JPH02101213A - Soft grounding type breakwater - Google Patents
Soft grounding type breakwaterInfo
- Publication number
- JPH02101213A JPH02101213A JP63249043A JP24904388A JPH02101213A JP H02101213 A JPH02101213 A JP H02101213A JP 63249043 A JP63249043 A JP 63249043A JP 24904388 A JP24904388 A JP 24904388A JP H02101213 A JPH02101213 A JP H02101213A
- Authority
- JP
- Japan
- Prior art keywords
- bank
- breakwater
- steel sheet
- bottom plate
- sheet 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.)
- Pending
Links
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 11
- 239000010959 steel Substances 0.000 claims abstract description 11
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 abstract description 9
- 238000007789 sealing Methods 0.000 abstract description 4
- 238000000034 method Methods 0.000 abstract 2
- 230000015572 biosynthetic process Effects 0.000 abstract 1
- 230000005574 cross-species transmission Effects 0.000 abstract 1
- 239000013049 sediment Substances 0.000 abstract 1
- 239000004576 sand Substances 0.000 description 3
- 230000000694 effects Effects 0.000 description 2
- 239000000463 material Substances 0.000 description 2
- 230000002265 prevention Effects 0.000 description 2
- 238000009991 scouring Methods 0.000 description 2
- 239000010426 asphalt Substances 0.000 description 1
- 238000005452 bending Methods 0.000 description 1
- 239000003795 chemical substances by application Substances 0.000 description 1
- 238000010276 construction Methods 0.000 description 1
- 239000012528 membrane Substances 0.000 description 1
- 238000004062 sedimentation Methods 0.000 description 1
- 239000003643 water by type Substances 0.000 description 1
Classifications
-
- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02A—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE
- Y02A10/00—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE at coastal zones; at river basins
- Y02A10/11—Hard structures, e.g. dams, dykes or breakwaters
Landscapes
- Revetment (AREA)
Abstract
Description
【発明の詳細な説明】
〔産業上の利用分野〕
本発明は、海底に捨石マウンドを設けずに、海底地盤に
直接堤体を設置する軟着底型防波堤に関するものである
。DETAILED DESCRIPTION OF THE INVENTION [Field of Industrial Application] The present invention relates to a soft-bottomed breakwater in which a breakwater body is installed directly on the seabed ground without providing a rubble mound on the seabed.
（従来の技術）
従来、港湾等に防波堤を構築する場合の防波堤の構造形
式としては、第４図及び第５図に示すごとく、海底地盤
１上に捨石２を投入し、捨石均し作業を行なった後、ケ
ーソン３をその上部に沈設し、ケーソン３内に第４図の
ごとく中詰砂４を充填したり、第５図のごとく中詰石５
を投入し、上部に場所打コンクリート６を打設すると共
に、そのケーソン３の矢印Ｗで印す波のくる港外側及び
その反対側の港内側の捨石２の上部に被覆石７や、根固
方塊８等を設置しているのが一般的であり、このような
形式の防波堤を混成堤と称している。(Prior art) Conventionally, when constructing a breakwater in a port, etc., the structural form of the breakwater is as shown in Figs. After this, the caisson 3 is sunk on top of the caisson 3, and the inside of the caisson 3 is filled with sand 4 as shown in Figure 4, or with stones 5 as shown in Figure 5.
and place cast-in-place concrete 6 on the top of the caisson 3. At the same time, cover stones 7 and foundation stones are placed on top of the rubble 2 on the outside of the port where the waves come, marked by the arrow W of the caisson 3, and on the inside of the port on the opposite side. Generally, a block 8 etc. is installed, and this type of breakwater is called a hybrid breakwater.
しかしながら、上記のごとき混成堤形式の防波堤を構築
施工するには、捨石２の投入及びその均し作業が必要と
なり、近年、潜水夫の不足により、これらの作業に支障
をきたしており、さらに捨石２の材料費がかさむという
問題がある。However, in order to construct a breakwater in the form of a mixed levee such as the one described above, it is necessary to insert rubble 2 and level it.In recent years, this work has been hindered due to a lack of divers, and furthermore There is a problem that the cost of materials in step 2 increases.
そこで、捨石２によるマウンドを海底地盤１上に設けず
に、ケーソン３等の堤体の幅を広げて、海底地盤１への
接地圧を小さ（することが近年考えられてきているが、
この場合、堤体の港外側と港内側、即ち波Ｗの方向の前
後の水位差による動水勾配によって堤体下部の海底地盤
が流出し、堤体が沈下するという問題があり、実用化に
至っていないのが現状である。Therefore, in recent years, it has been considered to widen the width of the embankment body such as the caisson 3 to reduce the ground pressure on the submarine ground 1, without installing a mound of rubble 2 on the submarine ground 1.
In this case, there is a problem in that the seabed ground at the bottom of the dam body sinks due to the hydraulic gradient due to the difference in water level between the outside of the port and the inside of the harbour, i.e. before and after the direction of the wave W, and the dam body sinks. The current situation is that this has not been achieved.
本発明は、前記従来の問題点を解消するためになされた
ものであり、接地圧を低減して捨石マウンドを不要とす
ると共に、防波堤の前後の水位差による堤体下部の土砂
流出を防止しながら海底地盤に直接設置できる軟着底型
防波堤を提供することを課題としたものである。The present invention was made to solve the above-mentioned conventional problems, and it reduces the ground pressure and eliminates the need for a rubble mound, and also prevents the outflow of earth and sand at the lower part of the breakwater due to the difference in water level before and after the breakwater. The objective of this project was to provide a soft-bottomed breakwater that could be installed directly on the seabed.
上記の課題を解決するための本発明の軟着底型防波堤は
、堤体の波の侵入方向と反対側の港内側の底部に、底版
を張り出して設けると共に、その底版の端部と、その端
部の港内側に沿って垂直に打設した鋼矢板との間にコン
クリートを介在させることにより構成されており、底版
を張り出すことによりその堤体の底面幅を広げて海底地
盤に対する接地圧を低減できるので、海底地盤に直接堤
体を設置でき、また、その底版の端部と上記鋼矢板との
間をコンクリートでシールすることにより、堤体前後の
水位差による堤体下部の土砂の流出を防止できることを
特徴としている。In order to solve the above problems, the soft-bottomed breakwater of the present invention is provided with a bottom plate projecting from the bottom of the inner side of the port on the opposite side of the wave intrusion direction of the breakwater body, and the ends of the bottom plate and the It is constructed by interposing concrete between steel sheet piles cast vertically along the inner side of the port at the end, and by extending the bottom slab, the bottom width of the embankment body is increased and the ground pressure against the seabed ground is increased. The embankment body can be installed directly on the seabed ground, and by sealing between the end of the bottom slab and the above-mentioned steel sheet pile with concrete, it is possible to reduce sedimentation at the bottom of the embankment body due to the water level difference before and after the embankment body. It is characterized by its ability to prevent leakage.
（実施例）
以下図面を参照して本発明の各実施例を説明するが、各
実施例及び前記各従来例においてそれぞれ同じ部品は同
じ部品番号で示している。(Embodiments) Each embodiment of the present invention will be described below with reference to the drawings, and the same parts in each embodiment and each of the conventional examples are indicated by the same part numbers.
まず、第１図は本発明の実施例１における軟着底型防波
堤であり、特に大水深用に使用されるものであるので、
波高の大きな波Ｗの外力に耐えうるように、その堤体と
して重量の大きいケーソン３を海底地盤１に直接設置し
ているが、そのケーソン３の波Ｗの侵入方向と反対側の
港内側の底部に、底版１２を張り出して設けており、こ
のケーソン３と底版１２との間は、第２図で示すごとく
適当な間隔で設けた控え版１３で補強しながら連結して
おり、一方ケーソン３の波Ｗの侵入方向、即ち港外側の
底部にも、上記と同様の底版１２Ａを控え版１３Ａと共
に張り出して設けており、これによりケーソン３の全体
幅を広げるようにしている。First, FIG. 1 shows a soft-bottomed breakwater according to Embodiment 1 of the present invention, which is especially used for deep water applications.
In order to withstand the external force of waves W with large wave heights, a heavy caisson 3 is installed directly on the seabed ground 1 as the embankment body. A bottom plate 12 is provided to protrude from the bottom, and the caisson 3 and the bottom plate 12 are connected while being reinforced by retaining plates 13 provided at appropriate intervals as shown in FIG. A bottom plate 12A similar to that described above is also provided on the bottom in the direction of intrusion of waves W, that is, on the outside of the port, projecting together with a retaining plate 13A, thereby increasing the overall width of the caisson 3.
次に、上記港内側の底版１２の端部を、Ｌ字型に若干長
さだけ上向きに曲げたＬ字部１０を形成しておき、その
Ｌ字部１０と、そのＬ字部ｌＯに沿って適宜な間隔、例
えば２０から３０１離して、止水用の鋼矢板１４を連続
して海底地盤１に対して垂直に打設する。Next, an L-shaped part 10 is formed by bending the end of the bottom plate 12 on the inner side of the port upward by a slight length into an L-shape, and the L-shaped part 10 and the L-shaped part 10 are bent along the L-shaped part 10. Water-stopping steel sheet piles 14 are successively driven perpendicularly to the submarine ground 1 at appropriate intervals, for example, 20 to 301 distances apart.
さらに、上記り字部１０と鋼矢板１４との間に水中に自
由落下しても分離しない特殊水中コンクリート１５を打
設し、その特殊水中コンクリート１５を介在させること
によりシール効果を持たせている。Furthermore, a special underwater concrete 15 that does not separate even if it falls freely into water is placed between the above-mentioned cross section 10 and the steel sheet pile 14, and by interposing the special underwater concrete 15, a sealing effect is provided. .
なお、特殊水中コンクリートに代えて、普通コンクリー
トを、トレミー管等を使用して水中に自由落下させずに
打設してもよい。Note that instead of special underwater concrete, ordinary concrete may be cast using a tremie pipe or the like without freely falling into the water.
一方、この実施例１では、ケーソン３の港外側の底版１
２Ａ上及びその前面に、捨石１７と消波ブロック１８を
据え付けており、さらに、捨石１７及び消波ブロック１
日と海底地盤１の面部との間に、アスファルトマット等
の洗掘防止膜１６を、その一端が底版１２Ａの前面の下
に若干敷き込まれる状態に敷設する。On the other hand, in this embodiment 1, the bottom plate 1 on the outside of the port of the caisson 3
A rubble 17 and a wave-dissipating block 18 are installed on and in front of 2A, and furthermore, a rubble 17 and a wave-dissipating block 1 are installed
A scouring prevention film 16 such as an asphalt mat is laid between the base and the surface of the seabed 1 so that one end thereof is placed slightly below the front surface of the bottom slab 12A.
なお、このケーソン３の前面上部には消波構造１９を設
けている。Note that a wave-dissipating structure 19 is provided at the upper front surface of the caisson 3.
次に、第３図の実施例２の軟着底型防波堤は、比較的浅
海用の防波堤用に使用されるものであるので、第１図の
ごとき重量の大きなケーソン３を使用する代わりに、逆
Ｔ型の堤体２１を海底地盤１に直接設置したものであり
、その他の構成及び機能については第１図の実施例１と
ほぼ同様のものである。Next, since the soft-bottomed breakwater of Example 2 shown in FIG. 3 is used for a breakwater in relatively shallow waters, instead of using the heavy caisson 3 as shown in FIG. An inverted T-shaped embankment body 21 is installed directly on the seabed ground 1, and the other configurations and functions are almost the same as those of the first embodiment shown in FIG.
なお、以上の実施例１及び２において、ケーソン３及び
逆Ｔ型の堤体２１の堤体の前面の底版１２Ａと、洗掘防
止膜１６とを併用することにより、堤体の波Ｗの侵入す
る前面の洗掘を完全に防止できる。In addition, in the above embodiments 1 and 2, by using the bottom plate 12A on the front side of the caisson 3 and the inverted T-shaped embankment body 21 together with the scour prevention membrane 16, the intrusion of waves W into the embankment body is prevented. This completely prevents scouring of the front surface.
また、堤体の前面の底版１２Ａ上に、捨石１７や消波ブ
ロック１８を乗せることで、堤体の揚圧力を防止し、安
定した防波堤の設置ができるが、このように堤体前面に
捨石１７や消波ブロック１８を設置することにより、総
合的な防波堤として設計することができる。In addition, by placing rubble 17 and wave-dissipating blocks 18 on the bottom slab 12A in front of the levee body, uplift force on the levee body can be prevented and a stable breakwater can be installed. By installing wave dissipating blocks 17 and 18, it is possible to design it as a comprehensive breakwater.
以上に説明したごとく、本発明の軟着底型防波堤は、底
版を堤体の底部に張り出して設けることにより、堤体の
底部幅を広げることで、接地圧を低減できるので、海底
地盤の支持力に合せることによって、捨石マウンドが不
要になり、捨石の材料費及び捨石均し作業費が節減され
、工事期間の短縮もはかれるという効果がある。As explained above, the soft-bottomed breakwater of the present invention can reduce the ground pressure by extending the bottom width of the breakwater body by providing the bottom slab overhanging the bottom of the breakwater body, thereby supporting the submarine ground. By matching the power, a rubble mound becomes unnecessary, the cost of rubble material and rubble leveling work is reduced, and the construction period is also shortened.
また、堤体の港内側に止水用の鋼矢板を打設し、底版の
端部とその鋼矢板との間に水中コンクリートを介在させ
てシールすることにより、防波堤前後の水位差から生じ
る動水勾配による堤体下部の土砂の流出を防止でき、堤
体を安定して設置できるという利点がある。In addition, by placing steel sheet piles on the inner side of the breakwater for water-stop purposes and sealing them with underwater concrete between the end of the bottom slab and the steel sheet piles, we can prevent the movement caused by the difference in water level before and after the breakwater. This has the advantage of preventing earth and sand from flowing out at the bottom of the embankment due to water gradients, and allowing the embankment to be installed stably.
第１図は本発明の実施例１おにける軟着底型防波堤の断
面図、第２図は第１図の要部斜視図、第３図は本発明の
実施例２における軟着底型防波堤の断面図、第４図及び
第５図はそれぞれ異なる従来の混成堤の断面図である。
１・・・海底地盤、１２・・・底版、１４・・・鋼矢板
、１５・・・特殊水中コンクリート、２１・・・逆Ｔ型
の堤体、Ｗ・・・波の方向。
代理人 弁理士 小 川 信 −FIG. 1 is a sectional view of a soft-bottomed breakwater according to Embodiment 1 of the present invention, FIG. 2 is a perspective view of the main part of FIG. 1, and FIG. 3 is a soft-bottomed breakwater according to Embodiment 2 of the present invention. 4 and 5 are cross-sectional views of different conventional hybrid breakwaters. 1... Seabed ground, 12... Bottom slab, 14... Steel sheet pile, 15... Special underwater concrete, 21... Inverted T-shaped embankment body, W... Wave direction. Agent Patent Attorney Nobuo Ogawa −
Claims (1)
、その底版の端部と、その端部の港内側に沿って打設し
た鋼矢板との間にコンクリートを介在させた軟着底型防
波堤。A soft-bottomed type in which a bottom slab is installed overhanging the bottom of the dam inside the port, and concrete is interposed between the end of the bottom slab and the steel sheet pile placed along the inside of the port at that end. breakwater.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP63249043A JPH02101213A (en) | 1988-10-04 | 1988-10-04 | Soft grounding type breakwater |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP63249043A JPH02101213A (en) | 1988-10-04 | 1988-10-04 | Soft grounding type breakwater |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| JPH02101213A true JPH02101213A (en) | 1990-04-13 |
Family
ID=17187159
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP63249043A Pending JPH02101213A (en) | 1988-10-04 | 1988-10-04 | Soft grounding type breakwater |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JPH02101213A (en) |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2020070539A (en) * | 2018-10-29 | 2020-05-07 | 日本製鉄株式会社 | Banking structure |
| JP2021008720A (en) * | 2019-06-28 | 2021-01-28 | 国立大学法人神戸大学 | Caisson, pneumatic caisson method and structure |
Citations (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS5261817A (en) * | 1975-11-17 | 1977-05-21 | Asahi Giken Kk | Liquid protective barriers having projection plates |
-
1988
- 1988-10-04 JP JP63249043A patent/JPH02101213A/en active Pending
Patent Citations (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS5261817A (en) * | 1975-11-17 | 1977-05-21 | Asahi Giken Kk | Liquid protective barriers having projection plates |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2020070539A (en) * | 2018-10-29 | 2020-05-07 | 日本製鉄株式会社 | Banking structure |
| JP2021008720A (en) * | 2019-06-28 | 2021-01-28 | 国立大学法人神戸大学 | Caisson, pneumatic caisson method and structure |
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