JPH0762332B2 - Floating breakwater - Google Patents
Floating breakwaterInfo
- Publication number
- JPH0762332B2 JPH0762332B2 JP3349846A JP34984691A JPH0762332B2 JP H0762332 B2 JPH0762332 B2 JP H0762332B2 JP 3349846 A JP3349846 A JP 3349846A JP 34984691 A JP34984691 A JP 34984691A JP H0762332 B2 JPH0762332 B2 JP H0762332B2
- Authority
- JP
- Japan
- Prior art keywords
- wave
- water
- floating breakwater
- period
- curtain wall
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Expired - Fee Related
Links
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 26
- 230000000694 effects Effects 0.000 description 10
- 238000006073 displacement reaction Methods 0.000 description 8
- 238000002834 transmittance Methods 0.000 description 7
- 239000012530 fluid Substances 0.000 description 6
- 230000010355 oscillation Effects 0.000 description 5
- 238000010276 construction Methods 0.000 description 4
- 230000000737 periodic effect Effects 0.000 description 4
- 229910000831 Steel Inorganic materials 0.000 description 2
- 229920001971 elastomer Polymers 0.000 description 2
- 230000035515 penetration Effects 0.000 description 2
- 239000013535 sea water Substances 0.000 description 2
- 239000010959 steel Substances 0.000 description 2
- 229910000851 Alloy steel Inorganic materials 0.000 description 1
- 229910000570 Cupronickel Inorganic materials 0.000 description 1
- 208000003028 Stuttering Diseases 0.000 description 1
- 229920006311 Urethane elastomer Polymers 0.000 description 1
- BZHJMEDXRYGGRV-UHFFFAOYSA-N Vinyl chloride Chemical compound ClC=C BZHJMEDXRYGGRV-UHFFFAOYSA-N 0.000 description 1
- 230000001133 acceleration Effects 0.000 description 1
- 238000013459 approach Methods 0.000 description 1
- 230000000903 blocking effect Effects 0.000 description 1
- 238000012790 confirmation Methods 0.000 description 1
- 238000007796 conventional method Methods 0.000 description 1
- 238000002474 experimental method Methods 0.000 description 1
- 230000005484 gravity Effects 0.000 description 1
- 238000005259 measurement Methods 0.000 description 1
- 239000007769 metal material Substances 0.000 description 1
- 238000000034 method Methods 0.000 description 1
- 230000000149 penetrating effect Effects 0.000 description 1
- 239000011347 resin Substances 0.000 description 1
- 229920005989 resin Polymers 0.000 description 1
- 230000000717 retained effect Effects 0.000 description 1
- 239000002689 soil Substances 0.000 description 1
- 239000010935 stainless steel Substances 0.000 description 1
- 229910001220 stainless steel Inorganic materials 0.000 description 1
- 230000001629 suppression Effects 0.000 description 1
Landscapes
- Revetment (AREA)
Description
【０００１】[0001]
【産業上の利用分野】本発明は水面に保留され、箱型堤
体構造物によって長周期の侵入波を防ぎまたは消散させ
ることを目的とした、改良された浮消波堤に関するもの
である。BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to an improved floating breakwater, which is retained on the surface of the water and is intended to prevent or dissipate long-period intruding waves by a box-type dam structure.
【０００２】[0002]
【従来の技術】港湾などにおいては侵入波を防ぐため
に、通常固定されたコンクリート製防波堤が使用される
が、これは工期が長くまた軟弱地盤上や大水深域では建
築費も嵩みかつ海水の交流を阻止するなどの欠点があっ
た。これらの短所を改善し工期の短縮、広い水域での建
築費の低減や、海水の交流を円滑にするものとして浮防
波堤や浮消波堤が提案されている。例えば、複数個の浮
体反射板を適当な間隔をあけて連結部材で係留し、浮体
反射板の板面が水面に対してほゞ直立するようにし、波
の進行方向に対してほゞ垂直となるように、係留索を用
いてアンカーで係留した浮消波堤（特開昭５０−５６７
２６号公報参照）や、水面上に浮場する箱体構造物と、
その底面より下方に延存する垂直壁とで構成された浮防
波堤で、入射波に対し垂直壁が直交するように配設する
もの（特開昭６１−７２１１７号公報参照）などがあ
る。2. Description of the Related Art A fixed concrete breakwater is usually used in a harbor or the like to prevent intruding waves, but this requires a long construction period, and construction costs are high on soft ground and in deep water, and seawater There were drawbacks such as blocking exchanges. Floating breakwaters and floating breakwaters have been proposed to improve these shortcomings, shorten the construction period, reduce the construction cost in large water areas, and facilitate the exchange of seawater. For example, a plurality of floating reflectors are moored at appropriate intervals with a connecting member so that the plate surface of the floating reflector is almost upright with respect to the water surface and is almost perpendicular to the traveling direction of the waves. As described above, a floating breakwater moored by an anchor using a mooring line (Japanese Patent Laid-Open No. 50-567).
No. 26), and a box structure floating on the water surface,
There is a floating breakwater composed of a vertical wall extending below the bottom surface and arranged so that the vertical wall is orthogonal to the incident wave (see Japanese Patent Laid-Open No. 61-72117).
【０００３】[0003]
【発明が解決しようとする課題】しかしながら、これら
の浮消波堤や浮防波堤は、波浪制御が十分とはいえず、
特に長周期の波浪に対しては消波効果が期待できない。
このため長周期波の多い外洋では使用されず、湾内など
において二次的な消波に用いられているに過ぎないのが
現状である。その原因は、前記の浮防波堤や浮消波堤に
よる効果が、入射波を沖方向へ反射する堤体の慣性作用
のみに注目されていたためである。本発明は上記従来技
術の有する課題を解決し長波長の外洋波を制御すること
ができる浮消波堤を提供することを目的とするものであ
る。However, these floating breakwaters and breakwaters cannot be said to have sufficient wave control.
In particular, the wave-dissipating effect cannot be expected for long-period waves.
For this reason, it is not used in the open ocean where there are many long-period waves, and is currently used only for secondary wave-dissipation in bays. The cause is that the effect of the above-mentioned floating breakwater and floating breakwater was focused only on the inertial action of the breakwater body that reflects the incident wave in the offshore direction. An object of the present invention is to provide a floating breakwater capable of controlling the long-wave ocean waves by solving the problems of the prior art.
【０００４】[0004]
【課題を解決するための手段】本発明は、前記の欠点を
改良するため、従来の技術である堤体の慣性作用による
侵入波の反射の他に、堤体の動揺により発生した発散波
や堤体周辺に生じた渦流などによって、消波を行なわん
とするもので、かくして長周期の外洋波に対しても有効
な浮消波堤を実現することが可能となるのである。その
概要は次のとおり。箱型でその下方にカーテン壁を有す
る堤体を、回転動揺させることによって、発散波を発生
させて浮堤体の固定時透過波に対して位相干渉を行な
い、動揺時における総合的な透過波を低減しようとする
もので、発散波と固定時透過波との位相差が逆位相に近
い程消波効果が大きくなる。SUMMARY OF THE INVENTION In order to improve the above-mentioned drawbacks, the present invention aims to improve the above-mentioned drawbacks, in addition to the reflection of an intruding wave due to the inertial action of a bank, which is a conventional technique, a divergence wave generated by the rocking of the bank, The eddy current generated around the levee body is used to extinguish the wave, and thus it is possible to realize an effective floating wave levee even for long-period ocean waves. The outline is as follows. By rotating and swinging a box-shaped dam with a curtain wall below it, divergent waves are generated to cause phase interference with the transmitted waves when the floating dam is fixed. The wave-dissipating effect becomes greater as the phase difference between the divergent wave and the fixed-time transmitted wave approaches the opposite phase.
【０００５】ここでは、このような逆位相関係が共振動
揺時に現われることを利用して効果的に透過波を減衰さ
せることを意図している。また、本発明の深吃水形式の
カーテン壁型堤体では、回転動揺時の流体付加重量が動
揺周期に伴ない急増する周期帯があることから、長周期
の波を含む比較的広い範囲の波長の波に対して、共振動
揺を生じさせることができ結果として、堤体の動揺によ
り生じた発散波を利用した消波が広い周期帯で発揮でき
ることになる。この際カーテン壁は吃水を深くするほ
ど、付加重量の増加する周期帯が拡大することから、深
吃水で使用されることが望ましい。このために、堤体側
面の中心線に沿って堤体に剛体柱を取りつけ、その下端
をヒンジ支持として水底地盤やアンカーに連結し、カー
テン壁を長く延長できる構造形式を採用した。Here, it is intended to effectively attenuate the transmitted wave by utilizing the fact that such an antiphase relationship appears during co-oscillation. Further, in the deep water type curtain wall type dam body of the present invention, there is a periodic band in which the fluid added weight at the time of rotational oscillation rapidly increases with the oscillation period, so that the wavelength of a relatively wide range including long-period waves is present. As a result, co-oscillation can be generated, and as a result, wave-dissipation using the divergent wave generated by the sway of the bank can be exhibited in a wide periodic band. At this time, as the depth of the curtain wall becomes deeper, the period band in which the additional weight increases increases, so it is desirable to use the curtain wall in deep water. For this purpose, a rigid column is attached to the levee along the centerline of the levee side, the lower end of which is connected as hinge support to the submerged ground and anchors, and the curtain wall can be extended for a long time.
【０００６】[0006]
【実施例】図１は本発明の浮堤体の一例を示す概要側面
図で、以下本図を参照しつつ説明する。なお、堤体１は
ＦＲＰ製の箱型浮堤体で、その側面の中心線に沿って取
りつけられた鋼製剛体柱１２の下端に設けたヒンジ１３
によって、水底地盤と地点１４において連結されてい
る。１１は堤体の前面壁、１５は後面壁を示す、この堤
体は下方に２枚のカーテン壁１８および１９を有し鋼製
係留索１６により、水底地盤に地点１７において付加係
留されている。ここにＢは堤体１の幅（側面の長さ）
で、ｄは全吃水深さ、ｈは水深を示している。なお、堤
体１としてはＦＲＰのほか硬質塩化ビニル、硬質ウレタ
ンゴムなど硬質の樹脂およびゴムなど耐水性で強度が大
きく、密度の著るしく大きくないものが適している。ま
た剛体柱１２や支持索１６はステンレス鋼などの合金鋼
や必要によりキュプロニッケル等の耐塩水金属材料が用
いられる。DESCRIPTION OF THE PREFERRED EMBODIMENTS FIG. 1 is a schematic side view showing an example of a levee body according to the present invention, which will be described below with reference to this drawing. The bank 1 is a box-shaped floating bank made of FRP, and has a hinge 13 provided at the lower end of a rigid steel column 12 mounted along the center line of the side surface thereof.
Is connected to the subsoil at point 14. 11 the front wall of the dam body, 15 denotes a rear wall, this dam is steel <br/> engaging clasp cord 16 has a curtain wall 18 and 19 of two downwardly, at the point 17 on the sea bed soil Additional mooring. Where B is the width of the bank 1 (length of the side surface)
Here, d is the total water depth, and h is the water depth. The bank 1 is preferably made of FRP, hard vinyl chloride, hard resin such as hard urethane rubber, and rubber such as rubber, which is water resistant, has high strength, and is not significantly large in density. Further, for the rigid columns 12 and the support ropes 16, alloy steel such as stainless steel or, if necessary, saltwater resistant metal material such as cupro nickel is used.
【０００７】[0007]
【作用】本発明の浮消波堤は、堤体１の浮力で自立する
と共に侵入波に直面する前壁１１および発散波を流体に
与える後壁１５を、係留索１６によって支持されかつ側
面の剛体柱１２、その下端に設けられたヒンジ支持１３
により１個所以上で水底と連結されている。それ故、侵
入波が作用した時に前後にのみ矢印方向で示すような回
転運動を行なうのである。これを回転動揺と称し水底の
ヒンジを中心とする慣性力および流体力について、モー
メントの釣合いを考えると数式的に共振動揺の作用を解
析することができる。以下これにつき説明する。In the floating breakwater of the present invention, the front wall 11 which is self-sustained by the buoyancy of the dam body 1 and which faces the intruding wave, and the rear wall 15 which gives the diverging wave to the fluid are supported by the mooring lines 16 and of the side surface. Rigid column 12, hinge support 13 provided at the lower end thereof
Is connected to the water bottom at one or more places. Therefore, when an intruding wave acts, it makes a rotational movement as shown by the arrow direction only in the front and rear direction. This is called rotational sway, and the action of co-oscillation can be mathematically analyzed by considering the balance of moments with respect to the inertial force and the fluid force centering on the hinge of the water bottom. This will be described below.
【０００８】本発明の堤体の慣性モーメントと振動周期 上述のような振動系の固有振動周期は、浮消波堤の慣性
モーメントの平方根に比例するから、付加慣性モーメン
ト（流体付加質量に基づく慣性モーメント増加分、堤体
構造により支配される。）が、侵入波の周期と共に増大
すれば振動系の固有振動周期も増加するので動揺が継続
し易くなる。すなわち長い波長を中心として広い範囲の
波長の波に対する消波効果が発現するようになる。Moment of Inertia and Vibration Period of Embankment of the Present Invention Since the natural vibration period of the above-mentioned vibration system is proportional to the square root of the moment of inertia of the floating breakwater, the additional moment of inertia (inertia based on the fluid added mass) The increase of the moment, which is dominated by the structure of the bank, increases with the period of the intruding wave, and the natural oscillation period of the vibration system also increases, so that the oscillation becomes easier to continue. That is, a wave-dissipating effect is exhibited for waves in a wide range of wavelengths centering on a long wavelength.
【０００９】堤体についての実験による解析 本発明の一例として、図１の２枚カーテン壁堤体構造に
おける、全吃水ｄと水深ｈとの比ｄ／ｈ＝０．６５にお
ける付加慣性モーメント係数ＣＡ （付加慣性モーメント
を堤体幅Ｂの１／２の長さの５乗と、流体密度ρとの積
で除した値）について、入射波長Ｌと堤体幅Ｂとの比Ｌ
／Ｂとの関係を求めると、図２の如くになり、付加慣性
モーメント係数ＣＡがある周期の値まで侵入波周期Ｔと
共に増大することが明らかで、前項に述べた共振動揺の
持続現象の出現することが十分に予測できる。Experimental Analysis of Levee Body As an example of the present invention, in the two-curtain wall levee structure of FIG. 1, the additional moment of inertia coefficient C at a ratio d / h = 0.65 of total stuttering water d and water depth h A (Additional moment of inertia
Is the product of the 1/2 power of the bank width B to the 5th power and the fluid density ρ
(Value divided by) , the ratio L of the incident wavelength L and the bank width B
When the relationship with / B is obtained, it becomes as shown in FIG. 2, and it is clear that the additional moment of inertia coefficient C A increases with the intruding wave period T up to a certain period value. It can be fully predicted to appear.
【００１０】本発明堤体の回転動揺変位 図３および図４は図１に示した堤体構造において、係留
索のバネ定数を変えて、比バネ定数ＫＭ／ρｇＲＢ ４＝
７９０および１，３４３の２水準にとった場合の比回転
動揺角Ｘと侵入波長堤体幅比Ｌ／Ｂとの関係を示したも
のである。前記の比変位角Ｘは次の式で定義される。 Ｘ＝θＲＢ／Ｈ ここに θ：ヒンジ点における堤体の振動角度（図１） ＲＢ：堤体幅Ｂの１／２を示す量 Ｈ：侵入波の波高 ＫＭ：回転ばね定数 ρ：流体の密度 ｇ：重力の加速度 図３および図４から比動揺変位角の実験値と算定値とは
侵入波の周期の広い範囲に亘ってほゞ一致していると認
められ、堤体振動理論の正当性が確認された。そして本
発明堤体が長い周期の波を中心とした比較的広い周期帯
で、大きい変位を与えることが理解できる。[0010] Rotation upset displacement FIGS. 3 and 4 of the present invention embankment in embankment structures shown in FIG. 1, by changing the spring constant of the mooring, the ratio spring constant K M / ρgR B 4 =
It shows the relationship between the specific rotation fluctuation angle X and the penetration wavelength bank width ratio L / B when the two levels of 790 and 1,343 are taken. The specific displacement angle X is defined by the following equation. X = θR B / H where θ: Vibration angle of the dam body at the hinge point (Fig. 1) R B : Amount showing 1/2 of the dam body width B H: Wave height of invading wave K M : Rotating spring constant ρ: Fluid Density g: Acceleration of Gravity From Fig. 3 and Fig. 4, what are the experimental and calculated values of the specific sway displacement angle?
It was confirmed that the intrusion waves were in agreement over a wide range, and the validity of the levee body vibration theory was confirmed. Further, the levee body of the present invention has a relatively wide periodic band centered on a long-period wave.
It can be understood that a large displacement is given.
【００１１】侵入波透過率の実験による確認 図５および図６に前項の回転動揺変位に対応した、透過
率についての実測値と理論値とを示す。透過率ＣＴは比
動揺変位角Ｘが最大値を与える周期で極小を示し、その
実測値と理論値とはかなり良く一致している。またこれ
らの図には、本発明以前の自由運動型浮堤体と固定堤体
の透過率を比較のために示した。これによると従来の浮
消波堤ではＬ／Ｂ＝５において透過率の急増すること、
また固定堤体ではＬ／Ｂ＝１５において、透過率が顕著
に増大していることが示されている。Confirmation of Penetrating Wave Transmittance by Experiments FIGS. 5 and 6 show the measured and theoretical values of the transmittance corresponding to the rotational displacement of the preceding paragraph. The transmittance C T shows a minimum in the cycle in which the specific sway displacement angle X gives the maximum value, and the measured value and the theoretical value are in good agreement. Further, in these figures, the transmittances of the free-moving floating levee body and the fixed levee body before the present invention are shown for comparison. According to this, in the conventional floating wave breakwater, the transmittance rapidly increases at L / B = 5,
The Oite the L / B = 1 5 is fixed embankment, the transmittance is shown to be significantly increased.
【００１２】本発明の堤体の消波効果のまとめ 以上に、実測と理論とを対比して本発明の効果を説明し
たが、これらを整理すると次のようになる。 １）本発明の浮堤体では侵入波の透過率が、５０％以下
となるＬ／Ｂの数値が５〜２３の広範囲に及んでおり、
従来の浮堤体が有効であった１０以下に比較すると非常
にすぐれている。特に長周期の波に対して卓越した制御
機能を発揮していることが認められる。 ２）このような制御機能向上の原因は、 （ａ）浮堤体の運動を制御し易い自由度１の回転動揺に
限定した。 （ｂ）水底連結剛体柱を取りつけて、カーテン壁の深吃
水の実現を容易にし、したがって動揺周期に伴なう付加
慣性モーメントの増大が長周期の波を含む広い周期帯で
可能になり、固定時透過波と動揺時発散波との位相干渉
を効果的に行なうことができるようにした。 ことにあると思考される。Summary of Wave-Dissipating Effect of Embankment of the Present Invention The effect of the present invention has been described above by comparing the actual measurement with the theory. 1) In the embankment body of the present invention, the transmittance of intruding waves is 50% or less, and the L / B value ranges from 5 to 23 in a wide range.
Compared to 10 or less, where the conventional levee body was effective, it is very excellent. In particular, it is recognized that it has an excellent control function for long-period waves. 2) The cause of the improvement of the control function is limited to (a) the rotational sway with a degree of freedom of 1 in which the motion of the levee body can be easily controlled. (B) By attaching a rigid column connected to the bottom of the water to facilitate the realization of deep water in the curtain wall, the increase of the additional moment of inertia accompanying the oscillation period is possible in a wide periodic band including long-period waves and is fixed. The phase interference between the time-transmitted wave and the fluctuation-time divergent wave can be effectively performed. It is thought that there is something special.
【００１３】堤体のカーテン壁枚数とカーテン壁の形状 カーテン壁の枚数とその形状は多岐でありそれらの効果
も一様ではないが経済性を考慮した最も好ましいものの
一種として、２枚カーテン壁構造を提案した。その他
に、カーテン壁下端附近に水平板を、前壁面では前方に
また後壁面では後方に、図７のように張り出して設ける
ことが付加慣性力の増加と渦流発生を助長して侵入波エ
ネルギーを減殺するために好ましいと考えられている。
張出し部分の長さは実験的に堤体幅の１／２程度が適当
とされている。またカーテン壁は一般に水面に鉛直に支
持されているが、特開昭５０−５６７２６号の浮消波堤
においては、前壁面のみが侵入波に対して前または後
に、４５度まで傾斜する案が示されている。しかし、こ
れは理論的には無意味と考えられる。すなわち、前壁面
の前方への傾斜と同時に、後壁面がほゞ同程度後方に傾
くことが堤体の復元のために必要であり、前壁と後壁の
傾斜角が著るしく異なる場合には回転運動が減殺され、
波浪抑制効果が失われてしまう。波浪抑制作用を与える
には、図８に示すようにカーテン壁の前後の傾斜角をほ
ゞ等しくすることが必要であり、それらの傾斜角δの有
効範囲としては１１度〜３０度の値が算定されている。The number of curtain walls and the shape of the curtain wall of the bank body The number of curtain walls and their shapes are various, and their effects are not uniform, but as one of the most preferable ones in consideration of economical efficiency, a two-curtain wall structure Proposed. In addition, a horizontal plate near the lower end of the curtain wall should be provided so as to project forward on the front wall surface and rearward on the rear wall surface, as shown in Fig. 7, in order to increase the additional inertial force and eddy current generation, and to increase the invading wave energy. It is considered preferable for killing.
Experimentally, the appropriate length of the overhanging portion is about 1/2 of the width of the bank. The curtain wall is generally supported vertically on the water surface. However, in the floating breakwater disclosed in Japanese Patent Laid-Open No. 50-56726, there is a plan that only the front wall surface is inclined up to 45 degrees before or after the intruding wave. It is shown. However, this is theoretically meaningless. That is, it is necessary for the front wall to tilt forward at the same time that the rear wall tilts backwards to the same extent to restore the levee body, and when the front and rear walls have significantly different tilt angles. Has reduced rotational movement,
The wave suppression effect is lost. In order to provide the wave suppressing effect, it is necessary to make the inclination angles of the front and rear of the curtain wall approximately equal as shown in FIG. 8, and the effective range of these inclination angles δ is 11 to 30 degrees. It has been calculated.
【００１４】堤体の吃水長、剛体柱と水底との連結方法 堤体の吃水は、深くなれば付加慣性モーメントが増大し
消波能力が高くなるが、波浪抵抗の増大や経済性の観点
からは限界があり、全吃水ｄの値は実験的に入射波長の
１／１５ないし１／２の範囲が好ましい。また堤体側面
の剛体柱は堤体を回転運動のみに限定するためには、水
底地盤に直結する必要があるが、僅かな非回転運動を許
容する場合には水底に沈設したアンカーに連結すること
によって、本発明を実施することもできる。[0014] Drainage length of levee body, connection method between rigid column and water bottom When the shoreline of a levee body becomes deeper, the moment of inertia of inertia increases and the wave-dissipating ability increases, but from the viewpoint of increased wave resistance and economy. There is a limit, and the value of the total water consumption d is experimentally preferably in the range of 1/15 to 1/2 of the incident wavelength. In addition, the rigid columns on the side of the dam body must be directly connected to the ground floor in order to limit the dam body to rotational motion only, but in the case of allowing a slight non-rotational motion, it is connected to the anchor submerged on the sea floor. Thus, the present invention can also be implemented.
【００１５】[0015]
【発明の効果】本発明は以上に説明した如くカーテン壁
を有する箱型浮堤体に、回転動揺運動のみを付与するた
め、堤体側面の中心線に沿って剛体柱を設けて、その下
端に取りつけたヒンジによって剛体柱を水底に連結し、
堤体の前後の壁面を、係留索を介してアンカーまたは水
底に付加支持することとしたものである。このようにす
ることによって、本発明の箱型カーテン壁堤体は侵入波
によって自由度１の回転動揺振動を生じ、深吃水による
付加慣性モーメントの増大と相俟って広い波長周期、特
に長周期波の帯域に対して波浪制御効果を示すものとな
る。かくして従来の浮消波堤や固定防波堤が共に効果を
示さなかった外洋波に対しても、十分な消波能力を発揮
することが可能となるのである。As described above, according to the present invention, a rigid column is provided along the center line of the side surface of the bank to provide only the rotational swaying motion to the box type bank with the curtain wall. Connect the rigid column to the bottom of the water with the hinge attached to
The front and rear wall surfaces of the bank are additionally supported on the anchor or the water bottom via mooring lines. By doing so, the box-type curtain wall embankment of the present invention causes rotational swaying vibration with a degree of freedom of 1 due to an intruding wave, and in combination with an increase in the additional moment of inertia due to deep water, a wide wavelength period, particularly a long period. It shows the wave control effect for the wave band. In this way, it is possible to exert sufficient wave-dissipating ability against the ocean waves that neither the conventional floating breakwater or fixed breakwater has shown the effect.
【００１６】[0016]
【図１】本発明浮消波堤の実施例を示す概要側面図。FIG. 1 is a schematic side view showing an embodiment of a floating breakwater according to the present invention.
【図２】２枚カーテン壁堤体の付加慣性モーメント係数
の対侵入波周期特性を示すグラフ。FIG. 2 is a graph showing a period characteristic of an additional inertia moment coefficient against an intruding wave of a two-curtain wall dam.
【図３】２枚カーテン壁堤体の回転変位の対侵入波周期
特性、比バネ定数の小さい場合を示すグラフである。FIG. 3 is a graph showing a case where a rotational displacement of a two-curtain wall dam is against an intrusion wave period and a specific spring constant is small.
【図４】２枚カーテン壁堤体の回転変位の対侵入波周期
特性、比バネ定数の大きい場合を示すグラフである。FIG. 4 is a graph showing a case where a rotational displacement of a two-curtain wall dam is against an intrusion wave period and a specific spring constant is large.
【図５】侵入波の堤体透過率対侵入波周期特性、比バネ
定数小の場合を示すグラフである。FIG. 5 is a graph showing a case where a transmissivity of an intruding wave against a levee body is compared with an intruding wave period characteristic and a specific spring constant is small.
【図６】侵入波の堤体透過率対侵入波周期特性、比バネ
定数大の場合を示すグラフである。FIG. 6 is a graph showing a case where the penetration rate of an intruding wave against a period of an intruding wave and a specific spring constant are large.
【図７】２枚カーテン壁π型堤体概要側面図[Fig. 7] Side view of the outline of the two-piece curtain wall π type bank
【図８】２枚カーテン壁傾斜型堤体概要側面図[Fig. 8] Side view of the outline of the two-curtain wall sloped levee
【符号の説明】 １ 浮堤体 １１ 前面壁 １２ 剛体柱 １３ ヒンジ １４ 地盤への連結地点 １５ 後背壁 １６ 係留索 １７ 地盤への係留地点 １８ 前カーテン壁 １９ 後カーテン壁[EXPLANATION OF SYMBOLS] 1浮堤body 11 the front wall 12 rigid pillars 13 hinge 14 mooring point 18 before the curtain wall 19 after the curtain wall to consolidated point 15 the wall behind 16 engaging clasp cord 17 Ground to Ground
Claims (4)
くとも２枚のカーテン壁を有する回転動揺型の堤体であ
って、堤体の側面の中心線に沿って水底に伸びる剛体柱
を有し、その柱の下端に設けたヒンジ支持構造を介して
水底地盤に連結されていることを特徴とする浮消波堤。1. A rotary rocking type dam having at least two curtain walls at the bottom of a box dam that is moored to the water surface, and extends to the bottom of the water along the center line of the side surface of the dam. A floating breakwater having a rigid column, which is connected to the subseabed through a hinge support structure provided at the lower end of the column.
する前壁側では前方へ、後壁側では後方へそれぞれ張出
し板を設けることを特徴とする請求項１記載の浮消波
堤。2. The floating breakwater according to claim 1, wherein at the lower end of the curtain wall, an overhanging plate is provided forward on the front wall side in contact with the incident wave and backward on the rear wall side.
て前方に、後壁が鉛直面の後方に等角度に傾斜角をもつ
ように構成されていることを特徴とする請求項１記載の
浮消波堤。3. The curtain wall, wherein the front wall is formed so as to have an inclination angle to the front with respect to the vertical plane and the rear wall has an inclination angle to the rear with respect to the vertical plane at an equal angle. Floating breakwater listed.
剛体柱が、柱の下端に設けたヒンジ支持構造を介して水
底に設置したアンカーに連結されていることを特徴とす
る請求項１、２もしくは３記載の浮消波堤。4. The rigid column extending to the water bottom along the center line of the side surface of the bank is connected to an anchor installed on the water bottom via a hinge support structure provided at the lower end of the column. The floating breakwater described in 1, 2, or 3.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP3349846A JPH0762332B2 (en) | 1991-12-10 | 1991-12-10 | Floating breakwater |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP3349846A JPH0762332B2 (en) | 1991-12-10 | 1991-12-10 | Floating breakwater |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JPH05195519A JPH05195519A (en) | 1993-08-03 |
| JPH0762332B2 true JPH0762332B2 (en) | 1995-07-05 |
Family
ID=18406516
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP3349846A Expired - Fee Related JPH0762332B2 (en) | 1991-12-10 | 1991-12-10 | Floating breakwater |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JPH0762332B2 (en) |
Families Citing this family (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2015036508A (en) * | 2013-08-16 | 2015-02-23 | 伸一郎 大出 | Wave force reduction device |
Family Cites Families (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS5633324U (en) * | 1979-08-20 | 1981-04-01 | ||
| JPH0757939B2 (en) * | 1987-07-29 | 1995-06-21 | 健太郎 上田 | Wave breaking method and wave breaking structure |
| JPH01138919U (en) * | 1988-03-01 | 1989-09-22 |
-
1991
- 1991-12-10 JP JP3349846A patent/JPH0762332B2/en not_active Expired - Fee Related
Also Published As
| Publication number | Publication date |
|---|---|
| JPH05195519A (en) | 1993-08-03 |
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