JP2662579B2 - Impermeable wall and method of constructing the same - Google Patents
Impermeable wall and method of constructing the sameInfo
- Publication number
- JP2662579B2 JP2662579B2 JP63052751A JP5275188A JP2662579B2 JP 2662579 B2 JP2662579 B2 JP 2662579B2 JP 63052751 A JP63052751 A JP 63052751A JP 5275188 A JP5275188 A JP 5275188A JP 2662579 B2 JP2662579 B2 JP 2662579B2
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- Japan
- Prior art keywords
- wall
- impermeable
- water
- strength
- impermeable wall
- 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.)
- Expired - Lifetime
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Description
【発明の詳細な説明】 （産業上の利用分野） 本発明は、ダム、山留等の地中に設けられる遮水壁及
びその構築方法に関する。Description: TECHNICAL FIELD The present invention relates to a water impermeable wall provided in the ground such as a dam or a ridge, and a method for constructing the same.
（従来の技術） 地中に一部構造部を有する構造物、例えば、ロックフ
ィルダムにおいては第１図に図示するごとく、ダム本体
４は、不透水層（例えば、岩盤）３面上の透水層（地
層）２上に構築され、かつ前記透水層２には、ダム本体
４と下透水層３を継ぐようにしてグラウトあるいはRCコ
ンクリートの遮水壁１が垂設されている。(Prior Art) In the case of a structure having a partial structure in the ground, for example, in the case of a rock fill dam, as shown in FIG. 1, the dam body 4 is formed of a water permeable layer on the surface of an impermeable layer (for example, bedrock) 3. (Geological stratum) 2, and a water impervious wall 1 made of grout or RC concrete is provided on the permeable layer 2 so as to connect the dam body 4 and the lower permeable layer 3.
このようにして、ダム貯水がダム本体４下の透水層２
を通って外部へ流出しないように、遮水壁１で遮水され
ている。In this manner, the dam water is stored in the permeable layer 2 under the dam body 4.
It is impermeable by the impermeable wall 1 so that it does not flow out to the outside.
（発明が解決しようとする課題） しかしながら、前記グラウトによる工法は、比較的均
一でかつ透水性の大きな地盤にしか適用できなく、また
施工の信頼性に問題がある。(Problems to be Solved by the Invention) However, the grouting method can be applied only to a relatively uniform and highly permeable ground, and has a problem in the reliability of construction.
そして、前記RCコンクリートによる地中連続壁工法
は、地盤に比べてRCコンクリートの剛性が高すぎ、ダム
本体の盛土荷重等地盤沈下などの地盤変形に追従できな
く、その結果RCコンクリート遮水壁に応力集中が発生す
ると共にダム本体に亀裂が発生する恐れがあり、かつコ
ストが高いという問題がある。The underground diaphragm wall construction method using the RC concrete is too rigid for the RC concrete compared to the ground, and cannot follow ground deformation such as ground subsidence such as embankment load of the dam body. There is a problem that stress concentration may occur, cracks may occur in the dam body, and the cost is high.
なお、地盤変形追従性の良い剛性の低い材料として、
貧配合モルタル、泥水固化材料等の低強度遮水壁材料も
使用されつつあるが、これらは基本的には脆性材料であ
って、曲げ応力に弱いという問題がある。In addition, as a material with good rigidity and good
Low-strength impermeable wall materials such as poorly-mixed mortar and muddy water solidifying materials are also being used, but these are basically brittle materials and have a problem that they are susceptible to bending stress.
（課題を解決するための手段） 本発明は、前記各問題点を解決するためになされたも
のであって、施工が容易で、地盤変形に対する追従性が
良く、かつ低コストで信頼性の高い遮水壁を提供し得る
ものであり、すなわち、（１）ダム、山留等の遮水壁に
おいて、遮水壁を中央壁を低強度遮水壁材料で構成し、
その両側壁を繊維を混入した低強度遮水壁材料で構成し
てサンドウィッチ構造となしたことを特徴とする遮水
壁、及び（２）ダム、山留等の遮水壁の構築方法におい
て、透水層を不透水層に達する所定深度まで掘削する
工程、前記掘削により形成された掘削孔内に２枚の仕
切板を有する仕切装置を降下挿入して、中央壁用スペー
ス、両側壁用スペースを設ける工程、及び前記中央壁
スペースに低強度遮水壁材料を、両側壁スペースに繊維
を混入した低強度遮水壁材料をそれぞれ注入打設し、前
記仕切装置を取り除く工程、からなることを特徴とする
遮水壁の構築方法である。(Means for Solving the Problems) The present invention has been made to solve the above-mentioned problems, and is easy to construct, has good followability to ground deformation, and has low cost and high reliability. It is possible to provide a water impervious wall, that is, (1) in a water impervious wall such as a dam or a ridge, the water impervious wall is made of a low-strength water impervious material for a central wall;
In the method of constructing a water-impervious wall characterized by forming a sandwich structure by forming both side walls of a low-strength water-impervious wall material mixed with fibers, and (2) a water-impervious wall such as a dam or a ridge, Excavating the permeable layer to a predetermined depth reaching the impervious layer, lowering and inserting a partition device having two partition plates into the excavation hole formed by the excavation, to form a space for the center wall and a space for both side walls. Providing a low-strength impermeable wall material in the central wall space, and injecting and casting a low-strength impermeable wall material mixed with fibers in both side wall spaces, and removing the partitioning device. This is the method of constructing the impermeable wall.
本発明者は、遮水壁に低強度遮水壁材料（例えば、ベ
ントナイト８％、粘土30％、セメント30％、水32％より
なる。）を適用すべく検討した結果、低強度遮水壁材料
は前記グラウトに比べると信頼性が高く、RCコンクリー
トに比べると安価で、地盤変形に対する追従性も高い
が、本来脆性材料であること、そして曲げ強度が小さ
く、クラックが入った後の粘り強さも無いため、漏水の
恐れがあって遮水性が十分に保証できないことを知見し
た。The present inventor studied to apply a low-strength impermeable wall material (for example, composed of 8% bentonite, 30% clay, 30% cement, and 32% water) to the impermeable wall. The material is more reliable than the above grout, cheaper than RC concrete, and has a high ability to follow the ground deformation, but is inherently a brittle material, has a low bending strength, and has a low tenacity after cracking. It was found that there was no possibility of water leakage because of the absence of water leakage.
そこで、種々研究の結果、前記低強度遮水壁材料に繊
維を混入することによってその曲げ強度の増加、クラッ
ク発生後の粘り強化（エネルギー吸収能力強化）等の改
質を図ることに成功した。Therefore, as a result of various studies, it was possible to improve the flexural strength by mixing fibers with the low-strength impermeable wall material and to improve the tenacity after cracking (enhancement of energy absorbing ability).
ここで本発明おいて使用される繊維について説明する
と、その形状は、一般的な糸状のほか、帯状、棒状、紐
状等であり、長さは通常、数ミリないし数センチメート
ル、直径は通常、５ミリ以下のもので、素材はポリエチ
レン系、ポリプロピレン系、ポリビニル系等の合成樹
脂、あるいは炭素、セラミック、ガラス等からなるもの
である。Here, the fiber used in the present invention will be described.The shape is, in addition to a general thread shape, a band shape, a rod shape, a string shape, etc., the length is usually several millimeters to several centimeters, and the diameter is usually 5 mm or less, and made of a synthetic resin such as polyethylene, polypropylene, or polyvinyl resin, or carbon, ceramic, glass, or the like.
その長さは、低強度遮水壁材料の混合性、打設性を良
好に維持するため、あまり長くない５〜50mm程度のもの
が好ましい。The length is preferably about 5 to 50 mm, which is not too long in order to maintain good mixing and casting properties of the low-strength impermeable wall material.
繊維素材は強度維持を保証するためセメントの水和に
伴い生成するアルカリ性の水酸化カルシウムによって侵
されないものが好ましく、また、曲げ強度を保証するた
め弾性係数は少なくとも低強度遮水壁材料以上であるこ
とが好ましく、そして均質性を保証するため低強度遮水
壁材料中で沈降又は浮上しないものが好ましい。It is preferable that the fiber material is not attacked by alkaline calcium hydroxide generated with hydration of the cement in order to guarantee the strength maintenance, and the elastic modulus is at least as low as the low-impervious wall material in order to guarantee the bending strength. Preferably, and those that do not settle or float in the low strength impermeable wall material to ensure homogeneity.
次に、遮水壁の構造について説明する。 Next, the structure of the impermeable wall will be described.
前述のとおり、本発明に係る遮水壁は繊維を混入した
均質なもので、第２図図示のごとく中央壁11を繊維混入
の両側12,12′で一体化挟装してサンドウィッチ構造と
したものである。As described above, the impermeable wall according to the present invention is a homogeneous structure in which fibers are mixed, and as shown in FIG. 2, the central wall 11 is integrally sandwiched between both sides 12, 12 'of the fibers and has a sandwich structure. Things.
以下にその理由を説明する。 The reason will be described below.
一般に遮水壁に水圧等が作用する（通常横方向から）
と第５図に示すような応力が遮水壁に加わり、遮水壁の
両側壁端部ＡないしＢ間に図示のごとき引張応力と圧縮
応力が加わる。Generally, water pressure acts on impermeable walls (usually from the side)
5, a stress as shown in FIG. 5 is applied to the impermeable wall, and a tensile stress and a compressive stress are applied between both end portions A and B of the impermeable wall as shown.
したがって、少なくとも側壁の一方には引張応力が加
わり、引張に弱い低強度遮水壁の側壁に亀裂が入り易く
なる。Therefore, a tensile stress is applied to at least one of the side walls, and a crack is easily formed in the side wall of the low-strength impermeable wall that is weak in tension.
このため、少なくとも側壁12、12′部に繊維を混入す
ることによって、引張、曲げに強いものとすれば、遮水
壁に亀裂が入ることが防止でき、また仮に亀裂が入った
後でも遮水壁の粘りを強いものとすることが可能となる
のである。For this reason, if the fibers are resistant to tension and bending by mixing fibers at least in the side walls 12 and 12 ', it is possible to prevent cracks from being formed in the impermeable walls, and to prevent impermeable even if cracks are formed. It is possible to make the wall sticky.
（実施例） 次に、本発明の実施例を図面に基づいて説明する。(Example) Next, an example of the present invention will be described with reference to the drawings.
まず、遮水壁の構築方法について説明する。 First, a method of constructing the impermeable wall will be described.
最初に、ロングウォールドリル機、グラブ等を使用
し、安定液で壁面の安定を図りながら岩盤等あの不透水
層に達する所定深度まで掘削して、掘削孔（遮水壁スペ
ース）を形成する。First, a long wall drilling machine, a grab or the like is used to excavate to a predetermined depth reaching a water-impermeable layer such as a bedrock while stabilizing the wall surface with a stabilizing solution, thereby forming a drill hole (water-impervious wall space).
次いで、第２図図示のごとく中央壁11を繊維混入の両
側壁12、12′で挟装してサンドウィチ構造としたものを
構築するため、掘削孔内に例えば第４図図示のごとき仕
切装置20を降下挿入し、中央壁スペースと両側壁スペー
スを形成し、次いで中央壁スペースには低強度遮水壁材
料を、両側壁スペースには繊維混入遮水壁材料を打設管
51、52、53によってそれぞれ注入打設し、打設速度に応
じて、順次打設用の仕切装置を引き上げながら、所定深
度まで施工する。Next, as shown in FIG. 2, the central wall 11 is sandwiched between the side walls 12, 12 'containing fibers to form a sandwich structure, so that a partitioning device 20 as shown in FIG. To form a central wall space and both side wall spaces, and then cast a low-strength impermeable wall material in the center wall space and a fiber-impregnated impermeable wall material in both side wall spaces.
5 1, 5 2, by 5 3 respectively injected hitting set, depending on the punching設速degree, while pulling up the partitioning system of sequential punching設用and construction to a predetermined depth.
なお、繊維混入遮水壁は強い曲げ応力が加わる所要区
域にのみ形成すれば足りるわけであるから、構造計算等
により適宜箇所を選定して、第10図（ａ）にその断面図
を図示したごとく、所要箇所のみに繊維混入遮水壁１
を、残部箇所には繊維不含有遮水壁１′を連続的に打設
形成してもよい。Since it is sufficient to form the fiber-impregnated impermeable wall only in a required area where strong bending stress is applied, an appropriate location is selected by a structural calculation or the like, and its cross-sectional view is shown in FIG. 10 (a). As shown, fiber-impregnated impermeable wall 1
Alternatively, a fiber-free impermeable wall 1 ′ may be continuously cast in the remaining portion.
また、第10図（ｂ）に断面図を図示したごとく、曲げ
応力負荷の大きい所要区域に対しては、その壁厚を大に
する方式も採用できる。As shown in the sectional view of FIG. 10 (b), it is also possible to adopt a method of increasing the wall thickness in a required area where the bending stress load is large.
本発明の遮水壁の用途は、前記のごとく、地中、地表
部等の遮水に係わるものであればすべて対象となり得る
が、例えば、第８図図示のごとく地中に遮水壁１を造
り、地下水流をせき止めて地下ダムを築造する例、また
第９図図示のごとく地下に遮水壁１で囲った貯水池を造
り、雨期に水を溜めて乾期に農業等に利用する例等が挙
げられる。As described above, the use of the impermeable wall of the present invention can be any object as long as it is related to impermeable water such as underground or the ground surface. For example, as shown in FIG. Example of constructing an underground dam by damping the groundwater flow and constructing a reservoir surrounded by impermeable walls 1 as shown in Fig. 9 and storing water in the rainy season and using it for agriculture in the dry season, etc. Is mentioned.
次に本発明の遮水壁材料について説明する。まず、本
発明の繊維混入遮水壁材料の特性を試験するため、第１
表記載の低強度遮水壁材料に、第２表記載の各種繊維を
混入して、各種供試体を得た。Next, the impermeable wall material of the present invention will be described. First, in order to test the properties of the fiber-impregnated impermeable wall material of the present invention,
The various fibers shown in Table 2 were mixed with the low-strength impermeable wall materials shown in the table to obtain various specimens.
以上の供試体について曲げ強度試験を行った。 A bending strength test was performed on the above specimens.
その結果は第７図に示すとおりであって繊維混入の遮
水壁材料Ａ、Ｂ、Ｃは、繊維無混入の遮水壁材料Ｐに較
べて、曲げ強度が約20〜40％増大するとともに、ピーク
後の変形性状も著しく改善され、地盤変形に対するエネ
ルギー吸収能力が改善されていることが判った。The results are as shown in FIG. 7. The water-impervious wall materials A, B, and C containing fibers have a flexural strength increased by about 20 to 40% as compared with the water-impervious wall material P containing no fibers. It was also found that the deformation properties after the peak were remarkably improved, and the energy absorbing ability for the ground deformation was improved.
したがって、本発明の繊維を混入した低強度遮水壁材
料で遮水壁を造れば、地盤変形があってもひび割れ、破
断等が生じない、高い信頼性を有する遮水壁が容易に得
られることが理解できる。Therefore, if the impermeable wall is made of the low-strength impermeable wall material in which the fiber of the present invention is mixed, a highly reliable impermeable wall that does not crack, break, or the like even if the ground is deformed can be easily obtained. I can understand.
（発明の効果） 以上のとおり本発明によれば、優れた曲げ強度を有
し、高水圧が加っても亀裂を生じることがなく、仮に亀
裂が生じた場合でも粘りが強く、地盤変形に対する優良
な追従性を有する遮水壁を提供することができる。(Effects of the Invention) As described above, according to the present invention, it has excellent bending strength, does not crack even when high water pressure is applied, and even if cracks are formed, it has high tenacity and is resistant to ground deformation. A water impermeable wall having excellent followability can be provided.
また、削減された繊維使用量で信頼性の高い遮水壁を
容易に提供することができ、低コスト化を図ることがで
きる。In addition, a highly reliable impermeable wall can be easily provided with a reduced amount of fiber used, and cost reduction can be achieved.
第１図は地盤を含めたダム構築物の略説縦断面図、第２
図は本発明の一実施例のダム構築物の略説断断面図、第
３図は本発明の一実施例の地中掘削孔に遮水壁を構築す
る場合の略説図そして第４図は本発明実施例において掘
削孔内に降下挿入された仕切装置の平面図である。 第５図は遮水壁に水圧等による曲げ応力が加わった場合
の遮水壁各部における応力分布図を示す。 第６図は本発明の一実施例の遮水壁の縦断面図、第７図
は本発明実施例に係る遮水壁材料と比較例の遮水壁材料
の曲げ強度特性を示すグラフ図、第８図は本発明の遮水
壁で造った地下ダムの概略断面図、第９図は本発明の遮
水壁で造った地下貯水池の概略断面図である。 第10図（ａ）は本発明の遮水壁材料を所要部分に使用し
た例を示す断面図、第10図（ｂ）は本発明の遮水壁の形
状例を示す断面図である。 1:遮水壁、2:透水層、3:不透水層、 4:ダム本体、5a,5b,5c:打設管、 11:中央壁、12、12′：側壁、 20:仕切装置、21、21′：仕切板、 22、22′：スペーサFig. 1 is a schematic vertical sectional view of the dam structure including the ground.
FIG. 3 is a schematic cross-sectional view of a dam structure according to one embodiment of the present invention, FIG. 3 is a schematic diagram of a case where a water impervious wall is constructed in an underground excavation hole of one embodiment of the present invention, and FIG. FIG. 3 is a plan view of the partitioning device lowered into the excavation hole in the embodiment. FIG. 5 shows a stress distribution diagram at each part of the impermeable wall when a bending stress is applied to the impermeable wall by water pressure or the like. FIG. 6 is a longitudinal sectional view of the impermeable wall of one embodiment of the present invention, and FIG. 7 is a graph showing bending strength characteristics of the impermeable wall material according to the embodiment of the present invention and the impermeable wall material of a comparative example. FIG. 8 is a schematic sectional view of an underground dam made of the impermeable wall of the present invention, and FIG. 9 is a schematic sectional view of an underground reservoir made of the impermeable wall of the present invention. FIG. 10 (a) is a cross-sectional view showing an example in which the water-impervious wall material of the present invention is used for a required portion, and FIG. 10 (b) is a cross-sectional view showing an example of the shape of the water-impervious wall of the present invention. 1: impermeable wall, 2: permeable layer, 3: impermeable layer, 4: dam body, 5a, 5b, 5c: cast pipe, 11: central wall, 12, 12 ': side wall, 20: partition device, 21 , 21 ': Partition plate, 22, 22': Spacer
Claims (2)
中央壁を低強度遮水壁材料で構成し、その両側壁を繊維
を混入した低強度遮水壁材料で構成してサンドウィッチ
構造となしたことを特徴とする遮水壁。In a water impervious wall such as a dam or a mountain stay, the water impervious wall has a central wall made of a low strength water impervious wall material, and both side walls made of a low strength water impervious wall material mixed with fibers. Impermeable wall with a sandwich structure.
て、透水層を不透水層に達する所定深度まで掘削する
工程、前記掘削により形成された掘削孔内に２枚の仕
切板を有する仕切装置を降下挿入して、中央壁用スペー
ス、両側壁用スペースを設ける工程、及び前記中央壁
スペースに低強度遮水壁材料を、両側壁スペースに繊維
を混入した低強度遮水壁材料をそれぞれ注入打設し、前
記仕切装置を取り除く工程、からなることを特徴とする
遮水壁の構築方法。2. A method for constructing a water-impervious wall such as a dam, a ridge, and the like, wherein a permeable layer is excavated to a predetermined depth reaching an impermeable layer, and two partition plates are formed in an excavation hole formed by the excavation. Lowering and inserting a partitioning device having a space for a central wall and spaces for both side walls, and a low-strength impermeable wall material in which a low-strength impermeable wall material is mixed in the central wall space and fibers are mixed in both side-wall spaces. Respectively, and removing the partitioning device.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP63052751A JP2662579B2 (en) | 1988-03-08 | 1988-03-08 | Impermeable wall and method of constructing the same |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP63052751A JP2662579B2 (en) | 1988-03-08 | 1988-03-08 | Impermeable wall and method of constructing the same |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JPH01226930A JPH01226930A (en) | 1989-09-11 |
| JP2662579B2 true JP2662579B2 (en) | 1997-10-15 |
Family
ID=12923606
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP63052751A Expired - Lifetime JP2662579B2 (en) | 1988-03-08 | 1988-03-08 | Impermeable wall and method of constructing the same |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JP2662579B2 (en) |
Families Citing this family (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP4675391B2 (en) * | 2008-04-02 | 2011-04-20 | 大豊建設株式会社 | Underground structure |
| JP6282836B2 (en) * | 2013-10-23 | 2018-02-21 | サンデン商事株式会社 | Seismic structure of frozen wall constructed around nuclear power generation facilities |
Family Cites Families (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS5327883A (en) * | 1976-08-23 | 1978-03-15 | Tenryu Industries | Apparatus for pouring wines in constant quantity |
| JPS5450116A (en) * | 1977-09-28 | 1979-04-19 | Fudo Giken | Method of soil stabilizing treating constrution |
-
1988
- 1988-03-08 JP JP63052751A patent/JP2662579B2/en not_active Expired - Lifetime
Also Published As
| Publication number | Publication date |
|---|---|
| JPH01226930A (en) | 1989-09-11 |
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