JP5646978B2 - Construction method of transmission type sea area control structure - Google Patents

Construction method of transmission type sea area control structure Download PDF

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JP5646978B2
JP5646978B2 JP2010278826A JP2010278826A JP5646978B2 JP 5646978 B2 JP5646978 B2 JP 5646978B2 JP 2010278826 A JP2010278826 A JP 2010278826A JP 2010278826 A JP2010278826 A JP 2010278826A JP 5646978 B2 JP5646978 B2 JP 5646978B2
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JP2012127097A (en
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毅 琴浦
毅 琴浦
浩一朗 安野
浩一朗 安野
剛 西畑
剛 西畑
大樹 古牧
大樹 古牧
陽一 森屋
陽一 森屋
敦 山本
敦 山本
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Penta Ocean Construction Co Ltd
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本発明は、消波性能を有する透過型の堤体とその堤体を支持する基礎構造とから構成される透過式海域制御構造物を構築する方法に関する。   The present invention relates to a method for constructing a transmission type sea area control structure composed of a transmission type dam body with wave-dissipating performance and a foundation structure that supports the dam body.

港湾の静穏度を確保するためには、沖側に不透過型の防波堤(陸側への透過波を防ぐ)を構築することが効果的である。しかしながら、砂浜などの海岸浸食を防ぐには、不透過型の防波堤は不向きである。この海岸浸食が発生するか否かは、主に砂の特性(比重や形状)や常時波浪特性により決定される。したがって、数年〜数十年間に一度の割合で来襲する波浪(暴風時)による浸食の影響は、長期的に見ると少ないと考えられている。   In order to ensure the calmness of the port, it is effective to construct an impermeable breakwater (preventing transmitted waves to the land side) on the offshore side. However, impervious breakwaters are not suitable for preventing beach erosion such as sandy beaches. Whether or not this coastal erosion occurs is mainly determined by the characteristics of sand (specific gravity and shape) and constant wave characteristics. Therefore, it is considered that the influence of erosion due to waves (storms) that strike once every several years to several decades is small in the long term.

海岸浸食が卓越する地点に防波堤を構築すると、防波堤前面の反射率が大きくなるため設置地点の沖側の砂が浸食される。一方で、陸側には砂が堆積するため、前面の浸食及び背面の堆積対策が新たに必要となる。海岸浸食を防ぐには、常時波浪に対して対象地点周辺の透過・反射率をともに低減(消波性能)させる透過式の構造物が有効である。例えば、図20のように、透過式構造物Aを構築し、沖側から入射波が透過式構造物Aに到来したとき、透過式構造物Aにおいて、入射波によって生じる反射波及び透過波をともに低減させることで、前面の砂の浸食及び背面の砂の堆積を減らすことができる。かかる透過式構造物Aは、内部が空洞であるため、通常の防波堤などのような重量式では安定性が保てないため、基礎杭Bを打ち込んで固定される。   If a breakwater is constructed at a point where coastal erosion is dominant, the reflectance on the front of the breakwater will increase, and the sand off the installation point will be eroded. On the other hand, since sand accumulates on the land side, new measures against erosion on the front surface and accumulation on the back surface are required. In order to prevent coastal erosion, a transmission structure that reduces both the transmission and reflectance around the target point (wave-dissipating performance) is always effective against waves. For example, as shown in FIG. 20, when a transmission structure A is constructed and an incident wave arrives at the transmission structure A from the offshore side, a reflected wave and a transmission wave generated by the incident wave are transmitted in the transmission structure A. By reducing both, it is possible to reduce erosion of the front sand and accumulation of back sand. Since the transmission structure A has a hollow inside and cannot be kept stable by a weight type such as a normal breakwater, the foundation pile B is driven and fixed.

上述のような透過式構造物として、例えば、特許文献1は透過型海域制御構造物およびその構築方法を開示し、特許文献2は海域制御構造物を開示する。いずれの構造物も、その周囲の部材に開口があり、内部の空洞と連通している。   As the transmissive structure as described above, for example, Patent Document 1 discloses a transmissive sea area control structure and a construction method thereof, and Patent Document 2 discloses a sea area control structure. Each structure has an opening in a member around it and communicates with an internal cavity.

従来の透過型海域制御構造物の施工方法は、基礎杭を打ち込んだ後に、起重機船を用いて上部の堤体を据え付け、据え付けた堤体と基礎杭をモルタルグラウト等を施工して連結させる。堤体は一体化もしくは水平方向に分割した構造で数回に分けて据え付ける方法がある。   In the conventional method for constructing a transmission type sea area control structure, after the foundation pile is driven in, the upper levee body is installed using a hoist ship, and the installed dam body and the foundation pile are constructed by connecting mortar grout and the like. There is a method of installing the levee body in several times with an integrated or horizontally divided structure.

従来の透過型海域制御構造物の施工手順の一例について説明する。
(1)〔ガイド管設置〕工場で製作したガイド管を製作ヤードに運搬し、所定の位置に設置・固定する。(2)〔堤体製作〕ガイド管を骨組みとし、鉄筋コンクリートによる堤体を製作する。(3)〔鋼管杭打設〕ブラケットを取り付けた鋼管杭をバイブロハンマにより海底に打設する。(4)〔堤体据付〕堤体を大型起重機船で運搬し、鋼管杭のブラケット上に据え付ける。(5)〔間詰モルタル充填〕鋼管杭とガイド管の隙間にモルタルグラウト等を充填し堤体を固定する。
An example of the construction procedure of the conventional transmission type sea area control structure will be described.
(1) [Guide tube installation] Transport the guide tube manufactured at the factory to the production yard, and install and fix it at the specified position. (2) [Manufacture of levee body] The dam body is made of reinforced concrete with the guide pipe as a framework. (3) [Steel pipe pile placement] A steel pipe pile with brackets is placed on the sea floor using a vibro hammer. (4) [Installation of the levee body] The dam body is transported by a large hoist ship and installed on the bracket of the steel pipe pile. (5) [Filling mortar] Fill the gap between the steel pipe pile and the guide pipe with mortar grout and fix the dam body.

引用文献3は、ケーソン等の水中基礎の構築方法を開示する。引用文献4は、一対の浮力体を側方に配置したケーソンの回航支援装置を開示する。引用文献5は、沈設台船を用いた大型ケーソンの進水工法を開示する。引用文献6は、浮きドックを用いたコンクリート構造物の進水工法を開示する。引用文献7は、多目的アクセストランクを備えた浮きドックを開示する。   Citation 3 discloses a method for constructing an underwater foundation such as caisson. Cited Document 4 discloses a caisson cruise assisting device in which a pair of buoyancy bodies are arranged laterally. Cited Document 5 discloses a method for launching a large caisson using a submersible carrier. Cited Document 6 discloses a method for launching a concrete structure using a floating dock. Reference 7 discloses a floating dock with a multipurpose access trunk.

特開2007−262890号公報JP 2007-262890 A 特開2010−59705号公報JP 2010-59705 A 特開2005−330718号公報JP-A-2005-330718 特開2002−327442号公報JP 2002-327442 A 特開平5−311667号公報Japanese Patent Laid-Open No. 5-31667 特開昭59−73389号公報JP 59-73389 A 特開昭61−275090号公報JP-A 61-275090

透過型海域制御構造物の上部の堤体を据え付ける際に使用する起重機船は、図21のように、図20のような透過式構造物Aを構成する堤体A1の重量が大きいため大型の起重機船100を使用しなければならない。大型の起重機船を使用しないで、複数隻による据え付けを行う方法もあるが、安全面や経済面、海域占有面積増加の面で不利である。   As shown in FIG. 21, the hoisting ship used for installing the upper bank of the transmission type sea area control structure is large in size because the weight of the bank A1 constituting the transmission type structure A as shown in FIG. 20 is large. The hoist ship 100 must be used. There is a method of installing multiple vessels without using a large hoisting vessel, but it is disadvantageous in terms of safety, economics, and increase in the area occupied by the sea area.

しかし、大型の起重機船100は、クレーン高が非常に高く(70〜100m程度)、またブーム高Hの調整が殆どできないため、空港近隣で高度制限の制約がかかる地点や電線、橋脚などが近辺に存在する地点では、大型の起重機船による施工が困難となる。また、高度制限の制約で据え付けが夜間作業になる場合は、視界が悪いため安全面、設置精度面において大いに不利となる。   However, the large hoist ship 100 has a very high crane height (about 70 to 100 m) and almost no adjustment of the boom height H, so there are places where restrictions on altitude restrictions, electric wires, piers, etc. are near the airport. Construction at a large hoist ship is difficult at the point existing in the area. In addition, when the installation is night work due to the restriction of altitude, the visibility is poor, which is very disadvantageous in terms of safety and installation accuracy.

ケーソンなどの不透過型の構造物は、特許文献3のように堤体内部を空洞にした浮遊状態で運搬・据付を行う施工方法を採用でき、その場合には大型の起重機船を必要としない。一方、透過型海域制御構造物はその周囲に貫通した開口を有するため、その施工方法を適用できない。   The impervious structure such as caisson can adopt the construction method to carry and install in the floating state with the inside of the embankment hollow as in Patent Document 3, in which case a large hoist ship is not required . On the other hand, since the transmission type sea area control structure has an opening penetrating therearound, the construction method cannot be applied.

透過型海域制御構造物をあらかじめ分割する方法で起重機船の縮小化を図ることで、クレーン高の低い船舶を用いることも可能であるが、海上での作業期間が大幅に増加するため、安全面や経済面で大いに不利となる。   It is possible to use a ship with a low crane height by reducing the size of the hoisting ship by dividing the transmission type sea area control structure in advance, but the work period at sea is greatly increased. And it will be very disadvantageous in terms of economy.

本発明は、上述のような従来技術の問題に鑑み、開口部を有する透過型の堤体から構成される透過型海域制御構造物を大型の起重機船を使用せずに安全面及び経済面で有利に構築可能な透過式海域制御構造物の構築方法を提供することを目的とする。   In view of the problems of the prior art as described above, the present invention provides a transmission type sea area control structure composed of a transmission type levee body having an opening in terms of safety and economy without using a large hoisting vessel. It is an object of the present invention to provide a method for constructing a transmission type sea area control structure that can be advantageously constructed.

上記目的を達成するための透過式海域制御構造物の構築方法は、内部の空洞に連通するように上面、底面、前面及び後面に開口部をそれぞれ有し消波性能を備える透過型の堤体と、前記堤体を支持する複数本の基礎杭を備える基礎構造と、から構成され、前記堤体は、前記複数の基礎杭に対応する複数の位置に前記基礎杭が挿入される複数の被挿入部を有する透過式海域制御構造物を構築する方法であって、
前記基礎杭の少なくとも一部を打設し、前記堤体を沈下可能な台船状の補助浮体に載せたとき前記被挿入部の少なくとも一部が前記補助浮体からはみ出るようにして設置対象の水域まで運搬し、前記補助浮体とともに前記堤体を水中へ沈下させ、前記堤体の前記はみ出た被挿入部に前記打設された基礎杭を挿入することで前記堤体を前記打設された基礎杭に設置し、前記補助浮体をさらに沈下させて前記堤体から離してから移動させ、前記複数の基礎杭のうちで打設が完了していない基礎杭がある場合、その打設を行うことを特徴とする。
A construction method of a transmission type sea area control structure for achieving the above object is a transmission type dam body having an opening on each of an upper surface, a bottom surface, a front surface and a rear surface so as to communicate with an internal cavity and having a wave-dissipating performance And a foundation structure comprising a plurality of foundation piles that support the dam body, and the dam body includes a plurality of covers into which the foundation piles are inserted at a plurality of positions corresponding to the plurality of foundation piles. a method of constructing a transmissive waters control structure that having a insertion portion,
Aforementioned pouring at least some of the foundation piles, wherein the insertion portion of the at least partially so as to protrude from the auxiliary floating body installation target waters when the embankment placed on subsidence can barge shaped auxiliary floating body The dam body is submerged into the water together with the auxiliary floating body, and the pier body is inserted into the protruding insertion portion of the dam body and the pier body is inserted into the foundation. If there is a foundation pile that has not been completed among the plurality of foundation piles, install it on the pile, and further move the auxiliary floating body down and move away from the levee body. It is characterized by.

この透過式海域制御構造物の構築方法によれば、上面、底面、前面及び後面に開口部を有するため浮力の利用ができない堤体を補助浮体に載せて設置対象の水域まで運搬することができ、補助浮体とともに堤体を水中へ沈下させて、あらかじめ打設された基礎杭に設置することができる。補助浮体はさらに沈下させて堤体から離してから移動させ撤去した後、打設が完了していない基礎杭がある場合、その打設を行う。このようにして堤体を簡単な工程で運搬し設置することができるので、従来のような大型の起重機船を必要とせず、安全にかつ低コストで透過式海域制御構造物を構築することができる。   According to the construction method of this transmission type sea area control structure, the levee body which cannot use buoyancy because it has openings on the top, bottom, front and rear surfaces can be carried on the auxiliary floating body to the target water area. The levee body can be submerged into the water together with the auxiliary floating body, and can be installed on the foundation pile that has been cast in advance. If there is a foundation pile that has not been completed after the auxiliary floating body has been further submerged, moved away from the dam body, removed, and then placed. In this way, the dam body can be transported and installed in a simple process, so that it is possible to construct a transparent sea area control structure safely and at low cost without the need for a large hoisting ship as in the past. it can.

上記透過式海域制御構造物の構築方法において、前記堤体は、前記複数の基礎杭に対応する複数の位置に前記基礎杭が挿入される複数の被挿入部を有し、前記堤体を前記補助浮体に載せたとき前記被挿入部の少なくとも一部が前記補助浮体からはみ出るようにして運搬し、前記はみ出た被挿入部に対し前記打設された基礎杭を挿入する。これにより、堤体を補助浮体に載せたまま補助浮体とともに沈下させ、補助浮体からはみ出た堤体の被挿入部に対しあらかじめ打設した基礎杭を挿入することで堤体を設置することができる。
In the construction method of the transmission type sea area control structure, the dam body has a plurality of inserted portions into which the foundation pile is inserted at a plurality of positions corresponding to the plurality of foundation piles, When it is placed on the auxiliary floating body, it is transported so that at least a part of the inserted portion protrudes from the auxiliary floating body, and the foundation pile placed is inserted into the protruding inserted portion . Thus , the levee body can be installed by sinking the levee body together with the auxiliary floating body while being placed on the auxiliary floating body, and inserting the foundation pile placed in advance to the inserted portion of the levee body protruding from the auxiliary floating body. .

この場合、前記はみ出た被挿入部に対応する基礎杭を前記堤体が前記補助浮体に載った状態で打設することが好ましい。あらかじめ打設された基礎杭以外に、はみ出た被挿入部に対応する基礎杭がある場合、堤体を補助浮体に載せた状態で打設することができる。   In this case, it is preferable that the foundation pile corresponding to the protruding insertion portion is driven in a state where the bank body is placed on the auxiliary floating body. If there is a foundation pile corresponding to the inserted portion that protrudes in addition to the foundation pile that has been placed in advance, the levee body can be placed on the auxiliary floating body.

また、前記堤体の設置の際に前記堤体を暫定的に受けて支持する仮受け部材を前記基礎杭にあらかじめ設置することが好ましい。これにより、堤体を設置したときに発生する荷重を基礎杭に伝達して堤体の安定性を確保することができる。   In addition, it is preferable that a temporary receiving member that temporarily receives and supports the bank body is installed in the foundation pile in advance when the bank body is installed. Thereby, the load which generate | occur | produces when installing a bank body can be transmitted to a foundation pile, and the stability of a bank body can be ensured.

本発明の透過式海域制御構造物の構築方法によれば、開口部を有する透過型の堤体から構成される透過型海域制御構造物を大型の起重機船を使用せずに簡単な工程で構築することができ、安全面及び経済面で有利な構築方法を提供できる。   According to the construction method of a transmission type sea area control structure of the present invention, a transmission type sea area control structure composed of a transmission type bank body having an opening is constructed in a simple process without using a large hoist ship. It is possible to provide a construction method that is advantageous in terms of safety and economy.

本実施形態の構築方法を適用可能な透過式海域制御構造物の一例を示す図であり、平面図(a)、正面図(b)、側面図(c)及び後面図(d)である。It is a figure which shows an example of the transmission type sea area control structure which can apply the construction method of this embodiment, and is a top view (a), a front view (b), a side view (c), and a rear view (d). 図1の透過式海域制御構造物の底面図(a)及び図1(b)のII-II線に沿って切断してみた断面図(b)である。It is sectional drawing (b) which cut | disconnected along the II-II line | wire of the bottom view (a) and FIG.1 (b) of the transmission type sea area control structure of FIG. 図3は本実施形態で使用可能な補助浮体の側面図(a)及び平面図(b)である。FIG. 3 is a side view (a) and a plan view (b) of an auxiliary floating body that can be used in this embodiment. 本実施形態による透過式海域制御構造物の第1の構築方法における工程S01〜S08を説明するためのフローチャートである。It is a flowchart for demonstrating process S01-S08 in the 1st construction method of the penetration type sea area control structure by this embodiment. 第1の構築方法であらかじめ前面端部の基礎杭を打設する状態を示す図(a)及びその平面図(b)である。It is the figure (a) which shows the state which drives the foundation pile of a front-end edge part beforehand with a 1st construction method, and its top view (b). 第1の構築方法で堤体を補助浮体により曳航する状態を示す図(a)及びその平面図(b)である。It is the figure (a) and the top view (b) which show the state which tow a levee body with an auxiliary floating body by the 1st construction method. 第1の構築方法で堤体を沈下させ基礎杭に沈設する状態を示す図(a)及びその平面図(b)である。It is the figure (a) and the top view (b) which show the state which sinks a levee body by the 1st construction method and sinks to a foundation pile. 第1の構築方法で後面端部の基礎杭を打設する状態を示す図(a)及びその平面図(b)である。It is the figure (a) and the top view (b) which show the state which drives the foundation pile of a rear-surface edge part by a 1st construction method. 第1の構築方法で補助浮体を撤去した状態を示す図(a)及びその平面図(b)である。It is the figure (a) which shows the state which removed the auxiliary floating body by the 1st construction method, and its top view (b). 第1の構築方法で堤体を所定位置に沈設する状態を示す図(a)及びその平面図(b)である。It is the figure (a) and the top view (b) which show the state which sinks a bank body in a predetermined position with the 1st construction method. 第1の構築方法で前後面中央部の基礎杭を打設する状態を示す図(a)及びその平面図(b)である。It is the figure (a) and the top view (b) which show the state which drives the foundation pile of the center part of the front-and-back surface by the 1st construction method. 第1の構築方法で後面端部の基礎杭を打設する状態を示す図(a)及びその平面図(b)である。It is the figure (a) and the top view (b) which show the state which drives the foundation pile of a rear-surface edge part by a 1st construction method. 本実施形態による透過式海域制御構造物の第1の構築方法における工程S11〜S16を説明するためのフローチャートである。It is a flowchart for demonstrating process S11-S16 in the 1st construction method of the penetration type sea area control structure by this embodiment. 第2の構築方法であらかじめ前後面端部の基礎杭を打設する状態を示す図(a)及びその平面図(b)である。It is the figure (a) and the top view (b) which show the state which drives the foundation pile of the front-and-back surface edge part beforehand by a 2nd construction method. 第2の構築方法で堤体を補助浮体により曳航する状態を示す図(a)及びその平面図(b)である。It is the figure (a) and the top view (b) which show the state which tows a levee body with an auxiliary floating body by the 2nd construction method. 第2の構築方法で堤体を沈下させ基礎杭に沈設する状態を示す図(a)及びその平面図(b)である。It is the figure (a) and the top view (b) which show the state which sinks a levee body by the 2nd construction method, and is set in a foundation pile. 第2の構築方法で補助浮体を撤去した状態を示す図(a)及びその平面図(b)である。It is the figure (a) which shows the state which removed the auxiliary floating body with the 2nd construction method, and its top view (b). 第2の構築方法で堤体を所定位置に沈設する状態を示す図(a)及びその平面図(b)である。It is the figure (a) and the top view (b) which show the state which sinks a bank body in a predetermined position with the 2nd construction method. 第2の構築方法で前後面中央部の基礎杭を打設する状態を示す図(a)及びその平面図(b)である。It is the figure (a) and the top view (b) which show the state which drives the foundation pile of the front-back surface center part by the 2nd construction method. 海域に構築した透過式構造物に入射波が到来したときの、入射波によって生じる反射波及び透過波を説明するための概略図である。It is the schematic for demonstrating the reflected wave and transmitted wave which arise by an incident wave when an incident wave arrives at the transmission type structure constructed | assembled in the sea area. 従来の透過型海域制御構造物の堤体の据付設置工程に用いる大型起重機船を概略的に示す側面図である。It is a side view which shows roughly the large-sized hoist ship used for the installation installation process of the bank body of the conventional transmission type sea area control structure. 別の海域制御構造物を概略的に示す底面図(a)、正面図(b)及び断面図(c)である。It is the bottom view (a), front view (b), and sectional drawing (c) which show another sea area control structure roughly.

以下、本発明を実施するための形態について図面を用いて説明する。図1は本実施形態の構築方法を適用可能な透過式海域制御構造物の一例を示す図であり、平面図(a)、正面図(b)、側面図(c)及び後面図(d)である。図2は図1の透過式海域制御構造物の底面図(a)及び図1(b)のII-II線に沿って切断してみた断面図(b)である。   Hereinafter, embodiments for carrying out the present invention will be described with reference to the drawings. FIG. 1 is a view showing an example of a transmission type sea area control structure to which the construction method of this embodiment can be applied, and is a plan view (a), a front view (b), a side view (c), and a rear view (d). It is. 2 is a bottom view (a) of the transmission type sea area control structure of FIG. 1 and a cross-sectional view (b) taken along line II-II of FIG. 1 (b).

図1,図2の透過式海域制御構造物10は、消波性能を有する透過型の堤体11と、堤体11を支持する複数本の基礎杭51〜56を備える基礎構造12とから構成される。複数本の基礎杭51〜53は前面側(沖側)に配置され、複数本の基礎杭54〜56は後面側(陸側)に配置される。   The transmission type sea area control structure 10 shown in FIGS. 1 and 2 includes a transmission type dam body 11 having wave-dissipating performance and a foundation structure 12 including a plurality of foundation piles 51 to 56 that support the dam body 11. Is done. The plurality of foundation piles 51 to 53 are arranged on the front side (offshore side), and the plurality of foundation piles 54 to 56 are arranged on the rear side (land side).

堤体11は、前面側(沖側)に位置し鉛直方向に延びた前面鉛直壁13と、前面鉛直壁13の上端から傾斜する前面傾斜壁14とを有し、後面側(陸側)に位置し鉛直方向に延びた後面壁15を有し、前面と後面との間に前面鉛直壁13に平行な中間壁16を有し、両側面に側面壁17,18を有する。また、堤体11は、上面の頂版19と、底面の底版20と、を有する。   The dam body 11 has a front vertical wall 13 which is located on the front side (offshore side) and extends in the vertical direction, and a front inclined wall 14 which is inclined from the upper end of the front vertical wall 13, and on the rear side (land side). It has a rear wall 15 which is positioned and extends in the vertical direction, has an intermediate wall 16 parallel to the front vertical wall 13 between the front surface and the rear surface, and side walls 17 and 18 on both side surfaces. Moreover, the bank body 11 has a top plate 19 on the top surface and a bottom plate 20 on the bottom surface.

前面鉛直壁13には、水平方向に延びて壁面の中間に開口した前面鉛直壁開口部21が左右に設けられ、前面傾斜壁14には、水平方向に延びて斜面の中間に開口した前面傾斜壁開口部22が設けられている。後面壁15には、複数の後面壁開口部23が水平方向に左右に設けられている。中間壁16には、複数の中間壁開口部24が縦方向に設けられている。さらに、頂版19には上面開口部25が設けられ、底版20には、複数の底面開口部26が設けられている。また、側面壁17,18には凹部18aが形成され、開口部が設けられていないが、開口部を設けてもよい。   The front vertical wall 13 is provided with front vertical wall openings 21 that extend in the horizontal direction and open in the middle of the wall surface, and the front inclined wall 14 extends in the horizontal direction and opens in the middle of the slope. A wall opening 22 is provided. The rear wall 15 is provided with a plurality of rear wall openings 23 on the left and right in the horizontal direction. The intermediate wall 16 is provided with a plurality of intermediate wall openings 24 in the vertical direction. Further, the top plate 19 is provided with an upper surface opening 25, and the bottom plate 20 is provided with a plurality of bottom surface openings 26. Moreover, although the recessed part 18a is formed in the side walls 17 and 18, and the opening part is not provided, you may provide an opening part.

なお、堤体11において、各開口部の好ましい開口率(部材面積に対する開口面積の割合)は、前面鉛直壁13と前面傾斜壁14とで15〜40%、後面壁15で20〜40%、頂版19、底版20の各水平版ではそれぞれ10〜35%である。   In addition, in the bank body 11, the preferable opening ratio (ratio of the opening area with respect to a member area) of each opening part is 15 to 40% with the front vertical wall 13 and the front inclined wall 14, 20 to 40% with the rear wall 15, In the horizontal plates of the top plate 19 and the bottom plate 20, the ratio is 10 to 35%.

上述のように、堤体11は、内部に中間壁開口部24のある中間壁16があるが、全体として内部が空洞となっており、周囲の部材、内部に設けられた各開口部21,22,23,24,25,26により水が透過可能な透過式の構造体となっている。   As described above, the dam body 11 has the intermediate wall 16 with the intermediate wall opening 24 inside, but the inside is hollow as a whole, the surrounding members, each opening 21 provided inside, 22, 23, 24, 25, and 26 form a permeable structure that allows water to pass therethrough.

堤体11の各基礎杭51〜56が位置する部分には、基礎杭51〜56が挿入されるようにガイド管51a〜56a(図3(b)参照)が配置されている。堤体11のガイド管に基礎杭51〜56が挿入され一体化されることで基礎構造12が構築され、堤体11が基礎構造12によって支持される。   Guide pipes 51a to 56a (see FIG. 3 (b)) are arranged at portions of the dam body 11 where the foundation piles 51 to 56 are located so that the foundation piles 51 to 56 are inserted. The foundation piles 51 to 56 are inserted into and integrated with the guide pipe of the dam body 11 to construct the foundation structure 12, and the dam body 11 is supported by the foundation structure 12.

上述の透過式海域制御構造物10は、天端高または突堤部高さが満潮時の海水面程度の高さでありかつ開口部より水の通過を許容する低天端透過式となっている。なお、堤体11の主な寸法は、例えば、海岸線に平行な横幅が16m、高さ8m、海岸線に垂直な奥行きが9.5mであるが、これらの寸法は一例であって、適宜変更可能である。また、堤体11の底版20と水底Gとの間隔は0〜2m程度が好ましい。すなわち、水底Gに対し間隔をあけて堤体11を設置する場合は、2m以下が好ましい。   The above-described transmission type sea area control structure 10 is a low top end transmission type in which the top end height or the jetty height is about the sea level at the time of high tide and allows the passage of water from the opening. . The main dimensions of the dam body 11 are, for example, a horizontal width parallel to the coastline of 16 m, a height of 8 m, and a depth perpendicular to the coastline of 9.5 m, but these dimensions are examples and can be changed as appropriate. It is. The distance between the bottom plate 20 of the dam body 11 and the water bottom G is preferably about 0 to 2 m. That is, when installing the dam body 11 at intervals with respect to the water bottom G, 2 m or less is preferable.

図1,図2の透過式海域制御構造物10によれば、沖側からの入射波の越波(堤体11の上部を越えようとする波)に伴う砕波によるエネルギー損失、前面傾斜壁14の前面傾斜壁開口部22における流出水、流入水による乱れによるエネルギー損失、中間壁開口部24、後面壁開口部23、底面開口部26の各開口により、向きが互いに反対に発生する渦によるエネルギー損失などの各エネルギー損失効果が相乗して消波を促進し、エネルギー損失による消波性能を向上させることができる。   According to the transmission type sea area control structure 10 of FIGS. 1 and 2, energy loss due to breaking waves due to overtopping of incident waves from the offshore side (waves going over the upper part of the dam body 11), Energy loss caused by vortices generated in opposite directions due to the outflow water at the front inclined wall opening 22, energy loss due to turbulence due to the inflow water, the intermediate wall opening 24, the rear wall opening 23, and the bottom opening 26. The effects of energy loss such as these can synergize to promote wave extinction and improve the wave extinction performance due to energy loss.

次に、図1,図2の堤体を運搬し設置するための補助浮体について図3を参照して説明する。図3は本実施形態で使用可能な補助浮体の側面図(a)及び平面図(b)である。   Next, the auxiliary floating body for carrying and installing the bank body of FIG. 1, FIG. 2 is demonstrated with reference to FIG. FIG. 3 is a side view (a) and a plan view (b) of an auxiliary floating body that can be used in this embodiment.

補助浮体Jは、図3(a)(b)のように、内部が空洞Kで、上面J1が平坦な台船状をした浮体から構成され、空洞K内に注水することで沈下し、また空洞K内の水をポンプ等により排出することで浮上するようになっている。   As shown in FIGS. 3 (a) and 3 (b), the auxiliary floating body J is constituted by a floating body with a hollow K inside and a flat top surface J1 and sinks by pouring water into the cavity K. The water in the cavity K rises by being discharged by a pump or the like.

補助浮体Jは、上面J1に図3(a)の破線で示す堤体11を載せて浮上し曳航船により曳航されるようになっている。図3(b)のように、補助浮体Jの幅W1は堤体11の横幅Wよりも狭くなっており、補助浮体J上に堤体11を載せたとき、ガイド管51a、53a及びガイド管54a、56aの各位置が補助浮体Jからはみ出るようになっている。ガイド管51a、53aは堤体11の前面両端部の基礎杭51,53に対応し、ガイド管54a、56aは後面両端部の基礎杭54,56に対応する。   The auxiliary floating body J is levitated with the levee body 11 indicated by the broken line in FIG. 3A on the upper surface J1 and is towed by the towing vessel. As shown in FIG. 3B, the width W1 of the auxiliary floating body J is narrower than the lateral width W of the levee body 11, and when the levee body 11 is placed on the auxiliary floating body J, the guide pipes 51a and 53a and the guide pipe Each position of 54a and 56a protrudes from the auxiliary floating body J. The guide pipes 51a and 53a correspond to the foundation piles 51 and 53 at both ends of the front surface of the dam body 11, and the guide pipes 54a and 56a correspond to the foundation piles 54 and 56 at both ends of the rear face.

透過型の堤体11は、その構造上、各部材に、図2(b)のように堤体11内の空洞Cに連通する開口部を有するため、浮力を利用することができず、水面に浮上させて運搬することが困難であったが、堤体11を製作した製作ヤードから図3の補助浮体Jに載せて浮上させて設置対象の水域まで運搬することができる。さらに、堤体11を補助浮体Jに載せて支えた状態で据え付け設置のために水中へと沈下させる場合、堤体11は、各部材に内部の空洞Cへ連通する開口部を有するため空洞Cが直ちに水で満たされ、余分な浮力が作用しないので、補助浮体Jとともに簡単に沈下させてあらかじめ打設した基礎杭に挿入して設置することができる。このため、堤体11の設置を従来のような大型の起重機船を必要とせずに行うことができ、しかも安全にかつ低コストで可能である。   The transmission-type dam body 11 has an opening that communicates with the cavity C in the dam body 11 as shown in FIG. 2B due to its structure, so that buoyancy cannot be used. However, it is difficult to float and transport to the water area to be installed from the production yard in which the bank body 11 is manufactured. Further, when the levee body 11 is submerged into the water for installation and installed in a state where the levee body 11 is mounted on the auxiliary floating body J, the dam body 11 has an opening communicating with the internal cavity C in each member. Is immediately filled with water and no extra buoyancy is applied, so it can be easily installed together with the auxiliary floating body J and inserted into a foundation pile placed in advance. For this reason, installation of the dam body 11 can be performed without requiring a large-sized hoist ship as in the prior art, and can be performed safely and at low cost.

次に、図1,図2の透過式海域制御構造物10を構築する第1,第2の構築方法について説明する。   Next, the first and second construction methods for constructing the transmission type sea area control structure 10 of FIGS. 1 and 2 will be described.

〈第1の構築方法〉
本実施形態による透過式海域制御構造物の第1の構築方法について図4〜図12を参照して説明する。図4は、本実施形態による透過式海域制御構造物の第1の構築方法における工程S01〜S08を説明するためのフローチャートである。
<First construction method>
A first construction method of the transmission type sea area control structure according to the present embodiment will be described with reference to FIGS. FIG. 4 is a flowchart for explaining steps S01 to S08 in the first construction method of the transmission type sea area control structure according to the present embodiment.

図5は第1の構築方法であらかじめ前面端部の基礎杭を打設する状態を示す図(a)及びその平面図(b)である。図6は第1の構築方法で堤体を補助浮体により曳航する状態を示す図(a)及びその平面図(b)である。図7は第1の構築方法で堤体を沈下させ基礎杭に沈設する状態を示す図(a)及びその平面図(b)である。図8は第1の構築方法で後面端部の基礎杭を打設する状態を示す図(a)及びその平面図(b)である。図9は第1の構築方法で補助浮体を撤去した状態を示す図(a)及びその平面図(b)である。図10は第1の構築方法で堤体を所定位置に沈設する状態を示す図(a)及びその平面図(b)である。図11は第1の構築方法で前後面中央部の基礎杭を打設する状態を示す図(a)及びその平面図(b)である。図12は第1の構築方法で後面端部の基礎杭を打設する状態を示す図(a)及びその平面図(b)である。   FIG. 5 is a diagram (a) and a plan view (b) showing a state in which a foundation pile at the front end portion is placed in advance by the first construction method. FIG. 6 is a diagram (a) and a plan view (b) showing a state where the levee body is towed by the auxiliary floating body in the first construction method. FIG. 7 is a diagram (a) and a plan view (b) showing a state in which the dam body is sunk by the first construction method and laid on a foundation pile. FIG. 8 is a diagram (a) and a plan view (b) showing a state in which a foundation pile at a rear end portion is driven by the first construction method. FIG. 9A is a diagram illustrating a state where the auxiliary floating body is removed by the first construction method, and FIG. 9B is a plan view thereof. FIG. 10 is a diagram (a) and a plan view (b) showing a state in which the bank body is sunk at a predetermined position by the first construction method. FIG. 11: is a figure (a) and the top view (b) which show the state which drives the foundation pile of the front-back surface center part by the 1st construction method. FIG. 12 is a diagram (a) and a plan view (b) showing a state in which a foundation pile at the rear end portion is driven by the first construction method.

まず、図5(a)(b)のように、堤体11を設置する破線で示す設置対象領域Rに、前面(沖側)両端部の基礎杭51,53を杭打船Dによりあらかじめ打設し、堤体11を暫定的に受けて支持する仮受けブラケット27を設置する(S01)。仮受けブラケット27は、公知のバンド等を用いて基礎杭に取り付け、仮固定しておく。なお、前面側の基礎杭51〜53は、後面側の基礎杭54〜56よりも完成天端高さが低い。また、堤体11を図2(b)と同様の断面図で示すが、図5(a)の破線位置が堤体11の最終的な設置位置である。   First, as shown in FIGS. 5 (a) and 5 (b), foundation piles 51 and 53 at both ends of the front surface (offshore side) are struck in advance by a pile driving ship D in an installation target region R indicated by a broken line where the dam body 11 is installed. The provisional receiving bracket 27 is installed and temporarily receives and supports the dam body 11 (S01). The temporary receiving bracket 27 is attached and temporarily fixed to the foundation pile using a known band or the like. In addition, the completion | finish top end height of the foundation piles 51-53 of the front side is lower than the foundation piles 54-56 of the rear side. Moreover, although the bank body 11 is shown with sectional drawing similar to FIG.2 (b), the broken-line position of Fig.5 (a) is a final installation position of the bank body 11. FIG.

次に、図3の補助浮体Jを用いて、堤体11を補助浮体Jに積載し、図6(a)(b)のように、透過式海域制御構造物10を構築する水域へと曳航船Fによって曳航する(S02)。   Next, using the auxiliary floating body J of FIG. 3, the levee body 11 is loaded on the auxiliary floating body J, and as shown in FIGS. 6 (a) and 6 (b), it is towed to the water area where the transmission type sea area control structure 10 is constructed. Towed by ship F (S02).

次に、図7(a)(b)のように、補助浮体J内の空洞K(図3)に注水することで補助浮体Jとともに堤体11を沈下させ、堤体11を基礎杭51,53に挿入し、仮受けブラケット27に沈設する(S03)。このように堤体11を設置したときに発生する荷重を仮受けブラケット27により基礎杭51,53に伝達して堤体11の安定性を確保することができる。   Next, as shown in FIGS. 7 (a) and 7 (b), the levee body 11 is sunk together with the auxiliary floating body J by pouring water into the cavity K (FIG. 3) in the auxiliary floating body J. 53 is inserted into the provisional receiving bracket 27 (S03). In this manner, the load generated when the bank body 11 is installed can be transmitted to the foundation piles 51 and 53 by the temporary receiving bracket 27 to ensure the stability of the bank body 11.

次に、図8(a)(b)のように、堤体11が沈下した補助浮体Jに載った状態で、後面(陸側)両端部の基礎杭54,56を打設し、仮受けブラケット27を設置し仮固定する(S04)。このとき基礎杭54,56は所定高さ(設計高さ)よりも高い位置までしか打設されない。なお、堤体11の沈下高さ位置は、補助浮体Jが水平方向に移動できる高さとする。   Next, as shown in FIGS. 8 (a) and 8 (b), foundation piles 54 and 56 on both ends of the rear surface (land side) are driven in a state where the levee body 11 is placed on the subsidized auxiliary floating body J. The bracket 27 is installed and temporarily fixed (S04). At this time, the foundation piles 54 and 56 are driven only up to a position higher than a predetermined height (design height). In addition, the subsidence height position of the bank body 11 is set to a height at which the auxiliary floating body J can move in the horizontal direction.

次に、図9(a)(b)のように、補助浮体J内の空洞K(図3)にさらに注水することで、補助浮体Jをさらに沈下させて堤体11から離した後、補助浮体Jを水平方向に移動させて撤去する(S05)。   Next, as shown in FIGS. 9A and 9B, the auxiliary floating body J is further submerged and separated from the dam body 11 by further pouring water into the cavity K in the auxiliary floating body J (FIG. 3). The floating body J is moved in the horizontal direction and removed (S05).

次に、図10(a)(b)のように、堤体11を所定高さ位置に沈設する(S06)。このとき、例えば、小規模のクレーン船などを用いて堤体11を支持しながら仮受けブラケット27をあらかじめ所定位置に下げておく。   Next, as shown in FIGS. 10A and 10B, the dam body 11 is sunk at a predetermined height (S06). At this time, for example, the temporary receiving bracket 27 is lowered to a predetermined position in advance while supporting the dam body 11 using a small crane ship or the like.

次に、図11(a)(b)のように、前後面中央部の基礎杭52,55を所定高さまで打設する(S07)。   Next, as shown in FIGS. 11 (a) and 11 (b), foundation piles 52 and 55 at the center of the front and rear surfaces are driven to a predetermined height (S07).

次に、図12(a)(b)のように、工程S04で打設した後面端部の基礎杭54,56をさらに打設し、所定高さまで打設することで堤体11の設置が完了する(S08)。   Next, as shown in FIGS. 12 (a) and 12 (b), the foundation piles 54 and 56 at the rear end portion placed in step S04 are further placed, and the levee body 11 is installed by placing the piles to a predetermined height. Completion (S08).

この後、堤体11のガイド管51a〜56aと基礎杭51〜56との間の隙間にモルタルグラウトを充填し堤体と基礎杭との一体化を図る。また、仮受けブラケット27は、取り外してもよいが、残してもよく、残す場合には水中溶接等で基礎杭に取り付けることができる。   Thereafter, the gap between the guide pipes 51a to 56a of the levee body 11 and the foundation piles 51 to 56 is filled with mortar grout to integrate the dam body and the foundation pile. Moreover, although the temporary support bracket 27 may be removed, it may be left, and when left, it can be attached to the foundation pile by underwater welding or the like.

以上のようにして、透過式海域制御構造物10の所定の設置位置での構築が完成する。   As described above, the construction of the transmission type sea area control structure 10 at the predetermined installation position is completed.

〈第2の構築方法〉
本実施形態による透過式海域制御構造物の第2の構築方法について図13〜図19を参照して説明する。図13は、本実施形態による透過式海域制御構造物の第1の構築方法における工程S11〜S16を説明するためのフローチャートである。
<Second construction method>
A second construction method of the transmission type sea area control structure according to the present embodiment will be described with reference to FIGS. FIG. 13 is a flowchart for explaining steps S11 to S16 in the first construction method of the transmission type sea area control structure according to the present embodiment.

図14は第2の構築方法であらかじめ前後面端部の基礎杭を打設する状態を示す図(a)及びその平面図(b)である。図15は第2の構築方法で堤体を補助浮体により曳航する状態を示す図(a)及びその平面図(b)である。図16は第2の構築方法で堤体を沈下させ基礎杭に沈設する状態を示す図(a)及びその平面図(b)である。図17は第2の構築方法で補助浮体を撤去した状態を示す図(a)及びその平面図(b)である。図18は第2の構築方法で堤体を所定位置に沈設する状態を示す図(a)及びその平面図(b)である。図19は第2の構築方法で前後面中央部の基礎杭を打設する状態を示す図(a)及びその平面図(b)である。   FIG. 14: is a figure (a) and the top view (b) which show the state which lays the foundation pile of a front-and-back surface edge part beforehand by a 2nd construction method. FIG. 15A is a diagram illustrating a state where the levee body is towed by an auxiliary floating body by the second construction method, and FIG. 15B is a plan view thereof. FIG. 16: is a figure (a) and the top view (b) which show the state which sinks a bank body by the 2nd construction method, and is set to a foundation pile. FIG. 17 is a diagram (a) and a plan view (b) showing a state where the auxiliary floating body is removed by the second construction method. FIG. 18 is a diagram (a) and a plan view (b) showing a state in which the bank body is sunk at a predetermined position by the second construction method. FIG. 19 is a diagram (a) and a plan view (b) showing a state in which a foundation pile at the center portion of the front and rear surfaces is driven by the second construction method.

まず、図14(a)(b)のように、堤体11を設置する破線で示す設置対象領域Rに、前後両端部の基礎杭51,53,54,56を杭打船Dによりあらかじめ打設し、堤体11を受ける仮受けブラケット27を設置する(S11)。仮仮受けブラケット27は、公知のバンド等を用いて基礎杭に取り付け、仮固定しておく。なお、前面側の基礎杭51〜53は、後面側の基礎杭54〜56よりも完成天端高さが低い。   First, as shown in FIGS. 14A and 14B, foundation piles 51, 53, 54, and 56 at both front and rear ends are preliminarily hit by a pile driving ship D in an installation target region R indicated by a broken line where the dam body 11 is installed. The provisional receiving bracket 27 that receives the dam body 11 is installed (S11). The temporary provisional bracket 27 is attached to the foundation pile using a known band or the like and temporarily fixed. In addition, the completion | finish top end height of the foundation piles 51-53 of the front side is lower than the foundation piles 54-56 of the rear side.

次に、図3の補助浮体Jを用いて、堤体11を補助浮体Jに積載し、図15(a)(b)のように、透過式海域制御構造物10を構築する水域へと曳航船Fによって曳航する(S12)。   Next, using the auxiliary floating body J of FIG. 3, the levee body 11 is loaded on the auxiliary floating body J, and as shown in FIGS. 15 (a) and 15 (b), it is towed to the water area where the transmission type sea area control structure 10 is constructed. Towed by the ship F (S12).

次に、図16(a)(b)のように、補助浮体J内の空洞K(図3)に注水することで補助浮体Jとともに堤体11を沈下させ、堤体11を基礎杭51,53,54,56に挿入し、仮受けブラケット27に沈設する(S13)。このように堤体11を設置したときに発生する荷重を仮受けブラケット27により基礎杭51,53,54,56に伝達して堤体11の安定性を確保することができる。   Next, as shown in FIGS. 16 (a) and 16 (b), water is poured into the cavity K (FIG. 3) in the auxiliary floating body J to sink the levee body 11 together with the auxiliary floating body J. It inserts in 53,54,56, and sinks to the temporary receiving bracket 27 (S13). In this way, the load generated when the bank body 11 is installed can be transmitted to the foundation piles 51, 53, 54, and 56 by the temporary receiving bracket 27 to ensure the stability of the bank body 11.

次に、図17(a)(b)のように、補助浮体J内の空洞K(図3)にさらに注水することで、補助浮体Jをさらに沈下させて堤体11から離した後、補助浮体Jを水平方向に移動させて撤去する(S14)。   Next, as shown in FIGS. 17A and 17B, the auxiliary floating body J is further submerged and separated from the dam body 11 by further pouring water into the cavity K in the auxiliary floating body J (FIG. 3). The floating body J is moved in the horizontal direction and removed (S14).

次に、図18(a)(b)のように、堤体11を所定高さ位置に沈設する(S15)。このとき、例えば、小規模のクレーン船などを用いて堤体11を支持しながら仮受けブラケット27をあらかじめ所定位置に下げておく。   Next, as shown in FIGS. 18A and 18B, the dam body 11 is sunk at a predetermined height (S15). At this time, for example, the temporary receiving bracket 27 is lowered to a predetermined position in advance while supporting the dam body 11 using a small crane ship or the like.

次に、図19(a)(b)のように、前後面中央部の基礎杭52,55を所定高さまで打設することで堤体11の設置が完了する(S16)。   Next, as shown in FIGS. 19 (a) and 19 (b), installation of the dam body 11 is completed by driving the foundation piles 52 and 55 at the center of the front and rear surfaces to a predetermined height (S16).

この後、堤体11のガイド管51a〜56aと基礎杭51〜56との間の隙間にモルタルグラウトを充填し堤体と基礎杭との一体化を図る。また、仮受けブラケット27は、取り外してもよいが、残してもよく、残す場合には水中溶接等で基礎杭に取り付けることができる。   Thereafter, the gap between the guide pipes 51a to 56a of the levee body 11 and the foundation piles 51 to 56 is filled with mortar grout to integrate the dam body and the foundation pile. Moreover, although the temporary support bracket 27 may be removed, it may be left, and when left, it can be attached to the foundation pile by underwater welding or the like.

以上のようにして、透過式海域制御構造物10の所定の設置位置での構築が完了する。   As described above, the construction of the transmission type sea area control structure 10 at the predetermined installation position is completed.

以上のように、本実施形態の第1及び第2の構築方法によれば、堤体11を補助浮体Jに載せて設置対象の水域まで運搬し、補助浮体Jとともに堤体11を水中へ沈下させて、あらかじめ打設された基礎杭に設置することができる。補助浮体Jをさらに沈下させて堤体11から離して移動させ撤去した後、打設が完了していない基礎杭がある場合、その打設を行うことができる。このようにして堤体11を簡単な工程で設置することができるので、従来のような大型の起重機船を必要とせず、安全にかつ低コストで透過式海域制御構造物10を構築することができる。   As described above, according to the first and second construction methods of this embodiment, the levee body 11 is carried on the auxiliary floating body J and transported to the installation target water area, and the levee body 11 is submerged into the water together with the auxiliary floating body J. And can be installed on pre-found foundation piles. After the auxiliary floating body J is further submerged, moved away from the dam body 11 and removed, if there is a foundation pile that has not been placed, the placement can be performed. Since the dam body 11 can be installed in a simple process as described above, the transmission type sea area control structure 10 can be constructed safely and at low cost without requiring a large-sized hoisting ship as in the prior art. it can.

また、堤体11を補助浮体Jに載せたとき堤体11の被挿入部の一部51a,53a,54a,56aが補助浮体Jからはみ出るようにして運搬し、堤体11を補助浮体Jに載せたまま補助浮体Jとともに沈下させることで、補助浮体Jからはみ出た堤体の被挿入部に対しあらかじめ打設した基礎杭を挿入して堤体11を据え付け設置することができる。   Further, when the levee body 11 is placed on the auxiliary floating body J, a part 51a, 53a, 54a, 56a of the inserted portion of the levee body 11 is transported so as to protrude from the auxiliary floating body J, and the levee body 11 is transferred to the auxiliary floating body J. By sinking together with the auxiliary floating body J while being placed, the foundation pile placed in advance can be inserted into the insertion portion of the bank body protruding from the auxiliary floating body J, and the bank body 11 can be installed and installed.

以上のように本発明を実施するための形態について説明したが、本発明はこれらに限定されるものではなく、本発明の技術的思想の範囲内で各種の変形が可能である。例えば、本発明の構築方法を適用可能な透過式海域制御構造物は、図1,図2の構造に限定されず、他の構造であってもよいことはもちろんである。例えば、図22(a)〜(c)のような海域制御構造物に対して適用可能である。   As described above, the modes for carrying out the present invention have been described. However, the present invention is not limited to these, and various modifications can be made within the scope of the technical idea of the present invention. For example, the transmission type sea area control structure to which the construction method of the present invention can be applied is not limited to the structure shown in FIGS. 1 and 2, but may be other structures. For example, the present invention can be applied to a sea area control structure as shown in FIGS.

すなわち、図22(a)〜(c)の海域制御構造物は、内部が空洞化された箱形ブロック91が複数の杭90により水底に固定されるもので、箱形ブロック91は、複数の開口部93を有する前面側(沖側)の前面壁92と、複数の開口部95を有する後面側(陸側)の後面壁94と、複数の中間壁開口部97を有する中間壁96と、を備え、底版98に複数の開口部99を有し、頂版に開口部99と同様の複数の開口部を有する。後面壁94には平均海面から突出するよう上面側に突設部94aが設けられている。図22(a)〜(c)の海域制御構造物は、上述の実施形態と同様にして運搬し沈下させることで設置することができる。なお、箱形ブロック91の両側面に開口部を設けていないが、設けてもよい。   That is, in the sea area control structures of FIGS. 22A to 22C, the box-shaped block 91 whose inside is hollowed is fixed to the bottom of the water by the plurality of piles 90. A front side wall 92 having an opening 93 (offshore side), a rear side wall 94 having a plurality of openings 95 (land side), an intermediate wall 96 having a plurality of intermediate wall openings 97, and The bottom plate 98 has a plurality of openings 99, and the top plate has a plurality of openings similar to the openings 99. The rear wall 94 is provided with a protruding portion 94a on the upper surface side so as to protrude from the average sea level. The sea area control structures of FIGS. 22A to 22C can be installed by carrying and sinking in the same manner as in the above-described embodiment. In addition, although the opening part is not provided in the both sides | surfaces of the box-shaped block 91, you may provide.

また、本実施形態の構築工法を適用した透過式海域制御構造物は、基礎杭が前面側3本、後面側3本の基礎構造であったが、本発明はこれ以外の基礎構造を有する透過式海域制御構造物に適用してもよいことはもちろんであり、例えば、基礎杭が前面側2本、後面側2本の基礎構造であってもよく、この場合、すべての基礎杭をあらかじめ打設しておいてもよい。   In addition, the transmission type sea area control structure to which the construction method of the present embodiment is applied was a foundation structure with three foundation piles on the front side and three on the rear side, but the present invention has a transmission structure having other foundation structures. Of course, the foundation pile may be applied to a foundation structure with two front piles and two rear piles. In this case, all foundation piles are driven in advance. It may be installed.

また、図1の堤体11は、前面側(沖側)に前面鉛直壁13と前面傾斜壁14とを有する構成であるが、前面全体を鉛直壁に構成してもよく、また、前面全体を傾斜壁に構成してもよい。   Moreover, although the dam body 11 of FIG. 1 is the structure which has the front vertical wall 13 and the front inclined wall 14 in the front side (offshore side), you may comprise the whole front surface in a vertical wall, and the whole front surface. May be configured as an inclined wall.

本発明の透過式海域制御構造物の構築方法によれば、透過型海域制御構造物を大型の起重機船を使用せずに簡単な工程で構築することができ、安全面及び経済面で有利な構築方法を提供できるので、海域において入射波によって生じる反射波及び透過波をともに低減させることで前面(沖側)の砂の浸食及び背面(陸側)の砂の堆積を減らすことができる透過型海域制御構造物を低コストでかつ安全に構築することができる。   According to the construction method of the transmission type sea area control structure of the present invention, the transmission type sea area control structure can be constructed by a simple process without using a large hoisting ship, which is advantageous in terms of safety and economy. Since the construction method can be provided, the transmission type that can reduce the erosion of sand on the front side (offshore side) and the accumulation of sand on the back side (land side) by reducing both reflected waves and transmitted waves caused by incident waves in the sea area A sea area control structure can be constructed at low cost and safely.

10 透過式海域制御構造物
11 堤体
12 基礎構造
13 前面鉛直壁
14 前面傾斜壁
15 後面壁
16 中間壁
17,18 側面壁
19 頂版
20 底版
21 前面鉛直壁開口部
22 前面傾斜壁開口部
23 後面壁開口部
24 中間壁開口部
25 上面開口部
26 底面開口部
27 仮受けブラケット(仮受け部材)
51a〜56a ガイド管(被挿入部)
51〜56 基礎杭
G 水底
J 補助浮体
DESCRIPTION OF SYMBOLS 10 Transmission type sea area control structure 11 Deck body 12 Foundation structure 13 Front vertical wall 14 Front inclined wall 15 Rear wall 16 Rear wall 16 Intermediate wall 17, 18 Side wall 19 Top plate 20 Bottom plate 21 Front vertical wall opening 22 Front inclined wall opening 23 Rear wall opening 24 Intermediate wall opening 25 Upper surface opening 26 Bottom surface opening 27 Temporary receiving bracket (temporary receiving member)
51a to 56a Guide tube (inserted portion)
51-56 Foundation pile G Water bottom J Auxiliary floating body

Claims (3)

内部の空洞に連通するように上面、底面、前面及び後面に開口部をそれぞれ有し消波性能を備える透過型の堤体と、前記堤体を支持する複数本の基礎杭を備える基礎構造と、から構成され、前記堤体は、前記複数の基礎杭に対応する複数の位置に前記基礎杭が挿入される複数の被挿入部を有する透過式海域制御構造物を構築する方法であって、
前記基礎杭の少なくとも一部を打設し、
前記堤体を沈下可能な台船状の補助浮体に載せたとき前記被挿入部の少なくとも一部が前記補助浮体からはみ出るようにして設置対象の水域まで運搬し、
前記補助浮体とともに前記堤体を水中へ沈下させ
前記堤体の前記はみ出た被挿入部に前記打設された基礎杭を挿入することで前記堤体を前記打設された基礎杭に設置し、
前記補助浮体をさらに沈下させて前記堤体から離してから移動させ、
前記複数の基礎杭のうちで打設が完了していない基礎杭がある場合、その打設を行うことを特徴とする透過式海域制御構造物の構築方法。
A transmission type dam body having openings on the upper surface, the bottom surface, the front surface and the rear surface so as to communicate with the internal cavity and having a wave-dissipating performance, and a foundation structure including a plurality of foundation piles supporting the dam body , is composed of, the embankment is there a way to build a transmissive waters control structures that Yusuke plurality of inserted part of the foundation pile is inserted into a plurality of positions corresponding to said plurality of foundation piles And
Placing at least a portion of the foundation pile,
Transported to the inserted part of at least a part of the installation target as protruding from said auxiliary floating body of water when the embankment placed on subsidence can barge shaped auxiliary floating body,
The submerged body is submerged into the water together with the auxiliary floating body ,
Installing the dam body in the laid foundation pile by inserting the laid foundation pile into the protruding insertion portion of the dam body ;
Move the auxiliary floating body after further subsiding and moving away from the levee body,
When there is a foundation pile that has not been completely cast out of the plurality of foundation piles, the construction method for a transmissive sea area control structure is performed.
前記はみ出た被挿入部に対応する基礎杭を前記堤体が前記補助浮体に載った状態で打設する請求項に記載の透過式海域制御構造物の構築方法。 The construction method of a transmission type sea area control structure according to claim 1 , wherein a foundation pile corresponding to the protruding insertion portion is driven in a state where the dam body is mounted on the auxiliary floating body. 前記堤体の設置の際に前記堤体を暫定的に受けて支持する仮受け部材を前記基礎杭にあらかじめ設置する請求項1または2に記載の透過式海域制御構造物の構築方法。 The construction method of a transmissive sea area control structure according to claim 1 or 2 , wherein a temporary receiving member that provisionally receives and supports the levee body is installed on the foundation pile in advance when the levee body is installed.
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