JPS63181804A - Breakwater and its construction and concrete caisson therefor - Google Patents
Breakwater and its construction and concrete caisson thereforInfo
- Publication number
- JPS63181804A JPS63181804A JP1221087A JP1221087A JPS63181804A JP S63181804 A JPS63181804 A JP S63181804A JP 1221087 A JP1221087 A JP 1221087A JP 1221087 A JP1221087 A JP 1221087A JP S63181804 A JPS63181804 A JP S63181804A
- Authority
- JP
- Japan
- Prior art keywords
- bottomless
- caisson
- concrete
- piles
- pile
- 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
- 239000004567 concrete Substances 0.000 title claims abstract description 45
- 238000010276 construction Methods 0.000 title description 8
- 238000000034 method Methods 0.000 claims abstract description 6
- 230000002093 peripheral effect Effects 0.000 claims description 15
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 abstract description 3
- 230000003014 reinforcing effect Effects 0.000 abstract description 2
- 239000011440 grout Substances 0.000 description 5
- 230000005540 biological transmission Effects 0.000 description 3
- 239000000463 material Substances 0.000 description 3
- 230000000694 effects Effects 0.000 description 2
- 239000004570 mortar (masonry) Substances 0.000 description 2
- 229910001294 Reinforcing steel Inorganic materials 0.000 description 1
- 229910000831 Steel Inorganic materials 0.000 description 1
- 238000000151 deposition Methods 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 239000011150 reinforced concrete Substances 0.000 description 1
- 238000009991 scouring Methods 0.000 description 1
- 239000010959 steel Substances 0.000 description 1
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Abstract
Description
【発明の詳細な説明】
〔産業上の利用分野〕
本発明は、海洋構造物の一種である消波堤と、その構築
方法、及び該消波堤に使用するコンクリートケーソンに
関する。DETAILED DESCRIPTION OF THE INVENTION [Field of Industrial Application] The present invention relates to a wave-dissipating levee, which is a type of marine structure, a method of constructing the same, and a concrete caisson used in the wave-dissipating levee.
従来、消波堤等の海洋構造物としては、基礎地盤に捨石
及び消波ブロックを積み上げたいわゆる消波ブロック堤
、基礎捨石マウンド上にコンクリートケーソンを設置し
た重力式混成堤のほかに、多数のブロックを杭群で支持
するいわゆる杭立脚型ブロック積層堤が知られている。Traditionally, marine structures such as wave-dissipating dykes have been constructed in many ways, in addition to so-called wave-dissipating block dykes in which rubble and wave-dissipating blocks are piled up on the foundation ground, and gravity-type hybrid dykes in which concrete caissons are installed on foundation rubble mounds. A so-called pile-standing type block laminated embankment in which blocks are supported by piles is known.
この杭立脚型ブロック積層堤は、杭が所定の間隔で縦横
あるいはジグザグ状をなして前後２列に建て込まれ、多
数の直状形ブロックが、その両端の嵌合孔を、たがいに
縦、横あるいは斜めに隣り合う２本の杭に嵌合し、所定
の高さに積層されてなる。In this pile-standing block laminated embankment, piles are built in two rows, front and back, in a vertical and horizontal or zigzag shape at predetermined intervals, and a large number of straight blocks are arranged vertically and horizontally with fitting holes at both ends. It fits into two horizontally or diagonally adjacent piles and is stacked at a predetermined height.
すなわち、たとえば特公昭５６−１７４８４号公報記載
の防波構造物では、直状形ブロックを、前後２列におい
て縦横に隣り合う４本の杭に井桁状に組み上げてブロッ
ク積層体を構成し、また、同６１−６２０３号公報記載
の離岸堤においては、直状形ブロックを、前後各列にお
いてその長手方向に隣り合う２本の杭の間に跨架積層す
るとともに、前列の杭と後列の杭との間にも跨架積層し
て上記ブロック積層体を構成しているものである。That is, for example, in the wave-break structure described in Japanese Patent Publication No. 56-17484, rectangular blocks are assembled in a grid pattern on four vertically and horizontally adjacent piles in two rows, front and back, to form a block laminate. , in the offshore breakwater described in Publication No. 61-6203, rectangular blocks are stacked across two longitudinally adjacent piles in each row, and the piles in the front row and the piles in the back row are stacked. The block laminate is also stacked across the piles to form the block laminate.
しかし、かかる抗立脚型ブロック積層堤には次のような
問題がある。However, such anti-erecting type block laminated embankments have the following problems.
■ 一般的に数多（のブロックを必要とする。しかも、
大水深、大波浪に対応させてブロック間の連結度を高め
るためにはそれにともないさらに多数のブロックを必要
とする。■ Generally requires a large number of blocks.Moreover,
In order to cope with large water depths and large waves, and to increase the degree of connectivity between blocks, an even larger number of blocks is required.
■ ブロック間の空隙率を所望の値にするために各ブロ
ックを正確に組み合わせなければならないとともに、異
種形状のブロックを併用しなければならず、その組み合
わせ方が複雑になり、構築作業悌率を低下させる。■ In order to achieve the desired porosity between blocks, each block must be assembled accurately, and blocks of different shapes must be used together, making the method of assembly complicated and reducing the construction work rate. lower.
■ 杭は、各ブロックの嵌合孔を正しく嵌合できるよう
その各々の建て込み精度を上げなければならない。■ Piles must be installed with high accuracy so that the holes in each block can be properly fitted.
■ 各ブロックがその嵌合孔を杭に嵌合させて積層支持
されるものであるから、その杭は、１杭でなければなら
ず、斜坑とすることはできない。■ Since each block is supported in a stacked manner by fitting its fitting hole into a pile, the pile must be one pile and cannot be used as an inclined shaft.
したがって、ブロック積層体に加わる水平外力に抵抗さ
せるのに効果的な斜坑を利用できず、特に大波浪の場所
での構築はコスト高になる。Therefore, it is not possible to utilize a slope shaft that is effective in resisting horizontal external forces applied to the block stack, making construction particularly in areas with large waves expensive.
■ 直状形ブロックが隣り合う２本の杭に嵌合して単位
ラーメン構造状あるいは単位トラス構造状のものを形成
しているが、その−側に作用した外力を他側にスムーズ
に伝達できないおそれがあり、構造物として不安定にな
る。■ A straight block fits into two adjacent piles to form a unit rigid frame structure or a unit truss structure, but the external force acting on the negative side cannot be smoothly transmitted to the other side. There is a risk that the structure will become unstable.
本発明の目的はこれらの問題点を解決することにある。The purpose of the present invention is to solve these problems.
上記目的を達成する本各発明の構成は、−これを図示の
実施例にもとづき述べると次のとおりである。The configurations of the present inventions that achieve the above objects are as follows, based on the illustrated embodiments.
１、 ＬＪＬＩ
周壁ａに透過窓孔５，６を開設した無底コンクリートケ
ーソンＡが支持杭Ｂに支持されている。その無底コンク
リートケーソンＡに加わる水平外力に抵抗する抵抗杭ｃ
ｌ、ｃ２．ｃ３の頭部がＭ無底コンクリートケーソンＡ
の無底開口ａ“内に打設されたコンクリートｄ中に埋設
している。1. LJLI A bottomless concrete caisson A with transparent window holes 5 and 6 in the peripheral wall a is supported by support piles B. Resistance pile c that resists the horizontal external force applied to the bottomless concrete caisson A
l, c2. C3 head is M bottomless concrete caisson A
It is buried in concrete d cast in a bottomless opening a''.
２、 梢Ａ已１構ｎ汰
所要本数の支持杭Ｂと抵抗杭ｃｌ、ｃ２．ｃ３を建て込
んだのち、周壁ａに透過窓孔５，６を開設して予め成型
しである無底コンクリートケーソンＡを、該ケーソンＡ
の少なくとも隅角部８に設けた支持杭嵌合縦孔７を上記
支持杭Ｂに嵌合するとともに、同ケーソンへの無底開口
ａ。2. The required number of support piles B and resistance piles cl, c2. After erecting c3, a bottomless concrete caisson A, which has been preformed with transparent window holes 5 and 6 in the peripheral wall a, is added to the caisson A.
The support pile fitting vertical hole 7 provided in at least the corner portion 8 of the caisson is fitted into the support pile B, and a bottomless opening a is formed in the caisson.
内に上記抵抗杭ｃｌ、ｃ２．ｃ３の頭部を位置させた状
態において、上記支持杭Ｂに支持し、かつ上記無底開口
ａ°内にコンクリートｄを打設し抵抗杭ｃｌ、ｃ２．ｃ
３の頭部をその中に埋設する。The above resistance pile cl, c2. With the head of c3 in position, it is supported by the support pile B, and concrete d is poured into the bottomless opening a°, and the resistance piles cl, c2. c.
Bury the head of No. 3 in it.
３、 コン １− −ソン
周壁ａに多数の透過窓孔５，６を開設している。また少
なくとも隅角部８に支持杭嵌合縦孔７を設けている。し
かも無底である。3. A large number of transparent window holes 5 and 6 are provided in the peripheral wall a. Further, at least the corner portion 8 is provided with a support pile fitting vertical hole 7. Moreover, it is bottomless.
上記構成の本各発明において、支持杭Ｂ及び抵抗杭Ｃ１
，Ｃ２，Ｃ３は鋼管製、鉄筋コンクリート製のいずれで
もよく、かつそれは水底安定地盤に達する迄打ち込まれ
る。また、支持杭Ｂはケーソン沈設時のガイドを兼ねる
１杭であり、抵抗杭ｃｌ、ｃ２．ｃ３としては、１杭で
あってもよいが、水平外力によく抵抗するよう斜杭とす
ることもあり、これら１杭と斜杭を交ぜで使用すること
もある。In each of the present inventions having the above configuration, the support pile B and the resistance pile C1
, C2, and C3 may be made of steel pipes or reinforced concrete, and are driven until they reach stable underwater ground. Further, the support pile B is one pile that also serves as a guide when the caisson is sunk, and the resistance piles cl, c2. Although c3 may be a single pile, it may be a diagonal pile to better resist horizontal external forces, and these single piles and diagonal piles may be used in combination.
透過窓孔５，６の数や大きさは設定空隙率に適合するよ
う通宜定められ、かつ特にその形状を問うものではない
。The number and size of the transmission windows 5 and 6 are appropriately determined to suit the set porosity, and their shapes are not particularly critical.
支持杭嵌合縦孔７は、無底コンクリートケーソンＡの少
なくとも隅角部８に貫通縦設するほか、必要に応じある
隅角部８と他の隅角部８の中間部に設けることもある。The support pile fitting vertical hole 7 is provided vertically through at least the corner portion 8 of the bottomless concrete caisson A, and may also be provided in the intermediate portion between one corner portion 8 and another corner portion 8 as necessary. .
支持杭Ｂに上記縦孔７を嵌合させた状態で無底コンクリ
ートケーソンＡを支持するには、支持台りとして、■建
て込んだ杭の頂端から吊材によって円環体を吊下するも
の（特公昭５６−１７４８４号公報）、■杭の所要高さ
のところにフランジを固定設置するもの（特公昭６１−
６２０３号公報）、■建て込んだ杭の回りに内構と外構
とで格点部を組み立て形成するもの（特開昭５６−３９
２２０号公報）等の如き従来公知の支持台を使用し、か
つ、縦孔７の内周面とそれを嵌合させた支持杭Ｂの外周
面との間に形成される環状縁空洞にモルタル等のグラウ
トを充填するとともに、必要に応じては上記空洞に鉄筋
カゴを建て込んでおきグラウト中に埋設する。To support the bottomless concrete caisson A with the above-mentioned vertical hole 7 fitted to the support pile B, as a support stand, ■ suspend the toric body from the top of the built-in pile with a hanging material. (Special Publication No. 17484/1984), ■ A flange fixedly installed at the required height of the pile (Special Publication No. 17484/1984)
6203 Publication), ■ one in which the internal structure and external structure are assembled to form a point part around the built-in pile (Japanese Unexamined Patent Publication No. 56-39
Using a conventionally known support stand such as the one disclosed in Japanese Patent Publication No. 220, mortar is placed in the annular edge cavity formed between the inner circumferential surface of the vertical hole 7 and the outer circumferential surface of the support pile B into which it is fitted. In addition to filling the above-mentioned grout with grout, if necessary, a reinforcing steel cage is built in the above-mentioned cavity and buried in the grout.
本発明消波堤は、無底コンクリートケーソンＡが支持杭
Ｂで支持されかつ抵抗杭ｃ１．ｃ２．ｃ３で水平外力に
抵抗する全一体化した強固にしてかつ安定した構造物を
なす。また上記ケーソンＡの周壁ａが透過窓孔５，６に
よって所定の空隙率を確保し所期の消波を行う。In the wave-dissipating levee of the present invention, a bottomless concrete caisson A is supported by a support pile B, and a resistance pile c1. c2. c3 forms a fully integrated, strong and stable structure that resists horizontal external forces. Further, the peripheral wall a of the caisson A secures a predetermined porosity through the transmission windows 5 and 6, thereby achieving desired wave dissipation.
本発明構築方法によれば、上記した消波堤を簡単にしか
も能率よく構築できる。According to the construction method of the present invention, the above-mentioned wave breakwater can be constructed easily and efficiently.
本発明コンクリートケーソンは、周壁ａに多数の透過窓
孔５．６を有するから、隅角部８の支持杭嵌合縦孔７を
、支持杭Ｂにガイドさせながら沈設し所定の位置にセン
トすることによって、上記消波堤とすることができるも
ので、複数個の直状形ブロックを杭に嵌めて構成するブ
ロック積層体とは異なり、構造体として強固であり、波
力等外力に対する抵抗力も大である。Since the concrete caisson of the present invention has a large number of transparent window holes 5 and 6 in the peripheral wall a, the support pile fitting vertical holes 7 in the corner portions 8 are sunk while being guided by the support piles B and are centered in the predetermined positions. Therefore, it can be used as the above-mentioned wave-dissipating levee, and unlike a block laminate made up of multiple straight blocks fitted on piles, it is strong as a structure and has good resistance to external forces such as wave force. It's large.
以下図示の実施例について詳述する。 The illustrated embodiment will be described in detail below.
Ａは無底コンクリートケーソンで、それは、前後左右側
壁１〜４が平面方形に配置成型された周壁ａとその上面
開口に十字に跨架された梁す、ｂ“とからなり、下面を
無底開口ａ１としている。A is a bottomless concrete caisson, which consists of a peripheral wall a whose front, rear, left, and right side walls 1 to 4 are arranged and molded in a rectangular plane, and beams b, which cross over the upper opening of the peripheral wall a, and whose lower surface is bottomless. The opening is a1.
５．６は前後側壁１．２に列設した透過窓孔で、これら
の透過窓孔は周壁ａが所期の空隙率になるよう予め設計
されている。７は無底コンクリートケーソンＡの各隅角
部８に貫通縦設した支持杭嵌合縦孔で、各隅角部８は前
後左右側壁１〜４各々の接合内側を柱状肉厚にして成型
されている。なお、支持杭嵌合縦孔は上記隅角部のほか
、各側壁１〜４の中央を同じく柱状肉厚にしておき、そ
こに形成することもある。Reference numeral 5.6 denotes transparent window holes arranged in a row on the front and rear side walls 1.2, and these transparent window holes are designed in advance so that the peripheral wall a has a desired porosity. Reference numeral 7 denotes a support pile fitting vertical hole vertically installed through each corner 8 of the bottomless concrete caisson A, and each corner 8 is formed with a thick columnar wall on the inner side where each of the front, rear, left and right side walls 1 to 4 are joined. ing. In addition to the above-mentioned corner portions, the support pile fitting vertical holes may be formed in the center of each of the side walls 1 to 4, which have the same columnar thickness.
上記構成の無底コンクリートケーソンＡを使用する本発
明消波堤の構築方法とその構成は次のとおりである。The method for constructing the wave-dissipating levee of the present invention using the bottomless concrete caisson A having the above structure and its structure are as follows.
Ｂは、無底コンクリートケーソンＡの上記支持杭嵌合縦
孔７に一致する位置に建て込んだ支持杭で、水底安定地
盤に到達する迄垂直に打ち込まれる（第１図）。B is a support pile built in the bottomless concrete caisson A at a position corresponding to the support pile fitting vertical hole 7, and is driven vertically until it reaches a stable underwater ground (Fig. 1).
ｃｌ、Ｃ２，Ｃ３は無底コンクリートケーソンＡの周壁
ａの囲繞区画内すなわち無底開口ａ′内に対応する位置
に建て込んだ抵抗杭で、Ｃｍは油側に垂直に打設された
１杭、Ｃ３は陸側に斜めに打設された斜杭、Ｃ２はＣ１
とＣ３の中間に斜めに打設された斜杭である（第１図）
。cl, C2, and C3 are resistance piles built in positions corresponding to the surrounding section of the peripheral wall a of the bottomless concrete caisson A, that is, the bottomless opening a', and Cm is one pile driven vertically on the oil side. , C3 is a diagonal pile driven diagonally on the land side, C2 is C1
This is a diagonal pile driven diagonally between C3 and C3 (Figure 1).
.
Ｄは無底コンクリートケーソンＡを上記支持杭Ｂに支持
するために、該支持杭Ｂに取り付けた環状の支持台で、
この支持台りは吊材９と吊板１０によって、各支持杭Ｂ
の所定の高さのところに吊下される（第２図）。D is an annular support platform attached to the support pile B in order to support the bottomless concrete caisson A on the support pile B,
This support platform is connected to each support pile B by hanging materials 9 and hanging plates 10.
(Fig. 2).
無底コンクリートケーソンＡは、前側壁１を油側、後側
壁２を陸側にして船上起重機に吊られ、支持杭嵌合縦孔
７を支持杭Ｂに嵌合しつつそれをガイドとして所定位置
、すなわち支持台りに乗載支持される位置に沈設セット
される。これにより、抵抗杭ｃ１．ｃ２．ｃ３の頭部が
無底開口ａ“内に突入位置する（第３．４図）。The bottomless concrete caisson A is suspended on a shipboard hoist with the front wall 1 facing the oil side and the rear wall 2 facing the land, and is moved to a predetermined position by fitting the support pile fitting vertical hole 7 to the support pile B and using it as a guide. That is, it is sunk and set in a position where it is mounted and supported on a support stand. As a result, the resistance pile c1. c2. The head of c3 enters the bottomless opening a" (Fig. 3.4).
そこで、上記縦孔７内にモルタル等のグラウトＣを充填
して支持杭Ｂの外周に形成されている環状縁空洞を閉塞
しかつその中に上記吊材９を埋設し、これによって、支
持杭Ｂと無底コンクリートケーソンＡの一体化を図る。Therefore, the vertical hole 7 is filled with grout C such as mortar to close the annular edge cavity formed on the outer periphery of the support pile B, and the hanging material 9 is buried therein. B and bottomless concrete caisson A will be integrated.
なお、支持杭Ｂの上記外周に環状突起あるいは凹凸等を
設けておくことにより、グラウトの食い付きを向上させ
ることができる。Incidentally, by providing an annular protrusion or unevenness on the outer periphery of the support pile B, it is possible to improve the bite of the grout.
このようにして、無底コンクリートケーソンＡを支持杭
Ｂに支持固定させた後、その上面開口を通じ捨石１１を
投入して水底地盤１２に堆積させることにより無底開口
ａ′をその下面において閉しる（第４，５図）。After the bottomless concrete caisson A is supported and fixed on the support pile B in this way, the bottomless opening a' is closed at the bottom surface by introducing rubble 11 through the top opening and depositing it on the underwater ground 12. (Figures 4 and 5).
次に、上記無底開口ａ°内、すなわち無底コンクリート
ケーソンＡの底部内に鉄筋１３を配筋するとともに、コ
ンクリートｄを打設し、この中に前記抵抗杭ｃ１．ｃ２
．ｃ３の頭部を埋設する（第５．６図）。Next, reinforcing bars 13 are arranged inside the bottomless opening a°, that is, inside the bottom of the bottomless concrete caisson A, and concrete d is poured into it, and the resistance piles c1. c2
．． Bury the head of c3 (Figure 5.6).
以上により、無底コンクリートケーソンＡが、支持杭Ｂ
によって支持されるとともに、無底開口ａ°内に打設さ
れたコンクリートｄ内に抵抗杭Ｃ１゜Ｃ２，Ｃ３の頭部
を埋設することによって水平外力に抵抗するようにした
消波堤が構築されるものである。As a result of the above, the bottomless concrete caisson A is connected to the support pile B.
A wave-dissipating levee is constructed to resist horizontal external forces by burying the heads of resistance piles C1, C2, and C3 in concrete d cast in a bottomless opening a. It is something that
なお、上記において、捨石１１の投入堆積は無底開口ａ
°内にコンクリートｄを打設するのに使用する型板化わ
りであり、堆積した捨石１１に無底コンクリートケーソ
ンＡを支持させるものではない。Note that in the above, the rubble 11 is deposited in the bottomless opening a.
This is a template used for pouring concrete d into the concrete caisson A, and is not intended to support the bottomless concrete caisson A on the piled rubble 11.
したがって、後日その捨石１１が洗掘作用等によって流
出散逸してもかまわない。Therefore, there is no problem if the rubble 11 is washed away and dissipated later due to scouring or the like.
叙述のように、本発明消波堤は、無底コンクリートケー
ソンが支持杭で支持されかつ抵抗杭で水平外力に抵抗す
る全一体化した強固にしてかつ安定した構造物をなす。As described above, the wave-dissipating levee of the present invention constitutes a fully integrated, strong and stable structure in which the bottomless concrete caissons are supported by support piles and resistance piles resist horizontal external forces.
また上記ケーソンの周壁が透過窓孔によって所定の空隙
率を確保し所期の消波を行う。Further, the peripheral wall of the caisson secures a predetermined porosity through the transmission window holes and performs the desired wave dissipation.
本発明構築方法によれば、上記した消波堤を簡単にしか
も能率よく構築できる。According to the construction method of the present invention, the above-mentioned wave breakwater can be constructed easily and efficiently.
本発明コンクリートケーソンは、周壁に多数の透過窓孔
を有するから、隅角部の支持杭嵌合縦孔を、支持杭にガ
イドさせながら沈設し所定の位置に七′ッ卜することに
よって、上記消波堤とすることができるもので、複数個
の直状形ブロックを杭に嵌めて構成するブロック積層体
とは異なり、構造体として強固であり、波力等外力に対
する抵抗力も大である。Since the concrete caisson of the present invention has a large number of transparent window holes in the peripheral wall, the support pile fitting vertical holes at the corners are sunk while being guided by the support piles, and the above-mentioned construction is carried out in a predetermined position. It can be used as a wave-dissipating levee, and unlike a block laminate made up of multiple straight blocks fitted onto piles, it is strong as a structure and has high resistance to external forces such as wave force.
また、無底コンクリートケーソンを支持する支持杭は、
直状形のブロックを連結積層することによって消波構造
体を形成する場合に比し、その本数が極端に少なくて足
り、それだけ建て込み作業が楽になる。In addition, the support piles that support the bottomless concrete caissons are
Compared to the case where a wave-dissipating structure is formed by connecting and stacking rectangular blocks, the number of blocks is extremely small, and the construction work becomes easier.
図面は本発明の実施例を示すもので、第１図乃至第６図
は消波堤の構築状況を段階を追って示す説明図、第７図
は構築された消波堤の斜視図、第８図は同上の正面図、
第９図は同上の平面図、第１０、１１．１２図はそれぞ
れ第９図の１−１線、■−■線、ｍ−ｍ縁縁断端面図で
ある。
ａ・・・・・・周壁、 ５．６・・・・・・透過窓孔、
Ａ・・・・・・無底コンクリートケーソン、 Ｂ・・
・・・・支持杭、ｃｌ、ｃ２．ｃ３・・・・・・抵抗杭
、 ａ′・・・・・・無底開口、 ｄ・・・・・・
コンクリート、 ８・・・・・・隅角部、７・・・・
・・支持杭嵌合縦孔。
沖７図
矛８図
オ９図
オフ７図
ｂ′
口 口寸
７２図The drawings show an embodiment of the present invention, and FIGS. 1 to 6 are explanatory diagrams showing the construction status of the wave-dissipating levee step by step, FIG. 7 is a perspective view of the constructed wave-dissipating levee, and FIG. The figure is a front view of the same as above.
FIG. 9 is a plan view of the same as the above, and FIGS. 10 and 11.12 are cross-sectional views taken along line 1-1, line ■-■, and mm-m in FIG. 9, respectively. a... Peripheral wall, 5.6... Transparent window hole,
A... Bottomless concrete caisson, B...
...Support pile, cl, c2. c3... Resistance pile, a'... Bottomless opening, d...
Concrete, 8... Corner, 7...
・Vertical hole for fitting support pile. Oki 7 figure spear 8 figure O 9 figure off 7 figure b' Mouth Mouth size 72 figure
Claims (1)
ンが支持杭に支持されているとともに、その無底コンク
リートケーソンに加わる水平外力に抵抗する抵抗杭の頭
部が該コンクリートケーソンの無底開口内に打設された
コンクリート中に埋設していることを特徴とする消波堤
。 ２、所要本数の支持杭と抵抗杭を建て込む工程と、周壁
に透過窓孔を開設した無底コンクリートケーソンを、該
ケーソンの少なくとも隅角部に設けた支持杭嵌合縦孔を
上記支持杭に嵌合するとともに、同ケーソンの無底開口
内に上記抵抗杭の頭部を位置させた状態において、上記
支持杭に支持する工程と、上記無底開口内にコンクリー
トを打設し抵抗杭の頭部をその中に埋設する工程とから
なることを特徴とする消波堤の構築方法。 ３、周壁に多数の透過窓孔を開設するとともに少なくと
も隅角部に支持杭嵌合縦孔を有し、かつ無底であること
を特徴とする消波堤用コンクリートケーソン。[Scope of Claims] 1. A bottomless concrete caisson with transparent window holes in the peripheral wall is supported by support piles, and the head of the resistance pile that resists the horizontal external force applied to the bottomless concrete caisson is attached to the concrete caisson. A wave-dissipating levee characterized by being buried in concrete poured into the bottomless opening of a caisson. 2. The process of erecting the required number of support piles and resistance piles, and installing a bottomless concrete caisson with transparent window holes in the peripheral wall, and inserting vertical holes for fitting the support piles in at least the corners of the caisson into the support piles. At the same time, with the head of the resistance pile positioned in the bottomless opening of the caisson, supporting it on the support pile, and pouring concrete into the bottomless opening of the resistance pile. A method for constructing a wave-dissipating levee, comprising the step of burying the head portion therein. 3. A concrete caisson for a wave-dissipating levee, which has a large number of transparent window holes in the peripheral wall, has support pile-fitting vertical holes at least in the corners, and is bottomless.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP62012210A JPH06970B2 (en) | 1987-01-23 | 1987-01-23 | Breakwater and its construction method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP62012210A JPH06970B2 (en) | 1987-01-23 | 1987-01-23 | Breakwater and its construction method |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JPS63181804A true JPS63181804A (en) | 1988-07-27 |
| JPH06970B2 JPH06970B2 (en) | 1994-01-05 |
Family
ID=11799021
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP62012210A Expired - Fee Related JPH06970B2 (en) | 1987-01-23 | 1987-01-23 | Breakwater and its construction method |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JPH06970B2 (en) |
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2011169077A (en) * | 2010-02-22 | 2011-09-01 | Toyo Constr Co Ltd | Sea area controlling structure and construction method thereof |
| JP2012117354A (en) * | 2010-11-09 | 2012-06-21 | Penta Ocean Construction Co Ltd | Construction method for permeable sea area control structure |
| JP2012117353A (en) * | 2010-11-09 | 2012-06-21 | Penta Ocean Construction Co Ltd | Construction method for permeable sea area control structure |
| CN109024470A (en) * | 2018-08-19 | 2018-12-18 | 天津大学 | The rectangular light-duty caisson of dome and pile foundation combined type breakwater |
Families Citing this family (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR102535228B1 (en) | 2022-10-21 | 2023-05-26 | 한국세라믹기술원 | Negative electrode and lithium secondary battery |
Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS5862210A (en) * | 1981-10-07 | 1983-04-13 | Penta Ocean Constr Co Ltd | Construction of underwater dam structure |
| JPS58178706A (en) * | 1982-04-12 | 1983-10-19 | Sumitomo Metal Ind Ltd | Caisson and its setting |
| JPS6119764A (en) * | 1984-07-06 | 1986-01-28 | Kawasaki Steel Corp | Two-phase stainless steel excellent in toughness |
-
1987
- 1987-01-23 JP JP62012210A patent/JPH06970B2/en not_active Expired - Fee Related
Patent Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS5862210A (en) * | 1981-10-07 | 1983-04-13 | Penta Ocean Constr Co Ltd | Construction of underwater dam structure |
| JPS58178706A (en) * | 1982-04-12 | 1983-10-19 | Sumitomo Metal Ind Ltd | Caisson and its setting |
| JPS6119764A (en) * | 1984-07-06 | 1986-01-28 | Kawasaki Steel Corp | Two-phase stainless steel excellent in toughness |
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2011169077A (en) * | 2010-02-22 | 2011-09-01 | Toyo Constr Co Ltd | Sea area controlling structure and construction method thereof |
| JP2012117354A (en) * | 2010-11-09 | 2012-06-21 | Penta Ocean Construction Co Ltd | Construction method for permeable sea area control structure |
| JP2012117353A (en) * | 2010-11-09 | 2012-06-21 | Penta Ocean Construction Co Ltd | Construction method for permeable sea area control structure |
| CN109024470A (en) * | 2018-08-19 | 2018-12-18 | 天津大学 | The rectangular light-duty caisson of dome and pile foundation combined type breakwater |
Also Published As
| Publication number | Publication date |
|---|---|
| JPH06970B2 (en) | 1994-01-05 |
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| LAPS | Cancellation because of no payment of annual fees |