JP2007291677A - Structure for long-period wave reducing measure - Google Patents
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Abstract
Description
本発明は、主に船舶の荷役作業等が行われる岸壁、堤防等を構成する長周期波低減対策構造物に関する。 The present invention relates to a long-period wave reduction countermeasure structure that constitutes a quay, a dike, and the like where a ship cargo handling operation and the like are mainly performed.
従来、堤防や海岸等に設置される波高低減構造物には、構造物の前部(海側)に消波ブロックを積み上げて消波工を設けたもの(例えば、特許文献1を参照)や、所謂スリットケーソンからなるもの(例えば、特許文献2を参照)が知られている。 Conventionally, wave height reducing structures installed on embankments, coasts, etc., are provided with wave-dissipating blocks stacked on the front (sea side) of the structure (see Patent Document 1, for example) A so-called slit caisson (see, for example, Patent Document 2) is known.
消波工による消波は、構造物の前部に消波ブロックを積み重ねて消波工を形成し、この消波工を波が通過することによりエネルギー損失が生じ、それにより消波するようになっている。 As for the wave-dissipation by the wave-dissipating work, the wave-dissipating blocks are stacked on the front part of the structure to form the wave-dissipating work. It has become.
一方、スリットケーソンからなる波高低減構造物は、複数の縦向きスリット状の透水孔が形成された遮壁と、遮壁の後方に十分な空間からなる遊水部とを有し、波が透水孔を通過する際に波動のエネルギーに損失が生じ、それにより消波するようになっている。 On the other hand, the wave height reducing structure made of slit caisson has a shielding wall in which a plurality of vertically oriented slit-shaped water-permeable holes are formed, and a water retentive part consisting of sufficient space behind the shielding wall, and the waves are water-permeable holes. When passing through, the energy of the wave is lost, so that the wave is extinguished.
このとき、遮壁を通過する際の流速が速いほど波動エネルギーの減衰が大きく、入射波が反射波と重なり合って遊水部の奥で腹となる重複波が形成され、該重複波の水平速度が最大となる節部の位置、即ち遮壁と遊水部の奥との間の距離が重複波の1/4波長となる位置に遮壁を設置することによって、最も消波効果が得られるようになっている。 At this time, the faster the flow velocity when passing through the shielding wall, the more the wave energy is attenuated, and the incident wave overlaps with the reflected wave to form a double wave that becomes a belly in the back of the water retentive part. By installing a shielding wall at a position where the maximum node position, that is, the distance between the shielding wall and the back of the water reserving part is ¼ wavelength of the overlapping wave, the most wave-dissipating effect is obtained. It has become.
海側から打ち寄せる波には、通常の波と共に長周期波という周期が数十秒〜数分という長周期の波が存在し、この長周期波は、港湾内に進入すると港湾の形状や岸壁の位置等の諸条件によって多重反射し、岸壁に接岸された船舶を大きく動揺させ、それにより荷役作業等に支障がでる場合があり、また、船舶を係留していた係留索が切断されてしまう等の被害が発生している。 The waves rushing from the sea side have long-period waves with a period of several tens of seconds to several minutes, along with normal waves. Multiple reflections depending on various conditions such as the position, the ship berthed on the quay may be greatly shaken, which may hinder cargo handling work, etc., and the mooring line that moored the ship will be cut, etc. Damage has occurred.
特に、大型の船舶(数万〜数十万DWT)を破断強度の大きな合成繊維からなる係留索を用いて係留した場合、その係留系の固有振動数が数十秒〜数分となり、その係留系と長周期波の周期帯が一致するため、係留系と共振を起こし船体を大きく動揺させる。 In particular, when a large ship (tens of thousands to hundreds of thousands DWT) is moored using a mooring line made of synthetic fiber having a high breaking strength, the natural frequency of the mooring system will be several tens of seconds to several minutes. Since the system and the long-period wave have the same frequency band, it causes resonance with the mooring system and greatly shakes the hull.
しかし、長周期波は、数百m〜数kmという長い波長を有する為、上述の如き従来の波高低減構造物において、長周期波に対して十分な消波効果を得るためには、波高低減構造物を遊水部又は消波工の奥行が100m以上ある大規模な構造物とする必要があり、実現性に乏しいという問題があった。 However, since the long-period wave has a long wavelength of several hundred m to several km, in order to obtain a sufficient quenching effect for the long-period wave in the conventional wave height reducing structure as described above, the wave height is reduced. There is a problem that it is necessary to make the structure a large-scale structure with a depth of 100 m or more for the water reclaiming unit or the wave-dissipating work, and there is a problem that the feasibility is poor.
一方、このような長周期波に対応するものとして、図8、図9に示す如き長周期波低減対策構造物も開発されている(特許文献3)。 On the other hand, a long-period wave reduction countermeasure structure as shown in FIGS. 8 and 9 has been developed as one corresponding to such a long-period wave (Patent Document 3).
図8に示す長周期波低減対策構造物は、海側及び陸側にそれぞれスリット状の透水孔が形成された遮壁1,2を配した所謂両面スリットケーソン3を備え、そのスリットケーソン3の奥側に裏込材として大型の雑石を積層させた雑石層4を設けた構造となっている。
The long-period wave reduction countermeasure structure shown in FIG. 8 includes a so-called double-
また、図9に示す長周期波低減対策構造物は、海側にスリット状の開口5aを有する透水部5と、その奥側(陸側)に隔壁6を隔てて配置された遊水部7と、透水部5内に積み上げられた砕石等からなる消波材層8とを備え、透水部5内の水位変動に伴って、隔壁6に形成された透水孔6aを通して透水部5と遊水部7との間で水が出入りし、透水部5の海側部における水位変動を抑制するようにしたものである。
しかし、図8及び図9に示す従来の長周期波低減対策構造物では、長周期波対策として有効なものではあるが、図8に示す構造物の場合、十分な消波効果を得るためには、透水部5に50m、遊水部7に10〜15m程度の幅(奥行)が必要であり、また、図9に示す構造物においても、十分な消波効果を得るためには、その雑石層4に約50mの幅(奥行)が必要であった。
However, the conventional long-period wave reduction countermeasure structure shown in FIGS. 8 and 9 is effective as a countermeasure against long-period waves. However, in the case of the structure shown in FIG. Is required to have a width (depth) of about 50 m for the water
そこで本発明は、上述の従来技術の問題を鑑み、小規模であっても長周期波を好適に消波することができる長周期波低減対策構造物の提供を目的とする。 In view of the above-described problems of the prior art, it is an object of the present invention to provide a long-period wave reduction countermeasure structure that can suitably cancel a long-period wave even on a small scale.
上述の如き従来の問題を解決し、所期の目的を達成するための請求項1に記載の発明は、港湾内の船舶接岸岸壁や堤防、護岸等の海洋構造物の港湾内側面に前面壁を有し、該前面壁に縦向きの通水口を開口させ、該通水口の奥側にこれと連通させた遊水部を備えてなる長周期波低減対策構造物において、前記遊水部は、その内部の奥行が15〜35mであり、前記通水口は縦向きの細長スリット状をなし、そのスリット幅が0.5m〜2.0mであることにある。 In order to solve the above-described conventional problems and achieve the intended purpose, the invention according to claim 1 is directed to a front wall on the inner surface of a harbor of a marine structure such as a ship berthing quay, a levee, and a revetment in a harbor. A long-period wave reduction countermeasure structure comprising: a front-side wall having a vertical water passage opening and a water recirculation portion that communicates with the water passage on the back side of the water passage. The depth of the inside is 15 to 35 m, the water inlet is in the form of a vertically elongated slit, and the slit width is 0.5 m to 2.0 m.
請求項2に記載の発明の特徴は、請求項1の構成に加え、遊水部の前記前面壁側の長さが10〜40mであることにある。
The feature of the invention described in
請求項3に記載の特徴は、請求項1又は2の構成に加え、前記前面壁を、前記遊水部と前記海洋構造物の海側とを仕切る隔壁体をもって構成させたことにある。 According to a third aspect of the present invention, in addition to the configuration of the first or second aspect, the front wall is configured with a partition wall that partitions the water reserving part and the sea side of the offshore structure.
本発明に係る長周期波低減対策構造物は、港湾内の船舶接岸岸壁や堤防、護岸等の海洋構造物の港湾内側面に前面壁を有し、該前面壁に縦向きの通水口を開口させ、該通水口の奥側にこれと連通させた遊水部を備えてなる長周期波低減対策構造物において、前記遊水部は、その内部の奥行が15〜35mであり、前記通水口は縦向きの細長スリット状をなし、そのスリット幅が0.5〜2.0mであることにより、導水部から遊水部へ水が流入する際のエネルギー損失効果がより増大し、また、スリット幅が小さいため、構造物前面と遊水部内で水位差が生じ、水位調整機能により長周期波のエネルギーを低減させ、小規模であっても、長周期波を好適に消波することができ、海洋構造物の前面壁における長周期波動を好適に抑制し、船舶への荷役作業等を好適に行うことができ、また、構造が簡単で、規模も小さくすることができるので既存の港湾にも対応させることができる。 The structure for reducing long-period waves according to the present invention has a front wall on the inner surface of a harbor of a marine structure such as a ship berth quay, embankment, revetment, etc. in a port, and a vertical water passage is opened in the front wall. In the long-period wave reduction countermeasure structure comprising a water reserving part communicated with this at the back side of the water inlet, the water reserving part has an inner depth of 15 to 35 m, and the water outlet is vertical. Due to the shape of the elongated slit in the direction and the slit width being 0.5 to 2.0 m, the energy loss effect when water flows from the water introduction part to the water retentive part is further increased, and the slit width is small. Therefore, there is a difference in the water level between the front of the structure and the water reserving part, the energy of the long period wave is reduced by the water level adjustment function, and the long period wave can be suitably extinguished even in a small scale. Long-period waves on the front wall of the ship are suitably suppressed to the ship Cargo handling, etc. can be suitably performed work, also, the structure is simple, even in an existing port it is possible scale is reduced can correspond.
また、本発明では、遊水部の前記前面壁側の長さが10〜40mであることにより、長周期波域に対する効果的な消波効果が得られる。 Moreover, in this invention, the effective wave-dissipating effect with respect to a long period wave region is acquired because the length by the side of the said front wall of a water retentive part is 10-40m.
更に、本発明では、前記前面壁を、前記遊水部と前記海洋構造物の海側とを仕切る隔壁体をもって構成させたことにより、既存の岸壁の等の構造物の前方に遊水部分の間隔を開けて隔壁を構築するのみで簡単に効果的な長周期波低減対策構造物を構築できる。 Furthermore, in the present invention, the front wall is configured with a partition body that partitions the water reserving part and the sea side of the offshore structure, so that the space between the reclaimed water parts is increased in front of a structure such as an existing quay. An effective long-period wave reduction countermeasure structure can be constructed simply by opening it and constructing a partition wall.
次に、本発明に係る長周期波低減対策構造物の実施形態を図に基づいて説明する。 Next, an embodiment of a long-period wave reduction countermeasure structure according to the present invention will be described with reference to the drawings.
この長周期波低減対策構造物10は、船舶の荷役作業が行われる岸壁や防波堤等の海洋構造物を構成するようになっており、図1、図2に示すように、長周期波が押寄せる海洋構造物の海側面即ち前面壁11に縦向き細長のスリット状をした通水口12を有し、その背部には通水口12に連通させた遊水部13を有している。また、前面壁11が海側と遊水部13とを隔てる隔壁となっている。
This long-period wave
この長周期波低減対策構造物10は、1つの通水口12に対応する1つの遊水部13を一単位として構成され、船舶が接岸する岸壁や防波堤などの長さに応じ、仕切り壁14,14……を介して多数連続させて構築する。
This long-period wave
また遊水部13の陸側には背部壁体15が、又底面には底版16一体に形成され、上部は天版17によって覆われている。
Further, a
通水口12は、底版16の表面高さ位置から、通常の長周期波の最高波高高さより高い位置に到る長さに形成され、通水口12から遊水部13内に長周期波が出入りする際に、遊水部13内の空気が充分に出入りできる高さに達するように開口されている。また必要に応じて天版17に空気が流通できる通気孔を設ける。
The
尚、図には示してないが、1つの遊水部13を平面が方形状をした1つのコンクリート製函体をもって構成させ、その函体を並べて設置することにより長周期波低減対策構造物を構成しても良い。
In addition, although not shown in the figure, the structure of the long-period wave reduction countermeasure structure is configured by configuring one water-reproducing
このような長周期波低減対策構造物は、遊水部13における前面壁11の水平長さa(図2に示す)は、施工上の問題から10〜40m程度が適切であり、該遊水部13の内部の奥行bは、波高低減効果上から15〜35mとすることが好ましい。
In such a long-period wave reduction countermeasure structure, the horizontal length a (shown in FIG. 2) of the
また通水口12のスリット幅cは、0.5〜2.0mが好ましい。スリット幅cは細い方がその内部を通過する波のエネルギー消費率が大きいが、製作上の問題から最小幅が0.5m程度が好ましく、また2.0m以上とすると良好な波高低減効果が得られない。
The slit width c of the
また、本発明が適用される海洋構造物は、船舶の荷役作業が行われる岸壁や防波堤に限定されず、どのような海洋構造物であってもよく、設置場所によっては必ずしも天版17は必要ではない。
Further, the offshore structure to which the present invention is applied is not limited to a quay or a breakwater where a ship handling work is performed, and any offshore structure may be used, and the
次に、本発明に係る長周期波低減対策構造物の性能実験について説明する。
1.実験装置
図3に示すように、長さ50m、幅0.6m、高さ1.2mの2次元断面水槽を使用し、模型縮尺を1/50とし、各諸元はフルードの相似則から表1の通りとする。尚、図中符号20a〜20hは波高計、21は流速計である。
Next, a performance experiment of the long-period wave reduction countermeasure structure according to the present invention will be described.
1. Experimental equipment As shown in Fig. 3, a two-dimensional water tank with a length of 50m, a width of 0.6m, and a height of 1.2m is used, and the model scale is 1/50. As 1 In the figure,
表1
2.実験条件
(1)入射波
入射波として表2に示す4のケースについて試験を行う。
Table 1
2. Experimental conditions (1) Incident wave Tests are conducted for the four cases shown in Table 2 as incident waves.
表2
(2)実験モデル
図4示すモデルについて、前面壁11の長さa(構造物長)、構造物内の奥行b及び通水口13のスリット幅c(開口幅)を表3の如く組み合わせたモデルを使用する。
Table 2
(2) Experimental Model For the model shown in FIG. 4, a model in which the length a of the front wall 11 (structure length), the depth b in the structure, and the slit width c (opening width) of the
表3
(3)実験方法
上述の各長周期波低減対策構造物モデルに表1に示す入射波を与え、それぞれ場合における図3に示した波高計20d〜20fを用いて構造物前面の水位を計測するとともに、通水口13近傍の流速を、流速計21を用いて測定する。
3.実験結果
波高50cm及び波高25cmについて、構造物内の奥行bに対する反射率は図5及び図6に示すグラフの如くであり、スリット幅と反射率の関係は図7に示すグラフの如くであった。尚、図4〜図7に示す数値は全て現地スケールとする。
Table 3
(3) Experimental method The incident wave shown in Table 1 is given to each of the long-period wave reduction countermeasure structure models described above, and the water level on the front surface of the structure is measured using the
3. Experimental Results For a wave height of 50 cm and a wave height of 25 cm, the reflectivity for the depth b in the structure is as shown in the graphs shown in FIGS. 5 and 6, and the relationship between the slit width and the reflectivity is as shown in the graph shown in FIG. . In addition, all the numerical values shown in FIGS.
この結果から構造物内の奥行が大きくなると反射率は少なくなり、周期60sの長周期波では構造物内の奥行15m以上で反射率が0.8以下となり、構造物内の奥行20m以上では反射率が0.7程度となり、長周期波に対する消波性能が確認できた。 From this result, the reflectivity decreases as the depth in the structure increases, and for long-period waves with a period of 60 s, the reflectivity is 0.8 or less at a depth of 15 m or more in the structure, and is reflected at a depth of 20 m or more in the structure. The rate was about 0.7, and the wave extinction performance with respect to the long period wave was confirmed.
また、スリット幅と反射率との関係より、通水口13のスリット幅が小さい程通水口13における流速が大きくなり、反射率が低下することが明らかとなった。
Moreover, it became clear from the relationship between the slit width and the reflectance that the flow velocity at the
この結果から、本発明では構造物内の奥行が15〜35m程度の小型構造物で反射率が0.7〜0.8程度の消波性能有する長周期波低減対策構造物が得られ、これを港内に設置することで、港内で増幅する長周期波を低減することが可能となる。また、比較的小型の構造物であるため、新規に構築する岸壁や防波堤だけではなく、既存の港湾の改造にも対応が可能である。 From this result, in the present invention, a long-period wave reduction countermeasure structure having a wave-dissipating performance with a reflectance of about 0.7 to 0.8 with a small structure with a depth of about 15 to 35 m in the structure is obtained. It is possible to reduce long-period waves that are amplified in the port. In addition, since it is a relatively small structure, it can be used not only for newly constructed quay and breakwater but also for remodeling existing ports.
10 長周期波低減対策構造物
11 前面壁
12 通水口
13 遊水部
14 仕切り壁
15 背部壁体
16 底版
17 天版
20a〜20h 波高計
21 流速計
a 前面壁の長さ
b 構造物内の奥行
c 通水口のスリット幅
DESCRIPTION OF
Claims (3)
前記遊水部は、その内部の奥行が15〜35mであり、前記通水口は縦向きの細長スリット状をなし、そのスリット幅が0.5〜2.0mであるであることを特徴としてなる長周期波低減対策構造物。 There is a front wall on the inner surface of the harbor of marine structures such as ship berths, embankments, revetments, etc. in the harbor, and a vertical water passage is opened on the front wall, and communicated with the rear side of the water outlet In the long-period wave reduction countermeasure structure comprising
The water reserving part has a length of 15 to 35 m inside, the water passage has a vertically long and narrow slit shape, and the slit width is 0.5 to 2.0 m. Periodic wave reduction countermeasure structure.
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Citations (7)
Publication number | Priority date | Publication date | Assignee | Title |
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JPS584011A (en) * | 1981-06-30 | 1983-01-11 | Tadatoshi Okazaki | Breakwater dam body |
JPS63219714A (en) * | 1987-02-14 | 1988-09-13 | Tobishima Kensetsu Kk | Breakwater, its construction, and concrete caisson therefor |
JPH02197607A (en) * | 1989-01-25 | 1990-08-06 | Kubota Ltd | Revetment block |
JPH06272225A (en) * | 1993-03-24 | 1994-09-27 | Sumitomo Metal Ind Ltd | Wave killing structure |
JPH10252036A (en) * | 1997-03-14 | 1998-09-22 | Nippon Steel Corp | Unit for reflected wave reducing structure of breakwater, reflected wave reducing structure of breakwater, and method for constructing the same |
JPH11350450A (en) * | 1998-06-05 | 1999-12-21 | Hokkaido Development Bureau Hakodate Development & Construction Department | Slope slit caisson |
JP2002061146A (en) * | 2000-08-15 | 2002-02-28 | Nkk Corp | Port structure |
-
2006
- 2006-04-24 JP JP2006119206A patent/JP4775736B2/en active Active
Patent Citations (7)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
JPS584011A (en) * | 1981-06-30 | 1983-01-11 | Tadatoshi Okazaki | Breakwater dam body |
JPS63219714A (en) * | 1987-02-14 | 1988-09-13 | Tobishima Kensetsu Kk | Breakwater, its construction, and concrete caisson therefor |
JPH02197607A (en) * | 1989-01-25 | 1990-08-06 | Kubota Ltd | Revetment block |
JPH06272225A (en) * | 1993-03-24 | 1994-09-27 | Sumitomo Metal Ind Ltd | Wave killing structure |
JPH10252036A (en) * | 1997-03-14 | 1998-09-22 | Nippon Steel Corp | Unit for reflected wave reducing structure of breakwater, reflected wave reducing structure of breakwater, and method for constructing the same |
JPH11350450A (en) * | 1998-06-05 | 1999-12-21 | Hokkaido Development Bureau Hakodate Development & Construction Department | Slope slit caisson |
JP2002061146A (en) * | 2000-08-15 | 2002-02-28 | Nkk Corp | Port structure |
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