の全ての寸法及び１５０ｍｍ以上の寸法を含み、最大粒径は工事現場の転圧機械の施工能力のみに依存し、粒径が１５０ｍｍよりも大きいロックフィル間の結合もより緊密であり、品質信頼性が高い。従来技術における治水建築材料として使用される骨材の粒径が最大で１５０ｍｍに制限される問題や、１５０ｍｍ以上の粒径の骨材を使用しても施工品質の信頼性が低いという問題を解決する。 In response to the above-mentioned problems in the prior art, the present invention makes full use of the existing aggregate at the construction site, simplifies the process of artificially mining the aggregate, and provides a large particle size rock fill of 150 mm or more. while securing the coupling reliability of the gap, it provides a method of constructing the new bond dam significantly improve construction quality. Compared with the prior art, the particle size range of the aggregate of the combined dam includes all dimensions of 150 mm or less and dimensions of 150 mm or more, and the maximum particle size depends only on the construction capacity of the compaction machine at the construction site. The coupling between rock fills with a diameter larger than 150 mm is also tighter and the quality reliability is high. Solved the problem that the particle size of aggregate used as a hydraulic building material in the conventional technology is limited to 150 mm at the maximum, and the problem that the reliability of construction quality is low even if an aggregate with a particle size of 150 mm or more is used. To do.

上記発明の目的を達成するために、本発明が採用する技術案は以下のとおりである。
順次積層された複数の施工層を含み、各前記施工層は、下から上に向かって順次積層された第１の結合砂利石層と、結合ロックフィル層と、第２の結合砂利石層とを含み、結合ロックフィル層における骨材の粒径は１５０ｍｍよりも大きく、第１の結合砂利石層及び第２の結合砂利石層における骨材の粒径は１５０ｍｍ以下である結合ダムを提供している。
更に、各施工層において、第１の結合砂利石層と第２の結合砂利石層とが上下層になっており、結合ロックフィル層がコア層になっている。
更に、各施工層の厚さは４００ｍｍ〜７００ｍｍである。
上記結合ダムの施工方法は、
ダム本体の基盤の構築スペースとしての基礎穴を掘削し、岩を露出させる基礎処理を行い、上流型枠と下流型枠を固定するステップ１と、
粒径が１５０ｍｍ以下の砂利石と結合材および水とを、水セメント比を０．７〜１．３として混練して、結合砂利石を形成し、前記上流型枠と前記下流型枠との間に、厚さが２００ｍｍ〜３００ｍｍとなるように結合砂利石を敷き詰めることで、前記第１の結合砂利石層（１）を形成するステップ２と、
２０Ｔ以上の振動ローラを用いて１．０〜１．５ｋｍ／ｈの転圧速度で２回静転した後、更に８回振動転圧するステップ３と、
ステップ２における前記第１の結合砂利石層（１）が最終凝固する前に、粒径が１５０ｍｍ〜３００ｍｍであるロックフィルを、ステップ３における前記第１の結合砂利石層（１）の上方に敷き詰めるステップ４と、
ロックフィルの敷き詰めが完了した後、画像走査方式により同一層内で相互に隣接するロックフィル間の間隔を取得し、取得した測定結果を用いて、前記ロックフィル間の間隔がグラウト材料の充填を受けることができる灌漑可能性を有するようにさせるステップ５と、
ロックフィルの表面に水セメント比が０．７〜１．３であるセメントペーストを噴出し、セメントペーストをすべてのロックフィルの間の空隙に充填させ、且つすべてのロックフィルを包むことで、前記結合ロックフィル層（２）を形成するステップ６と、
セメントペーストの初期凝固の前に、前記結合ロックフィル層（２）の上方に、進占法でステップ２における前記結合砂利石を２００ｍｍ〜３００ｍｍの厚さで敷き詰めて、第２の結合砂利石層（３）を形成するステップ７と、
２０Ｔ以上の振動ローラを用いて１．０〜１．５ｋｍ／ｈの転圧速度で２回静転した後、更に８回振動転圧するステップ８と、
転圧が完了した後、転圧後の第２の結合砂利石層（３）の頂面を指で押圧して窪みが確認できる場合には、前記施工層の数が設計要求の数に達するまでステップ２〜ステップ９を繰り返し、一方、窪みが確認できない場合には、下層の砂利石が露出するように第２の結合砂利石層（３）に対してフラッシング処理を行い、その後、１ｃｍ以上の厚さのセメントペーストを敷き詰め、前記施工層の数が設計要求の数に達するまでステップ２〜ステップ９を繰り返すステップ９と、
非破壊検査方法を用いてダム本体内部の締固め度、締固め厚さ、相対緻密度の少なくともいずれか一つを示す緻密状況を検出するステップ１０と、
前記緻密状況が予め設定された緻密要求値に達すると、ダム本体に対して浸透防止処理を行うステップ１１と、を備える。 The technical proposal adopted by the present invention in order to achieve the object of the above invention is as follows.
Each of the construction layers includes a plurality of sequentially laminated construction layers, and each of the construction layers includes a first bonded gravel stone layer, a bonded rock fill layer, and a second bonded gravel stone layer that are sequentially laminated from bottom to top. Provided a bond dam in which the grain size of the aggregate in the bonded rockfill layer is larger than 150 mm and the particle size of the aggregate in the first bonded gravel layer and the second bonded gravel layer is 150 mm or less. ing.
Further, in each construction layer, the first bonded gravel stone layer and the second bonded gravel stone layer are upper and lower layers, and the bonded rockfill layer is the core layer.
Further, the thickness of each construction layer is 400 mm to 700 mm.
The construction method of the above-mentioned combined dam is
Step 1 to excavate a foundation hole as a construction space for the foundation of the dam body, perform foundation treatment to expose the rock, and fix the upstream formwork and the downstream formwork,
A particle size binder and is less gravel stone 150mm water, a water-cement ratio and kneaded as 0.7 to 1.3, bound gravel stones to form, between said upstream mold and said downstream mold during, by laying the coupling gravel stones to a thickness of 200 mm to 300 mm, and the step 2 of forming the first coupling gravel stone layer (1),
Step 3 of vibrating and rolling eight more times after statically rolling twice at a rolling speed of 1.0 to 1.5 km / h using a vibrating roller of 20 T or more.
Before the first bonded gravel layer (1) in step 2 is finally solidified, a rockfill having a particle size of 150 mm to 300 mm is placed above the first bonded gravel layer (1) in step 3. Step 4 to spread and
After the irrigation of the rockfill is completed, the distance between the rockfills adjacent to each other in the same layer is acquired by the image scanning method, and the distance between the rockfills is the filling of the grout material using the obtained measurement result. and step 5 causes so as to have irrigation potential capable of undergoing,
By spouting a cement paste having a water-cement ratio of 0.7 to 1.3 on the surface of the rockfill, filling the voids between all the rockfills with the cement paste, and wrapping all the rockfills, the above-mentioned Step 6 to form the bonded rockfill layer (2),
Prior to the initial solidification of the cement paste, the bonded gravel stone in step 2 is spread over the bonded rockfill layer (2) to a thickness of 200 mm to 300 mm by an advance method, and a second bonded gravel stone layer is spread. Step 7 to form (3) and
Step 8 of vibrating and rolling eight more times after statically rolling twice at a rolling speed of 1.0 to 1.5 km / h using a vibrating roller of 20 T or more.
After compaction is complete, when the rolling second coupling gravel stone layer After depressurization of the top surface (3) can be confirmed that the depression is pressed with a finger, the number of the working layer reaches a number of design requirements Repeat step 2 to step 9 to, on the other hand, if the depression is not confirmed performs flushing process with respect to the second coupling gravel stone layer as the lower layer of gravel stones are exposed (3), then, 1 cm or more Step 9 and step 9 in which steps 2 to 9 are repeated until the number of construction layers reaches the number of design requirements by spreading cement paste of the same thickness as above.
Step 10 of detecting a compaction state indicating at least one of the compaction degree, compaction thickness, and relative compaction density inside the dam body by using a non-destructive inspection method.
A step 11 of performing a permeation prevention treatment on the dam body when the dense condition reaches a preset dense required value is provided.

更に、ステップ２における結合材は、セメントと、フライアッシュとを含み、セメントはポルトランドセメントである。 Further, the binder in step 2 includes cement and fly ash, and the cement is Portland cement.

更に、結合材は、４０〜６０部のセメントと、４０〜６０部のフライアッシュとを含む。 In addition, the binder comprises 40-60 parts of cement and 40-60 parts of fly ash.

更に、結合材は、０．１〜０．３部の減水剤と、０．２〜０．７部の凝結遅延剤と、０．２〜０．４部のガス導入剤とを更に含む。減水剤により結合材の流動性を改善でき、単位セメント使用量を減少し、セメントを節約できる。凝結遅延剤により結合材の乾燥凝固速度を遅延でき、下層材と上層材との間により良い結合性を持たせることができる。ガス導入剤の添加はダム本体の耐凍性を向上させることができる。 Further, the binder further contains 0.1 to 0.3 parts of a water reducing agent, 0.2 to 0.7 parts of a setting retarder, and 0.2 to 0.4 parts of a gas introducing agent. The water reducing agent can improve the fluidity of the binder, reduce the amount of unit cement used, and save cement. The setting retarder can delay the drying and coagulation rate of the binder, and can provide better bonding between the lower layer and the upper layer. The addition of a gas introducing agent can improve the freezing resistance of the dam body.

更に、結合砂利石の混練に用いられる水セメント比は、０．７〜１．３である。 Further, the water-cement ratio used for kneading the bonded gravel stone is 0.7 to 1.3.

更に、舗装過程は、いずれもスプレッダ又はバックホーを用いて作業する。 In addition, all pavement processes are carried out using a spreader or backhoe.

更に、ステップ３及び８において転圧できない場所があるとき、セメントペーストを添加して結合砂利石を振動して搗き砕く。 Further, when there is a place where compaction cannot be performed in steps 3 and 8, cement paste is added to vibrate and grind the bonded gravel stone.

本発明の有益な効果は以下のとおりである。本技術案中の結合砂利石ダムは下から上まで順番に舗装して形成され、施工時に、全ダム面転圧舗装を採用し、舗装速度を向上させ、施工工期を大幅に短縮させることができる。舗装速度を向上させるため、下層材が初期凝固する前に上層材の舗装を完成し、上層材内の骨材が沈下して、下層材の表面にはめ込むことができ、層面と層面との間に良好な結合性を持たせ、更に、骨材の分離現象を軽減させ、粒径が１５０ｍｍよりも大きい骨材を結合砂利石ダムに応用し、粒径が１５０ｍｍより大きい骨材層を、技術的に成熟した２層の小粒径骨材層の間に挟むことで、ダム本体の強度を増加させ、施工品質を保証し、砂利石の利用率を高めることができ、層間の浸透防止にも有利である。 The beneficial effects of the present invention are as follows. The combined gravel stone dam in this technical proposal is formed by paving in order from bottom to top, and at the time of construction, all dam surface rolling pavement can be adopted to improve the pavement speed and significantly shorten the construction period. it can. In order to improve the pavement speed, the pavement of the upper layer material is completed before the lower layer material is initially solidified , the aggregate in the upper layer material sinks and can be fitted to the surface of the lower layer material, and between the layer surfaces. In addition, the separation phenomenon of the aggregate is reduced, the aggregate having a particle size larger than 150 mm is applied to the bonded gravel dam, and the aggregate layer having a particle size larger than 150 mm is used as a technology. By sandwiching it between two layers of small particle size aggregates that are mature, the strength of the dam body can be increased, the construction quality can be guaranteed, the utilization rate of gravel stones can be increased, and penetration between layers can be prevented. Is also advantageous.

１つの施工層が完了し、次の施工層を舗装する前に、振動ローラの転圧を採用することによって施工層全体の内部を緻密にし、施工品質を向上させ、転圧過程によって上下層間の施工間隔時間が延長されるため、指での押圧又は爪で擦ることによって、下層材の状態を素早く判断することができ、更に、施工方式を的確に選択することができ、下層材が最終凝固段階に入った後、下層の砂利石が露出するまでフラッシング処理を行うことで、上下層材間の摩擦係数を高めることができ、剪断強度を向上させ、層間の浸透防止に寄与し、層間の結合性を向上させることができる。 Before one construction layer is completed and the next construction layer is paved, the inside of the entire construction layer is made dense by adopting the rolling compaction of the vibrating roller, the construction quality is improved, and the upper and lower layers are separated by the rolling compaction process. Since the construction interval time is extended, the state of the lower layer material can be quickly determined by pressing with a finger or rubbing with a claw, and the construction method can be accurately selected, and the lower layer material is finally solidified. After entering the stage, by performing flushing treatment until the gravel stones in the lower layer are exposed, the friction coefficient between the upper and lower layer materials can be increased, the shear strength is improved, it contributes to the prevention of penetration between layers, and between layers. The bondability can be improved.

大粒径骨材層の舗装時、大粒径骨材を直接的に舗装し、混練する必要がなく、既存の混練設備が過大な粒径骨材を混練できない問題を回避する。大粒径骨材によって、ダム本体の強度を向上させ、単位セメント使用量が少なくなり、水化学熱による温度上昇が低く、亀裂が少なく、ダム本体の施工品質を向上させることができる。 When paving the large particle size aggregate layer, it is not necessary to directly pave the large particle size aggregate and knead it, and the problem that the existing kneading equipment cannot knead the excessive particle size aggregate is avoided. The large particle size aggregate can improve the strength of the dam body, reduce the amount of unit cement used, reduce the temperature rise due to hydrochemical heat, reduce cracks, and improve the construction quality of the dam body.

結合ダムの概略構造図である。 その中で、１は第１の結合砂利石層であり、２は結合ロックフィル層であり、３は第２の結合砂利石層である。It is a schematic structure diagram of a combined dam. Among them, 1 is a first bonded gravel stone layer, 2 is a bonded rockfill layer, and 3 is a second bonded gravel stone layer.

以下、当業者が本発明を理解しやすいように、本発明の実施形態について説明するが、本発明は実施形態の範囲に限定されるものではなく、当業者にとっては、それぞれの変形は添付の特許請求の範囲によって定義される本発明の精神及び範囲内であれば、このような変形は明らかであり、本発明の思想を利用した発明創造はすべて保護の対象となる。
図１に示すように、この結合ダムは、順次積層された複数の施工層を含み、各施工層は、下から上に向かって順次積層された、第１の結合砂利石層１と、結合ロックフィル層２と、第２の結合砂利石層３と、を含み、結合ロックフィル層２における骨材の粒径は１５０ｍｍより大きく、第１の結合砂利石層１及び第２の結合砂利石層３における骨材の粒径は１５０ｍｍ以下である。第１の結合砂利石層１と第２の結合砂利石層３の厚さは２００〜３００ｍｍであり、単一施工層（第１の結合砂利石層１、結合ロックフィル層２、および第２の結合砂利石層３の合計）の厚さは４００〜７００ｍｍである。 Hereinafter, embodiments of the present invention will be described so that those skilled in the art can easily understand the present invention, but the present invention is not limited to the scope of the embodiments, and for those skilled in the art, each modification is attached. Such modifications are obvious within the spirit and scope of the invention as defined by the claims, and all invention creations utilizing the ideas of the present invention are subject to protection.
As shown in FIG. 1, this binding dam comprises a sequential plurality of construction layers stacked, each construction layer, which are sequentially stacked from bottom to top, a first coupling gravel stone layer 1, bond The rock-fill layer 2 and the second bonded gravel layer 3 are included, and the particle size of the aggregate in the bonded rock-fill layer 2 is larger than 150 mm, and the first bonded gravel layer 1 and the second bonded gravel stone are included. The particle size of the aggregate in layer 3 is 150 mm or less. The thickness of the first bonded gravel stone layer 1 and the second bonded gravel stone layer 3 is 200 to 300 mm, and the single construction layer (first bonded gravel stone layer 1, bonded rockfill layer 2, and second The thickness of the combined gravel stone layer 3) is 400 to 700 mm.

ダム本体の実際の高さによって、必要とする施工層の層数を決定し、施工品質を保証するため、各施工層は完全でなければならず、結合ロックフィル層２は必ず中間芯層になる。ダム本体の高さが整数個の施工層の高さではない場合には、第１の結合砂利石層１及び／又は第２の結合砂利石層３の厚さ及び／又は結合ロックフィル層２の厚さを調整することによりダム本体の施工層数を整数とすることができる。図１には二つの施工層を有する場合が示されているが、本発明の施工層の層数はこれに限られていない。 In order to determine the required number of construction layers and guarantee the construction quality by the actual height of the dam body, each construction layer must be perfect, and the combined rockfill layer 2 must be an intermediate core layer. Become. If the height of the dam body is not the height of an integer number of construction layers, the thickness of the first bonded gravel layer 1 and / or the second bonded gravel layer 3 and / or the combined rockfill layer 2 The number of construction layers of the dam body can be made an integer by adjusting the thickness of the dam body. Although FIG. 1 shows a case where two construction layers are provided, the number of construction layers of the present invention is not limited to this.

本発明の結合砂利石は少なくとも砂利石および結合材を含み、結合ロックフィルは少なくともロックフィルおよび結合材を含む。 The bonded gravel stone of the present invention includes at least a gravel stone and a binder, and the bonded rockfill includes at least a rockfill and a binder.

また、本発明は、前記結合ダムに基づいて、その施工方法を提供し、具体的には、以下のステップを含む。 The present invention also provides a construction method thereof based on the combined dam, and specifically includes the following steps.

〈ステップ１〉
ダムの設置場所の地形を測量し、構築するダム本体の形状を設計する。一般的には、ダム本体の断面を等辺台形に設計する。さらに、ダム本体の高さｈ、ダム本体の頂面幅ｂ及びダム本体の坂面の傾斜角θを決定する。施工中に崩壊しないように、θの大きさは安息角以下、好ましくは４５°〜６０°に制御しなければならない。そして、ダム本体の高さに応じて施工層ごとに第１の結合砂利石層１、結合ロックフィル層２、第２の結合砂利石層３の具体的な高さを算出する。
ダム本体のすべてのデータが決定されたら、施工図面に従って、ダム本体の設置場所を掘削して基礎穴を形成し、岩を露出させる基礎処理を行い、基礎バッフルを構築し、上流型枠と下流型枠を固定し、掘り出したスラグを上流の材料取り出し区域に搬送する。前記基礎処理は、具体的には岩盤処理であってもよく、基礎処理とは、ダムの基礎穴内にあるバルク材を掘り、岩を露出させる処理である。この部分は本分野の従来技術であるため、ここでは説明を省略する。 <Step 1>
Survey the topography of the dam installation site and design the shape of the dam body to be constructed. Generally, the cross section of the dam body is designed to be an equilateral trapezoid. Further, the height h of the dam body, the top surface width b of the dam body, and the inclination angle θ of the slope surface of the dam body are determined. The magnitude of θ must be controlled below the angle of repose, preferably 45 ° to 60 °, so that it does not collapse during construction. Then, the specific heights of the first bonded gravel stone layer 1, the bonded rockfill layer 2, and the second bonded gravel stone layer 3 are calculated for each construction layer according to the height of the dam body.
Once all the data for the dam body has been determined, the location of the dam body will be excavated to form foundation holes, foundation treatment will be performed to expose the rocks, foundation baffles will be constructed, upstream formwork and downstream according to the construction drawings. The formwork is fixed and the excavated slag is transported to the upstream material extraction area. The basic process is specifically may be I Oh in rock processing, the basic process, digging bulk material underlying the hole in the dam, a treatment for exposing the rock. Since this part is a conventional technique in this field, the description thereof is omitted here.

〈ステップ２〉
仕分けした粒径が１５０ｍｍ以下の砂利石を結合材および水とともに撹拌タンクに入れて混練する。その中で、砂率は２５％である。結合材は、４０〜６０部のセメントと、４０〜６０部のフライアッシュとを含み、好ましくは、５０部のセメントと５０部のフライアッシュを含む。セメントは、ポルトランドセメントである。結合材は、０．１〜０．３部の減水剤と、０．２〜０．７部の凝結遅延剤と、０．２〜０．４部のガス導入剤とを更に含んでもよい。好ましくは、０．３部の減水剤、０．７部の凝結遅延剤、及び０．３部のガス導入剤を含んでもよい。水使用量を変えることによって水結合材比と水セメント比を０．７〜１．３に制御することで、混練して得られた結合砂利石の相対密度を最大にして、均一に攪拌して結合砂利石を得る。
上記のように得られた結合砂利石を結合ダム骨材として基礎穴に搬入し、スプレッダ又はバックホーを使用して上流型枠と下流型枠との間に敷き詰め、結合砂利石を敷き詰める厚さは、ステップ１でダム本体の高さから計算された第１の結合砂利石層１の厚さであり、２００ｍｍ〜３００ｍｍの間にある。 <Step 2>
The sorted gravel stones having a particle size of 150 mm or less are put into a stirring tank together with a binder and water and kneaded. Among them, the sand ratio is 25%. The binder comprises 40-60 parts of cement and 40-60 parts of fly ash, preferably containing 50 parts of cement and 50 parts of fly ash. The cement is Portland cement. The binder may further contain 0.1 to 0.3 parts of a water reducing agent, 0.2 to 0.7 parts of a setting retarder, and 0.2 to 0.4 parts of a gas introducing agent. Preferably, it may contain 0.3 parts of a water reducing agent, 0.7 parts of a setting retarder, and 0.3 parts of a gas introducing agent. By controlling the water binder ratio and the water cement ratio to 0.7 to 1.3 by changing the amount of water used, the relative density of the bonded gravel stones obtained by kneading is maximized and the mixture is uniformly agitated. To obtain a bonded gravel stone.
The combined gravel stone obtained as described above is carried into the foundation hole as a bonded dam aggregate, spread between the upstream formwork and the downstream formwork using a spreader or back ho, and the thickness of the bonded gravel stone is spread. , The thickness of the first bonded gravel stone layer 1 calculated from the height of the dam body in step 1, which is between 200 mm and 300 mm.

〈ステップ３〉
２０Ｔ以上の振動ローラを用いて１．０〜１．５ｋｍ／ｈの転圧速度で２回静転した後、更に８回振動転圧する。 <Step 3>
Using a vibrating roller of 20 T or more, the vehicle is statically rolled twice at a rolling speed of 1.0 to 1.5 km / h, and then vibrated and rolled eight times.

〈ステップ４〉
ステップ２における第１の結合砂利石層１の最終凝固の前に、仕分けられた粒径が１５０ｍｍより大きく（好ましくは、粒径が１５０ｍｍ〜３００ｍｍである）質が硬いロックフィルを、スプレッダ又はバックホーを用いてステップ３で転圧された第１の結合砂利石層１の上方に舗装する。 <Step 4>
Prior to the final solidification of the first bonded gravel layer 1 in step 2 , a hard-quality rockfill with a sorted particle size greater than 150 mm (preferably a particle size of 150 mm to 300 mm) is applied to the spreader or backhoe. Is paved above the first bonded gravel stone layer 1 that was compacted in step 3.

〈ステップ５〉
ロックフィルの敷き詰めが完了した後、人工計測や画像走査方式により、同一層内で相互に隣接するロックフィル間の間隔を取得し、取得した測定結果を用いて、隣接するロックフィル間の間隔を第１の砂利石骨材層１における砂利石の最大粒径以上に調整することで、ロックフィル間の間隔に灌漑可能性があるようにさせ、ロックフィルの最大粒径はダム本体構造断面の最小辺長の１／４を超えないようにする。前記調整は、人手やショベルカー等により行うことができる。ロックフィル間の間隔に灌漑可能性があるとは、ロックフィル間の間隙がグラウト材料の充填を受けることができるという特性を意味する。 <Step 5>
After the rockfills have been spread , the intervals between adjacent rockfills in the same layer are acquired by artificial measurement or image scanning method, and the acquired measurement results are used to determine the intervals between adjacent rockfills. by adjusting on maximum particle diameter or less of the gravel stones in the first gravel stone aggregate layers 1, it is the distance between rockfill so there is irrigation possible, maximum particle size of the rock-fill the dam body structure section Do not exceed 1/4 of the minimum side length. The adjustment can be performed manually, by a shovel car or the like. And the spacing between rockfill there is irrigation possibility, the gap between the locking fill refers to the property of being able to receive a filling of grout material.

〈ステップ６〉
ロックフィルの表面にセメントペーストを噴出し、セメントペーストの水セメント比が０．７〜１．３であり、セメントペーストをすべてのロックフィルの間の空隙に充填させ、且つすべてのロックフィルを包むことで、結合ロックフィル層２を形成する。 <Step 6>
A cement paste is spouted onto the surface of the rockfill, the water-cement ratio of the cement paste is 0.7-1.3, the cement paste fills the voids between all the rockfills, and wraps all the rockfills. As a result, the bonded rockfill layer 2 is formed.

〈ステップ７〉
セメントペーストが初期凝固する前に、結合ロックフィル層２の上方に、進占法でステップ２の方式で混練された結合砂利石を舗装して、第２の結合砂利石層３を形成する。舗装厚さは、ステップ１でダム本体の高さから計算された第２の結合砂利石層３の厚さであり、２００ｍｍ〜３００ｍｍである。さらに、結合砂利石における大きな粒径の骨材が集中して分布する現象を回避する必要がある。その中で、進占法とは、排材舗装方法の一つである。進占法は、ダンプトラックにより平らになった松土層の上を走行しながら材料を排出し、ブルドーザーを用いて松土層から下向きかつ前向きに材料を平らにする方法である。進占法は舗装層の厚さをコントロールしやすく、表面が平らになりやすく、圧密設備の稼働条件が良い。 <Step 7>
Before the cement paste is initially solidified, the bonded gravel stone kneaded by the method of step 2 in the advance method is paved above the bonded rockfill layer 2 to form the second bonded gravel stone layer 3. The pavement thickness is the thickness of the second bonded gravel stone layer 3 calculated from the height of the dam body in step 1, and is 200 mm to 300 mm. Furthermore, it is necessary to avoid the phenomenon that aggregates with a large grain size are concentrated and distributed in the bonded gravel stone. Among them, the advance occupancy method is one of the waste material pavement methods. The advance method is a method in which a material is discharged while traveling on a pine soil layer flattened by a dump truck, and a bulldozer is used to flatten the material downward and forward from the pine soil layer. In the advance method, it is easy to control the thickness of the pavement layer, the surface is easy to flatten, and the operating conditions of the consolidation equipment are good.

〈ステップ８〉
２０Ｔ以上の振動ローラを用いて１．０〜１．５ｋｍ／ｈの転圧速度で２回静転した後、更に８回振動転圧し、緻密に転圧し、転圧の緻密な程度の判定基準は施工層全体の厚さが２０〜３０％低減することであり、転圧できない場所に対しは、セメントペーストを添加しゲル化砂利石を振動して搗き砕き、強度を増加させる。 <Step 8>
After statically rolling twice at a rolling speed of 1.0 to 1.5 km / h using a vibrating roller of 20 T or more, vibrating and rolling eight more times, compactly rolling, and determining the degree of compactness of rolling compaction. Is to reduce the thickness of the entire construction layer by 20 to 30%, and in places where compaction is not possible, cement paste is added to vibrate and grind the gelled gravel stone to increase the strength.

〈ステップ９〉
転圧が完了した後、転圧後の第２の小粒径骨材層頂面を指で１０ｋｇ／ｃｍ２以上の圧力で押圧し、押圧ピット（窪み）が形成される場合、下層材が初期凝固していないことを意味するため、施工層数が設計要求に達するまでステップ２〜ステップ８を繰り返す。押圧ピットが形成されておらず、且つ爪で擦っても擦った跡が残らない場合、下層材が既に最終凝固段階に入っていることを意味するため、下層の砂利石が露出するように第２の小粒径骨材層に対してフラッシング処理を行う必要があり、その後、１ｃｍ以上の厚さのセメントペーストを敷き詰め、層間の良好な結合性を保証したうえ、施工層数が設計要求に達するまでステップ２〜ステップ８を繰り返す。 <Step 9>
After the compaction is completed, the top surface of the second small particle size aggregate layer after the compaction is pressed with a finger at a pressure of 10 kg / cm 2 or more, and when a pressing pit (dent) is formed, the lower layer material is formed. Since it means that the initial solidification has not occurred, steps 2 to 8 are repeated until the number of construction layers reaches the design requirement. If no pressing pits are formed and no rubbing marks are left even after rubbing with a nail, it means that the lower layer material has already entered the final solidification stage, so that the lower layer gravel stone is exposed. It is necessary to perform flushing treatment on the small particle size aggregate layer of 2, and then spread cement paste with a thickness of 1 cm or more to guarantee good bondability between layers, and the number of construction layers meets the design requirements. Steps 2 to 8 are repeated until the result is reached.

〈ステップ１０〉
非破壊検査方法を用いてダム本体内部の緻密状況を検出する。ここで、緻密状況とは、転圧後のダム内部の材料の緻密程度を示すパラメータである。緻密状況としては、締固め度、締固め厚さ、相対緻密度等を採用することができる。締固め度（ｄｅｇｒｅｅ ｏｆ ｃｏｍｐａｃｔｉｏｎ）とは、土または他の道路建築材料の圧密後の乾燥密度と標準最大乾燥密度との比であり、百分率で表される。圧密厚さ（ｃｏｍｐａｃｔｅｄ ｔｈｉｃｋｎｅｓｓ）とは、各転圧作業層が転圧によって、設計上必要とされる見かけ密度または相対緻密度に達した場合の厚さを意味する。前記相対緻密度（ｒｅｌａｔｉｖｅ ｄｅｎｓｉｔｙ）とは、施工倉面の実測見かけ密度と転圧コンクリート室内試験で得られた基準見かけ密度との比である。結合ロックフィル層２の任意の断面は相対的に緻密であり、結合ロックフィル層２中の骨材が第１の結合砂利石層１中に沈み込む深さは第１の結合砂利石層１の合計厚さの２０％〜３０％を超えてはならない。 <Step 10>
A non-destructive inspection method is used to detect the dense condition inside the dam body. Here, the dense state is a parameter indicating the degree of denseness of the material inside the dam after rolling. As the compaction situation, the degree of compaction, the compaction thickness, the relative compaction density, and the like can be adopted. The degree of compaction is the ratio of the dry density after consolidation of soil or other road building materials to the standard maximum dry density, expressed as a percentage. The compacted thickness means the thickness of each compacted working layer when the compacted working layer reaches the apparent density or the relative density required by the design by the compaction. The relative density is the ratio of the measured apparent density of the construction warehouse surface to the standard apparent density obtained in the compaction concrete laboratory test. Any cross section of the bond rockfill layer 2 is relatively dense, and the depth at which the aggregate in the bond rockfill layer 2 sinks into the first bond gravel layer 1 is the first bond gravel layer 1. Must not exceed 20% to 30% of the total thickness of.

〈ステップ１１〉
前記検出された緻密状況が予め設定された緻密要求値に達した場合、ダム本体の上流面と下流面とに対して浸透防止処理を行う。前記緻密要求値は、ダム工事の技術要求などによって予め設定することができる。 <Step 11>
When the detected density state reaches a preset density requirement value, permeation prevention treatment is performed on the upstream surface and the downstream surface of the dam body. The precise required value can be set in advance according to the technical requirements for dam construction and the like.

Claims (6)

結合ダムの施工方法であって、
前記結合ダムのダム本体は、順次積層された複数の施工層からなり、各前記施工層は、下から上に向かって順次積層された第１の結合砂利石層（１）と、結合ロックフィル層（２）と、第２の結合砂利石層（３）とを含み、前記結合ロックフィル層（２）における骨材の粒径は１５０ｍｍより大きく、前記第１の結合砂利石層（１）及び前記第２の結合砂利石層（３）における骨材の粒径は１５０ｍｍ以下であり、各前記施工層において、第１の結合砂利石層（１）と前記第２の結合砂利石層（３）とが上下層になっており、結合ロックフィル層（２）がコア層になっており、各前記施工層の厚さは４００ｍｍ〜７００ｍｍであり、
前記ダム本体の基盤の構築スペースとしての基礎穴を掘削し、岩を露出させる基礎処理を行い、上流型枠と下流型枠を固定するステップ１と、
粒径が１５０ｍｍ以下の砂利石と結合材および水とを、水セメント比を０．７〜１．３として混練して、結合砂利石を形成し、前記上流型枠と前記下流型枠との間に、厚さが２００ｍｍ〜３００ｍｍとなるように結合砂利石を敷き詰めることで、前記第１の結合砂利石層（１）を形成ステップ２と、
２０Ｔ以上の振動ローラを用いて１．０〜１．５ｋｍ／ｈの転圧速度で２回静転した後、更に８回振動転圧するステップ３と、
ステップ２における前記第１の結合砂利石層（１）が最終凝固する前に、粒径が１５０ｍｍ〜３００ｍｍであるロックフィルを、ステップ３における前記第１の結合砂利石層（１）の上方に敷き詰めるステップ４と、
ロックフィルの敷き詰めが完了した後、画像走査方式により同一層内で相互に隣接するロックフィル間の間隔を取得し、取得した測定結果を用いて、前記ロックフィル間の間隔がグラウト材料の充填を受けることができる灌漑可能性を有するようにさせるステップ５と、
ロックフィルの表面に水セメント比が０．７〜１．３であるセメントペーストを噴出し、セメントペーストをすべてのロックフィルの間の空隙に充填させ、且つすべてのロックフィルを包むことで、前記結合ロックフィル層（２）を形成するステップ６と、
セメントペーストの初期凝固の前に、前記結合ロックフィル層（２）の上方に、進占法でステップ２における前記結合砂利石を２００ｍｍ〜３００ｍｍの厚さで敷き詰めて、第２の結合砂利石層（３）を形成するステップ７と、
２０Ｔ以上の振動ローラを用いて１．０〜１．５ｋｍ／ｈの転圧速度で２回静転した後、更に８回振動転圧するステップ８と、
転圧が完了した後、転圧後の第２の結合砂利石層（３）の頂面を指で押圧して窪みが確認できる場合には、前記施工層の数が設計要求の数に達するまでステップ２〜ステップ９を繰り返し、一方、窪みが確認できない場合には、下層の砂利石が露出するように第２の結合砂利石層（３）に対してフラッシング処理を行い、その後、１ｃｍ以上の厚さのセメントペーストを敷き詰め、前記施工層の数が設計要求の数に達するまでステップ２〜ステップ９を繰り返すステップ９と、
非破壊検査方法を用いてダム本体内部の締固め度、締固め厚さ、相対緻密度の少なくともいずれか一つを示す緻密状況を検出するステップ１０と、
前記緻密状況が予め設定された緻密要求値に達すると、ダム本体に対して浸透防止処理を行うステップ１１と、を備えることを特徴とする結合ダムの施工方法。 It is a construction method of a combined dam,
Dam of the coupling dam consists sequentially stacked plurality of construction layers, each with the working layer, first coupling gravel stone layer which are sequentially stacked from bottom to top as (1), coupled rockfill The first bonded gravel layer (1) includes the layer (2) and the second bonded gravel layer (3), and the particle size of the aggregate in the bonded rockfill layer (2) is larger than 150 mm. The particle size of the aggregate in the second bonded gravel layer (3) is 150 mm or less, and in each of the construction layers, the first bonded gravel layer (1) and the second bonded gravel layer (1) 3) is an upper and lower layer, and the bonded rock fill layer (2) is a core layer, and the thickness of each of the above-mentioned construction layers is 400 mm to 700 mm.
Step 1 of excavating a foundation hole as a construction space for the base of the dam body, performing foundation treatment to expose the rock, and fixing the upstream formwork and the downstream formwork,
A particle size binder and is less gravel stone 150mm water, a water-cement ratio and kneaded as 0.7 to 1.3, bound gravel stones to form, between said upstream mold and said downstream mold during, by laying the coupling gravel stones to a thickness of 200 mm to 300 mm, and the forming step 2 the first coupling gravel stone layer (1),
Step 3 of vibrating and rolling eight more times after statically rolling twice at a rolling speed of 1.0 to 1.5 km / h using a vibrating roller of 20 T or more.
Before the first bonded gravel layer (1) in step 2 is finally solidified, a rockfill having a particle size of 150 mm to 300 mm is placed above the first bonded gravel layer (1) in step 3. Step 4 to spread and
After the irrigation of the rockfill is completed, the distance between the rockfills adjacent to each other in the same layer is acquired by the image scanning method, and the distance between the rockfills is the filling of the grout material using the obtained measurement result. and step 5 causes so as to have irrigation potential capable of undergoing,
By spouting a cement paste having a water-cement ratio of 0.7 to 1.3 on the surface of the rockfill, filling the voids between all the rockfills with the cement paste, and wrapping all the rockfills, the above-mentioned Step 6 to form the bonded rockfill layer (2),
Prior to the initial solidification of the cement paste, the bonded gravel stone in step 2 is spread over the bonded rockfill layer (2) to a thickness of 200 mm to 300 mm by an advance method, and a second bonded gravel stone layer is spread. Step 7 to form (3) and
Step 8 of vibrating and rolling eight more times after statically rolling twice at a rolling speed of 1.0 to 1.5 km / h using a vibrating roller of 20 T or more.
After compaction is complete, when the rolling second coupling gravel stone layer After depressurization of the top surface (3) can be confirmed that the depression is pressed with a finger, the number of the working layer reaches a number of design requirements Repeat step 2 to step 9 to, on the other hand, if the depression is not confirmed performs flushing process with respect to the second coupling gravel stone layer as the lower layer of gravel stones are exposed (3), then, 1 cm or more Step 9 and step 9 in which steps 2 to 9 are repeated until the number of construction layers reaches the number of design requirements by spreading cement paste of the same thickness as above.
Step 10 of detecting a compaction state indicating at least one of the compaction degree, compaction thickness, and relative compaction density inside the dam body by using a non-destructive inspection method.
A method for constructing a combined dam , which comprises step 11 of performing a permeation prevention treatment on the dam body when the dense condition reaches a preset dense required value. ステップ２における前記結合材は、セメントと、フライアッシュとを含み、前記セメントはポルトランドセメントであることを特徴とする請求項１に記載の結合ダムの施工方法。 The method for constructing a coupling dam according to claim 1, wherein the binder in step 2 includes cement and fly ash, and the cement is Portland cement. 前記結合材は、４０〜６０部のセメントと、４０〜６０部のフライアッシュとを含むことを特徴とする請求項２に記載の結合ダムの施工方法。 The method for constructing a coupling dam according to claim 2, wherein the binder contains 40 to 60 parts of cement and 40 to 60 parts of fly ash. 前記結合材は、０．１〜０．３部の減水剤と、０．２〜０．７部の凝結遅延剤と、０．２〜０．４部のガス導入剤とを更に含むことを特徴とする請求項２又は３に記載の結合ダムの施工方法。 The binder further comprises 0.1 to 0.3 parts of a water reducing agent, 0.2 to 0.7 parts of a setting retarder, and 0.2 to 0.4 parts of a gas introducing agent. The method for constructing a combined dam according to claim 2 or 3, which is characterized by this. 敷き詰める過程は、いずれもスプレッダ又はバックホーを用いて作業することを特徴とする請求項１に記載の結合ダムの施工方法。 The method for constructing a combined dam according to claim 1, wherein the laying process is performed by using a spreader or a backhoe. ステップ３及び８においてダム本体の坂面の傾斜角によって転圧できない場所に対して、セメントペーストを添加して結合砂利石を振動して搗き砕くことを特徴とする請求項１に記載の結合ダムの施工方法。
In Step 3 and 8 with respect to the location that can not be compacting the inclination angle of the slope surface of the dam body, coupled dam according to claim 1, characterized in that break per vibrates binding gravel stones by adding cement paste Construction method.
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