JP7017541B2 - Improvement structure and improvement method of existing sheet pile type quay - Google Patents

Improvement structure and improvement method of existing sheet pile type quay Download PDF

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JP7017541B2
JP7017541B2 JP2019110757A JP2019110757A JP7017541B2 JP 7017541 B2 JP7017541 B2 JP 7017541B2 JP 2019110757 A JP2019110757 A JP 2019110757A JP 2019110757 A JP2019110757 A JP 2019110757A JP 7017541 B2 JP7017541 B2 JP 7017541B2
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sheet pile
horizontal
pile wall
type quay
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JP2020204151A (en
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禎郎 塩崎
慧 小川
賢一 内田
俊広 海老原
隆雄 鈴木
祐人 田中
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JFE Steel Corp
JFE Engineering Corp
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Description

本発明は、矢板壁の水域側に設けられて既存の矢板式岸壁を改良する既存矢板式岸壁の改良構造、及び改良方法に関する。
なお、本明細書における矢板式岸壁には、船舶の接岸機能を有するものの他、船舶の接岸機能を有していない護岸のうち、水際線に直立した矢板壁を有するものを含む。 The present invention relates to an improved structure and an improved method of an existing sheet pile type quay provided on the water area side of the sheet pile wall to improve the existing sheet pile type quay.
In addition, the sheet pile type quay in the present specification includes a revetment having a berthing function of a ship and a revetment not having a berthing function of a ship having a sheet pile wall upright at the water's edge.

既存の矢板式岸壁１９としては、図１０に示すように、複数の矢板を水底２１に打設して形成した矢板壁２３の上端の上部工２５を陸上部２７に設けた控え工２９にタイロッド３１で連結して支持するようにしたものがある。
このような矢板式岸壁１９においては、例えば、改訂された港湾基準への対応、耐震性向上、エプロン上の上載荷重の増加、船舶の大型化に伴う岸壁水深の増深、既存構造の劣化対応、供用期間の延長等の要因により補強等の改良が必要となる場合がある。 As an existing sheet pile type quay 19, as shown in FIG. 10, a tie rod is provided on a reserve work 29 in which a superstructure 25 at the upper end of a sheet pile wall 23 formed by placing a plurality of sheet piles on the bottom 21 is provided on a land portion 27. There is one that is connected and supported by 31.
In such a sheet pile type quay 19, for example, compliance with the revised port standards, improvement of earthquake resistance, increase of the load on the apron, deepening of the quay water depth due to the increase in size of the ship, and deterioration of the existing structure are dealt with. , Improvement such as reinforcement may be necessary due to factors such as extension of service period.

既存の矢板式岸壁１９の改良構造の例としては、例えば特許文献１に開示された、「既設岸壁の改修補強構造」がある。
同文献に開示の「既設岸壁の改修補強構造」は、「矢板壁をタイ材を介して控え工で支持してなる既設岸壁の改修補強構造であって、既設控え工の反岸壁側に、該既設控え工から離間されて独立して設けられ、下端部が所定深度まで立て込まれた新設控え工と、該新設控え工の頭部から既設矢板壁の所定位置に向けて斜め下方に延設されて、両端が該新設控え工と既設矢板壁とに止着された新設のタイ材と、を有し、
前記新設控え工は、鋼管内にコンクリートを充填されて形成される鋼管杭であるととも
に、前記既設控え工に沿って適宜間隔を空けて複数配設され、前記新設タイ材は、前記鋼管杭から放射状に複数設けられている、ことを特徴とする」（請求項４参照）ものである。
この方法によると、既設の矢板壁２３との係止位置を任意に設置可能であり、かつ矢板壁２３に発生する曲げモーメントを低減できるため、改良方法として有効な方法である。 As an example of the improved structure of the existing sheet pile type quay 19, there is, for example, the “repair and reinforcement structure of the existing quay” disclosed in Patent Document 1.
The "repair and reinforcement structure of the existing quay" disclosed in the same document is "a repair and reinforcement structure of the existing quay in which the sheet pile wall is supported by the slab through the Thai material, and is on the opposite quay side of the existing quay. A new reserve that is separated from the existing reserve and has its lower end raised to a predetermined depth, and a new reserve that extends diagonally downward from the head of the new reserve toward a predetermined position on the existing sheet pile wall. It has a new tie material, both ends of which are fixed to the new reserve work and the existing sheet pile wall.
The new construction pile is a steel pipe pile formed by filling the steel pipe with concrete, and a plurality of the new construction piles are arranged along the existing reserve work at appropriate intervals, and the new tie material is from the steel pipe pile. It is characterized in that a plurality of radial pipes are provided ”(see claim 4).
According to this method, the locking position with the existing sheet pile wall 23 can be arbitrarily installed, and the bending moment generated on the sheet pile wall 23 can be reduced, which is an effective method as an improved method.

特許第４８７６９９１号公報Japanese Patent No. 4876991

特許文献１に開示の構造は、工事における岸壁占有期間の短縮化を図ることを目的の一つとしており、それ故に陸側に新設の控え工を設置することが必須となっている。
しかしながら、既存の矢板式岸壁１９の改良工事においては、陸上部２７での施工が制限される場合もあり、このような場合には適用できないという問題がある。
また、新設タイ材が、鋼管杭から放射状に複数設けられていることから、タイ材の張力管理が難しいという問題もある。 One of the purposes of the structure disclosed in Patent Document 1 is to shorten the quay occupancy period in the construction work, and therefore it is essential to install a new reserve work on the land side.
However, in the improvement work of the existing sheet pile type quay 19, there is a problem that the work on the land portion 27 may be restricted, and in such a case, it cannot be applied.
In addition, since a plurality of newly installed timbers are provided radially from the steel pipe piles, there is also a problem that it is difficult to control the tension of the timbers.

本発明はかかる課題を解決するためになされたものであり、陸上部での施工が制限される場合にも適用可能であり、かつ既存の矢板壁との係止位置を任意に設定可能な既存矢板式岸壁の改良構造及び改良方法を提供することを目的としている。 The present invention has been made to solve such a problem, is applicable even when construction on land is restricted, and can arbitrarily set a locking position with an existing sheet pile wall. It is an object of the present invention to provide an improved structure and an improved method of a sheet pile type quay.

（１）本発明に係る既存矢板式岸壁の改良構造は、既存の矢板式岸壁における矢板壁の水域側水底面に打設された複数の杭と、該複数の杭の頭部を連結する杭頭連結部及び該杭頭連結部から立ち上がるように設けられた複数の縦部材を有する骨組構造と、前記縦部材に前記矢板壁幅方向に連続して取り付けられた水平部材と、該水平部材と前記矢板壁との間に連続的又は断続的に形成された隙間に配設されて前記矢板壁から受ける水平力を前記水平部材に伝達する水平力伝達部材とを備えたことを特徴とするものである。 (1) The improved structure of the existing sheet pile type quay according to the present invention consists of a plurality of piles placed on the water bottom of the sheet pile wall on the water area side of the existing sheet pile type quay and a pile connecting the heads of the plurality of piles. A skeleton structure having a head connecting portion and a plurality of vertical members provided so as to rise from the pile head connecting portion, a horizontal member continuously attached to the vertical member in the width direction of the sheet pile wall, and the horizontal member. It is characterized by being provided with a horizontal force transmitting member which is arranged in a gap formed continuously or intermittently with the sheet pile wall and transmits a horizontal force received from the sheet pile wall to the horizontal member. Is.

（２）また、上記（１）に記載のものにおいて、前記水平力伝達部材は、水中コンクリート又は水中モルタルであることを特徴とするものである。 (2) Further, in the above-mentioned (1), the horizontal force transmitting member is characterized by being underwater concrete or underwater mortar.

（３）本発明に係る既存矢板式岸壁の改良方法は、杭の頭部を連結する杭頭連結部及び該杭頭連結部から立ち上がるように設けられた複数の縦部材を有する骨組構造と、該骨組構造における前記縦部材に取り付けられた水平部材とを有する構造体を、前記矢板壁の水域側水底面に、前記水平部材と前記矢板壁の間に連続的又は断続的な隙間を空けて配置する構造体配置工程と、
前記矢板壁の水域側水底面に、複数の杭を打設する杭打設工程と、
打設された杭の上端を前記杭頭連結部に一体化する杭・構造体一体化工程と、
前記矢板壁から受ける水平力を前記水平部材に伝達する水平力伝達部材を、前記隙間に配設する水平力伝達部材配設工程とを備えたことを特徴とするものである。 (3) The method for improving the existing sheet pile type quay according to the present invention includes a skeleton structure having a pile head connecting portion connecting the heads of piles and a plurality of vertical members provided so as to rise from the pile head connecting portion. A structure having a horizontal member attached to the vertical member in the skeleton structure is provided on the water bottom surface of the sheet pile wall on the water area side with a continuous or intermittent gap between the horizontal member and the sheet pile wall. Structure placement process to place and
The pile driving process of driving a plurality of piles on the water bottom of the sheet pile wall on the water area side,
A pile / structure integration process that integrates the upper end of the placed pile into the pile head connecting portion,
It is characterized by comprising a horizontal force transmitting member arranging step of arranging a horizontal force transmitting member for transmitting a horizontal force received from the sheet pile wall to the horizontal member in the gap.

（４）また、上記（３）に記載のものにおいて、前記構造体配置工程の前に、前記水域側水底面を掘削して水深を深くする水底面掘削工程を備えたことを特徴とするものである。 (4) Further, in the above-mentioned (3), the feature is that a water bottom excavation step of excavating the water bottom on the water area side to deepen the water depth is provided before the structure placement step. Is.

（５）また、上記（３）又は（４）に記載のものにおいて、前記水平力伝達部材配設工程は、前記水平部材の下方に設置した型枠に水中コンクリート又は水中モルタルを打設することを特徴とするものである。 (5) Further, in the method described in (3) or (4) above, in the horizontal force transmission member disposing step, underwater concrete or underwater mortar is placed in a formwork installed below the horizontal member. It is characterized by.

（６）また、上記（３）又は（４）に記載のものにおいて、前記水平力伝達部材配設工程は、前記構造体における前記縦部材と前記矢板壁との間に型枠を設け前記水平部材の下部の高さ位置まで中詰め材を設置する工程と、該中詰め材の上に水中コンクリート又は水中モルタルを打設する工程を備えていることを特徴とするものである。 (6) Further, in the method described in (3) or (4) above, in the horizontal force transmission member disposing step, a formwork is provided between the vertical member and the sheet pile wall in the structure, and the horizontal force is transmitted. It is characterized by including a step of installing a filling material up to a height position of a lower portion of a member and a step of placing underwater concrete or underwater mortar on the filling material.

本発明によれば、陸上部での施工が制限される場合にも適用可能であり、かつ既存の矢板壁との係止位置を任意に設定可能であり、施工性に優れている。
また、水平力伝達部材は、矢板壁からの水平力を水平部材に伝達できればよく、それ故に水平部材及び矢板壁と一体化される必要がなく、水中溶接等によるスタッド溶接等を不要とすることができる。 According to the present invention, it can be applied even when the construction on the land portion is restricted, and the locking position with the existing sheet pile wall can be arbitrarily set, and the workability is excellent.
Further, the horizontal force transmitting member only needs to be able to transmit the horizontal force from the sheet pile wall to the horizontal member, and therefore does not need to be integrated with the horizontal member and the sheet pile wall, and stud welding by underwater welding or the like is not required. Can be done.

本実施の形態に係る既存矢板式岸壁の改良構造の要部の斜視図である。It is a perspective view of the main part of the improved structure of the existing sheet pile type quay which concerns on this embodiment. 図１に示した既存矢板式岸壁の改良構造の垂直断面図である。It is a vertical cross-sectional view of the improved structure of the existing sheet pile type quay shown in FIG. 図２の矢視Ａ－Ａ図である。It is the arrow AA figure of FIG. 本実施の形態に係る矢板壁及び構造体の応力照査方法の説明図である（その１）。It is explanatory drawing of the stress check method of the sheet pile wall and the structure which concerns on this embodiment (the 1). 本実施の形態に係る矢板壁及び構造体の応力照査方法の説明図である（その２）。It is explanatory drawing of the stress check method of the sheet pile wall and a structure which concerns on this embodiment (the 2). 本実施の形態に係る構造体の説明図である。It is explanatory drawing of the structure which concerns on this embodiment. 本実施の形態の他の態様に係る既存矢板式岸壁の改良構造の垂直断面図である。It is a vertical sectional view of the improved structure of the existing sheet pile type quay which concerns on another aspect of this embodiment. 図１０に示した既存の矢板式岸壁の矢板壁に作用する曲げモーメント図である。It is a bending moment diagram which acts on the sheet pile wall of the existing sheet pile type quay shown in FIG. 本実施の形態に係る改良構造の適用による矢板壁に作用する曲げモーメントの低減効果を説明する図である。It is a figure explaining the effect of reducing the bending moment acting on the sheet pile wall by applying the improved structure which concerns on this embodiment. 改良対象となる既存の矢板式岸壁の説明図である。It is explanatory drawing of the existing sheet pile type quay to be improved.

本実施の形態に係る既存矢板式岸壁の改良構造１は、図１～図３に示すように、水域側の水底２１に打設された複数の杭３と、骨組構造５と、水平部材７と、水平力伝達部材９とを備えている。なお、図１～図３において、既存の矢板式岸壁１９を示した図１０と同一部分には同一の符号を付してある。
以下、各構成の詳細と各構成の関係を説明する。 As shown in FIGS. 1 to 3, the improved structure 1 of the existing sheet pile type quay according to the present embodiment includes a plurality of piles 3 placed on the water bottom 21 on the water area side, a frame structure 5, and a horizontal member 7. And a horizontal force transmitting member 9. In FIGS. 1 to 3, the same parts as those in FIG. 10 showing the existing sheet pile type quay 19 are designated by the same reference numerals.
Hereinafter, the details of each configuration and the relationship between the configurations will be described.

＜既存矢板式岸壁の矢板壁＞
改良の対象となる既存矢板式岸壁の矢板壁２３は、鋼矢板によって形成された鋼矢板壁であってもよいし、鋼管矢板によって形成された鋼管矢板壁であってもよい。 <The sheet pile wall of the existing sheet pile type quay>
The sheet pile wall 23 of the existing sheet pile type quay to be improved may be a steel sheet pile wall formed by a steel sheet pile, or may be a steel pipe sheet pile wall formed by a steel pipe sheet pile.

＜杭＞
杭３は例えば鋼管杭からなり、矢板壁２３を有する既存の矢板式岸壁１９の水域側の水底２１に打設されている。打設された杭３は複数本であり、これらの配置は、図１に示すように、格子状に配置されてもよいし、千鳥状に配置されてもよく、配置は特に限定されない。
また、図１～図３に示す例では、直杭としているが、複数の杭３の全部又は一部を斜杭としてもよい。 <Pile>
The pile 3 is made of, for example, a steel pipe pile, and is driven into the water bottom 21 on the water area side of the existing sheet pile type quay 19 having the sheet pile wall 23. There are a plurality of piles 3 placed, and these arrangements may be arranged in a grid pattern or in a staggered manner as shown in FIG. 1, and the arrangement is not particularly limited.
Further, in the examples shown in FIGS. 1 to 3, straight piles are used, but all or part of the plurality of piles 3 may be diagonal piles.

＜骨組構造＞
骨組構造５は、複数の杭３の頭部を連結する杭頭連結部１１及び杭頭連結部１１から立ち上がるように設けられた複数の縦部材１３を有している。
杭頭連結部１１は、図１に示すように、格子状に形成された各桁材１１ａの交差部１１ｂに杭３が挿入される開口部を有する構造である。杭頭と開口部とは一体化されるが、この一体化の手法は従来のジャケット式岸壁、ストラット式岸壁で用いられる手法、具体的にはグラウト材の注入によればよい。
なお、杭頭連結部１１は、各桁材１１ａと交差部１１ｂによって構成されてもよいが、各桁材１１ａ及び交差部１１ｂの全体を覆うように床版が設けられた構造であってもよい。 <Frame structure>
The frame structure 5 has a pile head connecting portion 11 that connects the heads of the plurality of piles 3 and a plurality of vertical members 13 that are provided so as to stand up from the pile head connecting portion 11.
As shown in FIG. 1, the pile head connecting portion 11 has a structure having an opening into which the pile 3 is inserted into the intersecting portion 11b of each girder member 11a formed in a grid pattern. The pile head and the opening are integrated, and the method of integration may be the method used in the conventional jacket type quay and strut type quay, specifically, the injection of grout material.
The pile head connecting portion 11 may be composed of each girder member 11a and the intersection portion 11b, but may have a structure in which a floor slab is provided so as to cover the entire girder member 11a and the intersection portion 11b. good.

縦部材１３は、矢板壁２３に最も近い交差部１１ｂに矢板壁２３側に突出するように形成された突出部１１ｃから縦方向に延出している。もっとも、縦部材１３は杭頭連結部１１と一体化されて縦方向に延出しておればよく、杭頭連結部１１からの延出位置は特に限定されない。例えば、杭頭連結部１１における矢板壁２３に最も近い桁材１１ａから縦方向に延出するものでもよい。 The vertical member 13 extends in the vertical direction from the protruding portion 11c formed so as to project toward the sheet pile wall 23 at the intersection 11b closest to the sheet pile wall 23. However, the vertical member 13 may be integrated with the pile head connecting portion 11 and extended in the vertical direction, and the extending position from the pile head connecting portion 11 is not particularly limited. For example, the girder member 11a closest to the sheet pile wall 23 at the pile head connecting portion 11 may extend in the vertical direction.

骨組構造５は、例えば形鋼等の鋼製部材によって形成されてもよいし、あるいはプレキャストコンクリート構造、鋼コンクリート合成構造であってもよい。 The frame structure 5 may be formed of a steel member such as a shaped steel, or may be a precast concrete structure or a steel-concrete composite structure.

＜水平部材＞
水平部材７は、骨組構造５における縦部材１３の上部に、矢板壁２３に対して矢板壁２３幅方向に連続して取り付けられており、水平部材７と矢板壁２３との間には連続的な隙間が形成されている。なお、水平部材７と矢板壁２３は当接する部分があってもよく、この場合には、隙間は断続的となる。
また、水平部材７の縦方向の位置は、縦部材１３の上部に限定されるものではなく、例えば既設の矢板壁２３に水平部材７の取り付けに障害となる部材がある場合には該部材を避けて取り付けるようにすればよい。
さらに、水平部材７と縦部材１３の位置関係については、水平力を縦部材１３に伝達できればよく、水平部材７を縦部材１３の矢板壁２３側に配置してもよく、あるいは水平部材７を縦部材１３の上端面に配置してもよい。
このように、水平部材７の縦部材１３に対する取付位置は任意に設定可能であり、施工性に優れている。 <Horizontal member>
The horizontal member 7 is continuously attached to the sheet pile wall 23 in the width direction of the sheet pile wall 23 on the upper portion of the vertical member 13 in the frame structure 5, and is continuous between the horizontal member 7 and the sheet pile wall 23. A gap is formed. The horizontal member 7 and the sheet pile wall 23 may have a portion in contact with each other, and in this case, the gap is intermittent.
Further, the vertical position of the horizontal member 7 is not limited to the upper part of the vertical member 13, and for example, if the existing sheet pile wall 23 has a member that hinders the attachment of the horizontal member 7, the member is used. You should avoid it and install it.
Further, regarding the positional relationship between the horizontal member 7 and the vertical member 13, it is sufficient that the horizontal force can be transmitted to the vertical member 13, and the horizontal member 7 may be arranged on the sheet pile wall 23 side of the vertical member 13, or the horizontal member 7 may be arranged. It may be arranged on the upper end surface of the vertical member 13.
As described above, the mounting position of the horizontal member 7 with respect to the vertical member 13 can be arbitrarily set, and the workability is excellent.

水平部材７は、骨組構造５と同様に、例えば形鋼等の鋼製部材によって形成されてもよいし、あるいはプレキャストコンクリート構造、鋼コンクリート合成構造であってもよい。
また、図１では、水平部材７が一段のものを図示しているが、水平部材７の段数は1段に限らず、複数段としてもよい。 Similar to the frame structure 5, the horizontal member 7 may be formed of a steel member such as a shaped steel, or may have a precast concrete structure or a steel-concrete composite structure.
Further, although FIG. 1 shows a one-stage horizontal member 7, the number of stages of the horizontal member 7 is not limited to one, and may be a plurality of stages.

＜水平力伝達部材＞
水平力伝達部材９は、水平部材７と矢板壁２３との隙間に配設されて、矢板壁２３から受ける水平力を水平部材７に伝達する部材である。
水平力伝達部材９は、矢板壁２３からの水平力を水平部材７に伝達できればよく、それ故に水平部材７及び矢板壁２３と一体化される必要がなく、水中溶接等によるスタッド溶接等を不要とすることができる。
また、水平力伝達部材９の材質は特に限定されず、圧縮力を確実に伝達できるものであればよく、例えば前記隙間に打設された水中コンクリート、水中モルタル等が好ましい。 <Horizontal force transmission member>
The horizontal force transmission member 9 is a member that is disposed in the gap between the horizontal member 7 and the sheet pile wall 23 and transmits the horizontal force received from the sheet pile wall 23 to the horizontal member 7.
The horizontal force transmitting member 9 only needs to be able to transmit the horizontal force from the sheet pile wall 23 to the horizontal member 7, and therefore does not need to be integrated with the horizontal member 7 and the sheet pile wall 23, and stud welding or the like by underwater welding or the like is unnecessary. Can be.
Further, the material of the horizontal force transmitting member 9 is not particularly limited as long as it can reliably transmit the compressive force, and for example, underwater concrete or underwater mortar placed in the gap is preferable.

水平力伝達部材９を水中コンクリートで形成する場合には、水平部材７の下面と矢板壁２３の間隙をふさぐように型枠を設置して、水中コンクリートを打設すればよい。
あるいは、縦部材１３と矢板壁２３との間に適宜型枠を設け水平部材７の下部の高さ位置まで中詰め材を設置して、該中詰め材の上に水中コンクリートを打設するようにしてもよい。
なお、水平力伝達部材９の鉛直方向の幅は、水平部材７の幅程度とすればよいが、施工状況によっては水平部材７のよりも厚くなってもよい。 When the horizontal force transmitting member 9 is formed of underwater concrete, a formwork may be installed so as to close the gap between the lower surface of the horizontal member 7 and the sheet pile wall 23, and the underwater concrete may be placed.
Alternatively, a formwork is appropriately provided between the vertical member 13 and the sheet pile wall 23, the filling material is installed up to the height position of the lower part of the horizontal member 7, and the underwater concrete is placed on the filling material. You may do it.
The width of the horizontal force transmitting member 9 in the vertical direction may be about the width of the horizontal member 7, but may be thicker than that of the horizontal member 7 depending on the construction situation.

上記の既存矢板式岸壁の改良構造１を設計するに際して、矢板壁２３の応力照査方法は、永続状態で算出した応力と、矢板壁２３と改良のために新設した構造（骨組構造５及び杭３）を考慮した状態で変動状態荷重増分（地震時土圧および動水圧から永続状態土圧を差引いた値）に対して算出した応力を足し合わせて評価することとし、新設した構造の応力照査方法は、変動状態荷重増分で評価するようにすればよい。 When designing the improved structure 1 of the existing sheet pile type quay, the stress verification method of the sheet pile wall 23 is the stress calculated in the permanent state and the structure newly constructed for the sheet pile wall 23 and the improvement (framework structure 5 and pile 3). ) Is taken into consideration, and the stress calculated for the variable state load increment (value obtained by subtracting the permanent state soil pressure from the soil pressure and hydrodynamic pressure during an earthquake) is added and evaluated, and the stress verification method for the newly constructed structure is used. Should be evaluated by the variable state load increment.

この点を、図４、図５に基づいて詳細に説明する。ここでは、タイロッド取付点と水底面を支点として、水底面以浅の荷重を考慮して設計する仮想ばり法に基づいて説明する。図４は矢板壁２３に作用する荷重分布を模式的に示す図であり、図４（ａ－１）のＡが永続状態（地震が発生していない状態）において矢板壁に作用する荷重分布（永続状態土圧）であり、図４（ａ－２）のＢが地震時（変動状態）に作用する荷重（土圧および動水圧）、図４（ａ－３）は荷重Ｂから荷重Ａを差し引いた荷重（変動状態荷重増分）を示している。
また、図４（ｂ）は改良前の矢板壁２３に作用する永続状態土圧Ａを、図４（ｃ）は改良後の矢板壁２３に作用する変動状態荷重増分Ｂ－Ａをそれぞれ示している。
変動状態荷重増分Ｂ－Ａによる矢板壁に発生する応力は、図４（ｃ）に示すように、新設の構造による水平バネの作用によって、小さくなる。
なお、新設の構造の水平バネは、図５に示すように、新設の構造を梁と地盤バネでモデル化してａ点に載荷した荷重と変位の関係から求められる。 This point will be described in detail with reference to FIGS. 4 and 5. Here, the description will be based on a virtual beam method in which the tie rod mounting point and the bottom surface of the water are used as fulcrums and the load shallower than the bottom surface of the water is taken into consideration. FIG. 4 is a diagram schematically showing the load distribution acting on the sheet pile wall 23, and the load distribution acting on the sheet pile wall in the permanent state (state in which no earthquake has occurred) in FIG. 4 (a-1) (a-1). Permanent state earth pressure), where B in FIG. 4 (a-2) is the load (earth pressure and hydrodynamic pressure) acting during an earthquake (fluctuation state), and in FIG. 4 (a-3), the load A is applied from the load B. The deducted load (variable state load increment) is shown.
Further, FIG. 4B shows the permanent earth pressure A acting on the sheet pile wall 23 before the improvement, and FIG. 4C shows the variable state load increment BA acting on the sheet pile wall 23 after the improvement. There is.
As shown in FIG. 4 (c), the stress generated on the sheet pile wall due to the variable state load increment BA becomes smaller due to the action of the horizontal spring due to the newly installed structure.
As shown in FIG. 5, the horizontal spring of the newly installed structure is obtained from the relationship between the load and the displacement loaded on the point a by modeling the newly installed structure with a beam and a ground spring.

一般に、改良構造１に対しての応力照査は、改良によって新設した構造及び既存の矢板壁２３の全体に対して図４（ａ－２）に示す地震時に作用する荷重Ｂを考慮して行われる。
しかしながら、このような応力照査方法では、新設する構造に対して過剰な設計になる可能性がある。
そこで、矢板壁２３の応力照査は、図４（ｂ）（ｃ）に示すように、永続状態土圧Ａと変動状態荷重増分Ｂ－Ａを足し合わせて応力照査をし、新設の構造については、永続状態土圧Ａは矢板壁２３によって支持されているとして、これを考慮することなく、地震時土圧Ｂのみを考慮して応力照査を行うのが好ましい。具体的には、図４（ｃ）から求められる水平バネの反力を、図５の新設の構造に作用する荷重としてよい。
なお、ここでは、仮想ばり法にて説明したが、矢板壁２３と新設の構造を一体的に梁と地盤バネでモデル化して設計してもよい。 In general, the stress check for the improved structure 1 is performed in consideration of the load B acting on the structure newly constructed by the improvement and the entire existing sheet pile wall 23 at the time of the earthquake shown in FIG. 4 (a-2). ..
However, such a stress verification method may result in excessive design for the newly constructed structure.
Therefore, as shown in FIGS. 4 (b) and 4 (c), the stress check of the sheet pile wall 23 is performed by adding the permanent state earth pressure A and the variable state load increment BA, and the stress check is performed for the newly constructed structure. Assuming that the permanent state earth pressure A is supported by the sheet pile wall 23, it is preferable to perform stress verification in consideration of only the earth pressure B at the time of an earthquake without considering this. Specifically, the reaction force of the horizontal spring obtained from FIG. 4C may be used as the load acting on the new structure of FIG.
Although described by the virtual beam method here, the sheet pile wall 23 and the newly constructed structure may be integrally modeled with a beam and a ground spring for design.

次に上記のような既存矢板式岸壁の改良構造１の施工方法、すなわち既存矢板式岸壁の改良方法について説明する。
骨組構造５における縦部材１３の上部に水平部材７を設置した構造体１５（図６参照）を予め工場等において作製する。
この構造体１５を、矢板壁２３の水域側の水底２１に、水平部材７と矢板壁２３の間に連続的又は断続的な隙間を空けて配置する（構造体配置工程）。
次に、矢板壁２３の水域側の水底２１に、複数の杭３を打設し（杭打設工程）、打設された杭の上端を杭頭連結部１１に一体化する（杭・構造体一体化工程）。
次に、水平力伝達部材９を、水平部材７と矢板壁２３の隙間に配設する（水平力伝達部材配設工程）。 Next, the construction method of the improved structure 1 of the existing sheet pile type quay as described above, that is, the method of improving the existing sheet pile type quay will be described.
A structure 15 (see FIG. 6) in which the horizontal member 7 is installed above the vertical member 13 in the frame structure 5 is manufactured in advance at a factory or the like.
The structure 15 is arranged on the water bottom 21 on the water area side of the sheet pile wall 23 with a continuous or intermittent gap between the horizontal member 7 and the sheet pile wall 23 (structure arrangement step).
Next, a plurality of piles 3 are driven into the water bottom 21 on the water area side of the sheet pile wall 23 (pile driving process), and the upper end of the driven pile is integrated with the pile head connecting portion 11 (pile / structure). Body integration process).
Next, the horizontal force transmission member 9 is arranged in the gap between the horizontal member 7 and the sheet pile wall 23 (horizontal force transmission member arrangement step).

水平力伝達部材９として、水中コンクリート又は水中モルタル等を用いる場合には、水平力伝達部材配設工程は、水平部材７の下面と矢板壁２３の間隙をふさぐように型枠を設置し、この型枠に水中コンクリート又は水中モルタル等を打設するようにすればよい。
あるいは、縦部材１３と矢板壁２３との間に適宜型枠を設け水平部材７の下部の高さ位置まで砂や石等の中詰め材を設置して、該中詰め材の上に水中コンクリート又は水中モルタル等を打設するようにしてもよい。
なお、型枠は、構造体１５の設置後に水中作業で取り付けてもよいし、構造体１５に予め取り付けておいてもよい。 When underwater concrete, underwater mortar, or the like is used as the horizontal force transmission member 9, in the horizontal force transmission member arrangement step, a formwork is installed so as to close the gap between the lower surface of the horizontal member 7 and the sheet pile wall 23. Underwater concrete or underwater mortar may be placed in the formwork.
Alternatively, a formwork is appropriately provided between the vertical member 13 and the sheet pile wall 23, a filling material such as sand or stone is installed up to the height position of the lower part of the horizontal member 7, and underwater concrete is placed on the filling material. Alternatively, underwater mortar or the like may be placed.
The formwork may be attached by underwater work after the structure 15 is installed, or may be attached to the structure 15 in advance.

なお、構造体配置工程と杭打設工程の施工順序は特に限定されず、どちらを先に行ってもよい。
また、船舶の大型化に伴う岸壁水深の増深が必要な場合であって、既存の矢板壁２３前面の地盤を掘削しても安定上問題ない場合には、図７に示すように、構造体配置工程の前に、水域側水底面を掘削して水深を深くする水底面掘削工程を行うようにすればよい。 The construction order of the structure arranging process and the pile driving process is not particularly limited, and either of them may be performed first.
Further, when it is necessary to increase the water depth of the quay due to the increase in size of the ship and there is no problem in stability even if the ground in front of the existing sheet pile wall 23 is excavated, the structure is as shown in FIG. Before the body placement process, the water bottom excavation step of excavating the water bottom on the water area side to deepen the water depth may be performed.

次に、上記のように構成された本実施の形態の矢板壁２３の曲げモーメント低減効果について、図８、図９に基づいて説明する。
図１０に示した改良前の既存の矢板壁２３には、図８（ａ）の土圧によって図８（ｂ）に示すような曲げモーメントが発生する。ここで水域に凸となる場合を正の曲げモーメントとする（＋Ｍと表記）。
これに対して、図９（ａ）に示すように改良構造にすることで、矢板壁２３には、新たに設置した構造体１５による水平方向の反力（陸側への作用）によって、図９（ｂ）に示すように、図８とは逆向きの曲げモーメントが発生し、この逆向きの曲げモーメントによって、図９（ｃ）に示すように、土圧による曲げモーメントが低減される。
これによって、矢板壁２３に発生する応力の増加、矢板壁２３の根入れ長さ不足、タイロッド張力補強、控え工２９に発生する応力の増加に対応することができる。 Next, the bending moment reducing effect of the sheet pile wall 23 of the present embodiment configured as described above will be described with reference to FIGS. 8 and 9.
In the existing sheet pile wall 23 before improvement shown in FIG. 10, a bending moment as shown in FIG. 8 (b) is generated by the earth pressure in FIG. 8 (a). Here, the case where it becomes convex in the water area is defined as a positive bending moment (expressed as + M).
On the other hand, by adopting an improved structure as shown in FIG. 9 (a), the sheet pile wall 23 has a horizontal reaction force (action on the land side) due to the newly installed structure 15, which is shown in the figure. As shown in FIG. 9 (b), a bending moment in the opposite direction to that of FIG. 8 is generated, and the bending moment in the opposite direction reduces the bending moment due to earth pressure as shown in FIG. 9 (c).
As a result, it is possible to cope with the increase in the stress generated in the sheet pile wall 23, the insufficient rooting length of the sheet pile wall 23, the reinforcement of the tie rod tension, and the increase in the stress generated in the backing 29.

以上のように、本実施の形態によれば、陸上部２７での施工がなく水域側のみでの施工が可能であり、陸側の施工が制限される場合にも適用可能である。
また、縦部材１３に対する水平部材７の取り付け位置を任意に設定でき、このため水平力伝達部材９を介しての既存の矢板壁２３との係止位置を任意に設定可能であり、施工性に優れている。
さらに、水平力伝達部材９は、矢板壁２３からの水平力を水平部材７に伝達できればよく、それ故に水平部材７及び矢板壁２３と一体化される必要がなく、水中溶接等によるスタッド溶接等を不要とすることができる。スタッド溶接の場合、鋼矢板又は鋼管矢板が溶接に対応した成分のものでないと溶接による脆化が懸念されるが、本実施の形態ではこのようなことが懸念されることがない。 As described above, according to the present embodiment, the construction can be performed only on the water area side without the construction on the land side 27, and can be applied even when the construction on the land side is restricted.
Further, the mounting position of the horizontal member 7 with respect to the vertical member 13 can be arbitrarily set, and therefore the locking position with the existing sheet pile wall 23 via the horizontal force transmission member 9 can be arbitrarily set, which improves workability. Are better.
Further, the horizontal force transmitting member 9 only needs to be able to transmit the horizontal force from the sheet pile wall 23 to the horizontal member 7, and therefore does not need to be integrated with the horizontal member 7 and the sheet pile wall 23. Can be eliminated. In the case of stud welding, if the steel sheet pile or the steel pipe sheet pile does not have a component corresponding to welding, there is a concern about embrittlement due to welding, but in the present embodiment, such a concern does not occur.

なお、本実施の形態では、既存の矢板壁２３の水域側に水平力伝達部材９、水平部材７を介して縦部材１３が配置されるため、縦部材１３の位置が既存の矢板壁２３よりも水域側に出っ張る。この場合に、船舶の接岸の支障とならないように、図２に示すように、既存の上部工２５を水域側に拡幅する増幅上部工１７を設置するようにすればよい。もっとも、増幅上部工１７は岸壁全長の必要はなく、また、増幅上部工１７を設けることなく接岸用の防舷材を変えることで対応可能なこともある。 In the present embodiment, since the vertical member 13 is arranged on the water area side of the existing sheet pile wall 23 via the horizontal force transmitting member 9 and the horizontal member 7, the position of the vertical member 13 is higher than that of the existing sheet pile wall 23. Also protrudes to the water area side. In this case, as shown in FIG. 2, an amplification superstructure 17 that widens the existing superstructure 25 toward the water area may be installed so as not to hinder the berthing of the ship. However, the amplification superstructure 17 does not need to have the entire length of the quay, and it may be possible to deal with it by changing the fender for berthing without providing the amplification superstructure 17.

１ 既存矢板式岸壁の改良構造
３ 杭
５ 骨組構造
７ 水平部材
９ 水平力伝達部材
１１ 杭頭連結部
１１ａ 桁材
１１ｂ 交差部
１１ｃ 突出部
１３ 縦部材
１５ 構造体
１７ 増幅上部工
１９ 矢板式岸壁
２１ 水底
２３ 矢板壁
２５ 上部工
２７ 陸上部
２９ 控え工
３１ タイロッド 1 Improved structure of existing sheet pile type quay 3 Pile 5 Frame structure 7 Horizontal member 9 Horizontal force transmission member 11 Pile head connection part 11a Girder material 11b Crossing part 11c Projection part 13 Vertical member 15 Structure 17 Amplification superstructure 19 Sheet pile type quay 21 Water bottom 23 Sheet pile wall 25 Superstructure 27 Land part 29 Reserve work 31 Tie rod

Claims (6)

既存の矢板式岸壁における矢板壁の水域側水底面に打設された複数の杭と、該複数の杭の頭部を連結する杭頭連結部及び該杭頭連結部から立ち上がるように設けられた複数の縦部材を有する骨組構造と、前記縦部材に前記矢板壁の幅方向に連続して取り付けられた水平部材と、該水平部材と前記矢板壁との間に連続的又は断続的に形成された隙間に配設されて前記矢板壁から受ける水平力を前記水平部材に伝達する水平力伝達部材とを備えたことを特徴とする既存矢板式岸壁の改良構造。 A plurality of piles placed on the water bottom of the sheet pile wall on the water area side of the existing sheet pile type quay, a pile head connecting portion connecting the heads of the plurality of piles, and a pile head connecting portion are provided so as to stand up from the pile head connecting portion. A skeleton structure having a plurality of vertical members, a horizontal member continuously attached to the vertical member in the width direction of the sheet pile wall, and continuously or intermittently formed between the horizontal member and the sheet pile wall. An improved structure of an existing sheet pile type quay, which is provided with a horizontal force transmitting member which is arranged in a gap and transmits a horizontal force received from the sheet pile wall to the horizontal member. 前記水平力伝達部材は、水中コンクリート又は水中モルタルであることを特徴とする請求項１記載の既存矢板式岸壁の改良構造。 The improved structure of the existing sheet pile type quay according to claim 1, wherein the horizontal force transmission member is underwater concrete or underwater mortar. 矢板壁を有する既存の矢板式岸壁の改良方法であって、
杭の頭部を連結する杭頭連結部及び該杭頭連結部から立ち上がるように設けられた複数の縦部材を有する骨組構造と、該骨組構造における前記縦部材に取り付けられた水平部材とを有する構造体を、前記矢板壁の水域側水底面に、前記水平部材と前記矢板壁の間に連続的又は断続的な隙間を空けて配置する構造体配置工程と、
前記矢板壁の水域側水底面に、複数の杭を打設する杭打設工程と、
打設された杭の上端を前記杭頭連結部に一体化する杭・構造体一体化工程と、
前記矢板壁から受ける水平力を前記水平部材に伝達する水平力伝達部材を、前記隙間に配設する水平力伝達部材配設工程とを備えたことを特徴とする既存矢板式岸壁の改良方法。 It is an improvement method of the existing sheet pile type quay with sheet pile wall.
It has a skeleton structure having a pile head connecting portion connecting the heads of piles and a plurality of vertical members provided so as to rise from the pile head connecting portion, and a horizontal member attached to the vertical member in the skeleton structure. A structure arranging step of arranging the structure on the water bottom surface of the sheet pile wall on the water area side with a continuous or intermittent gap between the horizontal member and the sheet pile wall.
The pile driving process of driving a plurality of piles on the water bottom of the sheet pile wall on the water area side,
A pile / structure integration process that integrates the upper end of the placed pile into the pile head connection part,
A method for improving an existing sheet pile type quay, comprising: a horizontal force transmitting member arranging step of arranging a horizontal force transmitting member for transmitting a horizontal force received from the sheet pile wall to the horizontal member in the gap. 前記構造体配置工程の前に、前記水域側水底面を掘削して水深を深くする水底面掘削工程を備えたことを特徴とする請求項３記載の既存矢板式岸壁の改良方法。 The method for improving an existing sheet pile type quay according to claim 3, further comprising a water bottom excavation step of excavating the water bottom on the water area side to deepen the water depth before the structure arranging step. 前記水平力伝達部材配設工程は、前記水平部材の下方に設置した型枠に水中コンクリート又は水中モルタルを打設することを特徴とする請求項３又は４に記載の既存矢板式岸壁の改良方法。 The method for improving an existing sheet pile type quay according to claim 3 or 4, wherein the horizontal force transmitting member arranging step comprises placing underwater concrete or underwater mortar in a formwork installed below the horizontal member. .. 前記水平力伝達部材配設工程は、前記構造体における前記縦部材と前記矢板壁との間に型枠を設け前記水平部材の下部の高さ位置まで中詰め材を設置する工程と、該中詰め材の上に水中コンクリート又は水中モルタルを打設する工程を備えていることを特徴とする請求項３又は４に記載の既存矢板式岸壁の改良方法。 The horizontal force transmission member disposing step includes a step of providing a formwork between the vertical member and the sheet pile wall in the structure and installing a filling material up to a height position of the lower part of the horizontal member. The method for improving an existing sheet pile type quay according to claim 3 or 4, wherein the step of placing underwater concrete or underwater mortar on the padding material is provided.
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Citations (7)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2005139680A (en) 2003-11-05 2005-06-02 Maeda Corp Sheet pile-type revetment structure and its construction method
JP2008038524A (en) 2006-08-09 2008-02-21 Ohbayashi Corp Earthquake-resistant reinforcing structure of quay
JP2008223392A (en) 2007-03-14 2008-09-25 Ohbayashi Corp Repair reinforcement method for existing quay wall and its repair reinforcement structure
JP2010156191A (en) 2008-12-03 2010-07-15 Jfe Engineering Corp L-shaped reinforcing structure, and reinforcing construction and method installed with the l-shaped reinforcing structure
US20100303554A1 (en) 2009-06-01 2010-12-02 Lacy Franklin R Bulkhead anchoring system for waterways
JP2013213402A (en) 2008-12-05 2013-10-17 Jfe Steel Corp Method for reinforcing existing harbor quay
JP2014206004A (en) 2013-04-12 2014-10-30 東洋建設株式会社 Structure, construction method, and reinforcement method for breakwater head

Patent Citations (7)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2005139680A (en) 2003-11-05 2005-06-02 Maeda Corp Sheet pile-type revetment structure and its construction method
JP2008038524A (en) 2006-08-09 2008-02-21 Ohbayashi Corp Earthquake-resistant reinforcing structure of quay
JP2008223392A (en) 2007-03-14 2008-09-25 Ohbayashi Corp Repair reinforcement method for existing quay wall and its repair reinforcement structure
JP2010156191A (en) 2008-12-03 2010-07-15 Jfe Engineering Corp L-shaped reinforcing structure, and reinforcing construction and method installed with the l-shaped reinforcing structure
JP2013213402A (en) 2008-12-05 2013-10-17 Jfe Steel Corp Method for reinforcing existing harbor quay
US20100303554A1 (en) 2009-06-01 2010-12-02 Lacy Franklin R Bulkhead anchoring system for waterways
JP2014206004A (en) 2013-04-12 2014-10-30 東洋建設株式会社 Structure, construction method, and reinforcement method for breakwater head

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