JP5763445B2 - Breakwater structures and breakwaters - Google Patents

Breakwater structures and breakwaters Download PDF

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JP5763445B2
JP5763445B2 JP2011142753A JP2011142753A JP5763445B2 JP 5763445 B2 JP5763445 B2 JP 5763445B2 JP 2011142753 A JP2011142753 A JP 2011142753A JP 2011142753 A JP2011142753 A JP 2011142753A JP 5763445 B2 JP5763445 B2 JP 5763445B2
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breakwater
anchor
main body
foundation
hole
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JP2013011064A (en
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峯夫 森元
峯夫 森元
竹家　宏治
宏治 竹家
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SE Corp
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    • 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

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Description

本発明は、プレキャストコンクリートで作製された防波堤用構造物、該防波堤用構造物を用いた防波堤の構築方法、および該防波堤の構築方法により構築された防波堤に関する。   The present invention relates to a breakwater structure made of precast concrete, a breakwater construction method using the breakwater structure, and a breakwater constructed by the breakwater construction method.

従来、防波堤の構築においては、予め作製されたコンクリートケーソンを防波堤施工海域まで曳航し、設置予定の基礎マウンド上に係留して、その後、位置調整しながら前記基礎マウンド面の上に沈設し、コンクリートケーソン内に中詰材を充填することで防波堤の滑動および転倒を防止する重力式構造の防波堤が用いられている。
また、特許文献１には、ケーソン設置後にその下方に立坑を掘削し、当該立坑内にコンクリートを設置して基礎を形成するケーソン堤の構築方法が提案されている。 Conventionally, in the construction of a breakwater, a pre-fabricated concrete caisson is towed to the breakwater construction area, moored on the foundation mound to be installed, and then placed on the foundation mound surface while adjusting the position. A breakwater with a gravitational structure that prevents the breakwater from sliding and falling by filling the caisson with filling material is used.
Patent Document 1 proposes a caisson bank construction method in which a cavern is excavated below the caisson and a concrete is installed in the shaft to form a foundation.

特開２００４−１３７８０７号公報JP 2004-137807 A

しかし、従来の防波堤の構築工法では、コンクリートケーソンの曳航に手間が掛かるとともに、設置工事についても大量の中詰材が必要となり、工期も長く費用もかかるという問題があった。
また、特許文献１に記載の構築方法では、海底に掘削孔を施工して、コンクリートを打設するので、掘削設備が大掛かりとなり手間の掛かる工事となり工期が長期化する。
さらに、地震および津波により防波堤が破壊された場合、早急に復旧することが求められるが、従来の防波堤の構築工法および特許文献１に記載の構築方法では、工期が長いため早急に復旧することが出来なかった。 However, the conventional construction method of a breakwater has a problem that it takes time to tow a concrete caisson, and a large amount of filling material is required for installation work, and the construction period is long and expensive.
Moreover, in the construction method described in Patent Document 1, since the excavation hole is constructed in the seabed and the concrete is placed, the excavation equipment becomes large and labor-intensive, and the construction period is prolonged.
Furthermore, when a breakwater is destroyed by an earthquake and a tsunami, it is required to quickly restore it. However, the conventional breakwater construction method and the construction method described in Patent Document 1 can be restored quickly because the construction period is long. I could not do it.

本発明は、陸上でプレキャストコンクリートにより防波堤用構造物を作製し、台船等により施工場所に運搬して基礎マウンド上にクレーンにより設置し、グラウンドアンカーにより地盤に固定することで、従来の防波堤と同等の耐滑動性および耐転倒性を有する防波堤を短工期で構築可能な防波堤用構造物、防波堤の構築方法、および防波堤を提供することを目的とする。   The present invention creates a breakwater structure on the land using precast concrete, transports it to a construction site by a trolley etc., installs it on a foundation mound with a crane, and fixes it to the ground with a ground anchor, An object of the present invention is to provide a breakwater structure, a breakwater construction method, and a breakwater capable of building a breakwater having equivalent sliding resistance and tipping resistance in a short construction period.

上記目的を達成するために、本発明に係る防波堤用構造物の要旨は、プレキャストコンクリートで作製された防波堤用構造物であって、水底に設けられた基礎マウンドの頂部に接地する基礎部と、前記基礎部から略直立し、防波面を有する本体部と、前記基礎部および前記防波面に対し略直角に設けられた控え壁とを有し、前記本体部の頂部または前記基礎部から、前記水底に対してグラウンドアンカーを挿通可能とし、前記本体部が軽量化と波の力に耐えるために外洋側に寄って設けられるとともに、それによって本体部の控え壁における張り出し部分が外洋側に比較して港内側が大きくされていることである。 In order to achieve the above object, the gist of the structure for breakwaters according to the present invention is a structure for breakwaters made of precast concrete, and a foundation part that contacts the top of a foundation mound provided on the bottom of the water , A main body portion that is substantially upright from the base portion and has a wave-preventing surface; and a retaining wall provided substantially perpendicular to the base portion and the wave-preventing surface; from the top of the main body portion or the base portion; A ground anchor can be inserted into the bottom of the water, and the main body is provided closer to the open ocean side to withstand weight and wave forces, so that the overhanging portion of the retaining wall of the main body is compared to the open ocean side. The inside of the port is enlarged.

また、本発明に係る防波堤は、上記本発明に係る防波堤用構造物を緊張材により複数連結して構築されたことである。 Moreover, the breakwater according to the present invention is constructed by connecting a plurality of the breakwater structures according to the present invention with tension materials.

本発明によれば、防波堤を複数の防波堤用構造物で構成することで、それぞれの防波堤用構造物を軽量化することができる。また、陸上で作製した防波堤用構造物を台船等により施工場所に運搬し、グラウンドアンカーにより地盤に固定することで、従来の防波堤と同等の耐滑動性および耐転倒性を有する防波堤を、短工期で構築することができ、さらに、地震および津波により従来の防波堤が破壊された場合であっても、基礎マウンド上に本発明に係る防波堤用構造物を設置することで、早急に防波堤を修復することができる。
また、防波堤用構造物が軽量化され工期が短くなることで、安価に防波堤を構築することができる。 According to the present invention, each breakwater structure can be reduced in weight by configuring the breakwater with a plurality of breakwater structures. In addition, a breakwater structure that has the same sliding resistance and tipping resistance as a conventional breakwater can be shortened by transporting a breakwater structure manufactured on land to a construction site by a trolley etc. and fixing it to the ground with a ground anchor. Even if a conventional breakwater is destroyed by an earthquake and tsunami, the breakwater can be quickly restored by installing the breakwater structure according to the present invention on the foundation mound. can do.
Moreover, since the structure for breakwaters is reduced in weight and the construction period is shortened, a breakwater can be constructed at low cost.

本発明に係る防波堤用構造物の一例を表す斜視図である。It is a perspective view showing an example of the structure for breakwaters concerning the present invention. 本発明に係る防波堤の一例の、縦断面図（Ａ）と、一部平面図（Ｂ）とである。It is a longitudinal cross-sectional view (A) of an example of the breakwater which concerns on this invention, and a partial top view (B). 本発明に係る防波堤の他の一例の、縦断面図（Ａ）と、一部平面図（Ｂ）とである。They are a longitudinal cross-sectional view (A) of another example of the breakwater which concerns on this invention, and a partial top view (B). 本発明に係る防波堤の他の一例の、縦断面図（Ａ）と、一部平面図（Ｂ）とである。They are a longitudinal cross-sectional view (A) of another example of the breakwater which concerns on this invention, and a partial top view (B).

以下に、添付の図面に示す好適実施形態に基づいて、本発明に係る防波堤用構造物、防波堤の構築方法、および防波堤について詳細に説明する。   Hereinafter, a breakwater structure, a breakwater construction method, and a breakwater according to the present invention will be described in detail based on preferred embodiments shown in the accompanying drawings.

図１は、本発明に係る防波堤用構造物の実施形態の一例を示す。防波堤用構造物１０は、中実なプレキャストコンクリートからなり、基礎部１２、本体部（躯体）１４、および控え壁１６により構成される。
基礎部１２は、設置時に水底または地面に設けられた基礎マウンドの頂部に設置する底面を有し、上面側には後述する本体部１４および控え壁１６が接続されている。 FIG. 1 shows an example of an embodiment of a breakwater structure according to the present invention. The breakwater structure 10 is made of solid precast concrete, and includes a base portion 12, a main body portion (frame) 14, and a retaining wall 16.
The foundation 12 has a bottom surface that is installed at the top of a foundation mound provided on the water bottom or the ground at the time of installation, and a main body 14 and a retaining wall 16 to be described later are connected to the upper surface side.

本体部１４は、基礎部１２上に略垂直に直立し、防波堤１（図２参照）として設置されたときに波を反射する作用を有する（以下、波を反射する面を防波面ともいう）。本体部１４の厚さは、その下部側において基礎部１２への接合端部、つまり、設置時の下面側に向かって厚くなっている。言い換えると、本体部１４の頂部における水平方向の断面積よりも、基礎部との接合端部における水平方向の断面積の方が大きくなっている。   The main body portion 14 stands upright substantially vertically on the base portion 12 and has a function of reflecting waves when installed as the breakwater 1 (see FIG. 2) (hereinafter, a surface that reflects waves is also referred to as a wave preventing surface). . The thickness of the main body portion 14 is thicker toward the lower end side of the main body portion 14 toward the joining end portion to the base portion 12, that is, the lower surface side at the time of installation. In other words, the horizontal cross-sectional area at the joint end with the base portion is larger than the horizontal cross-sectional area at the top of the main body portion 14.

本体部１４には、後述するグラウンドアンカー（アンカー）４を挿通するアンカー挿通部１８、設置時に防波堤１の内外の海水を交換するための貫通孔２０、および、設置時に複数の防波堤用構造物１０を防波堤の長手方向に連結するための緊張材を挿通させる緊張材用貫通孔２２が設けられている。   The main body portion 14 includes an anchor insertion portion 18 through which a ground anchor (anchor) 4 described later is inserted, a through hole 20 for exchanging seawater inside and outside the breakwater 1 at the time of installation, and a plurality of breakwater structures 10 at the time of installation. There is provided a tension material through-hole 22 for inserting a tension material for connecting the length of the breakwater in the longitudinal direction of the breakwater.

アンカー挿通部１８は、本体部１４の頂部、つまり、防波堤用構造物１０の頂部から本体部１４の略中心を通り、基礎部１２へと貫通する貫通孔であり、一つまたは所定の間隔で複数設けられている。アンカー挿通部１８には、防波堤１の設置時に後述するアンカー４が挿通される。なお、本実施形態では本体部１４の頂部から本体部１４の略中心を通り基礎部１２へと貫通する貫通孔であるが、これに限定されず、防波堤用構造物１０をアンカー４によって基礎マウンド上に固定することができればよく、例えば、基礎部１２の上面から下面へと貫通する貫通孔でもよい。   The anchor insertion portion 18 is a through-hole penetrating from the top portion of the main body portion 14, that is, from the top portion of the breakwater structure 10 to the base portion 12 through the substantial center of the main body portion 14, at one or a predetermined interval. A plurality are provided. The anchor 4 described later is inserted into the anchor insertion portion 18 when the breakwater 1 is installed. In this embodiment, it is a through-hole penetrating from the top of the main body portion 14 to the base portion 12 through the approximate center of the main body portion 14, but is not limited thereto, and the breakwater structure 10 is fixed to the base mound by the anchor 4. For example, it may be a through-hole penetrating from the upper surface to the lower surface of the base portion 12.

貫通孔２０は、設置時に防波堤１の内外の海水を交換するため、つまり港内の水質維持および浄化のための孔であり、本体部１４の厚さ方向に垂直な面同士、つまり、防波堤１の長手方向に平行な面である港内側と外洋側との防波面２４，２４を結ぶように、防波堤１の長手方向に所定の間隔で上下２段に設けられている。貫通孔２０は、防波堤としての機能に影響がない範囲で、港内と外洋との海水交換が可能であればどのような大きさ、配置、および数であってもよいが、フジツボ等の海洋生物が付着した場合に容易に取り除ける大きさであるのが好ましい。また、港内と外洋との海水交換が不要であれば、貫通孔２０は設けなくてもよい。   The through-hole 20 is a hole for exchanging seawater inside and outside the breakwater 1 at the time of installation, that is, for maintaining and purifying the water quality in the port, and the surfaces perpendicular to the thickness direction of the main body 14, that is, the breakwater 1 The breakwaters 1 are provided in two upper and lower stages at predetermined intervals in the longitudinal direction of the breakwater 1 so as to connect the breakwater surfaces 24 and 24 between the harbor inner side and the open ocean side, which are parallel to the longitudinal direction. The through-hole 20 may have any size, arrangement, and number as long as the seawater can be exchanged between the harbor and the open ocean as long as the function as a breakwater is not affected. Marine organisms such as barnacles It is preferable that the size is such that it can be easily removed when adhering. Moreover, if seawater exchange between the harbor and the open ocean is unnecessary, the through hole 20 may not be provided.

緊張材用貫通孔２２は、本体部１４の下部、つまり、基礎部１２との接続端部付近に、防波堤１の長手方向に貫通し、本体部１４の中心に対して線対称となるよう２つ設けられている。また、緊張材用貫通孔２２は、アンカー挿通部１８と交差しない位置とされる。
緊張材用貫通孔２２には、複数の防波堤用構造物１０を連結するための緊張材が挿通され緊張されることで、防波堤用構造物１０同士が強固に連結される。これにより、より耐滑動性および耐転倒性を高めることができる。なお、複数の防波堤用構造物１０を連結する必要がなければ、緊張材用貫通孔２２は設けなくてもよい。 The tension material through-hole 22 penetrates in the longitudinal direction of the breakwater 1 in the lower part of the main body part 14, that is, in the vicinity of the connection end part with the base part 12, and is 2 symmetric about the center of the main body part 14 One is provided. Further, the tendon through-hole 22 is a position that does not intersect the anchor insertion portion 18.
The tension material through-holes 22 are inserted into and tensioned with a tension material for connecting the plurality of breakwater structures 10, so that the breakwater structures 10 are firmly connected to each other. Thereby, sliding resistance and fall resistance can be improved more. If it is not necessary to connect a plurality of breakwater structures 10, the tension material through-hole 22 may not be provided.

控え壁１６は、略三角形状であり基礎部１２および本体部１４の防波面２４，２４に対し、略直角に設けられている。つまり、控え壁１６は本体部１４がより波の力に耐えられるように、港内側の防波面２４および外洋側の防波面２４にそれぞれ設けられている。図１に示す実施形態では、控え壁１６は防波堤の長手方向においてアンカー挿通部１８と略同じ位置に設けられているが、これに限定されず、複数の防波堤用構造物を連結したときの、それぞれのアンカー挿通部１８の中間付近に設けてもよい。   The retaining wall 16 has a substantially triangular shape, and is provided at a substantially right angle with respect to the wave preventing surfaces 24 and 24 of the base portion 12 and the main body portion 14. That is, the retaining wall 16 is provided on the wave-insulating surface 24 on the inner side of the harbor and the wave-preventing surface 24 on the open ocean side so that the main body 14 can withstand the wave force. In the embodiment shown in FIG. 1, the retaining wall 16 is provided at substantially the same position as the anchor insertion portion 18 in the longitudinal direction of the breakwater, but is not limited thereto, and when a plurality of breakwater structures are connected, You may provide in the middle vicinity of each anchor penetration part 18. FIG.

なお、防波堤用構造物１０の作製時には、防波堤用構造物１０全体を一体としてプレキャストコンクリートによって作製してもよいし、基礎部１２、本体部１４、および控え壁１６を、それぞれ個別にプレキャストコンクリートによって作製し、ボルト等の締結具によって組み立てることで、防波堤用構造物１０を構成するようにしてもよい。基礎部１２、本体部１４、および控え壁１６をそれぞれ個別に作製した場合には、一体として作製した場合に比べて輸送効率を上げることができる。   When the breakwater structure 10 is manufactured, the entire breakwater structure 10 may be integrally made of precast concrete, or the foundation 12, the main body 14, and the retaining wall 16 may be individually made of precast concrete. You may make it comprise the structure 10 for breakwaters by producing and assembling | attaching with fasteners, such as a volt | bolt. When the base portion 12, the main body portion 14, and the retaining wall 16 are individually manufactured, the transportation efficiency can be increased as compared with a case where the base portion 12, the main body portion 14, and the retaining wall 16 are manufactured as one body.

次に、本発明に係る防波堤の構築方法の第１実施形態を、図２を参照しながら説明する。   Next, a first embodiment of a breakwater construction method according to the present invention will be described with reference to FIG.

まず、本発明に係る防波堤用構造物１０を、陸上でプレキャストコンクリートにより作製する。
作製された防波堤用構造物１０は、クレーンにより台船に積載される。ここで、防波堤用構造物１０の作製場所が港から遠い場合には、一旦トラックに積載して港まで運搬し、トラックから台船に積み替えを行う。 First, the breakwater structure 10 according to the present invention is made of precast concrete on land.
The produced breakwater structure 10 is loaded on a trolley by a crane. Here, when the production site of the breakwater structure 10 is far from the port, it is once loaded onto a truck and transported to the port, and then transshipment from the truck to a trolley is performed.

防波堤用構造物１０を積載した台船は、防波堤の施工場所へと移動し、施工場所に到着すると台船に備え付けられたクレーンまたは他のクレーン船のクレーンによって、防波堤用構造物１０は、基礎マウンド３上に載置される。ここで基礎マウンド３は、新設または津波等によって破壊された防波堤の設置場所に残存した既存の基礎マウンドを用いることができる。   The trolley loaded with the breakwater structure 10 moves to the breakwater construction site, and upon arrival at the construction site, the breakwater structure 10 can be Mounted on the mound 3. Here, as the foundation mound 3, the existing foundation mound remaining at the place where the breakwater is newly established or destroyed by a tsunami or the like can be used.

図２（Ａ）は、構築後の防波堤の断面を表す説明図である。
基礎マウンド３上に防波堤用構造物１０を載置後、基礎マウンド３および支持地盤９に対して、防波堤用構造物１０のアンカー挿通部１８に対応する位置に、削孔機によりアンカー孔を削孔する。
続いて、アンカー挿通部１８および削孔されたアンカー孔にアンカー４を挿入し、アンカー孔に別途挿入されたグラウト注入パイプ（図示しない）を用いてアンカー孔内にグラウトを充填し固化させて定着部５を形成する。グラウトの固化後、アンカー頭部４ａでは、定着ナット等を用いてアンカー４に緊張力をかけて固定し、アンカー４の余剰の緊張材をカットする。その後、アンカー頭部４ａには、防錆処理としてキャップなどを設ける。 FIG. 2A is an explanatory diagram showing a cross section of the breakwater after construction.
After placing the breakwater structure 10 on the foundation mound 3, the anchor hole is cut by a drilling machine at a position corresponding to the anchor insertion portion 18 of the breakwater structure 10 with respect to the foundation mound 3 and the supporting ground 9. Make a hole.
Subsequently, the anchor 4 is inserted into the anchor insertion portion 18 and the drilled anchor hole, and grout is filled into the anchor hole using a grout injection pipe (not shown) separately inserted into the anchor hole and solidified to be fixed. Part 5 is formed. After the grout is solidified, the anchor head 4a is fixed by applying tension to the anchor 4 using a fixing nut or the like, and the excess tension material of the anchor 4 is cut. Thereafter, a cap or the like is provided on the anchor head 4a as a rust prevention treatment.

また、図２（Ｂ）に示すように、複数の防波堤用構造物１０を横方向に左右端部を連接して接続させた後に、適宜複数の防波堤用構造物１０間に横方向（防波堤の長手方向）に挿通させる緊張材６を、防波堤用構造物１０に設けた緊張材用貫通孔２２を介して配設し、緊張材６を防波堤用構造物１０側部の定着部において定着ナット等で緊張・定着させる。なお、防波堤用構造物１０側部の定着部は、凹部に形成して、防波堤用構造物１０側部の壁面から緊張材６の端部（定着部）が突出しないようにする。
このように、上記の構築方法を用いることで、防波堤１を構築することができる。 Further, as shown in FIG. 2 (B), a plurality of breakwater structures 10 are connected in a horizontal direction with their left and right ends connected to each other, and then appropriately inserted between a plurality of breakwater structures 10 (a breakwater The tension member 6 inserted in the longitudinal direction) is disposed through the tension member through-hole 22 provided in the breakwater structure 10, and the tension member 6 is fixed to the fixing nut on the side of the breakwater structure 10. To be tense and settled. The fixing portion on the side of the breakwater structure 10 is formed in a recess so that the end portion (fixing portion) of the tension member 6 does not protrude from the wall surface on the side of the structure 10 for the breakwater.
Thus, the breakwater 1 can be constructed by using the construction method described above.

次に、本発明に係る防波堤の構築方法の第２実施形態を、図３を参照しながら説明する。なお、第１実施形態と同一の構成要素および工程についてはその説明を省略する。   Next, a second embodiment of the breakwater construction method according to the present invention will be described with reference to FIG. Note that description of the same components and steps as those in the first embodiment is omitted.

図３（Ａ）は、本発明に係る防波堤の構築方法の第２実施形態における、構築後の防波堤１ａの断面を表す説明図である。
本実施形態では、防波堤用構造物は前記防波堤用構造物１０と異なり、控え壁１６の配置が異なっていて複数の防波堤用構造物を連結したときの、それぞれのアンカー挿通部１８間に設けられ、新たなアンカー４ｂを挿通するためのアンカー挿通部１８ａがアンカー挿通部１８を中心に点対称に設けられ、貫通孔２０が省略された防波堤用構造物１０ａを用いて説明するが、防波堤用構造物１０にアンカー挿通部１８ａを設けたものを用いてもよい。 FIG. 3 (A) is an explanatory view showing a cross section of the breakwater 1a after construction in the second embodiment of the breakwater construction method according to the present invention.
In this embodiment, the breakwater structure is different from the breakwater structure 10 and is provided between the respective anchor insertion portions 18 when a plurality of breakwater structures are connected with the arrangement of the retaining walls 16 being different. The description will be made using the breakwater structure 10a in which the anchor insertion portion 18a for inserting the new anchor 4b is provided point-symmetrically around the anchor insertion portion 18 and the through hole 20 is omitted. You may use what provided the anchor insertion part 18a in the thing 10. FIG.

まず、第１実施形態と同様に、防波堤用構造物１０ａが基礎マウンド３上に載置され、アンカー４を施工する。
防波堤用構造物１０ａに対してアンカー４が施工された後、防波堤用構造物１０ａから基礎マウンド３および支持地盤９に対して斜めにアンカー４ｂを施工する。つまり、アンカー４ｂの頭部（アンカー頭部４ｃ，アンカー挿通部１８ａ）は、図３（Ｂ）に示すように、港内側と外洋側の基礎部１２に交互に設けられ、アンカー４ｂは、図３（Ａ）に示す断面において、それぞれアンカー４と交差する方向に斜めに施工する。
アンカー４ｂは、アンカー４と同様に定着部５ａを形成し、グラウトの固化後、アンカー頭部４ｃで定着ナット等を用いてアンカー４ｂに緊張力をかけて固定し、アンカー４ｂの余剰の緊張材をカットする。その後、アンカー頭部４ｃには、防錆処理としてキャップなどを設ける。 First, as in the first embodiment, the breakwater structure 10a is placed on the foundation mound 3, and the anchor 4 is constructed.
After the anchor 4 is constructed on the breakwater structure 10a, the anchor 4b is constructed obliquely from the breakwater structure 10a to the foundation mound 3 and the supporting ground 9. That is, the head of the anchor 4b (anchor head 4c, anchor insertion portion 18a) is provided alternately on the port inner side and the base 12 on the open ocean side as shown in FIG. In the cross section shown in FIG. 3 (A), construction is performed obliquely in a direction intersecting with the anchor 4.
The anchor 4b forms the fixing portion 5a similarly to the anchor 4, and after the grout is solidified, the anchor head 4c is fixed by applying tension to the anchor 4b using a fixing nut or the like. To cut. After that, the anchor head 4c is provided with a cap or the like as a rust prevention treatment.

このように、鉛直方向のアンカー４だけでなく、斜め方向にもアンカー４ｂを設けることで、より耐滑動性および耐転倒性を高めた防波堤１ａを構築することができる。   Thus, by providing not only the anchor 4 in the vertical direction but also the anchor 4b in the oblique direction, the breakwater 1a with higher sliding resistance and tipping resistance can be constructed.

次に、本発明に係る防波堤１ｂの構築方法の第３実施形態を、図４を参照しながら説明する。なお、第１実施形態と同一の構成要素および工程についてはその説明を省略する。   Next, 3rd Embodiment of the construction method of the breakwater 1b which concerns on this invention is described, referring FIG. Note that description of the same components and steps as those in the first embodiment is omitted.

図４（Ａ）は、本発明に係る防波堤の構築方法の第３実施形態における、構築後の防波堤１ｂの断面を表す説明図である。
本実施形態は、図４（Ａ）および（Ｂ）に示すように、防波堤用構造物として前記防波堤用構造物１０と比べて本体部１４が基礎部１２の外洋側に寄って設けられ、控え壁１６がそれに合わせて変形された防波堤用構造物１０ｂを用いるものである。 FIG. 4A is an explanatory view showing a cross section of the breakwater 1b after construction in the third embodiment of the breakwater construction method according to the present invention.
In this embodiment, as shown in FIGS. 4 (A) and (B), the main body portion 14 is provided closer to the open ocean side of the foundation portion 12 as a breakwater structure than the breakwater structure 10. The breakwater structure 10b in which the wall 16 is deformed accordingly is used.

防波堤用構造物１０ｂは、外洋側の控え壁１６ａに比較して、港内側の控え壁１６ｂの張り出し部分を大きくすることで、第１実施形態の防波堤用構造物１０と基礎部１２の接地面積を同じとした場合、外洋側からの波の力により耐えられるようにしたものである。また、外洋側からの力に対して同一の耐滑動性および耐転倒性であれば、外洋側の基礎部および控え壁を小さくすることができるので、より軽量化することができ、材料費も安くすることができる。   The breakwater structure 10b has a larger contact area between the breakwater structure 10 and the foundation 12 of the first embodiment by enlarging the overhanging portion of the stay wall 16b on the inner side of the harbor than the open wall 16a. Is the same as that of the ocean, and is designed to withstand the force of waves from the ocean side. In addition, if the same sliding resistance and tipping resistance against the force from the open ocean side, the base portion and the retaining wall on the open ocean side can be made smaller, so the weight can be further reduced and the material cost is also increased. Can be cheap.

防波堤用構造物１０ｂを用いた防波堤１ｂは、第１実施形態と同様の防波堤の構築方法によって構築することができる。
このように、防波堤１ｂは防波堤１と比較して、より外洋側からの波の力に耐え、または、より軽量化することができる。 The breakwater 1b using the breakwater structure 10b can be constructed by a breakwater construction method similar to that of the first embodiment.
In this manner, the breakwater 1b can withstand the wave force from the open ocean side or be lighter than the breakwater 1.

なお、本発明に係る防波堤１，１ａ，１ｂは、控え壁の配置、海水交換用の貫通孔の有無、連結用の緊張材挿通孔の有無、アンカーの本数、およびアンカー施工方向等について、それぞれ組み合わせて適用してもよい。
また、上記の実施形態では、防波堤用構造物としてアンカー挿通部と控え壁の組が１つのものについて説明したが、これに限定されず、クレーンで運搬可能であればアンカー挿通部と控え壁の組は、より多数としてもよい。 The breakwaters 1, 1a, 1b according to the present invention are arranged with respect to the arrangement of the retaining wall, the presence / absence of the through hole for seawater exchange, the presence / absence of the connecting tension material insertion hole, the number of anchors, the anchor construction direction, etc. You may apply in combination.
In the above embodiment, the structure of the anchor insertion part and the retaining wall has been described as one structure for the breakwater. However, the present invention is not limited to this, and the anchor insertion part and the retaining wall can be transported by a crane. There may be more pairs.

本発明は、基本的に以上のようなものである。
以上、本発明に係る防波堤用構造物、防波堤の構築方法、および防波堤について詳細に説明したが、本発明は上記実施形態に限定されず、本発明の主旨を逸脱しない範囲において、種々の改良や変更をしてもよいのはもちろんである。 The present invention is basically as described above.
As described above, the breakwater structure, the breakwater construction method, and the breakwater according to the present invention have been described in detail. However, the present invention is not limited to the above-described embodiment, and various modifications and improvements can be made without departing from the gist of the present invention. Of course, changes may be made.

本発明に係る防波堤用構造物、防波堤の構築方法、および防波堤は、防波堤に限らず、湖水・沼の仕切り壁や水辺の擁壁などにも、広く適用できるものである。   The breakwater structure, the breakwater construction method, and the breakwater according to the present invention are not limited to breakwaters, and can be widely applied to partition walls of lakes and swamps, waterside retaining walls, and the like.

１，１ａ，１ｂ 防波堤
３ マウンド
４，４ｂ グラウンドアンカー（アンカー）
４ａ，４ｃ アンカー頭部
５，５ａ 定着部
６ 緊張材
９ 支持地盤
１０，１０ａ，１０ｂ 防波堤用構造物
１２ 基礎部
１４ 本体部（躯体）
１６，１６ａ，１６ｂ 控え壁
１８，１８ａ アンカー挿通部
２０ 貫通孔
２２ 緊張材用貫通孔
２４ 防波面。 1, 1a, 1b Breakwater 3 Mound 4, 4b Ground anchor (anchor)
4a, 4c Anchor head 5, 5a Fixing part 6 Tension material 9 Support ground 10, 10a, 10b Structure for breakwater 12 Foundation part 14 Body part (frame)
16, 16a, 16b Retaining wall 18, 18a Anchor insertion part 20 Through hole 22 Tension material through hole 24 Wave barrier.

Claims (2)

プレキャストコンクリートで作製された防波堤用構造物であって、
水底に設けられた基礎マウンドの頂部に接地する基礎部と、
前記基礎部から略直立し、防波面を有する本体部と、
前記基礎部および前記防波面に対し略直角に設けられた控え壁と、を有し、
前記本体部の頂部または前記基礎部から、前記水底に対してグラウンドアンカーを挿通可能とし、
前記本体部が軽量化と波の力に耐えるために外洋側に寄って設けられるとともに、それによって本体部の控え壁における張り出し部分が外洋側に比較して港内側が大きくされていること、
を特徴とする防波堤用構造物。 A breakwater structure made of precast concrete,
A foundation that contacts the top of the foundation mound provided at the bottom of the water ;
A main body substantially upright from the base and having a wave-proof surface;
A retaining wall provided substantially perpendicular to the foundation and the wave-proof surface,
From the top of the main body or the base , a ground anchor can be inserted into the water bottom ,
The main body is provided near the open ocean side in order to withstand weight and wave force, and the overhanging part of the retaining wall of the main body is made larger on the port inner side than the open ocean side,
Breakwater structure characterized by. 請求項１に記載の防波堤用構造物を緊張材により複数連結して構築されたこと、
を特徴とする防波堤。 It was constructed by connecting a plurality of breakwater structures according to claim 1 with tendons,
Breakwater characterized by .
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