JPH07102545A - Structure of checkdam - Google Patents
Structure of checkdamInfo
- Publication number
- JPH07102545A JPH07102545A JP5265450A JP26545093A JPH07102545A JP H07102545 A JPH07102545 A JP H07102545A JP 5265450 A JP5265450 A JP 5265450A JP 26545093 A JP26545093 A JP 26545093A JP H07102545 A JPH07102545 A JP H07102545A
- Authority
- JP
- Japan
- Prior art keywords
- side wall
- earth
- sand
- sabo dam
- wall surface
- 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
- Piles And Underground Anchors (AREA)
Abstract
Description
【０００１】[0001]
【産業上の利用分野】本発明は、主として、山岳部にお
ける水源、河道などの土砂の流出防止、貯留、調節など
の目的で構成される砂防ダムの構造に関するものであ
る。BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention mainly relates to a structure of a sabo dam which is constructed for the purpose of preventing outflow, storage and control of sediment such as water sources and rivers in mountainous areas.
【０００２】[0002]
【従来の技術】山岳部で発生する土石流を抑制し、ある
いは、堰止めるために、予め、要所要所に設置される砂
防ダムは、その設置箇所で起こり得る土石流の規模を予
測して設計、施工されるが、予算の関係で、過大に構成
することを避けなければならない。このため、予測をは
るかに越える規模で、土石流が発生した場合には、ダム
破壊が起こり、そのダム構成部材が、土砂と共に下流側
に流れて、その流域を破壊する虞がある。2. Description of the Related Art Sabo dams, which are installed at required points in advance in order to suppress or block debris flows that occur in mountainous areas, are designed by predicting the scale of debris flows that can occur at the installation site. It will be constructed, but due to the budget, it should be avoided to configure it excessively. For this reason, when a debris flow occurs on a scale far beyond the prediction, dam destruction may occur, and the dam constituent members may flow downstream together with the earth and sand to destroy the watershed.
【０００３】[0003]
【発明が解決しようとする課題】そこで、従来のよう
な、鉄筋コンクリート造りのダム構造を避け、同等の砂
防効果を発揮するものでありながら、しかも、ダム破壊
が起こった際には、そのダム構成部材による下流域での
破壊、損傷をできるだけ少なくすることが、砂防ダムの
設計、施工に際して要望されている。特に、このような
砂防ダムが、その流域において複数段に分けて構築され
る場合には、この配慮は重要である。Therefore, while avoiding the conventional dam structure made of reinforced concrete and exhibiting the same erosion control effect, when dam destruction occurs, the dam structure It is required in designing and constructing a sabo dam to reduce the damage and damage in the downstream area by members as much as possible. This consideration is particularly important when such a sabo dam is constructed in multiple stages in the basin.
【０００４】[0004]
【発明の目的】本発明は上記事情に基いてなされたもの
で、その第１の目的とするところは、経済性が高く、施
工が容易であり、必要な強度が確保でき、しかも、ダム
破壊の際には、ダム構成部材の大半が土石流と共に流動
化され、それが原因となる、下流域での破壊、損傷を最
小限に留止めるように工夫した構成の砂防ダムの構造を
提供することにある。SUMMARY OF THE INVENTION The present invention has been made based on the above circumstances. The first object of the present invention is that it is highly economical, easy to construct, secures the required strength, and is capable of dam damning. At the time of the construction, most of the dam components are fluidized with the debris flow, and the structure of the sabo dam is devised so as to minimize the damage and damage in the downstream area caused by it. It is in.
【０００５】また、本発明の第２の目的とするところ
は、コンクリートなどの構造材料を持ち込まずに、現地
で発生した土砂などの発生材料を利用することにより、
経済的負担を増すことなく、ダム断面を大きく取って、
十分な強度を確保できるようにした砂防ダムの構造を提
供することにある。A second object of the present invention is to use a generating material such as earth and sand generated locally without bringing in a structural material such as concrete.
Larger cross section of the dam without increasing economic burden,
The purpose is to provide a structure of a sabo dam that ensures sufficient strength.
【０００６】また、本発明の第３の目的とするところ
は、上流側、特に既に構成された砂防ダムの上流側斜面
に堆積した土砂を、その流域に別に創設する砂防ダムの
構造材料に再利用することができる構成にした砂防ダム
の構造を提供するにある。The third object of the present invention is to reconstruct the sediment deposited on the upstream side, especially on the upstream slope of the already constructed sabo dam, as a structural material for the sabo dam to be separately created in the basin. The purpose is to provide a structure of the sabo dam that can be used.
【０００７】[0007]
【課題を解決するための手段】このため、本発明では、
水源、河道などにおける土砂の流出防止、貯留、調節な
どの目的で構成される砂防ダムの構造において、互いに
所要間隔を介して、上流側壁面および下流側壁面を構成
する矢板を地盤に打設し、流動化処理した中詰め土砂を
両壁面間に装填すると共に、上流側壁面に掛かる負荷
を、中詰め土砂及び下流側壁面で支えるように、両壁面
の間でアンカー部材を装備している。Therefore, in the present invention,
In the structure of a sabo dam configured for the purpose of preventing outflow, storage, and adjustment of sediment in water sources, rivers, etc., the sheet piles that form the upstream side wall surface and the downstream side wall surface are laid on the ground through the required intervals. The fluidized medium-filled earth and sand is loaded between both wall surfaces, and an anchor member is provided between the both wall surfaces so that the load on the upstream side wall surface is supported by the medium-filled earth and sand and the downstream side wall surface.
【０００８】なお、上記矢板は、要すれば、互いにハの
字形に傾斜した状態で打設されており、上記アンカー部
材は両矢板間に架設され、中詰め土砂を補強し、両矢板
間の土砂の一体化に寄与する。また、上記中詰め土砂に
は、その上流の流出土砂、掘削土もしくは浚渫土を一
部、あるいは、全部採用し、流動化処理によって、両壁
面間に装填するとよい。更に、上記アンカー部材とは別
に、上流側壁面に掛かる負荷で、上記中詰め土砂に作用
する加圧力に抗するように、上記中詰め土砂中に抵抗ア
ンカー部材を埋設するとよい。If necessary, the sheet piles are placed in a state of being inclined in a V-shape, and the anchor members are installed between both sheet piles to reinforce the filling sand and sand, and between the sheet piles. Contributes to the integration of earth and sand. In addition, as the above-mentioned filling sand, it is preferable to use a part or all of the upstream runoff, excavated soil, or dredged soil, and load it between both wall surfaces by fluidization treatment. Further, apart from the anchor member, a resistance anchor member may be embedded in the medium-filled earth and sand so as to resist the pressure applied to the medium-filled earth and sand by the load applied to the upstream side wall surface.
【０００９】[0009]
【作用】これにより、たとえ、砂防ダムが破壊されて
も、少なくとも、ダム構成部材の一部である中詰め土砂
は、流動化されて土石流と共に流れ、下流域での破壊、
損傷の原因にはならない。しかも、中詰め土砂には、そ
の上流の流出土砂、掘削土もしくは浚渫土を採用できる
ので、経済効果があり、従来の鉄筋コンクリートに比
べ、施工コストを大幅に削減できるメリットも得られ
る。また、アンカー部材を工夫することで、鉄筋コンク
リート造りの本格ダム構造に匹敵する十分な強度の構造
にすることも可能である。As a result, even if the sabo dam is destroyed, at least part of the dam constituent members, that is, the filling sand is fluidized and flows with the debris flow, causing damage in the downstream region,
Does not cause damage. Moreover, since the upstream runoff, excavated soil, or dredged soil can be adopted as the medium-filled soil, there is an economic effect and there is an advantage that the construction cost can be significantly reduced as compared with the conventional reinforced concrete. Further, by devising the anchor member, it is possible to make a structure with sufficient strength comparable to a full-scale dam structure made of reinforced concrete.
【００１０】また、現地で発生した土砂などの発生材料
を利用することにより、経済的負担を増すことなく、ダ
ム断面を大きく取って、十分な強度を確保でき、更に、
上流側、特に既に構成された砂防ダムの上流側斜面に堆
積した土砂を、その流域に別に創設する砂防ダムの構造
材料に再利用することができる。Further, by utilizing the generated material such as earth and sand generated locally, the dam cross section can be made large and sufficient strength can be secured without increasing the economic burden.
The sediment deposited on the upstream side, especially on the upstream slope of the already constructed sabo dam, can be reused as the structural material of the sabo dam to be separately created in the basin.
【００１１】[0011]
【実施例】以下、本発明の一実施例を、図面を参照し
て、具体的に説明する。本発明に係る砂防ダムの構造
は、基本的には、図１に示すように、互いに所要間隔を
介して、上流側壁面および下流側壁面を構成する矢板
１、２を地盤に打設し、両壁面間に後述する流動化処理
で、中詰め土砂３を装填したものである。この場合、矢
板１、２の根入れ深さは、これらと中詰め土砂とで構成
される構造体が、そこに掛かる土石流の負荷で、滑動、
転倒するのを防止するため、十分な引き抜き摩擦抵抗を
確保するように考慮される。なお、この実施例では、流
動化処理した中詰め土砂を両壁面間に装填する過程で、
矢板１、２に掛かる中詰め土砂３の負荷を支えるため
に、また、土石流発生時、上流側壁面に掛かる負荷に抗
して、矢板１、２および中詰め土砂３で構成する構造体
を補強するために、両矢板１、２間にスタッド部材４を
装備している。DETAILED DESCRIPTION OF THE PREFERRED EMBODIMENTS An embodiment of the present invention will be specifically described below with reference to the drawings. Basically, the structure of the sabo dam according to the present invention, as shown in FIG. 1, drives the sheet piles 1 and 2 constituting the upstream side wall surface and the downstream side wall surface into the ground through a required distance from each other. The filling sand 3 was loaded between both wall surfaces by fluidization processing described later. In this case, the depth of insertion of the sheet piles 1 and 2 is such that the structure composed of these and the filling sand is slid by the load of debris flow applied thereto,
Consideration should be given to ensuring sufficient pull-out frictional resistance to prevent tipping. In this example, in the process of loading the fluidized intermediate filling sand between both wall surfaces,
In order to support the load of the piled sand 3 on the sheet piles 1 and 2, and also against the load on the upstream side wall surface when a debris flow occurs, the structure composed of the sheet piles 1 and 2 and the piled sand 3 is reinforced. In order to do so, a stud member 4 is provided between the sheet piles 1 and 2.
【００１２】特に、このスタッド部材４には、鋼棒、ワ
イヤーロープなどが採用されており、このスタッド部材
４の両端を、矢板１、２の上部、下部などの適当箇所に
連結した状態で、両矢板１、２間に架設している。ま
た、スタッド部材４は、少なくとも上流側壁面に掛かる
負荷に対向する抵抗面となる、垂直配置の板部材４Ａを
要所に取り付けた構造体になっているとよい。これは、
流動化処理した中詰め土砂を両壁面間に装填する過程で
も、矢板１、２に掛かる土圧を軽減する働きもするので
ある。なお、ここで採用される矢板１、２には、フラッ
トな、あるいは、ハット形断面の鋼矢板、板状の鉄筋コ
ンクリートブロックなどが挙げられる。In particular, a steel rod, a wire rope or the like is adopted for the stud member 4, and both ends of the stud member 4 are connected to appropriate places such as the upper and lower portions of the sheet piles 1 and 2, It is installed between both sheet piles 1 and 2. In addition, the stud member 4 may be a structure in which a vertically arranged plate member 4A, which serves as a resistance surface facing at least a load applied to the upstream side wall surface, is attached to a key portion. this is,
In the process of loading the fluidized medium-filled earth and sand between both wall surfaces, it also works to reduce the earth pressure applied to the sheet piles 1 and 2. Note that the sheet piles 1 and 2 adopted here include a steel sheet pile having a flat or hat-shaped cross section, a plate-shaped reinforced concrete block, or the like.
【００１３】また、図１に示す実施例では、地盤に対し
て両矢板１、２を垂直に打設しているが、図２に示すよ
うに、少なくとも上流側壁面を構成する矢板１を、築堤
ののり面に沿って傾斜した状態で打設してもよい。更
に、要すれば、両矢板１、２を、図３に示すように、互
いにハの字形に傾斜した状態で打設してもよい。これに
よって、矢板１、２に掛かる土圧が、水平成分と垂直成
分に分かれ、上述のような、両矢板および中詰め土砂で
構成される構造体の滑動、転倒に対して、安定側に作用
することになる。Further, in the embodiment shown in FIG. 1, both sheet piles 1 and 2 are driven vertically to the ground, but as shown in FIG. 2, at least the sheet pile 1 constituting the upstream side wall surface is It may be placed in an inclined state along the slope of the embankment. Furthermore, if necessary, both sheet piles 1 and 2 may be driven in a state in which they are inclined in a V-shape as shown in FIG. As a result, the earth pressure applied to the sheet piles 1 and 2 is divided into a horizontal component and a vertical component, and acts on the stable side against the sliding and overturning of the structure composed of both sheet piles and the filling sand as described above. Will be done.
【００１４】中詰め土砂３には、その上流の流出土砂、
掘削土もしくは浚渫土を一部、あるいは、全部を採用
し、以下に説明する流動化処理の後で、両壁面間に装填
する。上記流動化処理は、以下に説明するように、地盤
のＮ値を高め、中詰め個所の所要強度を確保すると共
に、中詰めの実務および経済性の面で有利である。すな
わち、中詰め土砂に、流出土砂、掘削土もしくは浚渫土
を用いる場合、その被処理土に対して、泥水を混合し、
泥水中に含まれる粘土、シルト、ベントナイト程度の細
粒土を、被処理土の粗粒分の間に分散し、所要の改良土
を構成し、この改良土を、打設した両矢板１、２間に充
填するのである。その結果、砂防ダムを構成する上で重
要な、中詰め土砂の充填状態の均等性を確保することが
できる。The filling sand 3 contains the runoff sediment at the upstream thereof,
A part or all of the excavated soil or dredged soil is adopted, and after the fluidizing process described below, it is loaded between both wall surfaces. As described below, the fluidization treatment is advantageous in terms of increasing the N value of the ground, ensuring the required strength of the center filling point, and practicing and economical efficiency of the center filling. That is, when using runoff sediment, excavated soil or dredged soil as the filling soil, mix mud water with the treated soil,
Fine soil such as clay, silt, and bentonite contained in mud water is dispersed between coarse grains of the treated soil to form required improved soil, and the improved soil is placed on both sheet piles 1, Fill between the two. As a result, it is possible to ensure the uniformity of the filling state of the medium-filled earth and sand, which is important in configuring the sabo dam.
【００１５】また、その後、自然脱水によって硬化した
中詰め土砂は、少なくとも、その縦断面の一軸圧縮強度
を２ｋｇ／ｃｍ2 〜２０ｋｇ／ｃｍ2 、好ましくは、５
ｋｇ／ｃｍ2 〜１０ｋｇ／ｃｍ2 程度にすることができ
る。Further, the stuffed earth and sand which has been hardened by natural dehydration thereafter has at least a uniaxial compressive strength of its longitudinal section of 2 kg / cm 2 to 20 kg / cm 2 , preferably 5 kg / cm 2.
It can be kg / cm 2 ~10kg / cm 2 approximately.
【００１６】上記流動化処理に利用する泥水の一例とし
て、先ず、一般の建設基礎工事などで発生する泥水につ
いての一般的な成分量を以下に示す。 水 分 ：７０〜９５％ 礫 （２ｍｍ以上） ：０％ 砂 （２〜０．０７４ｍｍの範囲） ：０〜５％ シルト （０．０７４〜０．００５ｍｍの範囲） ：０〜１０％ 粘 土 （０．００５ｍｍ以下） ：０〜２０％ （但し、粘土には、０．００１ｍｍ以下のコロイド分を含んでいる） このような泥水を、中詰め土砂である被処理土に混合し
て、調整泥水（泥水状態の改良土）を生成する場合、本
発明で、実用上、有効な範囲を、図４のグラフで示す。
なお、縦軸には、中詰め土砂で構成される堤部に必要な
強度を、また、横軸には、泥水混合比（混合した泥水の
重量／被処理土の湿潤重量）を示している。すなわち、
泥水混合比が０．２とは、泥水２ｋｇに対して、被処理
土１０ｋｇの場合を示している。また、データは、４通
りの比重（パラメータとして）の調整泥水について、プ
ロットしている。As an example of the muddy water used for the above-mentioned fluidizing treatment, first, the general amount of components of muddy water generated in a general construction foundation work is shown below. Water content: 70 to 95% Gravel (2 mm or more): 0% Sand (range of 2 to 0.074 mm): 0 to 5% Silt (range of 0.074 to 0.005 mm): 0 to 10% clay ( 0.005 mm or less): 0 to 20% (however, clay contains 0.001 mm or less of colloidal content) Such muddy water is mixed with the treated soil that is the filling sand to prepare the adjusted muddy water. In the case of producing (improved soil in a muddy state), the practically effective range in the present invention is shown in the graph of FIG.
In addition, the vertical axis shows the strength required for the bank portion composed of the filled sand, and the horizontal axis shows the muddy water mixing ratio (weight of mixed muddy water / wet weight of treated soil). . That is,
The muddy water mixing ratio of 0.2 means that the treated soil is 10 kg with respect to the muddy water of 2 kg. In addition, the data is plotted for the adjusted mud having four specific gravities (as parameters).
【００１７】なお、ここでは、砂防ダムの施工条件で要
求される高い強度を確保するため、セメント系あるいは
石灰系の固化材を補填することがなされており、上記デ
ータの場合は、セメントを１００ｋｇ／ｍ3 の割合で、
泥水混合の際に添加する。Here, in order to secure the high strength required under the construction condition of the sabo dam, cement-based or lime-based solidifying material is supplemented. In the case of the above data, 100 kg of cement is used. / M 3
Add when mixing muddy water.
【００１８】上記グラフで、フロー値、ブリージング率
が、本発明に係る調整泥水による中詰め（矢板１、２間
への充填）の成果を決定する主要な因子である。すなわ
ち、フロー値は、泥水を被処理土に混合して、調整泥水
を生成する際の土の流動性を示す指標である。グラフに
は、フロー値＝１００ｍｍ（これは日本道路公団の基準
であり、ＪＩＳ基準では１８０ｍｍ）の場合を点線で示
してあるが、この線を下限として、グラフの右側に向け
て、流動性が増す。なお、これは参考値であるが、この
値をとれば、実際の施工で、必要な流動性を十分確保で
きる。In the above graph, the flow value and the breathing rate are the main factors that determine the result of the filling of the adjusted mud according to the present invention (filling between the sheet piles 1 and 2). That is, the flow value is an index indicating the fluidity of the soil when the muddy water is mixed with the treated soil to generate the adjusted muddy water. The graph shows the case of flow value = 100 mm (this is the standard of the Japan Highway Public Corporation, 180 mm according to JIS standard) with a dotted line, but with this line as the lower limit, the fluidity is toward the right side of the graph. Increase. Note that this is a reference value, but if this value is taken, the necessary fluidity can be sufficiently secured in actual construction.
【００１９】また、ブリージング率は、泥水と固化材を
被処理土に混ぜ、攪拌した後に、被処理土から滲み出て
くる水の量を示す指標であり、グラフには、フリージン
グ率＝１％（上限）の場合を、１点鎖線で示してある。
本発明のように、泥水を用いることで、上記ブリージン
グ率は大幅（従来の１０％台から１％以下）に低下す
る。これは、工学的には大変に有利な性能であり、固定
化の際の体積収縮率を大幅に低減する効果がある。The breathing rate is an index showing the amount of water that exudes from the treated soil after mixing the muddy water and the solidifying material into the treated soil and stirring, and in the graph, the freezing rate = 1%. The case of (upper limit) is shown by a one-dot chain line.
By using muddy water as in the present invention, the breathing rate is significantly reduced (from the conventional 10% level to 1% or less). This is a very advantageous performance from an engineering point of view, and has the effect of significantly reducing the volumetric shrinkage rate during immobilization.
【００２０】上記泥水混合比は、被処理土をできるだ
け、現場での発生土でまかなうなどの要求を満たすこと
を勘案すると、実際上、０．２〜１．０程度が好ましい
値である。このような条件を考慮すると、本発明で、実
際上、有効な調整泥水の範囲は、中詰め土砂の堤部で要
求される一軸圧縮強度、フロー値１００ｍｍ以上、ブリ
ージング率１％以下、泥水混合比０．２〜１．０程度に
決められる。なお、混合に際して、現場での具体的な指
標としては、調整泥水の比重を用いるのが便利である
（調整泥水の組成を考慮することは、勿論、大切であ
る）。The muddy water mixing ratio is practically a preferable value of about 0.2 to 1.0, considering that the soil to be treated is covered with the soil generated at the site as much as possible. Considering such conditions, in the present invention, the range of effective adjusted muddy water is, in practice, the uniaxial compressive strength required for the embankment of the filled sand, the flow value of 100 mm or more, the breathing rate of 1% or less, and the mixture of muddy water. The ratio is determined to be about 0.2 to 1.0. When mixing, it is convenient to use the specific gravity of the adjusted mud as a specific index on site (it is important, of course, to consider the composition of the adjusted mud).
【００２１】すなわち、本発明に係る中詰め土砂の流動
化処理では、調整泥水比重が１．０２〜１．２０（グラ
フに使用したデータは、１．０５、１．１０、１．１
５、１．２０の４種類）の範囲を対象として、上記条件
で、泥水の組成（シルト、ベントナイトの混入を含む粘
土分を１５％〜４０％程度、確保するように）および水
分の調整を行なうのである。なお、現場で採用される被
処理土の土性により、その有効な比重を選択する必要が
あるので、どの比重が有効か否かを、予め、簡単な配合
試験で確認する必要がある。また、この調整泥水を用い
て、現場での充填を行なう場合に、ポンプ圧送などが採
用される。That is, in the fluidization treatment of the filled soil according to the present invention, the adjusted muddy water specific gravity is 1.02 to 1.20 (the data used in the graph are 1.05, 1.10, 1.1.
5 and 1.20), and under the above conditions, the composition of the mud water (to secure about 15% to 40% of the clay content including the mixture of silt and bentonite) and the water content are adjusted. Do it. In addition, since it is necessary to select an effective specific gravity depending on the soil property of the treated soil employed at the site, it is necessary to confirm beforehand which specific gravity is effective by a simple mixing test. Further, when the on-site filling is performed using this adjusted mud, pumping or the like is adopted.
【００２２】上述のように、本発明で、中詰め土砂の流
動化処理を採用するに当っては、泥水を被処理土に混合
する際、セメント系あるいは石灰系などの固化材を添加
し、強度の補強を行なうが、流動性、固化時間の短縮な
どの目的で、別に適当な添加剤、混和剤などを用いても
よい。なお、上記実施例では、流動化処理に、産業廃棄
物である泥水などを採用したが、通常の水と共に、粘土
質の材料、セメント系、石灰系の固化材を、被処理土に
対して混合して、所要の改良土を生成してもよい。ま
た、被処理土自体に、火山灰などの自硬性がある場合に
は、単に、流動化するだけで、あるいは、若干の土質の
調整を行って、流動化するだけで、中詰めに採用するこ
とも可能である。As described above, in adopting the fluidization treatment of the filling sand in the present invention, when mixing mud water with the soil to be treated, a solidifying material such as cement type or lime type is added, Although it reinforces the strength, suitable additives and admixtures may be separately used for the purpose of fluidity and shortening of solidification time. In the above example, mud water, which is an industrial waste, was adopted for the fluidization treatment, but along with ordinary water, a clay material, a cement-based material, and a lime-based solidifying material were applied to the treated soil. It may be mixed to produce the required improved soil. In addition, if the treated soil itself has self-hardening properties such as volcanic ash, simply fluidize it, or slightly adjust it to fluidize it and use it for filling. Is also possible.
【００２３】次に、本発明の砂防ダムを構成する場合
に、改良土に要求される一軸圧縮強度について、以下に
説明する。上述のような流動化処理によって、矢板１、
２間を充填した改良土は、従来から使用されていた土砂
とは異なり、上述のように、２ｋｇ／ｃｍ2 〜２０ｋｇ
／ｃｍ2 程度の一軸圧縮強度ｑを確保することができる
ので、中詰め土砂による堤部領域を「梁」として構成し
た構築物として扱うことが可能である。まして、その前
後には、矢板１、２で構成する上流側壁面、下流側壁面
が、中詰め土砂の堤部を支える働きをするので、砂防ダ
ムの構造として、その強度が十分確保される。Next, the uniaxial compressive strength required for the improved soil when the erosion control dam of the present invention is constructed will be described below. By the fluidizing process as described above, the sheet pile 1,
The improved soil filled between 2 is different from the conventionally used soil, and as described above, 2 kg / cm 2 to 20 kg.
Since a uniaxial compressive strength q of about / cm 2 can be ensured, it is possible to treat the bank portion area made of the filled sand as a “beam” structure. Further, before and after that, the upstream side wall surface and the downstream side wall surface formed by the sheet piles 1 and 2 function to support the bank portion of the sand filling, so that the strength of the sabo dam is sufficiently secured.
【００２４】通常、砂防ダムなどの構造物に加わる荷重
による最大せん断応力の範囲を求めると、その構造物を
片持ち梁と仮定して、以下のようになる。Usually, when the range of the maximum shear stress due to the load applied to a structure such as a sabo dam is determined, the structure is assumed to be a cantilever, and the range is as follows.
【００２５】τMAX＝０．３〜０．７ｋｇｆ／ｃｍ2 この範囲は、流動化処理した中詰め土砂のせん断強度
（τf＝ｑ／２）より小さく、構造上の安全率３を割増
して考慮しても、本発明の砂防ダムの構造は、十分にせ
ん断破壊に耐えられるものである。Τ MAX = 0.3 to 0.7 kgf / cm 2 This range is smaller than the shear strength (τ f = q / 2) of the fluidized medium-filled earth and sand, and the structural safety factor 3 is increased. Even in consideration, the structure of the sabo dam of the present invention is sufficiently resistant to shear failure.
【００２６】なお、流動化処理した中詰め土砂の一軸圧
縮強度が４０ｋｇｆ／ｃｍ2以下の場合、構造体の安定
性を考慮して、水平抵抗およびせん断抵抗として、前述
の板部材４Ａのような土砂の滑動、転倒を防止するため
の抵抗アンカー部材を採用することが必要である。When the uniaxial compressive strength of the fluidized medium-filled earth and sand is 40 kgf / cm 2 or less, considering the stability of the structure, the horizontal resistance and the shear resistance are the same as those of the above-mentioned plate member 4A. It is necessary to employ a resistance anchor member to prevent the sand from sliding and falling.
【００２７】そこで、図５に示すように、流動化処理し
た中詰め土砂３を両壁面（矢板）間に装填する過程で、
築堤後に上流側壁面に掛かる負荷に抗する抵抗アンカー
部材５を中詰め土砂３に埋設するとよい。この抵抗アン
カー部材５は、前述のスタッド部材のように、少なくと
も上流側壁面に掛かる負荷に対向する抵抗面を有する垂
直板状部材５Ａを要所に備えた構造体である。なお、上
記板状部材５Ａは、縦横十字形などの構造を備えた形状
にしてもよい。Therefore, as shown in FIG. 5, in the process of loading the fluidized medium-filled earth and sand 3 between both wall surfaces (sheet piles),
It is advisable to bury the resistance anchor member 5 that resists the load applied to the upstream side wall surface after the embankment in the stuffed soil 3. Like the above-mentioned stud member, the resistance anchor member 5 is a structure having a vertical plate-shaped member 5A having a resistance surface facing at least a load applied to the upstream side wall surface at a required position. The plate-shaped member 5A may have a shape such as a vertical and horizontal cross shape.
【００２８】また、図６に示すように、上流側壁面を構
成する矢板１は、少なくとも、その上部と両壁面間に位
置する地盤との間、もしくは、その上部と反対側の矢板
２の根元部との間に筋交いとして配設されたアンカー部
材６で支持されてもよい。そして、アンカー部材６は中
詰め土砂３の装填の際、その中に埋設される。このアン
カー部材６は、少なくともその上に掛かる中詰め土砂の
荷重を受ける抵抗面を有する板状部材６Ａを要所に備
え、あるいは、それ自体が板状の構造体であるとよい。Further, as shown in FIG. 6, the sheet pile 1 constituting the upstream side wall surface is at least between the upper portion and the ground located between both wall surfaces, or the base of the sheet pile 2 opposite to the upper portion. It may be supported by an anchor member 6 arranged as a brace between the parts. The anchor member 6 is embedded in the filling sand 3 when the filling sand 3 is loaded. The anchor member 6 is preferably provided with a plate-shaped member 6A having a resistance surface that receives a load of at least the filling sand loaded on the anchor member 6 at a required position, or may be a plate-shaped structure itself.
【００２９】更に、図７に示すように、上流側にかかる
土石流などの負荷出、中詰め土砂にせん断力が働き、下
流側の矢板２が傾倒するのを防止するために、地盤に打
設あるいは設置したアンカープレートなどのアンカー部
材７と矢板２の上部との間に引張り索などの支持部材８
を架設してもよい。Further, as shown in FIG. 7, in order to prevent the load such as debris flow applied to the upstream side and the shearing force acting on the filled sand and the tilting of the sheet pile 2 on the downstream side, the pile is struck on the ground. Alternatively, a supporting member 8 such as a pull cord is provided between the anchor member 7 such as the installed anchor plate and the upper portion of the sheet pile 2.
May be installed.
【００３０】このような構成では、砂防ダムの主たる構
成部材は、その絶対量が大きい中詰め土砂であるから、
ダム構築のコストを大幅に削減でき、施工期間も短縮で
きる。また、たとえ、設計値を大幅に越える土石流など
が発生して、ダム破壊が起っても、中詰め土砂は、流動
化して、下流域を破壊、損傷する原因にはならない。加
えるに、中詰め土砂を流動化処理で充填する場合、単
に、上流の流出土、掘削土あるいは浚渫土などの土砂
を、そのまま、矢板１、２間に充填する場合と異なり、
均質で、かつ、十分な強度を確保できる。In such a structure, the main constituent member of the sabo dam is the medium-filled earth and sand whose absolute amount is large,
The cost of dam construction can be greatly reduced and the construction period can be shortened. Further, even if a debris flow that greatly exceeds the design value occurs and the dam is destroyed, the filled sand will not fluidize and will not damage or damage the downstream area. In addition, when filling the medium-filled soil by fluidization treatment, unlike the case of filling the soil such as upstream runoff soil, excavated soil or dredged soil as is between the sheet piles 1, 2,
It is homogeneous and can secure sufficient strength.
【００３１】[0031]
【発明の効果】本発明は、以上詳述したようになり、水
源、河道などにおける土砂の流出防止、貯留、調節など
の目的で構成される砂防ダムの構造において、互いに所
要間隔を介して、上流側壁面および下流側壁面を構成す
る矢板を地盤に打設し、両壁面間に流動化処理した中詰
め土砂を装填し、上流側壁面に掛かる負荷を、両矢板お
よび中詰め土砂で構成される構造体で支えるようにした
ので、経済性が高く、施工が容易であり、必要な強度が
確保でき、しかも、ダム破壊の際には、ダム構成部材の
大半が土石流と共に流動化され、それが原因となる、下
流域での破壊、損傷を最小限に留止めるなどの効果が得
られる。INDUSTRIAL APPLICABILITY The present invention has been described in detail above, and in the structure of a sabo dam configured for the purpose of preventing outflow, storage, and adjustment of sediment in a water source, a river, etc. The sheet piles forming the upstream side wall surface and the downstream side wall surface are driven into the ground, and the fluidized middle stuffed earth and sand are loaded between the two wall surfaces. Since it is supported by a structure that is economical, it is easy to construct, it can secure the required strength, and most of the dam components are fluidized with the debris flow when the dam is destroyed. It is possible to obtain effects such as destruction in the downstream region and damage to a minimum caused by the above.
【００３２】また、中詰め土砂を流動化処理で両壁面間
に充填するので、施工上の作業性を向上し、また、均質
で、かつ、十分な強度を確保できる。更に、スタッド部
材、アンカー部材などを併用することで、流動化処理し
た中詰め土砂の装填の際の矢板に掛かる負荷を軽減し、
また、土石流によって負荷を受ける構造体の補強効果を
上げることができる。Further, since the filling sand is filled between both wall surfaces by the fluidization treatment, workability in construction can be improved, and uniform and sufficient strength can be secured. Furthermore, by using a stud member, an anchor member, etc. together, the load applied to the sheet pile when loading the fluidized intermediate filling sand is reduced.
In addition, it is possible to enhance the effect of reinforcing the structure that is loaded by the debris flow.
【００３３】また、現地で発生した土砂などの発生材料
を利用することにより、経済的負担を増すことなく、ダ
ム断面を大きく取って、十分な強度を確保でき、更に、
上流側、特に既に構成された砂防ダムの上流側斜面に堆
積した土砂を、その流域に別に創設する砂防ダムの構造
材料に再利用することができる。Further, by utilizing the generated material such as earth and sand generated locally, the dam cross section can be made large and sufficient strength can be secured without increasing the economic burden.
The sediment deposited on the upstream side, especially on the upstream slope of the already constructed sabo dam, can be reused as the structural material of the sabo dam to be separately created in the basin.
【図１】本発明の第１の実施例を模式的に示す縦断側面
図である。FIG. 1 is a vertical cross-sectional side view schematically showing a first embodiment of the present invention.
【図２】本発明の第２の実施例を模式的に示す縦断側面
図である。FIG. 2 is a vertical sectional side view schematically showing a second embodiment of the present invention.
【図３】本発明の第３の実施例を模式的に示す縦断側面
図である。FIG. 3 is a vertical sectional side view schematically showing a third embodiment of the present invention.
【図４】上記実施例における流動化処理による調整泥水
の性能を示すグラグである。FIG. 4 is a graph showing the performance of the adjusted mud water by the fluidization treatment in the above example.
【図５】本発明の第４の実施例を模式的に示す縦断側面
図である。FIG. 5 is a vertical sectional side view schematically showing a fourth embodiment of the present invention.
【図６】本発明の第５の実施例を模式的に示す縦断側面
図である。FIG. 6 is a vertical sectional side view schematically showing a fifth embodiment of the present invention.
【図７】本発明の第６の実施例を模式的に示す縦断側面
図である。FIG. 7 is a vertical sectional side view schematically showing a sixth embodiment of the present invention.
１、２ 矢板 ３ 中詰め土砂 ４ スタッド部材 ４Ａ 板状部材 ５ 抵抗アンカー部材 ５Ａ 板状部材 ６ アンカー部材 ６Ａ 板状部材 ７ アンカー部材 ８ 支持部材 1, 2 Sheet pile 3 Filled earth and sand 4 Stud member 4A Plate member 5 Resistance anchor member 5A Plate member 6 Anchor member 6A Plate member 7 Anchor member 8 Support member
Claims (10)
止、貯留、調節などの目的で構成される砂防ダムの構造
において、互いに所要間隔を介して、上流側壁面および
下流側壁面を構成する矢板を地盤に打設し、流動化処理
した中詰め土砂を両壁面間に装填し、固化したことを特
徴とする砂防ダムの構造。1. In a structure of a sabo dam configured for the purpose of preventing outflow, storage, and adjustment of sediment in a water source, a river, etc., sheet piles constituting an upstream side wall surface and a downstream side wall surface are formed with a required interval therebetween. A structure of a sabo dam characterized by being filled in the ground, loaded with fluidized intermediate filling sand between both walls, and solidified.
装填する過程で、築堤後に上流側壁面に掛かる負荷に抗
する抵抗アンカー部材を上記中詰め土砂に埋設したこと
を特徴とする請求項１に記載の砂防ダムの構造。2. A resistance anchor member for resisting a load applied to the upstream side wall surface after embankment is buried in the middle stuffed earth and sand in the process of loading the fluidized middle stuffed earth and sand between both walls. The structure of the sabo dam according to Item 1.
流側壁面に掛かる負荷に対向する抵抗面を有する構造体
であることを特徴とする請求項２に記載の砂防ダムの構
造。3. The structure of a sabo dam according to claim 2, wherein the resistance anchor member is a structure having a resistance surface facing a load applied to at least an upstream side wall surface.
装填する過程で、両矢板に掛かる中詰め土砂の負荷に耐
えるように、両矢板間にスタッド部材を架設したことを
特徴とする請求項１に記載の砂防ダムの構造。4. A stud member is installed between both sheet piles so as to withstand the load of the medium piled sand applied to both sheet piles in the process of loading the fluidized medium filled sand piles between both wall surfaces. The structure of the sabo dam according to claim 1.
壁面に掛かる負荷に対向する抵抗面を有する構造体であ
ることを特徴とする請求項４に記載の砂防ダムの構造。5. The structure of a sabo dam according to claim 4, wherein the stud member is a structure having a resistance surface facing a load applied to at least an upstream side wall surface.
も、その上部と両壁面間に位置する地盤との間、もしく
は、その上部と反対側の矢板の根元部との間に筋交いと
して配設されたアンカー部材で支持され、上記アンカー
部材は中詰め土砂に埋設されていることを特徴とする請
求項１に記載の砂防ダムの構造。6. The sheet pile constituting the upstream side wall surface is arranged as a bracing at least between the upper portion and the ground located between both wall surfaces, or between the upper portion and the root portion of the sheet pile on the opposite side. The structure of a sabo dam according to claim 1, wherein the structure is supported by a fixed anchor member, and the anchor member is buried in the filling sand.
に掛かる中詰め土砂の荷重を受ける抵抗面を有する構造
体であることを特徴とする請求項６に記載の砂防ダムの
構造。7. The structure of a sabo dam according to claim 6, wherein the anchor member is a structure having a resistance surface that receives a load of at least the filling sand loaded on the anchor member.
および下流側壁面で支えるように、少なくとも上流側壁
面を構成する矢板は、築堤ののり面に沿って傾斜した状
態で打設されていることを特徴とする請求項１、２、４
もしくは６に記載の砂防ダムの構造。8. The sheet pile constituting at least the upstream side wall surface is struck in a state of being inclined along the slope surface of the embankment so that the load applied to the upstream side wall surface is supported by the filling sand and the downstream side wall surface. Claims 1, 2, 4 characterized in that
Alternatively, the structure of the sabo dam described in 6.
砂、掘削土もしくは浚渫土を一部、あるいは、全部採用
し、流動化処理によって、両壁面間に装填していること
を特徴とする請求項１、２、４、６もしくは８に記載の
砂防ダムの構造。9. The intermediate filling sand comprises a part or all of the upstream runoff, excavated soil, or dredged soil, which is loaded between both wall surfaces by fluidization treatment. The structure of the sabo dam according to claim 1, 2, 4, 6, or 8.
に対して固化材を混合していることを特徴とする請求項
９に記載の砂防ダムの構造。10. The structure of a sabo dam according to claim 9, wherein a solidifying material is mixed with the soil to be treated during the fluidization treatment.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP26545093A JP3363219B2 (en) | 1993-09-30 | 1993-09-30 | Sabo dam structure |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP26545093A JP3363219B2 (en) | 1993-09-30 | 1993-09-30 | Sabo dam structure |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JPH07102545A true JPH07102545A (en) | 1995-04-18 |
| JP3363219B2 JP3363219B2 (en) | 2003-01-08 |
Family
ID=17417333
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP26545093A Expired - Fee Related JP3363219B2 (en) | 1993-09-30 | 1993-09-30 | Sabo dam structure |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JP3363219B2 (en) |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2004244983A (en) * | 2003-02-17 | 2004-09-02 | Nippon Steel Corp | Wall body structure having infilling material |
| JP2008180037A (en) * | 2007-01-26 | 2008-08-07 | Nippon Steel Corp | Wall body structure and its construction method |
Families Citing this family (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103590422A (en) * | 2012-08-17 | 2014-02-19 | 青岛天力建筑加固工程有限公司 | Pull rod with cross short column |
Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS52121933A (en) * | 1976-04-06 | 1977-10-13 | Fudo Construction Co | Method of embanking |
| JPS5844802B2 (en) * | 1974-08-19 | 1983-10-05 | 日本鋼管株式会社 | Ganpekino hokiyoukohou |
| JPS62137311A (en) * | 1985-12-09 | 1987-06-20 | Kyosei Gijutsu Kaihatsu Kiko Kk | Construction of steel sheet pile segment double-wall structure |
| JPH047405A (en) * | 1990-04-24 | 1992-01-10 | Sabou Jisuberi Gijutsu Center | Drifting wood stopping work |
| JPH04302612A (en) * | 1991-03-29 | 1992-10-26 | Nippon Kensetsugiyou Keiei Kyokai | Double sheet pile type cofferdam construction and plate anchor device for deformation inbition of fill-in sand |
| JPH052050B2 (en) * | 1987-05-22 | 1993-01-11 | Sabo Jisuberi Gijutsu Sentaa | |
| JPH0512344Y2 (en) * | 1988-01-18 | 1993-03-30 |
-
1993
- 1993-09-30 JP JP26545093A patent/JP3363219B2/en not_active Expired - Fee Related
Patent Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS5844802B2 (en) * | 1974-08-19 | 1983-10-05 | 日本鋼管株式会社 | Ganpekino hokiyoukohou |
| JPS52121933A (en) * | 1976-04-06 | 1977-10-13 | Fudo Construction Co | Method of embanking |
| JPS62137311A (en) * | 1985-12-09 | 1987-06-20 | Kyosei Gijutsu Kaihatsu Kiko Kk | Construction of steel sheet pile segment double-wall structure |
| JPH052050B2 (en) * | 1987-05-22 | 1993-01-11 | Sabo Jisuberi Gijutsu Sentaa | |
| JPH0512344Y2 (en) * | 1988-01-18 | 1993-03-30 | ||
| JPH047405A (en) * | 1990-04-24 | 1992-01-10 | Sabou Jisuberi Gijutsu Center | Drifting wood stopping work |
| JPH04302612A (en) * | 1991-03-29 | 1992-10-26 | Nippon Kensetsugiyou Keiei Kyokai | Double sheet pile type cofferdam construction and plate anchor device for deformation inbition of fill-in sand |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2004244983A (en) * | 2003-02-17 | 2004-09-02 | Nippon Steel Corp | Wall body structure having infilling material |
| JP2008180037A (en) * | 2007-01-26 | 2008-08-07 | Nippon Steel Corp | Wall body structure and its construction method |
Also Published As
| Publication number | Publication date |
|---|---|
| JP3363219B2 (en) | 2003-01-08 |
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