JPH0433921B2 - - Google Patents
Info
- Publication number
- JPH0433921B2 JPH0433921B2 JP1987288A JP1987288A JPH0433921B2 JP H0433921 B2 JPH0433921 B2 JP H0433921B2 JP 1987288 A JP1987288 A JP 1987288A JP 1987288 A JP1987288 A JP 1987288A JP H0433921 B2 JPH0433921 B2 JP H0433921B2
- Authority
- JP
- Japan
- Prior art keywords
- steel sheet
- box
- shaped steel
- dam
- embankment
- 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
Links
- 229910000831 Steel Inorganic materials 0.000 claims description 60
- 239000010959 steel Substances 0.000 claims description 60
- 238000000034 method Methods 0.000 claims description 22
- 239000000945 filler Substances 0.000 claims description 4
- 238000010276 construction Methods 0.000 description 14
- 239000004567 concrete Substances 0.000 description 10
- 230000003628 erosive effect Effects 0.000 description 10
- 239000004576 sand Substances 0.000 description 8
- 239000004570 mortar (masonry) Substances 0.000 description 7
- 239000004575 stone Substances 0.000 description 6
- 239000004568 cement Substances 0.000 description 5
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 4
- 238000013461 design Methods 0.000 description 3
- 230000000694 effects Effects 0.000 description 3
- 239000000463 material Substances 0.000 description 3
- 238000003466 welding Methods 0.000 description 3
- 241001070941 Castanea Species 0.000 description 2
- 235000014036 Castanea Nutrition 0.000 description 2
- 238000009412 basement excavation Methods 0.000 description 2
- 238000010586 diagram Methods 0.000 description 2
- 230000005484 gravity Effects 0.000 description 2
- 238000005304 joining Methods 0.000 description 2
- 239000011150 reinforced concrete Substances 0.000 description 2
- 239000013049 sediment Substances 0.000 description 2
- 238000003860 storage Methods 0.000 description 2
- 238000012360 testing method Methods 0.000 description 2
- 241000102542 Kara Species 0.000 description 1
- 238000007796 conventional method Methods 0.000 description 1
- 238000009415 formwork Methods 0.000 description 1
- 238000003754 machining Methods 0.000 description 1
- 238000004519 manufacturing process Methods 0.000 description 1
- 239000000203 mixture Substances 0.000 description 1
- 230000035515 penetration Effects 0.000 description 1
- 238000009417 prefabrication Methods 0.000 description 1
- 238000012545 processing Methods 0.000 description 1
- 238000005096 rolling process Methods 0.000 description 1
- 238000004904 shortening Methods 0.000 description 1
- 239000002689 soil Substances 0.000 description 1
- 238000007711 solidification Methods 0.000 description 1
- 230000008023 solidification Effects 0.000 description 1
- 238000009864 tensile test Methods 0.000 description 1
Landscapes
- Revetment (AREA)
Description
（産業上の利用分野）
本発明は砂防ダム、貯水ダム、河川堤防等の堤
体を構築する方法に関し、特にプレフアブ式の堤
体構築方法に関する。
（従来の技術）
従来、砂防ダム、貯水ダムおよび河川堤防等の
堤体を構築する方法としては、鉄筋コンクリート
を利用するものが多く、第１１図に示すように、
建設地の地盤１に掘削溝２ａ〜２ｃを掘り、鉄筋
コンクリートの本堤３と副堤４を構築する方法が
一般的で、５は水褥池、６ａ〜６ｂは間詰め、
７，８は堆積土砂である。比較的規模が小さく耐
力が低くても良い場所では、コルゲートセルや蛇
篭を用いて土砂を充填し、堤体を構築する方法が
採用されている。
また、その他の方法として、Ｈ型やＩ型鋼に加
えてＵ字型や直線型鋼矢板を用いて二重壁とした
り、セル構造として堤体を構成するいわゆるプレ
フアブ工法が採用されている。
このような構造部材を用いて構成されるダムと
した前述の砂防ダムのような重力ダムのほか、ア
ーチダムや三次元ダムも構築されており、計画地
点における河川の流向、水位、露出岩盤、崩壊、
転石等の状況に応じて適宜な方式が選定され、気
象条件や骨材入手条件に加えて、材料運搬手段ま
で綿密な検討のもとに施工される。
また、近時工期の短縮やコストの低減を目的と
して、特開昭60−233224号公報に開示されている
ように円筒形鋼板セルをボルトで連結し、連続し
た壁体とする堤体構築手段が提案されている。
（発明が解決しようとする課題）
従来の堤体の構築方法は、堤体がその重量と根
入れ深さに依存して土圧や水圧に耐える構造とな
つているため、一般的に大形であつて構築にあた
り工期が長くなり、またコスト高になると云う問
題点がある。
本発明は構造性能が優れ、築造が容易で信頼性
の高い堤体を経済的に構築できる方法を提供する
ことを目的とする。
（課題を解決するための手段）
本発明は、所望形状に掘削した地盤を均し施工
したのち、双腕継手を有する箱型鋼矢板を逐次連
結載置して連続壁体を構築し、ついで根固め施工
したのち前記箱型鋼矢板の内腔または箱型鋼矢板
の内腔と囲壁内腔に充填材を充填することを特徴
とする堤体構築方法である。
（作用）
本発明は剛性が高く結合強度の高い双腕継手を
有する箱型鋼矢板を連結して堤体本体とする構築
方法であるため、事前の加工が不要であり、連結
にあたり溶接など熟練を要する作業が無いので、
環境や足場の悪い施工場所でも作業を完全かつ迅
速に行うことができる。
また、本発明の方法は、所望形状に掘削した地
盤を均し施工したのち、双腕継手を有する箱型鋼
矢板を逐次連結載置するので、従来のように大形
重機を用いて鋼矢板を地盤深く打設する必要はな
く、大形重機が採用し難いような施工場所におけ
る堤体の構築を経済的に実施することを可能とす
る。
さらに、連結載置にあたつて箱型鋼矢板の姿勢
安定性が良いので、継手結合による作業の容易さ
と相俟つて築造作業が極めて単純化され、築造能
率が高く、工期の短縮化が可能である。
箱型鋼矢板の結合により壁体を構築したのち
に、箱型鋼矢板の内腔に充填材を充填するか、あ
るいは箱型鋼矢板の内腔と囲壁内腔の双方に充填
材を充填するため、従来法のように型枠などが必
要では無く、コンクリート、礫石あるいは土砂な
どを任意に選んで自由に充填できるので、経済的
施工が可能であるうえ、充填が容易で確実であ
り、強固な壁体を構築することができる。
また、箱型鋼矢板を任意数、任意形状に継手連
結することができ、所望の耐力に応じて最適強度
を有する堤体を構築することが可能で、設計の自
由度が大きく、設計変更も容易である。
（実施例）
第１図は本発明法により構築した堤体、たとえ
ば砂防ダム９の概略正面図で、１０は双腕継手を
有する箱型鋼矢板１１（代表例として単位箱型鋼
矢板の１つにのみ符号を付す）を所要数継手連結
したダム壁体で、１２は水抜孔を示す。また、１
３は地盤で、破線１４は掘削深さを示す線つまり
根入り深さ仮想線である。
第２図は砂防ダム９の概略平面図で、１５は副
堤を示す。
第３図は砂防ダム９の概略縦断面図で、１６ａ
〜１６ｃはダム壁体１０に充填されたコンクリー
トで、１７はダム壁体１０で囲われた囲壁内腔即
ちダム内腔１８に投入された土砂である。１９
ａ，１９ｂは礫石たとえば根固め栗石２０ａ，２
０ｂ上に敷設された捨てコンクリート層で、捨て
コンクリート層１９ａ，１９ｂ上には、さらに主
として砂とセメントからなるカラモルタル層２１
ａ，２１ｂが打設され、箱型鋼矢板１１はカラモ
ルタル層２１ａ，２１ｂが硬化する前にカラモル
タル層２１ａ，２１ｂを貫入してコンクリート層
１９ａ，１９ｂ上に載置する。
ここでは捨てコンクリート層１９ａ，１９ｂお
よびカラモルタル層２１ａ，２１ｂの如き支持層
をセメント系硬化層と総称する。
本発明では地盤１３を所望形状に掘削したの
ち、施工場所で入手できる細粒土石や砕石あるい
は砂を用いて平坦化するほか、前述のようにセメ
ント系硬化層により平坦化しても良く、これを本
発明では均し施工と云う。
ダム壁体１０は所望の耐力に応じて第２図に示
すようにボツクスタイプとするほか、副堤１５の
如く単一壁体として構成しても良い。つまり、所
望耐力が大きい場合はボツクスの容積を任意に拡
大したり、三重、四重の重層構成とすることも本
発明では極めて容易であり、これは双腕継手を有
する箱型鋼矢板１１を用いることによる。
箱型鋼矢板１１の構造の詳細について、第４
図、第５図に従つて説明する。
第４図は、角鋼管２２の角部に直線型鋼矢板の
半截体からなる継手２３ａ〜２３ｄを角鋼管２２
のフランジ２２ａ，２２ｂのそれぞれの延長方向
に溶接２４ａ〜２４ｄして構成した双腕継手を有
する箱型鋼矢板２５の概略平面図であり、本発明
では前述のように角鋼管２２を本体とし、角鋼管
２２のフランジ２２ａ，２２ｂの延長方向もしく
は略延長方向（継手が互いに平行でなく、やや開
いたり、すぼまつた状態を云う）に継手を溶着し
た箱型鋼矢板を双腕継手を有する箱型鋼矢板（以
下単に鋼矢板と云う）と云う。
角鋼管については、丸鋼管あるいはスパイラル
鋼管をロールフオーミングしたものや、平鋼板を
プレス加工したもの、および幅狭平鋼板を溶接し
て構成したものなど適宜採用できる。さらに、継
手については前述の継手２３ａ〜２３ｄのほか
に、雄継手に丸棒鋼を、雌継手にスリツトを設け
た継目無鋼管を用いた高強度の継手などを採用す
ることもできる。
第５図は箱型鋼矢板２５と同じ箱型鋼矢板２５
ａ〜２５ｃ、およびコーナー用箱型鋼矢板２６を
継手連結したダム壁体２７の一部を示す概略平面
図であつて、内腔２８ａ〜２８ｇに必要に応じて
コンクリート、モルタルあるいは土砂を充填す
る。
前述のように箱型鋼矢板２５は連結数を変える
ことにより任意容積の函状体となし得るので、単
一函状体としたりあるいは単一函状体をさらに連
結し巨大な堤体を構築するなど、設計の自由度は
極めて大きい。
次に、本発明法により箱型鋼矢板を用いてアー
チ型の砂防ダムを構築する例について第６図〜第
８図に従つて説明する。
第６図は本発明の方法によつて構築したアーチ
型砂防ダム２９の概略平面図で、箱型鋼矢板３０
を連結してアーチ型のダム壁体３１を構成し、第
７図に示す内腔３２にコンクリートを打ち込むこ
とによつて構築されている。
この場合も、前述のように渓谷底部および両翼
斜面部を所望形状に掘削した地盤１３上に礫石支
持基盤を構築するなど均し施工を行つたのち、基
盤上にセメント系硬化層を形成し、セメント系硬
化層上に箱型鋼矢板３０を連結しつつ載置する。
第７図はアーチ型砂防ダム２９の概略平面図
で、３３は必要に応じて設けられる副堤で、箱型
鋼矢板２５を前述の手順と同様に連結載置して構
成する。
箱型鋼矢板３０はアーチ型に連結するために、
アーチの内側に位置する継手のアームは外側継手
のアームより短く製作されている。本発明におけ
る双腕継手とは、このような場合も含む。
次に、第８図はアーチ型砂防ダム２９の概略縦
断面図で、箱型鋼矢板３０は栗石２０ｃ〜２０ｅ
上に敷設された捨てコンクリート層１９ｃ〜１９
ｅ、カラモルタル層２１ｃ〜２１ｅ上に連結載置
され、ダム壁体３１即ち耐衝撃連続壁体が構成さ
れる。
次に、継手強度の詳細について説明する。第９
図は長さ400mmの直線型鋼矢板３４，３５，３６
を係合して引張り試験を行う状態を示したもの
で、直線型鋼矢板３４〜３６は下記の成分（ただ
し取鍋分析）の鋼から製造した。
Ｃ 0.31 ％
Si 0.08 ％
Mn 0.54 ％
Ｐ 0.012％
Ｓ 0.022％
Cu 0.35 ％
残 Fe
また、鋼片についてトツプ（Ｔ）、ミドル
（Ｍ）、ボトム（Ｂ）のそれぞれから製造した直線
型鋼矢板別に試験を実施したが、その結果を第１
表に示す。
(Industrial Application Field) The present invention relates to a method for constructing embankments such as erosion control dams, water storage dams, river embankments, etc., and particularly relates to a method for constructing prefabricated embankments. (Prior Art) Conventionally, many methods of constructing embankments such as erosion control dams, water storage dams, and river embankments have utilized reinforced concrete, and as shown in Fig. 11,
A common method is to dig trenches 2a to 2c in the ground 1 of the construction site and construct a main embankment 3 and a secondary embankment 4 made of reinforced concrete.
7 and 8 are sediments. In places where the scale of the embankment is relatively small and a low bearing capacity is acceptable, a method of constructing an embankment body by filling it with earth and sand using corrugated cells or gabions is adopted. In addition, as other methods, in addition to H-shaped and I-shaped steel, U-shaped or straight steel sheet piles are used to create a double wall, or the so-called prefabrication method is adopted in which the embankment is constructed as a cell structure. In addition to gravity dams such as the erosion control dams mentioned above, which are constructed using such structural members, arch dams and three-dimensional dams are also constructed. ,
Appropriate methods are selected depending on the situation such as rolling stones, etc., and construction is carried out based on careful consideration of weather conditions, aggregate procurement conditions, and even the means of transporting materials. In addition, for the purpose of shortening the construction period and reducing costs, recently, as disclosed in Japanese Patent Application Laid-Open No. 60-233224, a method of constructing an embankment body in which cylindrical steel plate cells are connected with bolts to form a continuous wall body has been developed. is proposed. (Problems to be Solved by the Invention) Conventional methods for constructing embankments generally require construction of large-sized embankments, as the embankment has a structure that can withstand earth pressure and water pressure depending on its weight and embedment depth. However, there are problems in that the construction period is long and the cost is high. An object of the present invention is to provide a method for economically constructing an embankment body that has excellent structural performance, is easy to construct, and has high reliability. (Means for Solving the Problems) The present invention is to construct a continuous wall body by sequentially connecting and mounting box-shaped steel sheet piles having double-arm joints after leveling the ground excavated into a desired shape, and then constructing a continuous wall body. This method of constructing an embankment body is characterized by filling the inner cavity of the box-shaped steel sheet pile or the inner cavity of the box-shaped steel sheet pile and the inner cavity of the surrounding wall with a filler after solidification. (Function) The present invention is a construction method in which box-shaped steel sheet piles having double-arm joints with high rigidity and high joint strength are connected to form the embankment body body, so no prior machining is required, and the connection requires skill such as welding. Since there is no work required,
Work can be carried out completely and quickly even in construction sites with poor environments or scaffolding. In addition, in the method of the present invention, after leveling the ground that has been excavated into a desired shape, the box-shaped steel sheet piles with double-arm joints are successively connected and placed. It is not necessary to cast the embankment deep into the ground, and it is possible to economically construct an embankment body in a construction site where it is difficult to employ large heavy machinery. Furthermore, since the box-shaped steel sheet piles have good posture stability when connected and placed, together with the ease of work by joining joints, construction work is extremely simplified, construction efficiency is high, and construction period can be shortened. be. After constructing a wall by joining box-shaped steel sheet piles, the inner cavity of the box-shaped steel sheet pile is filled with filler, or both the inner cavity of the box-shaped steel sheet pile and the inner cavity of the surrounding wall are filled with filler. Unlike the law, there is no need for formwork, and the material can be filled with any material such as concrete, gravel, or earth and sand, making construction economical, easy and reliable, and creating a strong wall structure. can be constructed. In addition, it is possible to connect box-shaped steel sheet piles in any number and shape with joints, and it is possible to construct an embankment body with optimal strength according to the desired yield strength, providing a high degree of freedom in design and making design changes easy. It is. (Example) Fig. 1 is a schematic front view of an embankment body constructed by the method of the present invention, for example, an erosion control dam 9, and 10 is a box-shaped steel sheet pile 11 having a double-arm joint (as a typical example, one of the unit box-shaped steel sheet piles). 12 indicates a drainage hole. Also, 1
3 is the ground, and a broken line 14 is a line indicating the excavation depth, that is, a virtual penetration depth line. FIG. 2 is a schematic plan view of the erosion control dam 9, with reference numeral 15 indicating a subbank. FIG. 3 is a schematic longitudinal cross-sectional view of the erosion control dam 9.
16c is concrete filled in the dam wall 10, and 17 is earth and sand poured into the inner cavity of the surrounding wall surrounded by the dam wall 10, that is, the dam inner cavity 18. 19
a, 19b are gravel stones, such as foot protection chestnut stones 20a, 2
0b, and on the sacrificial concrete layers 19a and 19b, there is further a Kara mortar layer 21 mainly made of sand and cement.
a, 21b are placed, and the box-shaped steel sheet pile 11 penetrates the empty mortar layers 21a, 21b and is placed on the concrete layers 19a, 19b before the empty mortar layers 21a, 21b harden. Here, supporting layers such as the sacrificial concrete layers 19a and 19b and the dry mortar layers 21a and 21b are collectively referred to as a cement-based hardened layer. In the present invention, after excavating the ground 13 into a desired shape, the ground 13 is leveled using fine soil, crushed stone, or sand available at the construction site, or it may be leveled using a hardened cement layer as described above. In the present invention, this is called leveling construction. Depending on the desired strength, the dam wall 10 may be of a box type as shown in FIG. 2, or may be constructed as a single wall like the sub-levee 15. In other words, when the desired yield strength is large, it is extremely easy to arbitrarily expand the volume of the box or create a triple or quadruple layered structure using the present invention. It depends. Regarding the details of the structure of the box-shaped steel sheet pile 11, please refer to the 4th section.
This will be explained with reference to FIGS. FIG. 4 shows joints 23a to 23d made of half-cut straight steel sheet piles attached to the corners of a square steel pipe 22.
It is a schematic plan view of a box-shaped steel sheet pile 25 having a double-arm joint configured by welding 24a to 24d in the respective extension directions of the flanges 22a and 22b. Box-shaped steel sheet piles with joints welded in the extending direction or approximately in the extending direction of the flanges 22a and 22b of the steel pipe 22 (the joints are not parallel to each other, but slightly open or narrow) are used as box-shaped steel sheets with double-arm joints. It is called sheet pile (hereinafter simply referred to as steel sheet pile). As for the square steel pipe, it is possible to appropriately adopt a roll-formed round steel pipe or a spiral steel pipe, a press-formed flat steel plate, a welded narrow flat steel plate, and the like. Furthermore, as for the joints, in addition to the above-mentioned joints 23a to 23d, high-strength joints using round steel bars for the male joints and seamless steel pipes with slits for the female joints may be employed. Figure 5 shows a box-shaped steel sheet pile 25 that is the same as the box-shaped steel sheet pile 25.
It is a schematic plan view showing a part of the dam wall body 27 to which the box steel sheet piles 26 for corners are connected by joints, and the inner cavities 28a to 28g are filled with concrete, mortar, or earth and sand as necessary. As mentioned above, the box-shaped steel sheet pile 25 can be made into a box of any volume by changing the number of connections, so a huge embankment can be constructed by forming a single box or further connecting the single boxes. The degree of freedom in design is extremely large. Next, an example of constructing an arch-shaped sabo dam using box-shaped steel sheet piles according to the method of the present invention will be described with reference to FIGS. 6 to 8. FIG. 6 is a schematic plan view of an arch-shaped sabo dam 29 constructed by the method of the present invention, in which a box-shaped steel sheet pile 30
are connected to form an arch-shaped dam wall 31, which is constructed by pouring concrete into the inner cavity 32 shown in FIG. In this case as well, as described above, after leveling work such as constructing a gravel support base on the ground 13 that has been excavated into the desired shape at the bottom of the valley and on both wing slopes, a hardened cement layer is formed on the base. The box-shaped steel sheet piles 30 are connected and placed on the cement-based hardened layer. FIG. 7 is a schematic plan view of the arch-shaped sabo dam 29, and 33 is a subbank provided as necessary, and is constructed by connecting and mounting box-shaped steel sheet piles 25 in the same manner as described above. In order to connect the box-shaped steel sheet piles 30 in an arch shape,
The arms of the joints located on the inside of the arch are made shorter than the arms of the outside joints. The double-arm joint in the present invention includes such a case. Next, FIG. 8 is a schematic vertical cross-sectional view of the arch-type erosion control dam 29, in which the box-shaped steel sheet piles 30 are made of chestnut stones 20c to 20e.
Discarded concrete layer 19c-19 laid on top
e. The dam wall 31, ie, the impact-resistant continuous wall, is constructed by being connected and placed on the empty mortar layers 21c to 21e. Next, details of joint strength will be explained. 9th
The figure shows straight steel sheet piles 34, 35, and 36 with a length of 400 mm.
The straight steel sheet piles 34 to 36 were manufactured from steel with the following composition (but ladle analysis). C 0.31% Si 0.08% Mn 0.54% P 0.012% S 0.022% Cu 0.35% Remaining Fe In addition, tests were conducted on straight steel sheet piles manufactured from the top (T), middle (M), and bottom (B) of the steel slabs. However, the results are the first
Shown in the table.
【表】
製造上の理由により爪破断したNo.４を除いて直
線型鋼矢板は非常に高い強度を有しており、直線
型鋼矢板を半截して継手とした箱型鋼矢板の強度
的信頼性は著しく高い。
さらに、第１０図は荷重（Ton／ｍ）と全伸び
（mm／400mm）について第１表に示す試験例のうち
の一部についてグラフ化したものであり、この図
からも明白なように直線型鋼矢板の横方向耐力は
非常に高く、破断はすべてウエブで発生し、継手
部は極めて高耐力である。
以上詳細に説明したように、箱型鋼矢板２５お
よび３０は継手結合の機械的強度が著しく高いた
めに横方向連結力が強く、砂防ダムにおける転石
や地滑り崩壊時の土砂による烈しい衝撃に対し十
分な耐力を発揮するので、本発明法により構築し
た堤体は重量や根入れのみに頼ること無く高い砂
防効果を有する。
また、本発明法により構築した堤体は高い水密
性を有するので、水抜きが必要な場合は壁体に水
抜孔を穿設するかあるいは水抜きパイプを設ける
が、このような加工も容易に実施できる利点を有
している。
（発明の効果）
本発明の方法は、主要構成部材として双腕継手
を有する箱型鋼矢板を均し施工した地盤上に連結
載置する簡易な方法であるため、作業性が良く、
経済的に堤体を構築できる。
また、構築した堤体の力学的強度が非常に高い
ので、比較的小型の堤体でも大きな耐力を発揮
し、その実用効果は極めて多大である。[Table] Except for No. 4, which had a nail breakage due to manufacturing reasons, straight steel sheet piles have extremely high strength. Remarkably high. Furthermore, Figure 10 is a graph of load (Ton/m) and total elongation (mm/400mm) for some of the test examples shown in Table 1, and as is clear from this figure, the straight line The lateral yield strength of shaped steel sheet piles is extremely high, and all fractures occur in the webs, and the joints have extremely high yield strength. As explained in detail above, the box-shaped steel sheet piles 25 and 30 have extremely high mechanical strength in their joint connections, so they have a strong lateral connection force, and are strong enough to withstand the severe impact caused by boulders in sabo dams and earth and sand during landslide collapses. Since the embankment exhibits a bearing capacity, the embankment body constructed by the method of the present invention has a high erosion control effect without relying solely on weight or embedding. In addition, since the embankment constructed by the method of the present invention has high watertightness, if drainage is required, a drainage hole is bored in the wall or a drainage pipe is provided, but such processing is easy. It has the advantage of being practical. (Effects of the Invention) The method of the present invention is a simple method in which box-shaped steel sheet piles having double-arm joints as main components are connected and placed on leveled ground, so it has good workability.
Embankment bodies can be constructed economically. Furthermore, since the mechanical strength of the constructed embankment is extremely high, even a relatively small embankment exhibits a large yield strength, and its practical effects are extremely large.
第１図は本発明の方法で構築した砂防ダムの概
略正面図、第２図は同じく概略平面図、第３図は
同じく概略縦断面図、第４図は箱型鋼矢板の概略
平面図、第５図はダム壁体の部分概略平面図、第
６図、第７図はアーチ型砂防ダムの概略正面図お
よび概略平面図、第８図はアーチ型砂防ダムの概
略縦断面図、第９図は直線型鋼矢板の引張り試験
要領説明図、第１０図は荷重と全伸びとの関係を
示す図、第１１図は従来の重力式ダムの概略断面
図である。
１……地盤、２ａ〜２ｃ……掘削溝、３……本
堤、４……副堤、５……水褥池、６ａ〜６ｄ……
間詰め、７，８……堆積土砂、９……砂防ダム、
１０……ダム壁体、１１……箱型鋼矢板、１２…
…水抜孔、１３……地盤、１４……根入り深さ仮
想線、１５……副堤、１６ａ〜１６ｃ……コンク
リート、１７……土砂、１８……ダム内腔、１９
ａ〜１９ｅ……捨てコンクリート層、２０ａ〜２
０ｅ……栗石、２１ａ〜２１ｅ……カラモルタル
層、２２……角鋼管、２２ａ，２２ｂ……フラン
ジ、２３ａ〜２３ｄ……継手、２４ａ〜２４ｄ…
…溶接、２５……箱型鋼矢板、２６……コーナー
用箱型鋼矢板、２７……ダム壁体、２８ａ〜２８
ｇ……内腔、２９……アーチ型砂防ダム、３０…
…箱型鋼矢板、３１……ダム壁体、３２……内
腔、３３……副堤、３４，３５，３６……直線型
鋼矢板。
Fig. 1 is a schematic front view of an erosion control dam constructed by the method of the present invention, Fig. 2 is a schematic plan view, Fig. 3 is a schematic vertical sectional view, and Fig. 4 is a schematic plan view of a box-shaped steel sheet pile. Figure 5 is a partial schematic plan view of the dam wall, Figures 6 and 7 are a schematic front view and plan view of the arch-type sabo dam, Figure 8 is a schematic vertical cross-sectional view of the arch-type sabo dam, and Figure 9 10 is a diagram illustrating the procedure for tensile testing of straight steel sheet piles, FIG. 10 is a diagram showing the relationship between load and total elongation, and FIG. 11 is a schematic sectional view of a conventional gravity dam. 1...Ground, 2a-2c...Excavation groove, 3...Main embankment, 4...Sub-levee, 5...Water pond, 6a-6d...
Filling, 7, 8...accumulated sediment, 9...sabo dam,
10... Dam wall, 11... Box-shaped steel sheet pile, 12...
... Drainage hole, 13 ... Ground, 14 ... Rooting depth imaginary line, 15 ... Subbank, 16a-16c ... Concrete, 17 ... Earth and sand, 18 ... Dam inner cavity, 19
a~19e...Discarded concrete layer, 20a~2
0e...Kurite stone, 21a-21e...Dark mortar layer, 22...Square steel pipe, 22a, 22b...Flange, 23a-23d...Joint, 24a-24d...
...Welding, 25... Box-shaped steel sheet pile, 26... Box-shaped steel sheet pile for corner, 27... Dam wall, 28a-28
g...Inner cavity, 29...Archid erosion control dam, 30...
...Box type steel sheet pile, 31...Dam wall, 32...Inner cavity, 33...Subbank, 34, 35, 36...Straight steel sheet pile.
Claims (1)
ち、双腕継手を有する箱型鋼矢板を逐次連結載置
して連続壁体を構築し、ついで根固め施工したの
ち前記箱型鋼矢板の内腔または箱型鋼矢板の内腔
と囲壁内腔に充填材を充填することを特徴とする
堤体構築方法。1. After leveling the excavated ground into the desired shape, construct a continuous wall by successively connecting and mounting box-shaped steel sheet piles with double-arm joints, and then perform foot protection, and then fill the inner cavity or A method for constructing an embankment body characterized by filling the inner cavity of a box-shaped steel sheet pile and the inner cavity of an enclosing wall with a filler.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP1987288A JPH01198913A (en) | 1988-01-30 | 1988-01-30 | Dam body construction method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP1987288A JPH01198913A (en) | 1988-01-30 | 1988-01-30 | Dam body construction method |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JPH01198913A JPH01198913A (en) | 1989-08-10 |
| JPH0433921B2 true JPH0433921B2 (en) | 1992-06-04 |
Family
ID=12011302
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP1987288A Granted JPH01198913A (en) | 1988-01-30 | 1988-01-30 | Dam body construction method |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JPH01198913A (en) |
Families Citing this family (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2566867B2 (en) * | 1992-04-13 | 1996-12-25 | 株式会社ナカミツ | Dam |
| RU2495190C2 (en) * | 2011-08-23 | 2013-10-10 | Публичное акционерное общество "Укргидропроект" | Gravity dam with expanded joints |
| KR101959691B1 (en) * | 2018-10-24 | 2019-03-18 | 강병관 | Ring-shaped structure of cofferdam using cross section square pipe and construction method |
| JP7172754B2 (en) * | 2019-03-08 | 2022-11-16 | 日本製鉄株式会社 | Embankment reinforcement structure |
-
1988
- 1988-01-30 JP JP1987288A patent/JPH01198913A/en active Granted
Also Published As
| Publication number | Publication date |
|---|---|
| JPH01198913A (en) | 1989-08-10 |
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