JP2008038524A - Earthquake-resistant reinforcing structure of quay - Google Patents

Earthquake-resistant reinforcing structure of quay Download PDF

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JP2008038524A
JP2008038524A JP2006216492A JP2006216492A JP2008038524A JP 2008038524 A JP2008038524 A JP 2008038524A JP 2006216492 A JP2006216492 A JP 2006216492A JP 2006216492 A JP2006216492 A JP 2006216492A JP 2008038524 A JP2008038524 A JP 2008038524A
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quay
pile
seismic reinforcement
reinforcement structure
earthquake
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JP4958064B2 (en
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Tsunatoshi Samura
維要 佐村
Makoto Kobayashi
真 小林
Hiroshi Inagaki
紘史 稲垣
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Obayashi Corp
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Abstract

<P>PROBLEM TO BE SOLVED: To provide an earthquake-resistant reinforcing structure of a quay which is excellent in economical efficiency without changing a normal. <P>SOLUTION: The earthquake-resistant reinforcing structure 1 of the quay is constituted by driving a plurality of piles 3 in rows so that they are positioned reverse to the existing quay 2, and by forming a load-transmission plate 4 made of underwater concrete in the sea-bottom area which is sandwitched between the quay 2 and the pile 3. Then a horizontal force at the time of an earthquake, which acts on the ground expanded on the quay 2 and at the rear of it, is transmitted to the point close to the top of the pile 3 through the medium of the load-transmission plate 4, and the horizontal force at the time of an earthquake is supported by bending stiffness of the pile 3. <P>COPYRIGHT: (C)2008,JPO&INPIT

Description

本発明は、老朽化した岸壁や古い設計基準で構築された岸壁を耐震補強する場合に適用される岸壁の耐震補強構造に関する。   The present invention relates to a seismic reinforcement structure for a quay that is applied when a seismic reinforcement is applied to an old quay or a quay constructed based on an old design standard.

河川の増水による堤防決壊や波浪による岸壁崩壊を未然に防止すべく、従来から堤防や岸壁に護岸が施されてきたが、かかる護岸は、老朽化が一つの原因となって地震や集中豪雨で崩壊し、大きな被害が生じることが少なくない。また、老朽化が進んでいない護岸であっても、古い設計基準で構築されている場合には、再構築の必要が生じる。特に、現行の耐震基準を満たさない護岸については、地震による崩壊を未然に防止すべく、耐震補強工事が急務となる。   In order to prevent bank breakage due to river flooding and quay breakage due to waves, the bank has been traditionally protected against dams and quay walls. Collapse often causes great damage. Moreover, even if the revetment is not aging, it needs to be reconstructed if it is built with old design standards. In particular, for seawalls that do not meet the current seismic standards, seismic reinforcement work is urgently required to prevent collapse due to earthquakes.

ここで、護岸を耐震補強するにあたっては、従来、既存岸壁の前面を被覆して傾斜護岸としたり、既存岸壁の法線を前出ししてあらたに構造物を構築したりする方法が採用されてきた。   Here, in order to seismically reinforce the revetment, conventionally, a method has been adopted in which the front of the existing quay is covered to make an inclined revetment, or the normal of the existing quay is put forward to construct a new structure. It was.

特開平9−279540JP-A-9-279540

しかしながら、傾斜護岸の場合には、岸壁に近いほど浅くなるため、喫水の関係で岸壁に停泊できる船舶が制約されるという問題を生じていた。   However, in the case of a slope revetment, the closer to the quay, the shallower it becomes, so there is a problem that ships that can be anchored on the quay are restricted due to drafts.

また、既存岸壁の前面に構造物を構築する場合には、受働抵抗確保のために構造物の規模を大きくしたり岸壁付近の海底を地盤改良したりする必要が生じ、岸壁の耐震補強工事に多大な費用がかかるという問題が生じていた。   In addition, when constructing a structure in front of an existing quay, it is necessary to increase the scale of the structure or improve the sea floor near the quay to ensure passive resistance. There was a problem that it was very expensive.

一方、法線を変更することなく、既存岸壁の耐震補強を行う工法も提案されているが、岸壁背面側の地盤を改良したり岸壁を構成する既存ケーソンを補強したりする必要があるため、やはり岸壁の耐震補強工事に多大な費用がかかるという問題を生じていた。   On the other hand, there is also proposed a method of seismic reinforcement of the existing quay without changing the normal, but it is necessary to improve the ground on the back side of the quay or to reinforce the existing caisson constituting the quay, After all, there was a problem that a large amount of cost was required for the seismic reinforcement work on the quay.

本発明は、上述した事情を考慮してなされたもので、法線を変更することなくかつ経済性に優れた岸壁の耐震補強構造を提供することを目的とする。   The present invention has been made in consideration of the above-described circumstances, and an object thereof is to provide a quay quake-proof reinforcement structure excellent in economic efficiency without changing the normal line.

上記目的を達成するため、本発明に係る岸壁の耐震補強構造は請求項1に記載したように、既存の岸壁から所定距離だけ離間した位置であって該岸壁と対向するように列状に打ち込まれた複数の杭と、前記岸壁と前記杭に挟まれた水底領域に水中コンクリートを打設して形成した荷重伝達版とからなる耐震補強構造であって、前記複数の杭は、それらの強軸が前記岸壁と平行になるようにかつそれらの頭部位置が水面以下であってかつ前記荷重伝達版の天端以上となるように設定されたものである。   In order to achieve the above-mentioned object, the quake-proof seismic reinforcement structure according to the present invention is driven in a row so as to face the quay wall at a predetermined distance from the existing quay wall as described in claim 1. A plurality of piles and a load transmission plate formed by placing underwater concrete in a water bottom region sandwiched between the quay and the piles, wherein the piles are The shafts are set so as to be parallel to the quay and so that their head positions are below the water surface and above the top edge of the load transmission plate.

また、本発明に係る岸壁の耐震補強構造は、前記杭の断面形状をI形又はH形としたものである。   Moreover, the seismic reinforcement structure of a quay according to the present invention is such that the cross-sectional shape of the pile is an I shape or an H shape.

また、本発明に係る岸壁の耐震補強構造は、T形断面を有する2つの杭部材のウェブ同士を連結して前記杭を構成したものである。   The seismic reinforcement structure for a quay according to the present invention is configured by connecting the webs of two pile members having a T-shaped cross section to constitute the pile.

また、本発明に係る岸壁の耐震補強構造は、前記杭の頭部位置を水底地盤から所定高さだけ高い位置に設定するとともに、該高さ関係において前記杭の頭部位置を前記荷重伝達版の天端に一致させたものである。   The seismic reinforcement structure for a quay according to the present invention sets the head position of the pile to a position that is a predetermined height higher than the water bottom ground, and the head position of the pile in the height relationship is the load transmission plate. It is made to coincide with the top of the.

また、本発明に係る岸壁の耐震補強構造は、前記杭の頭部近傍に位置するウェブに透水孔を設け、該杭の打込み後、前記杭の頭部近傍におけるウェブ及びフランジで囲まれた空間に礫、砕石等からなる植生基盤を敷設するものである。   Moreover, the seismic reinforcement structure for a quay according to the present invention is a space provided with a water-permeable hole in a web located near the head of the pile, and surrounded by a web and a flange in the vicinity of the head of the pile after driving the pile. A vegetation base made of gravel, crushed stone, etc. will be laid.

本発明に係る岸壁の耐震補強構造においては、まず、複数の杭を既存の岸壁から所定距離だけ離間した位置であって該岸壁と対向するように列状に打ち込む。   In the seismic reinforcement structure for a quay according to the present invention, first, a plurality of piles are driven in a row so as to be opposed to the quay at a position separated from the existing quay by a predetermined distance.

次に、岸壁と杭に挟まれた水底領域に水中コンクリートを打設して荷重伝達版とする。   Next, underwater concrete is placed in the bottom area sandwiched between the quay and piles to make a load transmission plate.

ここで、杭を打ち込むにあたっては、杭の強軸が岸壁と平行になるようにかつその頭部位置が水面以下であってかつ荷重伝達版の天端以上となるようにする。   Here, when driving the pile, the pile's strong axis is parallel to the quay and its head position is below the water surface and above the top edge of the load transmission plate.

このようにすると、岸壁あるいはその背面に拡がる地盤に作用する地震時水平力は、荷重伝達版を介して杭に伝達されるとともに、杭に伝達された地震時水平力は、杭の曲げ剛性によって支持されることとなり、かくして既存の岸壁を杭及び荷重伝達版によって耐震補強することが可能となる。   In this way, the horizontal force at the time of earthquake acting on the quay or the ground spreading on the back of the quay is transmitted to the pile via the load transmission plate, and the horizontal force at the time of earthquake transmitted to the pile depends on the bending rigidity of the pile. Thus, the existing quay can be seismically reinforced with piles and load transmission plates.

また、かかる耐震補強においては、地盤改良工事や重量構造物の構築などを省略することができるため、工事コストを抑えることができるとともに、岸壁そのものを改変する必要がないため、岸壁を継続して供用することが可能となる。   In addition, in such seismic reinforcement, ground improvement work and construction of heavy structures can be omitted, so construction costs can be reduced and the quay itself need not be modified. It becomes possible to put it into service.

また、杭の頭部位置が水面以下であってかつ荷重伝達版の天端以上となるように杭を打ち込むため、船舶の喫水に応じた杭の打込みが可能となり、船舶の進入を妨げることもない。   In addition, since the pile is driven so that the head position of the pile is below the water surface and above the top of the load transmission plate, it is possible to drive the pile according to the draft of the ship, and hinder the entry of the ship. Absent.

杭は、岸壁から作用する地震時水平力を曲げ剛性で支持できる限り、断面形状は任意であって例えば角筒状や円筒状でもかまわないが、杭の断面形状をI形又はH形としたならば、重心がウェブに位置するため、該ウェブを吊持点とする一点吊りが可能になり、バイブロハンマー等を利用した圧入が容易になる。   As long as the pile can support the horizontal force at the time of earthquake acting from the quay with bending rigidity, the cross-sectional shape is arbitrary and may be, for example, a rectangular tube shape or a cylindrical shape, but the cross-sectional shape of the pile is I shape or H shape Then, since the center of gravity is located on the web, it is possible to suspend the web with the web as a suspension point, and press-fitting using a vibro hammer or the like is facilitated.

ここで、上述したI形又はH形の断面形状を有する杭を、T形断面を有する2つの杭部材のウェブ同士を連結して構成したならば、大型杭であっても、取り扱いが容易になる。なお、かかる構成においては、T形断面をなす2つの杭部材のうち、一方を先行して水底地盤に打ち込み、次いで、先行打ち込みされた杭部材の連結部に他方の杭部材の連結部を係合させながら、該他方の杭部材を打ち込むようにすればよい。   Here, if the pile having the above-described I-shaped or H-shaped cross-section is configured by connecting two pile member webs having a T-shaped cross section, even a large pile can be handled easily. Become. In such a configuration, one of the two pile members having a T-shaped cross section is driven first into the water bottom ground, and then the connection portion of the other pile member is engaged with the connection portion of the pile member that has been driven in advance. What is necessary is just to drive in this other pile member, making it match.

かかる連結部は、鉛直方向に係止させる必要はなく、杭頭に水平力が作用したときに杭が全体として曲げ剛性が発揮されるよう、水平方向に係止されれば足りる。   The connecting portion does not need to be locked in the vertical direction, and it is sufficient that the connecting portion is locked in the horizontal direction so that the bending rigidity is exhibited as a whole when a horizontal force is applied to the pile head.

また、前記杭の頭部位置を水底地盤から所定高さだけ高い位置に設定するとともに、該高さ関係において前記杭の頭部位置を前記荷重伝達版の天端に一致させたならば、岸壁あるいはその背後に拡がる地盤に作用する地震時水平力を、より高い位置で支持することができるため、従前の岸壁の護岸構造をより強固に耐震補強することが可能となる。   Further, if the head position of the pile is set to a position that is a predetermined height higher than the water bottom ground, and the head position of the pile is matched with the top end of the load transmission plate in the height relationship, Or since the horizontal force at the time of earthquake which acts on the ground spreading behind it can be supported at a higher position, it becomes possible to more strongly seismically strengthen the revetment structure of the previous quay.

また、杭の頭部近傍に位置するウェブに透水孔を設け、該杭の打込み後、杭の頭部近傍におけるウェブ及びフランジで囲まれた空間に礫、砕石等からなる植生基盤を敷設すれば、該植生基盤に水生植物が生育するとともにそれに伴って水生動物も繁殖するようになり、かくして環境に配慮した耐震補強構造となる。   In addition, if a web located near the head of the pile is provided with a water permeable hole and a vegetation base made of gravel, crushed stone, etc. is laid in the space surrounded by the web and flange near the head of the pile, In addition, aquatic plants grow on the vegetation base and aquatic animals also propagate along with it, thus providing an earthquake-resistant reinforcement structure that is environmentally friendly.

以下、本発明に係る岸壁の耐震補強構造の実施の形態について、添付図面を参照して説明する。なお、従来技術と実質的に同一の部品等については同一の符号を付してその説明を省略する。   DESCRIPTION OF EMBODIMENTS Hereinafter, an embodiment of a seismic reinforcement structure for a quay according to the present invention will be described with reference to the accompanying drawings. Note that components that are substantially the same as those of the prior art are assigned the same reference numerals, and descriptions thereof are omitted.

図1は、本実施形態に係る岸壁の耐震補強構造を示した図である。これらの図でわかるように、本実施形態に係る岸壁の耐震補強構造1は、既存の岸壁2と対向するように複数の杭3を列状に打ち込むとともに、岸壁2と杭3に挟まれた水底領域に水中コンクリートからなる荷重伝達版4を形成してなり、岸壁2及びその背後に拡がる地盤に作用する地震時水平力を荷重伝達版4を介して杭3の頂部近傍に伝達するとともに、かかる地震時水平力を杭3の曲げ剛性で支持するように構成してある。   FIG. 1 is a diagram showing a seismic reinforcement structure for a quay wall according to the present embodiment. As can be seen from these drawings, the seismic reinforcement structure 1 for a quay according to this embodiment is driven by a plurality of piles 3 in a row so as to face the existing quay 2 and sandwiched between the quay 2 and the pile 3. The load transmission plate 4 made of underwater concrete is formed in the bottom area, and the horizontal force at the time of earthquake acting on the quay 2 and the ground spreading behind it is transmitted to the vicinity of the top of the pile 3 through the load transmission plate 4. Such an earthquake horizontal force is configured to be supported by the bending rigidity of the pile 3.

岸壁2は、鋼管矢板5を柱列状に打ち込んで背面土圧を支持するとともに該鋼管矢板の頂部が縁端となるようにエプロン6を形成して構成してある。   The quay wall 2 is configured by forming an apron 6 so that the steel pipe sheet pile 5 is driven into a column shape to support the back earth pressure, and the top of the steel pipe sheet pile becomes an edge.

杭3は、I形の断面形状を有するRCプレキャスト杭として工場製作してあり、既存の岸壁2から水平距離Wだけ離間した位置にて水底地盤に打ち込んである。水平距離Wは、杭3を打ち込む際の作業性が低下したり既存の岸壁2に悪影響を及ぼしたりすることがない距離を下限値、荷重伝達版4の面外変形等に起因して上述した地震時水平力が杭3に伝達されなくなることがない距離を上限値として、適宜定めればよい。   The pile 3 is manufactured as a factory as an RC precast pile having an I-shaped cross-sectional shape, and is driven into the water bottom ground at a position separated from the existing quay wall 2 by a horizontal distance W. The horizontal distance W is the distance above which the workability when driving the pile 3 is not deteriorated and does not adversely affect the existing quay 2 is described above due to the lower limit value, the out-of-plane deformation of the load transmission plate 4 and the like. What is necessary is just to set suitably the distance by which the horizontal force at the time of an earthquake is not transmitted to the pile 3 as an upper limit.

ここで、複数の杭3は、それらの強軸(図1(b)に示したy軸)が岸壁2の縁部、換言すればエプロン6の縁端と平行になるように列状に打ち込んである。杭3の断面の大きさや打込み深さあるいは打込みピッチについては、上述した地震時水平力の性状に応じて適宜決定すればよい。   Here, the plurality of piles 3 are driven in a row so that their strong axes (y-axis shown in FIG. 1 (b)) are parallel to the edge of the quay wall 2, in other words, the edge of the apron 6. It is. What is necessary is just to determine suitably the magnitude | size of the cross section of the pile 3, a driving depth, or driving pitch according to the property of the horizontal force at the time of an earthquake mentioned above.

また、杭3は、岸壁2を利用する船舶が喫水によって制限されることができるだけなきよう、それらの頭部位置を荷重伝達版4の天端に一致させておくのが望ましい。   Further, it is desirable that the piles 3 have their head positions coincide with the top end of the load transmission plate 4 so that the ship using the quay 2 can not be restricted by draft.

一方、荷重伝達版4は、岸壁2及びその背後に拡がる地盤に作用する地震時水平力を杭3の頭部に伝達できるよう、幅、すなわち岸壁2と杭3との水平距離Wや厚みTあるいはコンクリート強度等を適宜設定してある。   On the other hand, the load transmission plate 4 has a width, that is, a horizontal distance W or a thickness T between the quay 2 and the pile 3 so that the horizontal force during an earthquake acting on the quay 2 and the ground spreading behind the quay 2 can be transmitted to the head of the pile 3. Or concrete strength etc. are set up suitably.

本実施形態に係る岸壁の耐震補強構造1を構築するには図2に示すように、まず、複数の杭3を既存の岸壁2から所定距離Wだけ離間した位置であって該岸壁と対向するように列状に打ち込む。   In order to construct the quay-side seismic reinforcement structure 1 according to the present embodiment, as shown in FIG. 2, first, a plurality of piles 3 are located at a predetermined distance W from the existing quay 2 and face the quay. Drive in a row.

杭3を上述した位置の水底地盤に打ち込むには、作業台船11に据え付けたクレーン12からバイブロハンマー13を吊持し、該バイブロハンマーで杭3のウェブ中央を把持しつつ、杭3を水底地盤に振動圧入する。   In order to drive the pile 3 into the water bottom ground at the above-described position, the vibratory hammer 13 is suspended from the crane 12 installed on the work table ship 11, and the pile 3 is removed from the bottom of the water while holding the web center of the pile 3 with the vibratory hammer. Vibration press fit into the ground.

ここで、杭3を打ち込むにあたっては、上述したようにそれらの強軸が岸壁2と平行になるように、かつその頭部位置が、後工程で施工される荷重伝達版4の天端と一致するようにする。   Here, when driving the pile 3, as described above, the strong axis thereof is parallel to the quay 2 and the head position coincides with the top end of the load transmission plate 4 to be constructed in a later process. To do.

次に、岸壁2と杭3に挟まれた水底領域に水中コンクリートを打設して荷重伝達版4とする。   Next, underwater concrete is placed in a water bottom region sandwiched between the quay 2 and the pile 3 to form a load transmission plate 4.

水中コンクリートは、杭3の打込み作業の進捗を見ながら、杭3の打込みが終了した箇所から順次打設していくのが効率がよい。なお、水中コンクリートを打設するにあたっては、杭3の岸壁側フランジ面に堰板21をあてがうようにして海底地盤に埋設し、しかる後、該堰板を型枠として水中コンクリートを打設する。   It is efficient to place the underwater concrete sequentially from the place where the pile 3 has been driven while watching the progress of the pile 3 driving operation. In placing the underwater concrete, the pile 3 is buried in the seabed ground with the dam plate 21 applied to the flank side flange surface, and then the underwater concrete is placed using the dam plate as a formwork.

以上説明したように、本実施形態に係る岸壁の耐震補強構造1によれば、岸壁2あるいはその背面に拡がる地盤に作用する地震時水平力が荷重伝達版4を介して杭3に伝達されるとともに、杭3に伝達された地震時水平力は、該杭の曲げ剛性によって支持される。   As described above, according to the seismic reinforcement structure 1 for a quay according to the present embodiment, an earthquake horizontal force acting on the quay 2 or the ground spreading on the back thereof is transmitted to the pile 3 via the load transmission plate 4. At the same time, the earthquake horizontal force transmitted to the pile 3 is supported by the bending rigidity of the pile.

したがって、既存の岸壁2を杭3及び荷重伝達版4によって耐震補強することが可能となる。加えて、かかる耐震補強においては、地盤改良工事や重量構造物の構築などを省略することができるため、工事コストを抑えることができるとともに、岸壁2そのものを改変する必要がないため、耐震補強工事中であっても、岸壁2を継続して供用することが可能となる。   Therefore, the existing quay wall 2 can be seismically reinforced by the pile 3 and the load transmission plate 4. In addition, in such seismic reinforcement, ground improvement work and construction of heavy structures can be omitted, so construction costs can be reduced and there is no need to modify the quay 2 itself. Even inside, the quay 2 can be used continuously.

また、本実施形態に係る岸壁の耐震補強構造1によれば、杭3の頭部位置が荷重伝達版4の天端に一致するように杭3を打ち込むため、杭3の打込み深さは必要最低限となり、喫水によって船舶の進入が制限される懸念が少なくなる。   Moreover, according to the seismic reinforcement structure 1 for a quay according to the present embodiment, since the pile 3 is driven so that the head position of the pile 3 coincides with the top end of the load transmission plate 4, the driving depth of the pile 3 is necessary. There will be a minimum and there will be fewer concerns that the draft will be restricted by draft.

また、本実施形態に係る岸壁の耐震補強構造1によれば、杭3の断面形状をI形としたので、ウェブを吊持点としたバイブロハンマーによる振動圧入が可能となり、杭3の打込み作業が容易になる。   Moreover, according to the seismic reinforcement structure 1 of the quay according to the present embodiment, since the cross-sectional shape of the pile 3 is I-shaped, vibration press-fitting with a vibro hammer using the web as a suspension point is possible, and the pile 3 is driven. Becomes easier.

本実施形態では、岸壁2を利用する船舶が喫水によって制限されることができるだけなきよう、杭3の頭部位置を荷重伝達版4の天端に一致させるようにしたが、岸壁2を利用する船舶の喫水が比較的小さい場合には、かかる深さまで杭3を打ち込む必要はなく、船舶の喫水に応じ、水面以下でかつ荷重伝達版4の天端以上の範囲内で適宜定めればよい。   In the present embodiment, the head position of the pile 3 is made to coincide with the top end of the load transmission plate 4 so that the ship using the quay 2 can only be restricted by draft, but the quay 2 is used. When the draft of the ship is relatively small, it is not necessary to drive the pile 3 to such a depth, and it may be appropriately determined within the range below the water surface and above the top end of the load transmission plate 4 according to the draft of the ship.

かかる構成によれば、杭打ちの工期を合理的に短縮することが可能となる。   According to such a configuration, it is possible to reasonably shorten the construction period of pile driving.

また、本実施形態では図1及び図2に示すように、杭3の頭部位置を海底地盤に一致させ、かかる構成により、喫水による船舶の利用制限を可能な限り排除するようにしたが、利用船舶の規模が小さい場合、図3に示すように、杭3の頭部位置を海底地盤から所定高さhだけ高い位置に設定し、かかる高さ関係で杭3の頭部位置を荷重伝達版4の天端に一致させるようにしもよい。   Moreover, in this embodiment, as shown in FIG.1 and FIG.2, the head position of the pile 3 was made to correspond to the seabed ground, and by this structure, the use restriction of the ship by draft was excluded as much as possible. When the size of the ship used is small, as shown in FIG. 3, the head position of the pile 3 is set to a position that is a predetermined height h higher than the seabed ground, and the load position of the head position of the pile 3 is transmitted in relation to the height. It may be made to coincide with the top end of the plate 4.

かかる構成によれば、岸壁2あるいはその背後に拡がる地盤に作用する地震時水平力を、より高い位置で支持することができるため、従前の岸壁2の護岸構造、すなわち鋼管矢板5をより強固に耐震補強することが可能となる。   According to this configuration, since the horizontal force during an earthquake acting on the quay 2 or the ground spreading behind it can be supported at a higher position, the revetment structure of the conventional quay 2, that is, the steel pipe sheet pile 5, can be strengthened. Seismic reinforcement is possible.

また、本実施形態では、杭3の打込みにバイブロハンマーを用いたが、これに代えて例えば油圧ハンマーを用いるようにしてもかまわない。   In the present embodiment, a vibro hammer is used for driving the pile 3, but a hydraulic hammer, for example, may be used instead.

また、本実施形態では、杭3をI形断面を有するRCプレキャスト一体型の杭で構成したが、断面サイズが大きくて打込み効率が低下する場合には図4に示すように、T形断面を有する2つの杭部材42a,42bのウェブ同士を連結してなる杭41を採用してもよい。   Further, in this embodiment, the pile 3 is configured by an RC precast-integrated pile having an I-shaped cross section. However, when the cross-sectional size is large and driving efficiency is lowered, as shown in FIG. You may employ | adopt the pile 41 formed by connecting the webs of the two pile members 42a and 42b which have.

かかる変形例においては、T形断面をなす2つの杭部材42a,42bのうち、例えば杭部材42aを先行して海底地盤に打ち込み、次いで、先行打ち込みされた杭部材42aの連結部43aに他方の杭部材42bの連結部43bを係合させながら、該他方の杭部材42bを打ち込むようにすればよい。   In such a modified example, of the two pile members 42a, 42b having a T-shaped cross section, for example, the pile member 42a is driven in advance into the seabed ground, and then the other portion is connected to the connecting portion 43a of the pile member 42a that has been driven in advance. What is necessary is just to drive in this other pile member 42b, engaging the connection part 43b of the pile member 42b.

連結部43a,43bは、鉛直方向に係止させる必要はなく、杭頭に水平力が作用したときに杭41が全体として曲げ剛性が発揮されるよう、水平方向に係止されれば足りる。   The connecting portions 43a and 43b do not need to be locked in the vertical direction, and need only be locked in the horizontal direction so that the pile 41 exhibits bending rigidity as a whole when a horizontal force acts on the pile head.

かかる変形例の構成によれば、大型杭であっても取り扱いが容易になる。なお、連結部43a,43bの係合空間に砂が入り込むことによって、杭の打込みが困難になる場合には、係合空間に水流を吹き付けることで砂を吹き飛ばすようにすればよい。   According to the configuration of such a modified example, even a large pile can be handled easily. In addition, what is necessary is just to make it blow away sand by spraying a water flow to engagement space, when driving | striking of a pile becomes difficult when sand enters into the engagement space of connection part 43a, 43b.

また、本実施形態では言及しなかったが図5に示すように、杭3に代えて、杭頭近傍のウェブに透水孔52が穿設されてなる杭51を採用するとともに、杭51を打ち込んだ後、杭51の頭部近傍におけるウェブ及びフランジで囲まれた空間に礫、砕石等からなる植生基盤53を敷設してもよい。   Although not mentioned in the present embodiment, as shown in FIG. 5, instead of the pile 3, a pile 51 in which a water permeable hole 52 is formed in a web near the pile head is employed, and the pile 51 is driven. Thereafter, a vegetation base 53 made of gravel, crushed stone, or the like may be laid in a space surrounded by the web and flange in the vicinity of the head of the pile 51.

かかる構成によれば、植生基盤53に水生植物が生育するとともにそれに伴って水生動物も繁殖するようになり、かくして環境に配慮した耐震補強構造となる。   According to such a configuration, the aquatic plant grows on the vegetation base 53 and the aquatic animals also propagate along with it, thus providing an earthquake-resistant reinforcement structure considering the environment.

本実施形態に係る岸壁の耐震補強構造1の図であり、(a)は鉛直断面図、(b)はA−A線に沿う水平断面図。It is a figure of the quay-seismic reinforcement structure 1 which concerns on this embodiment, (a) is a vertical sectional view, (b) is a horizontal sectional view which follows an AA line. 本実施形態に係る岸壁の耐震補強構造を構築している様子を示した図であり、(a)は鉛直断面図、(b)はB−B線に沿う水平断面図。It is the figure which showed a mode that the seismic reinforcement structure of the quay which concerns on this embodiment was constructed | assembled, (a) is a vertical sectional view, (b) is a horizontal sectional view which follows a BB line. 変形例に係る岸壁の耐震補強構造を示した図。The figure which showed the seismic reinforcement structure of the quay which concerns on a modification. 変形例に係る杭41を示した図であり、(a)は水平断面図、(b)は連結箇所の詳細断面図。It is the figure which showed the pile 41 which concerns on a modification, (a) is horizontal sectional drawing, (b) is detailed sectional drawing of a connection location. 変形例に係る岸壁の耐震補強構造の図であり、(a)は鉛直断面図、(b)はC−C線に沿う水平断面図。It is a figure of the seismic reinforcement structure of the quay which concerns on a modification, (a) is a vertical sectional view, (b) is a horizontal sectional view which follows a CC line.

符号の説明Explanation of symbols

1 岸壁の耐震補強構造
2 岸壁
3,41,51 杭
4 荷重伝達版
52 透水孔
53 植生基盤
1 Seismic reinforcement structure of quay 2 Quay 3, 41, 51 Pile 4 Load transmission plate 52 Permeation hole 53 Vegetation base

Claims (5)

既存の岸壁から所定距離だけ離間した位置であって該岸壁と対向するように列状に打ち込まれた複数の杭と、前記岸壁と前記杭に挟まれた水底領域に水中コンクリートを打設して形成した荷重伝達版とからなる耐震補強構造であって、前記複数の杭は、それらの強軸が前記岸壁と平行になるようにかつそれらの頭部位置が水面以下であってかつ前記荷重伝達版の天端以上となるように設定されたことを特徴とする岸壁の耐震補強構造。 A plurality of piles driven in a row so as to face the quay at a predetermined distance from an existing quay, and underwater concrete is placed in a bottom area sandwiched between the quay and the pile. An anti-seismic reinforcement structure comprising a formed load transmission plate, wherein the plurality of piles are such that their strong axes are parallel to the quay and their head positions are below the water surface and the load transmission Seismic reinforcement structure for quay, which is set to be higher than the top of the plate. 前記杭の断面形状をI形又はH形とした請求項1記載の岸壁の耐震補強構造。 The seismic reinforcement structure for a quay according to claim 1, wherein a cross-sectional shape of the pile is an I shape or an H shape. T形断面を有する2つの杭部材のウェブ同士を連結して前記杭を構成した請求項2記載の岸壁の耐震補強構造。 The seismic reinforcement structure for a quay according to claim 2, wherein the piles are configured by connecting webs of two pile members having a T-shaped cross section. 前記杭の頭部位置を水底地盤から所定高さだけ高い位置に設定するとともに、該高さ関係において前記杭の頭部位置を前記荷重伝達版の天端に一致させた請求項1記載の岸壁の耐震補強構造。 2. The quay according to claim 1, wherein the head position of the pile is set to a position higher by a predetermined height than the water bottom ground, and the head position of the pile is made to coincide with the top end of the load transmission plate in the height relationship. Seismic reinforcement structure. 前記杭の頭部近傍に位置するウェブに透水孔を設け、該杭の打込み後、前記杭の頭部近傍におけるウェブ及びフランジで囲まれた空間に礫、砕石等からなる植生基盤を敷設した請求項2記載の岸壁の耐震補強構造。 Claims in which a water-permeable hole is provided in the web located near the head of the pile, and a vegetation base made of gravel, crushed stone, etc. is laid in the space surrounded by the web and the flange near the head of the pile after the pile is driven. Item 2. Seismic reinforcement structure for quay according to item 2.
JP2006216492A 2006-08-09 2006-08-09 Seismic reinforcement structure of quay Expired - Fee Related JP4958064B2 (en)

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Publication number Priority date Publication date Assignee Title
JP2013213402A (en) * 2008-12-05 2013-10-17 Jfe Steel Corp Method for reinforcing existing harbor quay
JP2017172296A (en) * 2016-03-25 2017-09-28 Jfeスチール株式会社 Reinforcement structure and reinforcement method of existing steel sheet pile wall
JP2020204151A (en) * 2019-06-14 2020-12-24 Jfeスチール株式会社 Improvement structure and improvement method of existing sheet pile type quay

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JPS637411A (en) * 1986-06-26 1988-01-13 Sumitomo Metal Ind Ltd Earthquake-proof reinforcing work for existing harbor structure
JPS6344006A (en) * 1986-08-08 1988-02-25 Sumitomo Metal Ind Ltd Earthquake-proof reinforcing construction for previously constructed harbour structure
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* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2013213402A (en) * 2008-12-05 2013-10-17 Jfe Steel Corp Method for reinforcing existing harbor quay
JP2017172296A (en) * 2016-03-25 2017-09-28 Jfeスチール株式会社 Reinforcement structure and reinforcement method of existing steel sheet pile wall
JP2020204151A (en) * 2019-06-14 2020-12-24 Jfeスチール株式会社 Improvement structure and improvement method of existing sheet pile type quay
JP7017541B2 (en) 2019-06-14 2022-02-08 Jfeスチール株式会社 Improvement structure and improvement method of existing sheet pile type quay

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