JP6263864B2

JP6263864B2 - Seawall

Info

Publication number: JP6263864B2
Application number: JP2013110099A
Authority: JP
Inventors: 佐藤　光一; 光一佐藤
Original assignee: Nippon Steel and Sumitomo Metal Corp
Current assignee: Nippon Steel Corp
Priority date: 2013-05-24
Filing date: 2013-05-24
Publication date: 2018-01-24
Anticipated expiration: 2033-05-24
Also published as: JP2014227768A

Description

本発明は、沿岸部に構築されて内陸部の浸水被害を防止する防潮堤に関する。 The present invention relates to a embankment to be constructed in coastal areas and to prevent the inundation inland.

従来より、原子力発電所等が構築された沿岸部に襲来する津波対策として、防潮堤や堤体を沿岸部に短い工期で構築することが必要となっており、例えば、沿岸部に構築されて内陸部の津波被害を防止するものとして、特許文献１に開示されるような堤体が提案されている。 Conventionally, as a countermeasure against tsunamis that hit the coastal areas where nuclear power plants, etc. have been constructed, it has been necessary to construct seawalls and embankments in the coastal areas with a short construction period. A dam body as disclosed in Patent Document 1 has been proposed as a means for preventing damage from tsunami in inland areas.

特許文献１に開示された堤体は、鋼管杭、フーチング及びプレキャスト壁体を備えるものである。プレキャスト壁体は、フーチングの上方に配置され、面内方向に貫通する壁体貫通孔を有し、壁体貫通孔の内面には壁体さや管を有する。フーチングは、厚さ方向に貫通するフーチング貫通孔を有し、フーチング貫通孔の内面にはフーチングさや管を有する。フーチングさや管は、フーチングの上面よりも上方の位置まで延伸し、フーチングさや管に鋼管杭が差し込まれ、フーチングさや管はプレキャスト壁体の壁体さや管に差し込まれ、フーチングさや管とフーチングさや管に差し込まれた鋼管杭との間隙にはグラウト材が充填されている。 The bank body disclosed in Patent Document 1 includes a steel pipe pile, a footing, and a precast wall body. The precast wall body is disposed above the footing and has a wall body through hole penetrating in the in-plane direction, and has a wall body sheath and tube on the inner surface of the wall body through hole. The footing has a footing through hole penetrating in the thickness direction, and has a footing sheath and a tube on the inner surface of the footing through hole. The footing sheath and pipe extend to a position above the upper surface of the footing, and a steel pipe pile is inserted into the footing sheath and tube. The gap with the steel pipe pile inserted into is filled with grout material.

特許第５０２４４８９号公報Japanese Patent No. 5024489

しかし、特許文献１に開示された堤体は、フーチングにプレキャスト部材が用いられ、このプレキャストフーチングの重量が大きいものとなるとともに、このプレキャストフーチングの上面からフーチングさや管が延伸されて突出したものとなっている。このため、特許文献１に開示された堤体は、プレキャストフーチングの重量が大きく、さらに、フーチングさや管が障害となり、このプレキャストフーチングを製造場所から設置場所まで運搬輸送することが困難となるという問題点があった。 However, the dam body disclosed in Patent Document 1 uses a precast member for footing, and the weight of the precast footing is large, and the footing sheath and pipe are extended from the upper surface of the precast footing and protruded. It has become. For this reason, the bank body disclosed in Patent Document 1 has a problem that the weight of the precast footing is large, and the footing and the pipe are obstructed, making it difficult to transport and transport the precast footing from the manufacturing site to the installation site. There was a point.

また、特許文献１に開示された堤体は、鉛直方向に積み上げられた複数のプレキャスト壁体の各々の壁体さや管が、鉛直方向で互いに分断されて一体化されていないため、堤体全体の完成断面において、壁体さや管の構造的強度への貢献度が極めて低いものとなり、壁体さや管が設けられているにもかかわらず、所定の構造的強度を備える堤体を構築するための施工コストが増大するという問題点があった。 Moreover, since the wall body sheaths and pipes of the plurality of precast wall bodies stacked in the vertical direction are not separated and integrated with each other in the vertical direction, the bank body disclosed in Patent Document 1 is not integrated. In the completed section, the contribution to the structural strength of the wall sheath and pipe is extremely low, and in order to construct a dam body with a predetermined structural strength despite the fact that the wall sheath and pipe are provided There was a problem that the construction cost of the construction increased.

さらに、特許文献１に開示された堤体は、フーチングさや管に鋼管杭が差し込まれるとともに、フーチングさや管がプレキャスト壁体の壁体さや管に差し込まれるため、プレキャスト壁体とプレキャストフーチングとの接合部が三重管構造となっている。このため、特許文献１に開示された堤体は、三重管構造の接合部の応力状態が複雑なものとなり、構造計算が困難となるという問題点があった。また、特許文献１に開示された堤体は、三重管構造の接合部の剛性が過大となって応力集中が発生し、接合部の断面力が過大となるという問題点があった。 Furthermore, since the steel pipe pile is inserted into the footing sheath and the pipe, and the footing sheath and the pipe are inserted into the wall body sheath and the pipe of the precast wall body, the dam body disclosed in Patent Document 1 is joined to the precast wall body and the precast footing. The part has a triple tube structure. For this reason, the bank body disclosed in Patent Document 1 has a problem that the stress state of the joint portion of the triple-pipe structure becomes complicated and the structure calculation becomes difficult. In addition, the bank disclosed in Patent Document 1 has a problem that the rigidity of the joint portion of the triple pipe structure is excessive, stress concentration occurs, and the cross-sectional force of the joint portion is excessive.

そこで、本発明は、上述した問題点に鑑みて案出されたものであり、その目的とするところは、前方基礎杭及び後方基礎杭に断面方向連結梁を容易、迅速に接合することができ、防潮堤を構成する部材の輸送コストを低減させることのできる防潮堤を提供することにある。 Therefore, the present invention has been devised in view of the above-described problems, and the object of the present invention is to easily and quickly join the cross-section connecting beams to the front foundation pile and the rear foundation pile. Another object of the present invention is to provide a seawall that can reduce the transportation cost of members constituting the seawall.

第１発明の防潮堤は、沿岸部に構築されて内陸部の浸水被害を防止する防潮堤であって、海側の地盤に設けられる前方基礎杭と、内陸側の地盤に設けられる後方基礎杭と、前記前方基礎杭と前記後方基礎杭とに架設される断面方向連結梁と、地盤の上方に設けられるプレキャスト壁体とを備え、前記断面方向連結梁は、前記前方基礎杭が挿通される前方鞘管と、前記後方基礎杭が挿通される後方鞘管とを有し、海側の地盤から内陸側の地盤にかけて配設されて、前記前方基礎杭は、地盤から上方に向けて延伸された延伸部を有し、前記延伸部が前記プレキャスト壁体に形成された壁体挿通孔に挿通されて、前記プレキャスト壁体は、地盤に下端部が埋め込まれて、前記前方鞘管又は前記前方鞘管に設けられたブラケットに載置されることを特徴とする。 The tide embankment of the first invention is a tide embankment constructed in the coastal area to prevent inundation damage in the inland area, and a front foundation pile provided on the sea side ground and a rear foundation pile provided on the inland side ground. And a cross-section connecting beam installed on the front foundation pile and the rear foundation pile, and a precast wall body provided above the ground, and the front foundation pile is inserted through the cross-section connection beam It has a front sheath tube and a rear sheath tube through which the rear foundation pile is inserted, and is disposed from the ground on the sea side to the ground on the inland side, and the front foundation pile is extended upward from the ground. The extending portion is inserted into a wall insertion hole formed in the precast wall, and the precast wall has a lower end embedded in the ground, and the front sheath tube or the front It is mounted on a bracket provided on the sheath tube. To.

第２発明の防潮堤は、沿岸部に構築されて内陸部の浸水被害を防止する防潮堤であって、海側の地盤に設けられる前方基礎杭と、内陸側の地盤に設けられる後方基礎杭と、前記前方基礎杭と前記後方基礎杭とに架設される断面方向連結梁と、地盤の上方に設けられるプレキャスト壁体とを備え、前記断面方向連結梁は、前記前方基礎杭が挿通される前方鞘管と、前記後方基礎杭が挿通される後方鞘管とを有し、海側の地盤から内陸側の地盤にかけて配設されて、前記前方基礎杭は、地盤から上方に向けて延伸された延伸部を有し、前記延伸部が前記プレキャスト壁体に形成された壁体挿通孔に挿通されて、前記プレキャスト壁体は、地盤に埋め込まれた下端部で、前記壁体挿通孔に前記前方鞘管の上端部が挿入されることを特徴とする。 The tide embankment of the second invention is a tide embankment that is constructed in the coastal area to prevent inundation damage in the inland, and includes a front foundation pile provided on the sea side ground and a rear foundation pile provided on the inland side ground. And a cross-section connecting beam installed on the front foundation pile and the rear foundation pile, and a precast wall body provided above the ground, and the front foundation pile is inserted through the cross-section connection beam It has a front sheath tube and a rear sheath tube through which the rear foundation pile is inserted, and is disposed from the ground on the sea side to the ground on the inland side, and the front foundation pile is extended upward from the ground. The extending portion is inserted into a wall body insertion hole formed in the precast wall body, and the precast wall body is a lower end portion embedded in the ground, and the wall body insertion hole includes the The upper end portion of the front sheath tube is inserted.

第３発明の防潮堤は、沿岸部に構築されて内陸部の浸水被害を防止する防潮堤であって、海側の地盤に設けられる前方基礎杭と、内陸側の地盤に設けられる後方基礎杭と、前記前方基礎杭と前記後方基礎杭との間の地盤に設けられる中間基礎杭と、前記前方基礎杭、前記後方基礎杭及び前記中間基礎杭に架設される断面方向連結梁と、地盤の上方に設けられるプレキャスト壁体とを備え、前記断面方向連結梁は、前記前方基礎杭が挿通される前方鞘管と、前記後方基礎杭が挿通される後方鞘管と、前記中間基礎杭が挿通される中間鞘管とを有して、海側の地盤から内陸側の地盤にかけて配設されて、前記中間基礎杭又は前記後方基礎杭は、地盤から上方に向けて延伸された延伸部を有し、前記延伸部が前記プレキャスト壁体に形成された壁体挿通孔に挿通されて、前記プレキャスト壁体は、地盤に下端部が埋め込まれて、前記後方鞘管若しくは前記中間鞘管又は前記後方鞘管若しくは前記中間鞘管に設けられたブラケットに載置されることを特徴とする。 The tide embankment of the third invention is a tide embankment constructed in the coastal area to prevent inundation damage in the inland area, and a front foundation pile provided on the sea side ground and a rear foundation pile provided on the inland side ground. An intermediate foundation pile provided on the ground between the front foundation pile and the rear foundation pile, a cross-sectional connecting beam constructed on the front foundation pile, the rear foundation pile and the intermediate foundation pile, A precast wall provided on the upper side, and the cross-sectional connecting beam includes a front sheath pipe through which the front foundation pile is inserted, a rear sheath pipe through which the rear foundation pile is inserted, and the intermediate foundation pile is inserted. And the intermediate foundation pile or the rear foundation pile has an extending portion that extends upward from the ground, and is disposed from the ground on the sea side to the ground on the inland side. And a wall body in which the extending portion is formed in the precast wall body The precast wall body is inserted into the through hole, and the lower end portion is embedded in the ground, and is placed on the rear sheath tube or the intermediate sheath tube or the bracket provided on the rear sheath tube or the intermediate sheath tube. It is characterized by that.

第４発明の防潮堤は、沿岸部に構築されて内陸部の浸水被害を防止する防潮堤であって、海側の地盤に設けられる前方基礎杭と、内陸側の地盤に設けられる後方基礎杭と、前記前方基礎杭と前記後方基礎杭との間の地盤に設けられる中間基礎杭と、前記前方基礎杭、前記後方基礎杭及び前記中間基礎杭に架設される断面方向連結梁と、地盤の上方に設けられるプレキャスト壁体とを備え、前記断面方向連結梁は、前記前方基礎杭が挿通される前方鞘管と、前記後方基礎杭が挿通される後方鞘管と、前記中間基礎杭が挿通される中間鞘管とを有して、海側の地盤から内陸側の地盤にかけて配設されて、前記中間基礎杭又は前記後方基礎杭は、地盤から上方に向けて延伸された延伸部を有し、前記延伸部が前記プレキャスト壁体に形成された壁体挿通孔に挿通されて、前記プレキャスト壁体は、地盤に埋め込まれた下端部で、前記壁体挿通孔に前記後方鞘管又は前記中間鞘管の上端部が挿入されることを特徴とする。 The tide embankment of the fourth invention is a tide embankment constructed in the coastal area to prevent inundation damage in the inland area, and a front foundation pile provided on the sea side ground and a rear foundation pile provided on the inland side ground. An intermediate foundation pile provided on the ground between the front foundation pile and the rear foundation pile, a cross-sectional connecting beam constructed on the front foundation pile, the rear foundation pile and the intermediate foundation pile, A precast wall provided on the upper side, and the cross-sectional connecting beam includes a front sheath pipe through which the front foundation pile is inserted, a rear sheath pipe through which the rear foundation pile is inserted, and the intermediate foundation pile is inserted. And the intermediate foundation pile or the rear foundation pile has an extending portion that extends upward from the ground, and is disposed from the ground on the sea side to the ground on the inland side. And a wall body in which the extending portion is formed in the precast wall body Is inserted through the through hole, the precast wall is a lower end portion embedded in the ground, the upper end of the rear sleeve pipe or said intermediate sheath tube to the wall through holes, characterized in that it is inserted.

第５発明の防潮堤は、第１発明〜第４発明の何れかにおいて、前記延伸部と前記壁体挿通孔との間に形成された間隙に、経時硬化性材料が充填されることを特徴とする。 The tide embankment according to a fifth aspect of the present invention is characterized in that, in any one of the first to fourth aspects, a time-curable material is filled in a gap formed between the extending portion and the wall insertion hole. And

第６発明の防潮堤は、第１発明〜第５発明の何れかにおいて、前記プレキャスト壁体は、地盤から上方に向けて複数段に亘って設けられることを特徴とする。 A tide embankment according to a sixth aspect of the present invention is characterized in that, in any one of the first to fifth aspects, the precast wall body is provided in a plurality of stages from the ground upward.

第７発明の防潮堤は、第１発明〜第６発明の何れかにおいて、前記前方基礎杭より海側で、地盤中に構築される止水壁をさらに備えることを特徴とする。 A tide embankment according to a seventh aspect of the present invention is characterized in that, in any one of the first to sixth aspects of the present invention, the tide embankment further includes a water blocking wall constructed in the ground on the sea side from the front foundation pile.

第１発明〜第７発明によれば、前方鞘管に前方基礎杭が挿通されるとともに、後方鞘管に後方基礎杭が挿通されることで、断面方向連結梁を前方基礎杭及び後方基礎杭に接合部で容易、迅速に接合することが可能となる。 According to 1st invention- 7th invention, while a front foundation pile is inserted in a front sheath pipe, and a back foundation pile is inserted in a back sheath pipe, a section direction connection beam is made into a front foundation pile and a back foundation pile. It becomes possible to join easily and quickly at the joint.

また、第１発明〜第７発明によれば、プレキャストフーチングと比較して、軽量で加工が容易な断面方向連結梁が用いられるため、断面方向連結梁を製造場所から設置場所まで容易に運搬輸送することができ、防潮堤を構成する部材の輸送コストを低減させることが可能となる。 In addition, according to the first to seventh inventions, since the cross-directional connecting beam that is light and easy to process is used as compared with the precast footing, the cross-directional connecting beam is easily transported from the manufacturing location to the installation location. It is possible to reduce the transportation cost of the members constituting the seawall.

特に、第１発明〜第６発明によれば、地震や台風が発生することによって、海から津波や高潮が押し寄せた場合であっても、プレキャスト壁体が奥行方向で倒壊することのないように支持することができ、プレキャスト壁体で津波や高潮を確実に遮断して、津波や高潮による内陸部の浸水被害を防止することが可能となる。 In particular, according to the first to sixth inventions, the precast wall body will not collapse in the depth direction even when a tsunami or storm surge is pushed from the sea due to an earthquake or typhoon. It is possible to support the tsunami and storm surge with the precast wall, and prevent inundation damage due to the tsunami and storm surge.

特に、第１発明、第２発明、第３発明、第４発明によれば、プレキャスト壁体の下端部が載せ置かれる接合部で、応力状態が複雑となることを回避することができ、接合部の応力状態を単純にして、接合部の構造計算を容易にすることが可能となる。また、第１発明、第２発明、第３発明、第４発明によれば、接合部の剛性の増大を抑制することができ、接合部に応力集中が発生することを回避して、接合部の断面力が過大となることを回避することが可能となる。 In particular, according to the first invention, the second invention, the third invention, and the fourth invention, it is possible to avoid the stress state from becoming complicated at the joint where the lower end of the precast wall is placed, It is possible to simplify the stress state of the joint and facilitate the structural calculation of the joint. In addition, according to the first invention, the second invention, the third invention, and the fourth invention, it is possible to suppress the increase in rigidity of the joint portion, avoid the occurrence of stress concentration in the joint portion, and It becomes possible to avoid that the cross-sectional force becomes excessive.

特に、第５発明によれば、前方基礎杭の延伸部が連続するようにプレキャスト壁体の壁体挿通孔に挿通されて、プレキャスト壁体の壁体挿通孔と前方基礎杭の延伸部との間に形成された間隙に経時硬化性材料が充填されるため、プレキャスト壁体の壁体挿通孔に連続するように挿通された前方基礎杭の延伸部とプレキャスト壁体とを、上下方向に亘って確実に一体化させることができ、プレキャスト壁体の構造的強度を容易、確実に向上させることが可能となる。 In particular, according to the fifth aspect of the present invention, the wall of the precast wall is inserted into the wall insertion hole so that the extension portion of the front foundation pile is continuous, and the wall insertion hole of the precast wall body and the extension portion of the front foundation pile are Since the time-curable material is filled in the gap formed therebetween, the extension portion of the front foundation pile inserted so as to be continuous with the wall insertion hole of the precast wall body and the precast wall body extend in the vertical direction. Therefore, it is possible to reliably integrate the components, and it is possible to easily and reliably improve the structural strength of the precast wall body.

特に、第６発明によれば、想定される津波や高潮の高さに応じて、複数の壁体ユニットを略鉛直方向に積み上げて用いることができ、プレキャスト壁体の高さを任意に高くすることが可能となる。 In particular, according to the sixth invention, a plurality of wall units can be stacked and used in a substantially vertical direction according to the assumed tsunami or storm surge height, and the height of the precast wall body is arbitrarily increased. It becomes possible.

特に、第７発明によれば、前方基礎杭より海側で、地盤中に鋼矢板や鋼管矢板等を打ち込んで止水壁を構築することができ、地盤の内部で海水が内陸側に浸透するのを遮断することが可能となる。 In particular, according to the seventh invention, a water stop wall can be constructed by driving a steel sheet pile or steel pipe sheet pile into the ground on the sea side from the front foundation pile, and seawater penetrates the inland side inside the ground. It becomes possible to cut off.

本発明を適用した防潮堤を示す斜視図である。It is a perspective view which shows the seawall to which this invention is applied. （ａ）は、本発明を適用した防潮堤の前方基礎杭と後方基礎杭と断面方向連結梁とを示す側面図であり、（ｂ）は、その後方基礎杭の変形例を示す側面図である。(A) is a side view which shows the front foundation pile, back foundation pile, and cross-section direction connection beam of a seawall to which this invention is applied, (b) is a side view which shows the modification of the back foundation pile. is there. （ａ）は、本発明を適用した防潮堤の前方基礎杭と前方鞘管との接合部を示す拡大側面図であり、（ｂ）は、その拡大平面図である。(A) is an enlarged side view which shows the junction part of the front foundation pile and front sheath pipe of a tide embankment to which this invention is applied, (b) is the enlarged plan view. （ａ）は、本発明を適用した防潮堤の後方基礎杭と後方鞘管との接合部を示す拡大側面図であり、（ｂ）は、その拡大平面図である。(A) is an enlarged side view which shows the junction part of the back foundation pile and back sheath pipe of a seawall to which this invention is applied, (b) is the enlarged plan view. （ａ）は、本発明を適用した防潮堤のプレキャスト壁体を示す正面図であり、（ｂ）は、その平面図である。(A) is a front view which shows the precast wall body of the seawall to which this invention is applied, (b) is the top view. 本発明を適用した防潮堤の前方基礎杭と前方鞘管との接合部を示す側面図である。It is a side view which shows the junction part of the front foundation pile and front sheath pipe of a seawall to which this invention is applied. 本発明を適用した防潮堤の前方基礎杭と前方鞘管との接合部とプレキャスト壁体とを示す拡大側面図である。It is an expanded side view which shows the junction part and the precast wall body of the front foundation pile and front sheath pipe of a seawall to which this invention is applied. 本発明を適用した防潮堤の前方基礎杭と前方鞘管との接合部の第１変形例を示す側面図である。It is a side view which shows the 1st modification of the junction part of the front foundation pile and front sheath pipe of a seawall to which this invention is applied. 本発明を適用した防潮堤の前方基礎杭と前方鞘管との接合部の第１変形例とプレキャスト壁体とを示す拡大側面図である。It is an enlarged side view which shows the 1st modification of the junction part of the front foundation pile and front sheath pipe of a seawall to which this invention is applied, and a precast wall body. 本発明を適用した防潮堤の前方基礎杭と前方鞘管との接合部の第２変形例を示す側面図である。It is a side view which shows the 2nd modification of the junction part of the front foundation pile and front sheath pipe of a seawall to which this invention is applied. 本発明を適用した防潮堤の前方基礎杭と前方鞘管との接合部の第２変形例とプレキャスト壁体とを示す拡大側面図である。It is an enlarged side view which shows the 2nd modification of the junction part of the front foundation pile and front sheath pipe of a seawall to which this invention is applied, and a precast wall body. 本発明を適用した防潮堤の構築方法の断面方向連結梁設置工程を示す平面図である。It is a top view which shows the cross-section direction connection beam installation process of the construction method of the seawall to which this invention is applied. 本発明を適用した防潮堤の構築方法の基礎杭設置工程を示す側面図である。It is a side view which shows the foundation pile installation process of the construction method of the seawall to which this invention is applied. 本発明を適用した防潮堤の構築方法の壁体設置工程を示す側面図である。It is a side view which shows the wall body installation process of the construction method of the seawall to which this invention is applied. 本発明を適用した防潮堤の第１実施形態を示す正面図である。It is a front view which shows 1st Embodiment of the seawall to which this invention is applied. 本発明を適用した防潮堤の第１実施形態を示す平面図である。It is a top view which shows 1st Embodiment of the seawall to which this invention is applied. 本発明を適用した防潮堤に津波や高潮が押し寄せる状態を示す側面図である。It is a side view which shows the state where a tsunami and a storm surge approach the seawall to which this invention is applied. 本発明を適用した防潮堤の第１実施形態において中間基礎杭が設けられた状態を示す側面図である。It is a side view which shows the state in which the intermediate foundation pile was provided in 1st Embodiment of the seawall to which this invention is applied. （ａ）は、本発明を適用した防潮堤の第２実施形態を示す側面図であり、（ｂ）は、その平面図である。(A) is a side view which shows 2nd Embodiment of the seawall to which this invention is applied, (b) is the top view. （ａ）は、本発明を適用した防潮堤の第２実施形態における前方基礎杭の変形例を示す側面図であり、（ｂ）は、その後方基礎杭の変形例を示す側面図である。(A) is a side view which shows the modification of the front foundation pile in 2nd Embodiment of the seawall to which this invention is applied, (b) is a side view which shows the modification of the back foundation pile. （ａ）は、本発明を適用した防潮堤の第３実施形態を示す側面図であり、（ｂ）は、その平面図である。(A) is a side view which shows 3rd Embodiment of the seawall to which this invention is applied, (b) is the top view. （ａ）は、本発明を適用した防潮堤の第３実施形態における前方基礎杭の変形例を示す側面図であり、（ｂ）は、その中間基礎杭の変形例を示す側面図である。(A) is a side view which shows the modification of the front foundation pile in 3rd Embodiment of the seawall to which this invention is applied, (b) is a side view which shows the modification of the intermediate foundation pile. 本発明を適用した防潮堤において、隣り合う断面方向連結梁の各々の前方鞘管、後方鞘管又は中間鞘管に架設される延長方向連結部材を示す平面図である。In the tide embankment to which this invention is applied, it is a top view which shows the extension direction connection member erected by each front sheath pipe, back sheath pipe, or intermediate sheath pipe of adjacent cross-section direction connection beams. （ａ）は、本発明を適用した防潮堤おいて、下方部延長方向連結部材が幅方向で全長に亘って設けられた状態を示す平面図であり、（ｂ）は、下方部延長方向連結部材が幅方向で一部においてのみ設けられた状態を示す平面図である。(A) is a top view which shows the state in which the lower part extension direction connection member was provided over the full length in the width direction in the tide bank to which this invention is applied, (b) is a lower part extension direction connection. It is a top view which shows the state in which the member was provided only in part in the width direction. 本発明を適用した防潮堤において、前方鞘管の上端部、後方鞘管の上端部又は中間鞘管の上端部に、プレキャスト壁体の下端部が載せ置かれた状態を示す側面図である。In the seawall which applied the present invention, it is a side view showing the state where the lower end part of the precast wall body was put on the upper end part of the front sheath pipe, the upper end part of the rear sheath pipe, or the upper end part of the middle sheath pipe. 本発明を適用した防潮堤において、断面方向連結梁の上面や、ブラケットに、プレキャスト壁体の下端部が載せ置かれた状態を示す側面図である。It is a side view which shows the state in which the lower end part of the precast wall body was mounted on the upper surface of a cross-section direction connection beam, or a bracket in the tide bank to which this invention is applied. （ａ）は、本発明を適用した防潮堤において、上方部延長方向連結部材が用いられた状態を示す平面図であり、（ｂ）は、その正面図である。(A) is a top view which shows the state by which the upper part extension direction connection member was used in the tide bank to which this invention is applied, (b) is the front view. （ａ）は、本発明を適用した防潮堤において、上方部延長方向連結部材が用いられた部分を示す拡大正面図であり、（ｂ）は、その拡大側面図である。(A) is an enlarged front view which shows the part in which the upper part extension direction connection member was used in the tide embankment to which this invention is applied, (b) is the enlarged side view. （ａ）は、本発明を適用した防潮堤のプレキャスト壁体の変形例を示す正面図であり、（ｂ）は、その平面図である。(A) is a front view which shows the modification of the precast wall body of the seawall to which this invention is applied, (b) is the top view.

以下、本発明を適用した防潮堤１を実施するための形態について、図面を参照しながら詳細に説明する。 Hereinafter, the form for implementing the seawall 1 to which this invention is applied is demonstrated in detail, referring drawings.

本発明を適用した防潮堤１は、図１に示すように、沿岸部に構築されるものであり、海から押し寄せる津波や高潮を遮断して、津波や高潮による内陸部の浸水被害を防止するものである。 As shown in FIG. 1, a seawall 1 to which the present invention is applied is constructed in a coastal area, blocking tsunamis and storm surges coming from the sea, and preventing inundation damage from inland areas due to tsunamis and storm surges. Is.

本発明を適用した防潮堤１は、第１実施形態において、海側Ａの地盤９に設けられる前方基礎杭２と、内陸側Ｂの地盤９に設けられる後方基礎杭３と、前方基礎杭２と後方基礎杭３とに架設される断面方向連結梁４とを備える。本発明を適用した防潮堤１は、さらに、海側Ａの地盤９の上方に設けられるプレキャスト壁体５を備えるものとすることができる。 In the first embodiment, the seawall 1 to which the present invention is applied includes a front foundation pile 2 provided on the ground 9 on the sea side A, a rear foundation pile 3 provided on the ground 9 on the inland side B, and a front foundation pile 2. And a cross-section connecting beam 4 installed on the rear foundation pile 3. The seawall 1 to which the present invention is applied may further include a precast wall 5 provided above the ground 9 on the sea side A.

前方基礎杭２は、断面略円形状の鋼管杭が用いられ、図２に示すように、海側Ａの地盤９に打ち込まれることによって設けられる。前方基礎杭２は、これに限らず、如何なる材質で如何なる断面形状のものが用いられてもよい。 The front foundation pile 2 is a steel pipe pile having a substantially circular cross section, and is provided by being driven into the ground 9 on the sea side A as shown in FIG. The front foundation pile 2 is not limited to this, and any cross-sectional shape made of any material may be used.

前方基礎杭２は、上下方向Ｙに延伸された延伸部２２を有し、海側Ａの地盤９で上下方向Ｙに延びて設けられた状態で、海側Ａの地盤９から上下方向Ｙの上方に向けて、延伸部２２が突出されるものとなる。 The front foundation pile 2 has an extending portion 22 that extends in the vertical direction Y, and extends in the vertical direction Y on the ground 9 on the sea side A, and extends in the vertical direction Y from the ground 9 on the sea side A. The extending portion 22 is projected upward.

後方基礎杭３は、断面略円形状の鋼管杭が用いられ、内陸側Ｂの地盤９に打ち込まれることによって設けられる。後方基礎杭３は、これに限らず、如何なる材質で如何なる断面形状のものが用いられてもよい。 The rear foundation pile 3 is a steel pipe pile having a substantially circular cross section, and is provided by being driven into the ground 9 on the inland side B. The rear foundation pile 3 is not limited to this, and any cross-sectional shape made of any material may be used.

後方基礎杭３は、図２（ａ）に示すように、内陸側Ｂの地盤９で略鉛直方向に延びて設けられる。また、後方基礎杭３は、変形例として、図２（ｂ）に示すように、下端部３ａから上端部３ｂにかけて、海側Ａに傾斜させて設けられてもよい。後方基礎杭３は、下端部３ａから上端部３ｂまで内陸側Ｂの地盤９に埋め込まれるものとなる。 As shown in FIG. 2A, the rear foundation pile 3 is provided so as to extend in a substantially vertical direction on the ground 9 on the inland side B. Moreover, as shown in FIG.2 (b), the back foundation pile 3 may be inclined and provided in the sea side A from the lower end part 3a to the upper end part 3b, as shown in FIG.2 (b). The rear foundation pile 3 is embedded in the ground 9 on the inland side B from the lower end 3a to the upper end 3b.

断面方向連結梁４は、断面略円形状の鋼管等が用いられ、図２に示すように、前方鞘管４１と後方鞘管４４とを有する。断面方向連結梁４は、海側Ａの地盤９に前方鞘管４１が埋め込まれるとともに、内陸側Ｂの地盤９に後方鞘管４４が埋め込まれて、全体が海側Ａの地盤９から内陸側Ｂの地盤９にかけて埋め込まれ、略水平に又は傾斜させて配設される。 The cross-section connecting beam 4 is a steel pipe having a substantially circular cross section, and has a front sheath tube 41 and a rear sheath tube 44 as shown in FIG. The cross-section connecting beam 4 has a front sheath tube 41 embedded in the ground 9 on the sea side A, and a rear sheath tube 44 embedded in the ground 9 on the inland side B, and is entirely inland from the ground 9 on the sea side A. It is embedded over the ground 9 of B, and is arranged substantially horizontally or inclined.

前方鞘管４１は、図２、図３に示すように、断面方向連結梁４の前端部４ａに、前方基礎杭２の外径よりも大きい内径の鞘管が溶接等によって取り付けられて設けられるものである。前方鞘管４１は、海側Ａの地盤９に埋め込まれた状態で、前方基礎杭２が挿通されるものとなる。 As shown in FIGS. 2 and 3, the front sheath pipe 41 is provided on the front end portion 4 a of the cross-section connecting beam 4 by attaching a sheath pipe having an inner diameter larger than the outer diameter of the front foundation pile 2 by welding or the like. Is. The front foundation pile 2 is inserted in the state where the front sheath pipe 41 is embedded in the ground 9 on the sea side A.

前方鞘管４１は、図３に示すように、前方基礎杭２が挿通された接合部７で、前方鞘管４１と前方基礎杭２との間に形成された間隙Ｇに、モルタル、セメントミルク等の経時硬化性材料７１が充填される。また、前方鞘管４１は、前方基礎杭２が挿通された接合部７で、前方鞘管４１の内面４２に、鉄筋、溶接ビード等の突出部７２が形成される。 As shown in FIG. 3, the front sheath pipe 41 is a joint 7 through which the front foundation pile 2 is inserted, and a gap G formed between the front sheath pipe 41 and the front foundation pile 2 is mixed with mortar and cement milk. A time-curable material 71 such as is filled. Further, the front sheath tube 41 is a joint portion 7 through which the front foundation pile 2 is inserted, and a projecting portion 72 such as a reinforcing bar or a weld bead is formed on the inner surface 42 of the front sheath tube 41.

前方基礎杭２は、前方鞘管４１に挿通された接合部７で、前方基礎杭２の外面２１に、鉄筋、溶接ビード等の突出部７２が形成される。前方基礎杭２は、前方鞘管４１に挿通された接合部７や横抵抗に有効な地盤深さに対応する部位で、高強度化鋼管又は高剛性化鋼管を用いることができる。高強度化鋼管は、強度の大きい鋼管が使用されるものである。高剛性化鋼管は、鋼管の板厚を部分的に厚くすることにより構成されてもよいし、鋼管の中にコンクリート等を充填して合成構造とすることにより構成されてもよいし、グラウトで接合された二重鋼管とすることにより構成されてもよい。 The front foundation pile 2 is a joint 7 inserted through the front sheath pipe 41, and a protrusion 72 such as a reinforcing bar or a weld bead is formed on the outer surface 21 of the front foundation pile 2. The front foundation pile 2 can be a high strength steel pipe or a high rigidity steel pipe at a portion corresponding to the joint 7 inserted through the front sheath pipe 41 or the ground depth effective for lateral resistance. A high-strength steel pipe uses a steel pipe with high strength. The highly rigid steel pipe may be configured by partially increasing the plate thickness of the steel pipe, or may be configured by filling the steel pipe with concrete or the like to form a composite structure. You may be comprised by setting it as the double steel pipe joined.

後方鞘管４４は、図２、図４に示すように、断面方向連結梁４の後端部４ｂに、後方基礎杭３の外径よりも大きい内径の鞘管が溶接等によって取り付けられて設けられるものである。後方鞘管４４は、内陸側Ｂの地盤９に埋め込まれた状態で、後方基礎杭３が挿通されるものとなる。 As shown in FIGS. 2 and 4, the rear sheath tube 44 is provided by attaching a sheath tube having an inner diameter larger than the outer diameter of the rear foundation pile 3 to the rear end portion 4 b of the cross-section connecting beam 4 by welding or the like. It is what The back foundation pile 3 is inserted through the rear sheath tube 44 while being embedded in the ground 9 on the inland B side.

後方鞘管４４は、図４に示すように、後方基礎杭３が挿通された接合部７で、後方鞘管４４と後方基礎杭３との間に形成された間隙Ｇに、モルタル、セメントミルク等の経時硬化性材料７１が充填される。また、後方鞘管４４は、後方基礎杭３が挿通された接合部７で、後方鞘管４４の内面４５に、鉄筋、溶接ビード等の突出部７２が形成される。 As shown in FIG. 4, the rear sheath tube 44 is a joint 7 through which the rear foundation pile 3 is inserted, and a gap G formed between the rear sheath tube 44 and the rear foundation pile 3 is mixed with mortar, cement milk. A time-curable material 71 such as is filled. The rear sheath tube 44 is a joint portion 7 through which the rear foundation pile 3 is inserted, and a protruding portion 72 such as a reinforcing bar or a weld bead is formed on the inner surface 45 of the rear sheath tube 44.

後方基礎杭３は、後方鞘管４４に挿通された接合部７で、後方基礎杭３の外面３１に、鉄筋、溶接ビード等の突出部７２が形成される。後方基礎杭３は、後方鞘管４４に挿通された接合部７や横抵抗に有効な地盤深さに対応する部位で、高強度化鋼管又は高剛性化鋼管を用いることができる。高強度化鋼管は、強度の大きい鋼管が使用されるものである。高剛性化鋼管は、鋼管の板厚を部分的に厚くすることにより構成されてもよいし、鋼管の中にコンクリート等を充填して合成構造とすることにより構成されてもよいし、グラウトで接合された二重鋼管とすることにより構成されてもよい。 The rear foundation pile 3 is a joint 7 inserted through the rear sheath tube 44, and a protruding portion 72 such as a reinforcing bar or a weld bead is formed on the outer surface 31 of the rear foundation pile 3. The rear foundation pile 3 is a portion corresponding to the joint 7 inserted through the rear sheath tube 44 or the ground depth effective for lateral resistance, and a high strength steel pipe or a high rigidity steel pipe can be used. A high-strength steel pipe uses a steel pipe with high strength. The highly rigid steel pipe may be configured by partially increasing the plate thickness of the steel pipe, or may be configured by filling the steel pipe with concrete or the like to form a composite structure. You may be comprised by setting it as the double steel pipe joined.

前方基礎杭２及び後方基礎杭３は、図２に示すように、海側Ａで陸上の地盤９から内陸側Ｂで陸上の地盤９にかけて埋め込まれた断面方向連結梁４の前方鞘管４１及び後方鞘管４４に挿通されることによって、地盤９の中で強固に固定されるものとなる。 As shown in FIG. 2, the front foundation pile 2 and the rear foundation pile 3 include a front sheath tube 41 of a cross-section connecting beam 4 embedded from the ground 9 on the sea side A to the ground 9 on the inland B, and By being inserted through the rear sheath tube 44, it is firmly fixed in the ground 9.

プレキャスト壁体５は、図５に示すように、プレキャストコンクリート製の複数の壁体ユニット５０が上下方向Ｙに積み上げられて用いられる。プレキャスト壁体５は、上下方向Ｙに延びる壁体挿通孔５１が内側に形成される。プレキャスト壁体５は、最上段の壁体ユニット５０において、貫通又は非貫通の壁体挿通孔５１が形成される。 As shown in FIG. 5, the precast wall 5 is used by stacking a plurality of precast concrete wall units 50 in the vertical direction Y. The precast wall 5 has a wall insertion hole 51 extending in the vertical direction Y formed inside. The precast wall body 5 is formed with a penetrating or non-penetrating wall body insertion hole 51 in the uppermost wall body unit 50.

プレキャスト壁体５は、図６、図８、図１０に示すように、前方基礎杭２の延伸部２２が壁体挿通孔５１に挿通されて、海側Ａの地盤９の上方に設けられる。プレキャスト壁体５は、図７、図９、図１１に示すように、壁体挿通孔５１と前方基礎杭２の延伸部２２との間に形成された間隙Ｇに、モルタル、セメントミルク等の経時硬化性材料７１が充填される。 As shown in FIGS. 6, 8, and 10, the precast wall body 5 is provided above the ground 9 on the sea side A with the extending portion 22 of the front foundation pile 2 inserted through the wall body insertion hole 51. As shown in FIGS. 7, 9, and 11, the precast wall body 5 is made of mortar, cement milk, or the like in a gap G formed between the wall body insertion hole 51 and the extending portion 22 of the front foundation pile 2. A time-curable material 71 is filled.

プレキャスト壁体５は、図６、図８、図１０に示すように、最下段の壁体ユニット５０から、最上段の壁体ユニット５０まで、前方基礎杭２の延伸部２２が連続するように壁体挿通孔５１に挿通されて、海側Ａの地盤９の上方に向けて複数段に亘って設けられるものとなる。 As shown in FIGS. 6, 8, and 10, the precast wall body 5 is such that the extending portion 22 of the front foundation pile 2 is continuous from the lowermost wall body unit 50 to the uppermost wall body unit 50. It is inserted through the wall insertion hole 51 and provided over a plurality of stages toward the upper side of the ground 9 on the sea side A.

プレキャスト壁体５は、図６に示すように、プレキャスト壁体５の下端部５ａが海側Ａの地盤９に埋め込まれ、図７に示すように、前方鞘管４１と前方基礎杭２との接合部７で、前方鞘管４１の上端部４１ａに、プレキャスト壁体５の下端部５ａが直接に載せ置かれる。 As shown in FIG. 6, the precast wall body 5 has a lower end 5a of the precast wall body 5 embedded in the ground 9 on the sea side A, and as shown in FIG. At the joint portion 7, the lower end portion 5 a of the precast wall body 5 is directly placed on the upper end portion 41 a of the front sheath tube 41.

また、プレキャスト壁体５は、図８に示すように、プレキャスト壁体５の下端部５ａが海側Ａの地盤９に埋め込まれ、図９に示すように、前方鞘管４１と前方基礎杭２との接合部７の第１変形例において、前方鞘管４１の上端部４１ａに設けられたブラケット６１に、プレキャスト壁体５の下端部５ａが載せ置かれて支持される。 Moreover, as shown in FIG. 8, the lower end part 5a of the precast wall body 5 is embedded in the ground 9 of the sea side A as shown in FIG. 8, and as shown in FIG. In the first modification of the joint 7, the lower end 5 a of the precast wall body 5 is placed on and supported by the bracket 61 provided on the upper end 41 a of the front sheath tube 41.

さらに、プレキャスト壁体５は、図１０に示すように、プレキャスト壁体５の下端部５ａが海側Ａの地盤９に埋め込まれ、図１１に示すように、前方鞘管４１と前方基礎杭２との接合部７の第２変形例において、前方鞘管４１の上端部４１ａがプレキャスト壁体５の壁体挿通孔５１に挿通される。このとき、プレキャスト壁体５の下端部５ａは、前方鞘管４１に設けられたブラケット６１と、断面方向連結梁４の上面４０とに載せ置かれて支持される。 Furthermore, as shown in FIG. 10, the lower end part 5a of the precast wall body 5 is embedded in the ground 9 on the sea side A, as shown in FIG. In the second modified example of the joint 7, the upper end 41 a of the front sheath tube 41 is inserted into the wall insertion hole 51 of the precast wall 5. At this time, the lower end portion 5 a of the precast wall body 5 is placed and supported on the bracket 61 provided on the front sheath tube 41 and the upper surface 40 of the cross-section connecting beam 4.

本発明を適用した防潮堤１の構築方法は、図１２、図１３に示すように、海側Ａの地盤９から内陸側Ｂの地盤９にかけて断面方向連結梁４を配設する断面方向連結梁設置工程と、前方基礎杭２を海側Ａの地盤９に打ち込むとともに、後方基礎杭３を内陸側Ｂの地盤９に打ち込む基礎杭設置工程とを備える。 As shown in FIGS. 12 and 13, the construction method of the seawall 1 to which the present invention is applied is a cross-sectional connection beam in which a cross-sectional connection beam 4 is arranged from the ground 9 on the sea side A to the ground 9 on the inland side B. An installation step and a foundation pile installation step of driving the front foundation pile 2 into the ground 9 on the sea side A and driving the rear foundation pile 3 into the ground 9 on the inland side B.

断面方向連結梁設置工程では、図１２に示すように、地盤９が掘削された状態で、必要に応じて複数の断面方向連結梁４が沿岸部に並べて配設される。断面方向連結梁設置工程では、各々の断面方向連結梁４の前方鞘管４１及び後方鞘管４４が上下方向Ｙに開口した状態となるように、複数の断面方向連結梁４が設置される。複数の断面方向連結梁４は、隣り合う断面方向連結梁４の各々の後方鞘管４４に架設される角形鋼管やＨ形鋼等、任意の断面形状の延長方向連結部材６２で連結される。 In the cross-sectional direction connecting beam installation step, as shown in FIG. 12, a plurality of cross-sectional direction connecting beams 4 are arranged side by side on the coast as necessary with the ground 9 excavated. In the cross-section connecting beam installation step, the plurality of cross-section connecting beams 4 are installed so that the front sheath tube 41 and the rear sheath tube 44 of each cross-section connection beam 4 are open in the vertical direction Y. The plurality of cross-sectional connecting beams 4 are connected by extension connecting members 62 having an arbitrary cross-sectional shape such as a square steel pipe or an H-shaped steel that is installed on the rear sheath tube 44 of each adjacent cross-directional connecting beam 4.

基礎杭設置工程では、図１３に示すように、沿岸部に並べて設置された複数の断面方向連結梁４に対して、前方鞘管４１に挿通させながら前方基礎杭２を海側Ａの地盤９に打ち込むとともに、後方鞘管４４に挿通させながら後方基礎杭３を内陸側Ｂの地盤９に打ち込む。このとき、前方基礎杭２は、海側Ａの地盤９から延伸部２２が突出して設けられ、掘削された地盤９が埋め戻される。 In the foundation pile installation process, as shown in FIG. 13, the front foundation pile 2 is inserted into the front sheath tube 41 with respect to the plurality of cross-sectional connecting beams 4 arranged side by side in the coastal area, and the ground 9 on the sea side A is inserted. The rear foundation pile 3 is driven into the ground 9 on the inland side B while being inserted into the rear sheath tube 44. At this time, the front foundation pile 2 is provided with the extending portion 22 protruding from the ground 9 on the sea side A, and the excavated ground 9 is backfilled.

これにより、本発明を適用した防潮堤１の構築方法は、断面方向連結梁設置工程で設置された各々の断面方向連結梁４の前方鞘管４１及び後方鞘管４４をガイド治具として用いることができ、位置決めを容易にしながら前方基礎杭２及び後方基礎杭３を地盤９に打ち込むことが可能となる。 Thereby, the construction method of the seawall 1 to which the present invention is applied uses the front sheath tube 41 and the rear sheath tube 44 of each cross-section connection beam 4 installed in the cross-section connection beam installation step as a guide jig. It is possible to drive the front foundation pile 2 and the rear foundation pile 3 into the ground 9 while facilitating positioning.

なお、本発明を適用した防潮堤１の構築方法は、これに限らず、前方基礎杭２を海側Ａの地盤９に打ち込むとともに、後方基礎杭３を内陸側Ｂの地盤９に打ち込む基礎杭設置工程と、前方基礎杭２を前方鞘管４１に挿通させるとともに、後方基礎杭３を後方鞘管４４に挿通させながら、海側Ａの地盤９から内陸側Ｂの地盤９にかけて断面方向連結梁４を配設する断面方向連結梁設置工程とを備えるものとしてもよい。 In addition, the construction method of the seawall 1 to which the present invention is applied is not limited to this, and the foundation pile in which the front foundation pile 2 is driven into the ground 9 on the sea side A and the rear foundation pile 3 is driven into the ground 9 on the inland side B. Cross-section connecting beams from the ground 9 on the sea side A to the ground 9 on the inland side B while the installation process and the front foundation pile 2 are inserted through the front sheath pipe 41 and the rear foundation pile 3 is inserted through the rear sheath pipe 44 It is good also as a thing provided with the cross-section direction connection beam installation process which arrange | positions 4. FIG.

本発明を適用した防潮堤１の構築方法は、さらに、図１４に示すように、プレキャスト壁体５に形成された壁体挿通孔５１に、海側Ａの地盤９から上方に向けて突出して設けられた前方基礎杭２の延伸部２２を挿通させて、プレキャスト壁体５の下端部５ａが部分的に地盤９に埋め込まれた状態で、掘削された地盤９が埋め戻されて、海側Ａの地盤９の上方にプレキャスト壁体５を設ける壁体設置工程を備える。 As shown in FIG. 14, the construction method of the seawall 1 to which the present invention is applied further protrudes upward from the ground 9 on the sea side A into the wall insertion hole 51 formed in the precast wall 5. The excavated ground 9 is backfilled with the lower end 5a of the precast wall 5 partially embedded in the ground 9 through the extending portion 22 of the provided front foundation pile 2, and the sea side A wall body installation step of providing the precast wall body 5 above the ground 9 of A is provided.

壁体設置工程では、複数の壁体ユニット５０をプレキャスト壁体５として用いることができ、最下段の壁体ユニット５０から、最上段の壁体ユニット５０まで、前方基礎杭２の延伸部２２を連続するように壁体挿通孔５１に挿通させて、海側Ａの地盤９の上方に向けて複数段に亘ってプレキャスト壁体５を設けるものとなる。 In the wall body installation step, a plurality of wall body units 50 can be used as the precast wall body 5, and the extending portion 22 of the front foundation pile 2 is extended from the lowermost wall body unit 50 to the uppermost wall body unit 50. The precast wall body 5 is provided in a plurality of stages toward the upper side of the ground 9 on the sea side A through the wall body insertion holes 51 so as to be continuous.

このとき、本発明を適用した防潮堤１の構築方法は、図１５、図１６に示すように、前方基礎杭２に支持されたプレキャスト壁体５を、沿岸部の幅方向Ｘに複数並べて設置して、防潮堤１を地盤９に構築することが可能となる。 At this time, the construction method of the seawall 1 to which the present invention is applied is as shown in FIG. 15 and FIG. 16, in which a plurality of precast wall bodies 5 supported by the front foundation pile 2 are arranged side by side in the width direction X of the coastal area. Thus, the seawall 1 can be constructed on the ground 9.

これにより、本発明を適用した防潮堤１は、図１７に示すように、地震や台風が発生することによって、海から津波や高潮が押し寄せた場合であっても、プレキャスト壁体５が奥行方向Ｚで倒壊することのないように後方基礎杭３で支持することができ、プレキャスト壁体５で津波や高潮を確実に遮断して、津波や高潮による内陸部の浸水被害を防止することが可能となる。 As a result, the tide embankment 1 to which the present invention is applied has the precast wall 5 in the depth direction even when a tsunami or storm surge is pushed from the sea due to an earthquake or typhoon as shown in FIG. It can be supported by the rear foundation pile 3 so as not to collapse at Z, and the precast wall 5 can reliably block tsunamis and storm surges and prevent inundation damage due to tsunamis and storm surges It becomes.

本発明を適用した防潮堤１は、第１実施形態において、図１８に示すように、奥行方向Ｚで前方基礎杭２と後方基礎杭３との間に設けられる中間基礎杭６をさらに備え、前方基礎杭２、後方基礎杭３及び中間基礎杭６に架設される断面方向連結梁４を用いることもできる。このとき、断面方向連結梁４は、中間基礎杭６の外径よりも大きい内径の鞘管が溶接等によって取り付けられて、中間基礎杭６が挿通される中間鞘管４７が設けられるものとなる。なお、本発明を適用した防潮堤１は、如何なる数量の中間基礎杭６が設けられてもよい。 As shown in FIG. 18, the seawall 1 to which the present invention is applied further includes an intermediate foundation pile 6 provided between the front foundation pile 2 and the rear foundation pile 3 in the depth direction Z, as shown in FIG. 18. It is also possible to use the cross-section direction connecting beam 4 installed on the front foundation pile 2, the rear foundation pile 3, and the intermediate foundation pile 6. At this time, the cross-section connecting beam 4 is provided with an intermediate sheath tube 47 through which the intermediate foundation pile 6 is inserted by attaching a sheath tube having an inner diameter larger than the outer diameter of the intermediate foundation pile 6 by welding or the like. . In addition, the seawall 1 to which the present invention is applied may be provided with any number of intermediate foundation piles 6.

本発明を適用した防潮堤１は、第２実施形態において、図１９に示すように、中間基礎杭６が地盤９から上下方向Ｙの上方に向けて延伸された延伸部６０を有するものとすることができる。このとき、中間鞘管４７は、中間基礎杭６が挿通された接合部７で、中間鞘管４７と中間基礎杭６との間に形成された間隙Ｇに、経時硬化性材料７１が充填される。中間鞘管４７又は中間基礎杭６は、中間基礎杭６が挿通された接合部７で、突出部７２を形成させることができ、また、接合部７や横抵抗に有効な地盤深さに対応する部位で、高強度化鋼管や高剛性化鋼管を用いることができる。 As shown in FIG. 19, the tide embankment 1 to which the present invention is applied has an extending portion 60 in which the intermediate foundation pile 6 is extended upward from the ground 9 in the vertical direction Y as shown in FIG. 19. be able to. At this time, the intermediate sheath pipe 47 is a joint portion 7 through which the intermediate foundation pile 6 is inserted, and a gap G formed between the intermediate sheath pipe 47 and the intermediate foundation pile 6 is filled with the time-curable material 71. The The intermediate sheath pipe 47 or the intermediate foundation pile 6 can form the protrusion 72 at the joint 7 through which the intermediate foundation pile 6 is inserted, and corresponds to the ground depth effective for the joint 7 and lateral resistance. A strengthened steel pipe or a highly stiffened steel pipe can be used at the site to be used.

このとき、プレキャスト壁体５は、中間基礎杭６の延伸部６０が壁体挿通孔５１に挿通されて、地盤９の上方に設けられる。プレキャスト壁体５は、壁体挿通孔５１と中間基礎杭６の延伸部６０との間に形成された間隙Ｇに、経時硬化性材料７１が充填される。前方基礎杭２は、変形例として、図２０（ａ）に示すように、下端部２ａから上端部２ｂにかけて、内陸側Ｂに傾斜させて設けられてもよい。さらに、後方基礎杭３は、変形例として、図２０（ｂ）に示すように、下端部３ａから上端部３ｂにかけて、海側Ａに傾斜させて設けられてもよい。 At this time, the precast wall body 5 is provided above the ground 9 with the extending portion 60 of the intermediate foundation pile 6 inserted through the wall body insertion hole 51. In the precast wall body 5, a time-curable material 71 is filled in a gap G formed between the wall body insertion hole 51 and the extending portion 60 of the intermediate foundation pile 6. As a modification, the front foundation pile 2 may be provided to be inclined to the inland side B from the lower end portion 2a to the upper end portion 2b as shown in FIG. Furthermore, as shown in FIG. 20B, the rear foundation pile 3 may be provided so as to be inclined toward the sea side A from the lower end 3a to the upper end 3b.

本発明を適用した防潮堤１は、第３実施形態において、図２１に示すように、後方基礎杭３が地盤９から上下方向Ｙの上方に向けて延伸された延伸部３２を有するものとすることができる。このとき、プレキャスト壁体５は、後方基礎杭３の延伸部３２が壁体挿通孔５１に挿通されて、地盤９の上方に設けられる。プレキャスト壁体５は、壁体挿通孔５１と後方基礎杭３の延伸部３２との間に形成された間隙Ｇに、経時硬化性材料７１が充填される。前方基礎杭２は、変形例として、図２２（ａ）に示すように、下端部２ａから上端部２ｂにかけて、内陸側Ｂに傾斜させて設けられてもよい。さらに、中間基礎杭６は、変形例として、図２２（ｂ）に示すように、下端部６ａから上端部６ｂにかけて、内陸側Ｂに傾斜させて設けられてもよい。 As shown in FIG. 21, the seawall 1 to which the present invention is applied has a stretched portion 32 in which the rear foundation pile 3 is stretched upward in the vertical direction Y from the ground 9 as shown in FIG. 21. be able to. At this time, the precast wall body 5 is provided above the ground 9 with the extending portion 32 of the rear foundation pile 3 inserted through the wall body insertion hole 51. In the precast wall body 5, the time-curable material 71 is filled in a gap G formed between the wall body insertion hole 51 and the extending portion 32 of the rear foundation pile 3. As shown in FIG. 22A, the front foundation pile 2 may be provided so as to be inclined toward the inland side B from the lower end 2a to the upper end 2b. Furthermore, as shown in FIG. 22B, the intermediate foundation pile 6 may be provided so as to be inclined toward the inland side B from the lower end portion 6a to the upper end portion 6b.

本発明を適用した防潮堤１は、第１実施形態〜第３実施形態の何れにおいても、図２３に示すように、断面方向連結梁４が沿岸部に複数並べて配設されて、隣り合う断面方向連結梁４の各々の前方鞘管４１、後方鞘管４４又は中間鞘管４７に架設される延長方向連結部材６２で、幅方向Ｘに連結されるものとすることができる。延長方向連結部材６２は、防潮堤１の幅方向Ｘで複数の角形鋼管やＨ形鋼等、任意の断面形状のものをボルト接合等によって接合させて用いられる。 In any of the first to third embodiments, the seawall 1 to which the present invention is applied has a plurality of cross-sectional connecting beams 4 arranged side by side in the coastal area as shown in FIG. Each of the directional connecting beams 4 may be connected in the width direction X by an extending direction connecting member 62 installed on each of the front sheath tube 41, the rear sheath tube 44, or the intermediate sheath tube 47. The extending direction connecting member 62 is used by joining a plurality of rectangular steel pipes, H-shaped steels or the like in the width direction X of the seawall 1 by bolt joining or the like.

このとき、本発明を適用した防潮堤１の構築方法は、断面方向連結梁設置工程において、沿岸部に並べて配設された複数の断面方向連結梁４を、隣り合う断面方向連結梁４の各々の前方鞘管４１、後方鞘管４４又は中間鞘管４７に架設される延長方向連結部材６２で、防潮堤１の幅方向Ｘに連結するものとなる。 At this time, in the construction method of the seawall 1 to which the present invention is applied, in the cross-sectional connection beam installation step, a plurality of cross-sectional connection beams 4 arranged side by side in the coastal region are connected to each of the adjacent cross-sectional connection beams 4. Are connected in the width direction X of the seawall 1 by an extension direction connecting member 62 installed on the front sheath tube 41, the rear sheath tube 44 or the intermediate sheath tube 47.

また、本発明を適用した防潮堤１は、第１実施形態〜第３実施形態の何れにおいても、図２３、図２４に示すように、プレキャスト壁体５の下方で、沿岸部に複数並べて設けられた隣り合う断面方向連結梁４の各々の前方鞘管４１、後方鞘管４４又は中間鞘管４７に、下方部延長方向連結部材６３が架設されるものとすることができる。このとき、下方部延長方向連結部材６３は、図２４（ａ）に示すように、防潮堤１の幅方向Ｘで全長に亘って設けられてもよい。また、下方部延長方向連結部材６３は、図２４（ｂ）に示すように、防潮堤１の幅方向Ｘで隣り合う複数のプレキャスト壁体５の目地部分５ｂを跨いで、防潮堤１の幅方向Ｘの一部においてのみ設けられてもよい。 In addition, in any of the first to third embodiments, the tide embankment 1 to which the present invention is applied is provided side by side in the coastal area below the precast wall body 5 as shown in FIGS. The lower part extension direction connection member 63 can be constructed on each of the front sheath tube 41, the rear sheath tube 44, or the intermediate sheath tube 47 of each of the adjacent cross-section direction connection beams 4 formed. At this time, the lower part extension direction connecting member 63 may be provided over the entire length in the width direction X of the seawall 1 as shown in FIG. Further, as shown in FIG. 24 (b), the lower portion extension direction connecting member 63 straddles the joint portions 5 b of the plurality of precast wall bodies 5 adjacent in the width direction X of the tide bank 1, and the width of the tide bank 1. It may be provided only in a part of the direction X.

下方部延長方向連結部材６３は、図２５に示すように、例えば、前方鞘管４１、後方鞘管４４又は中間鞘管４７の上部又は中間部に取り付けられて、プレキャスト壁体５が設置される。このとき、プレキャスト壁体５の下端部５ａは、図２５（ａ）に示すように、前方鞘管４１の上端部４１ａ、後方鞘管４４の上端部４４ａ又は中間鞘管４７の上端部４７ａに載せ置かれてもよい。また、プレキャスト壁体５の下端部５ａは、図２５（ｂ）に示すように、下方部延長方向連結部材６３の上面に載せ置かれてもよく、図２５（ｃ）に示すように、下方部延長方向連結部材６３の上方に設けられた隙間調整部材６５に載せ置かれてもよい。 As shown in FIG. 25, the lower portion extension direction connecting member 63 is attached to, for example, the upper portion or the middle portion of the front sheath tube 41, the rear sheath tube 44, or the intermediate sheath tube 47, and the precast wall body 5 is installed. . At this time, the lower end portion 5a of the precast wall 5 is formed on the upper end portion 41a of the front sheath tube 41, the upper end portion 44a of the rear sheath tube 44, or the upper end portion 47a of the intermediate sheath tube 47, as shown in FIG. May be placed. Further, the lower end portion 5a of the precast wall body 5 may be placed on the upper surface of the lower portion extension direction connecting member 63 as shown in FIG. 25 (b), and as shown in FIG. It may be placed on a gap adjusting member 65 provided above the part extending direction connecting member 63.

さらに、プレキャスト壁体５の下端部５ａは、図２６（ａ）に示すように、下方部延長方向連結部材６３の上面と、断面方向連結梁４の上面４０とに載せ置かれてもよく、図２６（ｂ）に示すように、ブラケット６１の上面に載せ置かれてもよく、図２６（ｃ）に示すように、下方部延長方向連結部材６３の上方に設けられた隙間調整部材６５と、断面方向連結梁４の上面４０とに載せ置かれてもよい。なお、下方部延長方向連結部材６３は、角形鋼管やＨ形鋼等、任意の断面形状のものが用いられる。 Furthermore, the lower end portion 5a of the precast wall body 5 may be placed on the upper surface of the lower portion extension direction connecting member 63 and the upper surface 40 of the cross-sectional direction connecting beam 4, as shown in FIG. As shown in FIG. 26 (b), it may be placed on the upper surface of the bracket 61. As shown in FIG. 26 (c), the gap adjusting member 65 provided above the lower portion extension direction connecting member 63 and Alternatively, it may be placed on the upper surface 40 of the cross-directional connecting beam 4. In addition, as for the downward part extension direction connection member 63, the thing of arbitrary cross-sectional shapes, such as a square steel pipe and H-section steel, is used.

本発明を適用した防潮堤１は、第１実施形態〜第３実施形態の何れにおいても、図２７に示すように、プレキャスト壁体５の上方で、沿岸部に複数並べて設けられた隣り合う前方基礎杭２の各々の延伸部２２、隣り合う後方基礎杭３の各々の延伸部３２又は隣り合う中間基礎杭６の各々の延伸部６０に、上方部延長方向連結部材６４が架設されるものとすることができる。このとき、上方部延長方向連結部材６４は、防潮堤１の幅方向Ｘで隣り合う複数のプレキャスト壁体５の目地部分５ｂを跨いで、防潮堤１の幅方向Ｘで断続的に設けられてもよく、また、防潮堤１の幅方向Ｘで連続して設けられてもよい。 In any of the first to third embodiments, the seawall 1 to which the present invention is applied is, as shown in FIG. Each of the extending portions 22 of the foundation pile 2, each extending portion 32 of the adjacent rear foundation pile 3, or each extending portion 60 of the adjacent intermediate foundation pile 6 is provided with an upper extension direction connecting member 64. can do. At this time, the upper portion extension direction connecting member 64 is intermittently provided in the width direction X of the tide bank 1 across the joint portions 5b of the plurality of precast walls 5 adjacent in the width direction X of the tide bank 1. It may also be provided continuously in the width direction X of the seawall 1.

上方部延長方向連結部材６４は、図２８（ａ）に示すように、前方基礎杭２の延伸部２２、後方基礎杭３の延伸部３２又は中間基礎杭６の延伸部６０が挿通される連結部材挿通孔６４ａが形成される。連結部材挿通孔６４ａは、前方基礎杭２、後方基礎杭３又は中間基礎杭６が挿通された状態で、前方基礎杭２の上端部２ｂ、後方基礎杭３の上端部３ｂ又は中間基礎杭６の上端部６ｂの内部に亘って経時硬化性材料７１が充填される。 As shown in FIG. 28 (a), the upper portion extension direction connecting member 64 is connected through the extending portion 22 of the front foundation pile 2, the extending portion 32 of the rear foundation pile 3, or the extending portion 60 of the intermediate foundation pile 6. A member insertion hole 64a is formed. The connecting member insertion hole 64a is in a state where the front foundation pile 2, the rear foundation pile 3 or the intermediate foundation pile 6 is inserted, and the upper end portion 2b of the front foundation pile 2, the upper end portion 3b of the rear foundation pile 3 or the intermediate foundation pile 6 A time-curable material 71 is filled in the upper end portion 6b.

このとき、本発明を適用した防潮堤１の構築方法は、壁体設置工程において、プレキャスト壁体５の上方で、沿岸部に複数並べて設けられた複数の前方基礎杭２、後方基礎杭３又は中間基礎杭６を、隣り合う前方基礎杭２の各々の延伸部２２、隣り合う後方基礎杭３の各々の延伸部３２又は隣り合う中間基礎杭６の各々の延伸部６０に架設される上方部延長方向連結部材６４で連結するものとなる。 At this time, the construction method of the tide embankment 1 to which the present invention is applied is that the plurality of front foundation piles 2, the rear foundation piles 3 or the plurality of the foundation foundation piles provided side by side in the coastal area above the precast wall body 5 in the wall body installation step An upper portion of the intermediate foundation pile 6 that is installed on each extending portion 22 of the adjacent front foundation pile 2, each extending portion 32 of the adjacent rear foundation pile 3, or each extending portion 60 of the adjacent intermediate foundation pile 6. It connects by the extension direction connection member 64. FIG.

これにより、本発明を適用した防潮堤１は、幅方向Ｘに地震力等による荷重が作用した場合であっても、下方部延長方向連結部材６３又は上方部延長方向連結部材６４で荷重を幅方向Ｘに分散させることができ、特定の箇所に荷重が集中的に作用することを防止することが可能となる。また、本発明を適用した防潮堤１は、複数のプレキャスト壁体５を下方部延長方向連結部材６３又は上方部延長方向連結部材６４で幅方向Ｘに固定して、複数のプレキャスト壁体５の目地部分５ｂが幅方向Ｘに開くことを防止することが可能となる。さらに、本発明を適用した防潮堤１は、図２８（ｂ）に示すように、上方部延長方向連結部材６４の上面に落下防止柵６６を設けることによって、上方部延長方向連結部材６４の上面を、管理用通路、散策用通路として利用することが可能となる。 Thereby, even if the seawall 1 to which the present invention is applied is a case where a load due to seismic force or the like is applied in the width direction X, the load is spread by the lower part extension direction connecting member 63 or the upper part extension direction connecting member 64. It is possible to disperse in the direction X, and it is possible to prevent a load from acting intensively on a specific location. Further, the tide embankment 1 to which the present invention is applied has a plurality of precast wall bodies 5 fixed in the width direction X by the lower part extension direction connecting member 63 or the upper part extension direction connecting member 64, and It is possible to prevent the joint portion 5b from opening in the width direction X. Further, the tide embankment 1 to which the present invention is applied has an upper surface of the upper extension direction connecting member 64 by providing a fall prevention fence 66 on the upper surface of the upper extension direction connecting member 64 as shown in FIG. Can be used as a management passage and a walkway.

また、本発明を適用した防潮堤１は、上方部延長方向連結部材６４の上面の形状を工夫することによって、プレキャスト壁体５の上方部の重心位置を変化させることができる。例えば、本発明を適用した防潮堤１は、プレキャスト壁体５の上方部の重心位置を内陸側Ｂに配置することで内陸側Ｂに曲げモーメントが作用するものとなり、防潮堤１に津波や高潮が押し寄せることによってプレキャスト壁体５に作用する海側Ａへの曲げモーメントに対抗することが可能となる。 Moreover, the seawall 1 to which the present invention is applied can change the position of the center of gravity of the upper portion of the precast wall 5 by devising the shape of the upper surface of the upper portion extension direction connecting member 64. For example, the tide embankment 1 to which the present invention is applied has a bending moment acting on the inland side B by arranging the center of gravity of the upper portion of the precast wall 5 on the inland side B. It becomes possible to counter the bending moment to the sea side A which acts on the precast wall body 5 by pushing.

本発明を適用した防潮堤１は、想定される津波や高潮の高さに応じて、複数の壁体ユニット５０を略鉛直方向に積み上げて用いることができ、プレキャスト壁体５の高さを任意に高くすることが可能となる。また、本発明を適用した防潮堤１は、奥行方向Ｚに所定の数量で中間基礎杭６が設けられることで、プレキャスト壁体５が奥行方向Ｚで倒壊することのないように、プレキャスト壁体５を前方基礎杭２、中間基礎杭６及び後方基礎杭３で強固に支持することが可能となる。 The tide embankment 1 to which the present invention is applied can be used by stacking a plurality of wall units 50 in a substantially vertical direction according to the assumed tsunami and storm surge height, and the precast wall 5 can have any height. It becomes possible to make it high. Moreover, the tide embankment 1 to which the present invention is applied is a precast wall body that prevents the precast wall body 5 from collapsing in the depth direction Z by providing a predetermined number of intermediate foundation piles 6 in the depth direction Z. 5 can be firmly supported by the front foundation pile 2, the intermediate foundation pile 6, and the rear foundation pile 3.

本発明を適用した防潮堤１は、プレキャストフーチングと比較して、軽量で加工が容易な断面方向連結梁４が用いられるため、断面方向連結梁４を製造場所から設置場所まで容易に運搬輸送することができ、防潮堤１を構成する部材の輸送コストを低減させることが可能となる。 The tide embankment 1 to which the present invention is applied uses a cross-sectional connecting beam 4 that is light and easy to process as compared with precast footing. Therefore, the cross-directional connecting beam 4 is easily transported from the manufacturing site to the installation site. It is possible to reduce the transportation cost of the members constituting the seawall 1.

以上、本発明の実施形態の例について詳細に説明したが、上述した実施形態は、何れも本発明を実施するにあたっての具体化の例を示したものに過ぎず、これらによって本発明の技術的範囲が限定的に解釈されてはならないものである。 As mentioned above, although the example of embodiment of this invention was demonstrated in detail, all the embodiment mentioned above showed only the example of actualization in implementing this invention, and these are the technical aspects of this invention. The range should not be construed as limiting.

例えば、プレキャスト壁体５は、図５に示すように、幅方向Ｘの２箇所に壁体挿通孔５１が形成されるものに限らず、図２９に示すように、幅方向Ｘの１箇所に壁体挿通孔５１が形成された壁体ユニット５０を組み合わせて用いることもできる。また、プレキャスト壁体５は、場所打ちコンクリート方式で構築されるものであってもよく、また、プレキャストコンクリート製のものと場所打ちコンクリート方式のものとを組み合わせたものであってもよい。 For example, the precast wall body 5 is not limited to the one in which the wall body insertion holes 51 are formed in two places in the width direction X as shown in FIG. 5, but in one place in the width direction X as shown in FIG. The wall body unit 50 in which the wall body insertion hole 51 is formed can also be used in combination. Moreover, the precast wall 5 may be constructed by a cast-in-place concrete method, or may be a combination of a precast concrete product and a cast-in-place concrete method.

本発明を適用した防潮堤１の構築方法は、基礎杭設置工程で地盤９に打ち込まれた前方基礎杭２より海側Ａで、地盤９中に止水壁８を構築する止水壁設置工程をさらに備えるものとできる。これにより、本発明を適用した防潮堤１は、前方基礎杭２より海側Ａで、地盤９中に鋼矢板や鋼管矢板等を打ち込んで止水壁８を構築することができ、地盤９の内部で海水が内陸側Ｂに浸透するのを遮断することが可能となる。 The construction method of the tide embankment 1 to which the present invention is applied is a water blocking wall installation process in which the water blocking wall 8 is built in the ground 9 on the sea side A from the front foundation pile 2 driven into the ground 9 in the foundation pile installation process. Can be further provided. Thereby, the seawall 1 to which the present invention is applied can construct the water blocking wall 8 by driving a steel sheet pile or a steel pipe sheet pile into the ground 9 on the sea side A from the front foundation pile 2. It is possible to block the penetration of seawater into the inland side B inside.

１：防潮堤
２：前方基礎杭
２ａ：下端部（前方基礎杭）
２ｂ：上端部（前方基礎杭）
２１：外面（前方基礎杭）
２２：延伸部（前方基礎杭）
３：後方基礎杭
３ａ：下端部（後方基礎杭）
３ｂ：上端部（後方基礎杭）
３１：外面（後方基礎杭）
３２：延伸部（後方基礎杭）
４：断面方向連結梁
４ａ：前端部（断面方向連結梁）
４ｂ：後端部（断面方向連結梁）
４０：上面（断面方向連結梁）
４１：前方鞘管
４１ａ：上端部（前方鞘管）
４２：内面（前方鞘管）
４４：後方鞘管
４４ａ：上端部（後方鞘管）
４５：内面（後方鞘管）
４７：中間鞘管
４７ａ：上端部（中間鞘管）
５：プレキャスト壁体
５ａ：下端部（プレキャスト壁体）
５０：壁体ユニット
５１：壁体挿通孔
６：中間基礎杭
６ａ：下端部（中間基礎杭）
６ｂ：上端部（中間基礎杭）
６０：延伸部（中間基礎杭）
６１：ブラケット
６２：延長方向連結部材
６３：下方部延長方向連結部材
６４：上方部延長方向連結部材
６５：隙間調整部材
６６：落下防止柵
７：接合部
７１：経時硬化性材料
７２：突出部
８：止水壁
９：地盤
Ａ：海側
Ｂ：内陸側
Ｇ：間隙
Ｘ：幅方向
Ｙ：上下方向
Ｚ：奥行方向 1: Seawall 2: Front foundation pile 2a: Lower end (front foundation pile)
2b: Upper end (front foundation pile)
21: External surface (front foundation pile)
22: Extension part (front foundation pile)
3: Rear foundation pile 3a: Lower end (rear foundation pile)
3b: Upper end (rear foundation pile)
31: External surface (rear foundation pile)
32: Extension part (rear foundation pile)
4: Cross-sectional connection beam 4a: Front end (cross-section connection beam)
4b: Rear end (cross-section connecting beam)
40: Upper surface (cross-section connecting beam)
41: Front sheath tube 41a: Upper end (front sheath tube)
42: inner surface (front sheath tube)
44: Rear sheath tube 44a: Upper end (rear sheath tube)
45: Inner surface (back sheath tube)
47: Intermediate sheath tube 47a: Upper end (intermediate sheath tube)
5: Precast wall 5a: Lower end (precast wall)
50: Wall body unit 51: Wall body insertion hole 6: Intermediate foundation pile 6a: Lower end (intermediate foundation pile)
6b: Upper end (intermediate foundation pile)
60: Extension part (intermediate foundation pile)
61: Bracket 62: Extension direction connection member 63: Lower part extension direction connection member 64: Upper part extension direction connection member 65: Gap adjustment member 66: Fall prevention fence 7: Joint part 71: Temporarily curable material 72: Projection part 8 : Stop wall 9: Ground A: Sea side B: Inland side G: Gap X: Width direction Y: Vertical direction Z: Depth direction

Claims

A seawall built on the coast to prevent inundation damage inland,
Provided above the ground, a front foundation pile provided on the ground on the sea side, a rear foundation pile provided on the ground on the inland side, a cross-section connecting beam constructed on the front foundation pile and the rear foundation pile. With precast walls,
The cross-section connecting beam has a front sheath pipe through which the front foundation pile is inserted and a rear sheath pipe through which the rear foundation pile is inserted, and is arranged from the ground on the sea side to the ground on the inland side. ,
The front foundation pile has an extending portion extending upward from the ground, and the extending portion is inserted into a wall insertion hole formed in the precast wall,
The precast wall has a lower end embedded in the ground, and is placed on the front sheath pipe or a bracket provided on the front sheath pipe.

A seawall built on the coast to prevent inundation damage inland,
Provided above the ground, a front foundation pile provided on the ground on the sea side, a rear foundation pile provided on the ground on the inland side, a cross-section connecting beam constructed on the front foundation pile and the rear foundation pile. With precast walls,
The cross-section connecting beam has a front sheath pipe through which the front foundation pile is inserted and a rear sheath pipe through which the rear foundation pile is inserted, and is arranged from the ground on the sea side to the ground on the inland side. ,
The front foundation pile has an extending portion extending upward from the ground, and the extending portion is inserted into a wall insertion hole formed in the precast wall,
The precast wall body is a lower end portion embedded in the ground, and the upper end portion of the front sheath pipe is inserted into the wall body insertion hole.

A seawall built on the coast to prevent inundation damage inland,
A front foundation pile provided on the sea side ground, a rear foundation pile provided on the inland side ground, an intermediate foundation pile provided on the ground between the front foundation pile and the rear foundation pile, and the front foundation pile A cross-section connecting beam constructed on the rear foundation pile and the intermediate foundation pile, and a precast wall provided above the ground,
The cross-sectional connecting beam has a front sheath tube through which the front foundation pile is inserted, a rear sheath tube through which the rear foundation pile is inserted, and an intermediate sheath tube through which the intermediate foundation pile is inserted, It is arranged from the ground on the sea side to the ground on the inland side,
The intermediate foundation pile or the rear foundation pile has an extended portion extended upward from the ground, and the extended portion is inserted into a wall insertion hole formed in the precast wall,
The precast wall has a lower end embedded in the ground, and is placed on a bracket provided on the rear sheath tube or the intermediate sheath tube or the rear sheath tube or the intermediate sheath tube. Tsutsumi.

A seawall built on the coast to prevent inundation damage inland,
A front foundation pile provided on the sea side ground, a rear foundation pile provided on the inland side ground, an intermediate foundation pile provided on the ground between the front foundation pile and the rear foundation pile, and the front foundation pile A cross-section connecting beam constructed on the rear foundation pile and the intermediate foundation pile, and a precast wall provided above the ground,
The cross-sectional connecting beam has a front sheath tube through which the front foundation pile is inserted, a rear sheath tube through which the rear foundation pile is inserted, and an intermediate sheath tube through which the intermediate foundation pile is inserted, It is arranged from the ground on the sea side to the ground on the inland side,
The intermediate foundation pile or the rear foundation pile has an extended portion extended upward from the ground, and the extended portion is inserted into a wall insertion hole formed in the precast wall,
The precast wall body is a lower end portion embedded in the ground, and the upper end portion of the rear sheath pipe or the intermediate sheath pipe is inserted into the wall body insertion hole.

The seawall according to any one of claims 1 to 4 , wherein a gap formed between the extending portion and the wall insertion hole is filled with a time-curable material.

The tide embankment according to any one of claims 1 to 5 , wherein the precast wall body is provided in a plurality of stages from the ground upward.

The tide embankment according to any one of claims 1 to 6 , further comprising a water blocking wall constructed in the ground on the sea side from the front foundation pile.