JP2011247045A - Reinforcement method for bridge abutment - Google Patents

Reinforcement method for bridge abutment Download PDF

Info

Publication number
JP2011247045A
JP2011247045A JP2010124010A JP2010124010A JP2011247045A JP 2011247045 A JP2011247045 A JP 2011247045A JP 2010124010 A JP2010124010 A JP 2010124010A JP 2010124010 A JP2010124010 A JP 2010124010A JP 2011247045 A JP2011247045 A JP 2011247045A
Authority
JP
Japan
Prior art keywords
abutment
bridge
reinforcing
back side
reinforced
Prior art date
Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
Granted
Application number
JP2010124010A
Other languages
Japanese (ja)
Other versions
JP5528217B2 (en
Inventor
Masayuki Kanda
政幸 神田
Kazuhisa Shiranita
和久 白仁田
Masaru Tateyama
勝 舘山
Takahiro Nonaka
隆博 野中
Mikiya Okumura
幹也 奥村
Toshiyuki Kuroiwa
俊之 黒岩
Yukihiko Tamura
幸彦 田村
Current Assignee (The listed assignees may be inaccurate. Google has not performed a legal analysis and makes no representation or warranty as to the accuracy of the list.)
Railway Technical Research Institute
Tokyu Construction Co Ltd
Integrated Geotechnology Institute Ltd
Original Assignee
Railway Technical Research Institute
Tokyu Construction Co Ltd
Integrated Geotechnology Institute Ltd
Priority date (The priority date is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the date listed.)
Filing date
Publication date
Application filed by Railway Technical Research Institute, Tokyu Construction Co Ltd, Integrated Geotechnology Institute Ltd filed Critical Railway Technical Research Institute
Priority to JP2010124010A priority Critical patent/JP5528217B2/en
Publication of JP2011247045A publication Critical patent/JP2011247045A/en
Application granted granted Critical
Publication of JP5528217B2 publication Critical patent/JP5528217B2/en
Active legal-status Critical Current
Anticipated expiration legal-status Critical

Links

Images

Landscapes

  • Bridges Or Land Bridges (AREA)

Abstract

PROBLEM TO BE SOLVED: To provide a reinforcement method for a bridge abutment capable of ensuring the prevention of the bridge abutment damage which has a generating mechanism as follows: in the bridge in which the bridge abutment and a bridge girder are connected with a rigid-framed structure and a back fill is placed in the back side of the bridge abutment, when the back side of the bridge abutment is reinforced by a reinforcement means, temperature change and an earthquake or the like deform a bridge girder, and apply excessive bending tensile load to the back side of the bridge abutment through the bridge girder.SOLUTION: In the bridge in which the bridge abutment 2 and bridge girder 5 are connected with a rigid-framed structure and a back fill 6 is placed in the back side of the bridge abutment 2, the back side of the bridge abutment 2 is reinforced with a reinforcement means, the reinforcement means being formed in such a way that, in the back side of the bridge abutment 2, steel members 10 are inserted into holes 9 which are formed across the height direction of the bridge abutment 2 and at intervals in the width direction of the bridge abutment 2, and then grout material is injected into the holes 9.

Description

この発明は、橋台の補強方法、特に、橋台と橋桁とがラーメン構造により連結され、橋台の背面側に背面盛土が盛られた橋梁における橋台の補強方法に関するものである。   The present invention relates to a method for reinforcing an abutment, and more particularly to a method for reinforcing an abutment in a bridge in which an abutment and a bridge girder are connected by a ramen structure and a back embankment is filled on the back side of the abutment.

営業線として使用されている橋梁が老朽化して使用が困難になった場合の１つの対策として、新たに橋梁を構築することが考えられるが、これには、先ず、仮線を構築して線路を移設し、老朽化した既設橋梁を撤去後、新橋梁を構築し、線路を新橋梁に敷設後、仮線を撤去するといった数多くの工程を経る必要があるので、莫大な時間と費用が必要となり、簡単には実施できないといった問題がある。   As a countermeasure when the bridge used as a business line has become obsolete and difficult to use, it is conceivable to construct a new bridge. It is necessary to go through a number of processes, such as removing the old existing bridge, constructing a new bridge, laying the track on the new bridge, and then removing the temporary line. Therefore, there is a problem that it cannot be easily implemented.

そこで、上記問題を解決するための方法が、特許文献１（特開２００９−２５６９３８号公報）に既設橋梁の改築方法として開示されている。以下、この改築方法を従来改築方法といい、図面を参照しながら説明する。   Therefore, a method for solving the above problem is disclosed in Patent Document 1 (Japanese Patent Application Laid-Open No. 2009-256938) as a method for rebuilding an existing bridge. Hereinafter, this remodeling method is called a conventional remodeling method and will be described with reference to the drawings.

図５は、既設橋梁を示す概略断面図、図６は、従来改築方法により補強された既設橋梁を示す概略断面図である。   FIG. 5 is a schematic cross-sectional view showing an existing bridge, and FIG. 6 is a schematic cross-sectional view showing an existing bridge reinforced by a conventional reconstruction method.

図５に示すように、既設橋梁は、基礎１上に構築された一対の橋台２と、橋台２の桁座３に設置された支承４を介して橋台２間に渡された橋桁５とから構成され、橋台２は、その背面盛土６の土圧を片持ち梁として支え、橋桁５は、支承４によって支持された単純梁として列車等の荷重を支える構造になっている。   As shown in FIG. 5, the existing bridge is composed of a pair of abutments 2 constructed on the foundation 1 and a bridge girder 5 passed between the abutments 2 via a support 4 installed on a girder 3 of the abutment 2. The abutment 2 is configured to support the earth pressure of the back embankment 6 as a cantilever beam, and the bridge girder 5 is configured to support a load of a train or the like as a simple beam supported by the support 4.

従来改築方法は、このような既設橋梁が老朽化した場合の橋梁の補強方法であり、図６に示すように、老朽化が進んだ橋桁５の支承４の周辺Ａに対して、ケレン作業（古い塗膜や錆を除去し、鉄地肌を露出させる作業）を施した後、橋台２と橋桁５との隅角部（接続部分）を頬杖補強材７により補強してラーメン構造とし、これにより橋台２と橋桁５とを一体化するものである。   The conventional reconstruction method is a method of reinforcing a bridge when such an existing bridge is aged, and as shown in FIG. After removing the old paint film and rust and exposing the iron surface), the corner (connecting part) between the abutment 2 and the bridge girder 5 is reinforced with the cheek cane reinforcing material 7 to form a ramen structure. The abutment 2 and the bridge girder 5 are integrated.

この他、特許文献１には、図示しないが、橋台２と橋桁５との隅角部だけでなく、隅角部周辺に型枠を設置し、型枠内にコンクリートを打設することによって、橋台２と橋桁５との隅角部およびその周辺をコンクリートを介して一体化することが開示されている。   In addition, although not shown in Patent Document 1, not only the corners of the abutment 2 and the bridge girder 5, but also by installing a mold around the corner and placing concrete in the mold, It is disclosed that the corners of the abutment 2 and the bridge girder 5 and the periphery thereof are integrated through concrete.

さらに、特許文献１には、図６に示すように、背面盛土６内に地山補強材８を打ち込んで背面盛土６を補強し、地山補強材８と橋台２とを連結することが開示されている。   Furthermore, in Patent Document 1, as shown in FIG. 6, it is disclosed that the backfill 6 is driven into the backfill 6 to reinforce the backfill 6 and connect the backfill 8 and the abutment 2. Has been.

図７に、橋台と橋桁とに作用する曲げモーメントの変化を示す。図７（ａ）は、橋台と橋桁との隅角部の補強および地山補強材による背面盛土の補強を行っていない場合で、常時の橋台と橋桁とに作用する曲げモーメントを示す図であり、図７（ｂ）は、従来改築方法により、橋台と橋桁との隅角部の補強および地山補強材による背面盛土の補強を行った場合で、常時の橋台と橋桁とに作用する曲げモーメントを示す図であり、図７（ｃ）は、橋台と橋桁との隅角部の補強および地山補強材による背面盛土の補強を行っていない場合で、地震時の橋台と橋桁とに作用する曲げモーメントを示す図であり、図７（ｄ）は、従来改築方法により、橋台と橋桁との隅角部の補強および地山補強材による背面盛土の補強を行った場合で、地震時の橋台と橋桁とに作用する曲げモーメントを示す図である。   FIG. 7 shows changes in the bending moment acting on the abutment and the bridge girder. FIG. 7 (a) is a diagram showing a bending moment acting on a regular abutment and a bridge girder in a case where the corner of the abutment and the bridge girder are not reinforced and the back embankment is not reinforced with the natural ground reinforcing material. Fig. 7 (b) shows the bending moment that acts on the abutment and bridge girder at normal times when the corners of the abutment and bridge girder are reinforced and the back embankment is reinforced with natural ground reinforcement by the conventional reconstruction method. FIG. 7C shows a case where the corners of the abutment and the bridge girder are not reinforced and the back embankment is not reinforced by the natural ground reinforcing material, and acts on the abutment and the girder at the time of the earthquake. FIG. 7D is a diagram showing a bending moment. FIG. 7 (d) shows a case where the corner of the abutment and the bridge girder are reinforced and the back embankment is reinforced by the natural ground reinforcing material according to the conventional reconstruction method. It is a figure which shows the bending moment which acts on a bridge girder.

図７から以下のことが明らかである。   The following is clear from FIG.

図７（ａ）に示すように、常時で、橋台２と橋桁５との隅角部の補強および地山補強材８による背面盛土６の補強を行っていない場合には、橋桁５の中央部に最大の曲げモーメントが作用するが、図７（ｂ）に示すように、従来改築方法により、橋台２と橋桁５との頬杖補強材７による隅角部の補強および地山補強材８による背面盛土６の補強を行った場合には、橋桁５の端部に上側引張りモーメントが作用する結果、橋桁５に作用する曲げモーメントは減少する。   As shown in FIG. 7 (a), when the reinforcement of the corners of the abutment 2 and the bridge girder 5 and the backfill 6 are not reinforced with the natural ground reinforcing material 8, the center part of the bridge girder 5 is always used. The maximum bending moment acts on the back, but as shown in FIG. 7 (b), the conventional remodeling method is used to reinforce the corners of the abutment 2 and the bridge girder 5 with the cheek cane reinforcing material 7 and the back surface of the natural ground reinforcing material 8. When the embankment 6 is reinforced, the bending moment acting on the bridge girder 5 decreases as a result of the upper tensile moment acting on the end of the bridge girder 5.

図７（ｃ）に示すように、地震時で、橋台２と橋桁５との隅角部の補強および地山補強材８による背面盛土６の補強を行っていない場合には、橋桁５の中央部に作用する最大曲げモーメントは、慣性力により大幅に増大するが、図７（ｄ）に示すように、従来改築方法により、橋台２と橋桁５との頬杖補強材７による隅角部の補強および地山補強材８による背面盛土６の補強を行った場合には、橋桁５の端部に上側引張りモーメントが作用する結果、橋桁５に作用する曲げモーメントは減少する。   As shown in FIG. 7 (c), in the event of an earthquake, when the corners of the abutment 2 and the bridge girder 5 are not reinforced and the backfill 6 is not reinforced by the natural ground reinforcing material 8, the center of the bridge girder 5 is used. Although the maximum bending moment acting on the part greatly increases due to the inertial force, as shown in FIG. 7 (d), the corner part is reinforced by the cheek cane reinforcing material 7 between the abutment 2 and the bridge girder 5 as shown in FIG. When the back embankment 6 is reinforced with the natural ground reinforcing material 8, the bending moment acting on the bridge girder 5 decreases as a result of the upper tensile moment acting on the end of the bridge girder 5.

しかし、図７（ｄ）から明らかなように、地震時には、慣性力により橋台２に内側に作用する曲げモーメントが作用するので、橋台２の補強が望まれている。   However, as is clear from FIG. 7 (d), during an earthquake, a bending moment acting on the inside of the abutment 2 is exerted on the abutment 2 due to the inertial force.

特開２００９−２５６９３８号公報JP 2009-256938 A

このように、従来改築方法によれば、橋台２と橋桁５とをラーメン構造により一体化することにより、老朽化した既設橋梁を強固に補強することができるので、橋梁を最初から構築し直す場合に比べて、橋梁の構築に要する時間や費用を格段に削減することができるといった効果がもたらされる。   As described above, according to the conventional remodeling method, the aged bridge 2 and the bridge girder 5 can be integrated with the ramen structure, so that the old bridge can be strongly reinforced. Compared with, the time and cost required for building the bridge can be significantly reduced.

しかし、温度変化による橋桁５の伸縮、あるいは、地震等により補強強度を超える曲げ引張り荷重が橋台２の背面側に作用した場合には、橋台２が損傷する恐れがあった。   However, if the bridge girder 5 expands or contracts due to temperature changes, or a bending tensile load exceeding the reinforcing strength due to an earthquake or the like acts on the back side of the abutment 2, the abutment 2 may be damaged.

また、特許文献１には、上述したように、背面盛土６内に地山補強材８を打ち込んで背面盛土６を補強し、地山補強材８と橋台２とを連結することが開示されているが、このようにして、橋台２を補強しても、温度変化による橋桁５の伸縮、あるいは、地震等により、補強強度を超える曲げ引張り荷重が橋台２の背面側に作用した場合には、橋台２が損傷する恐れがあった。   Further, as described above, Patent Document 1 discloses that the backfill 6 is driven into the backfill 6 to reinforce the backfill 6 and connects the backfill 8 and the abutment 2. In this way, even if the abutment 2 is reinforced, if a bending tensile load exceeding the reinforcement strength acts on the back side of the abutment 2 due to expansion / contraction of the bridge girder 5 due to temperature change or an earthquake, The abutment 2 could be damaged.

従って、この発明の目的は、橋台と橋桁とがラーメン構造により連結され、橋台の背面側に背面盛土が盛られている橋梁において、橋台の背面側を補強手段により補強することにより、温度変化や地震等により生じる橋桁の変形により、橋桁を介して橋台の背面側に過大な曲げ引張り荷重が作用して、橋台が損傷することを確実に防止することができる橋台の補強方法を提供することにある。   Accordingly, an object of the present invention is to provide a bridge in which an abutment and a bridge girder are connected by a ramen structure, and a back embankment is built up on the back side of the abutment, by reinforcing the back side of the abutment with a reinforcing means, To provide a method for reinforcing an abutment that can reliably prevent an abutment from being damaged by an excessive bending tensile load acting on the back side of the abutment via the abutment due to deformation of the abutment caused by an earthquake or the like. is there.

この発明は、上記知見に基づきなされたものであり、下記を特徴とするものである。   The present invention has been made on the basis of the above findings, and is characterized by the following.

請求項１に記載の発明は、橋台と橋桁とがラーメン構造により連結され、前記橋台の背面側に背面盛土が盛られている橋梁の前記橋台の背面側を補強手段により補強したことに特徴を有するものである。   The invention according to claim 1 is characterized in that the abutment and the bridge girder are connected by a ramen structure, and the back side of the abutment of the bridge in which a backfill is piled on the back side of the abutment is reinforced by a reinforcing means. It is what you have.

請求項２に記載の発明は、請求項１に記載の、橋台の補強方法において、前記補強手段は、前記橋台の背面側に、前記橋台の高さ方向に亘り、かつ、前記橋台の幅方向に間隔をあけて形成した孔内に鋼材を挿入し、前記孔内にグラウト材を注入することからなっていることに特徴を有するものである。   The invention according to claim 2 is the method of reinforcing an abutment according to claim 1, wherein the reinforcing means extends in the height direction of the abutment on the back side of the abutment and in the width direction of the abutment. It is characterized in that it consists of inserting a steel material into a hole formed at intervals and injecting a grout material into the hole.

請求項３に記載の発明は、請求項２に記載の、橋台の補強方法において、前記鋼材は、鉄筋またはＨ形鋼からなっていることに特徴を有するものである。   The invention according to claim 3 is characterized in that, in the method for reinforcing an abutment according to claim 2, the steel material is made of reinforcing steel or H-section steel.

請求項４に記載の発明は、請求項１に記載の、橋台の補強方法において、前記補強手段は、前記橋台の背面側に、前記橋台の高さ方向に亘り、かつ、前記橋台の幅方向に間隔をあけて形成した孔内に鋼線材を挿入し、前記鋼線材に張力を付与することからなっていることに特徴を有するものである。   The invention according to claim 4 is the method of reinforcing an abutment according to claim 1, wherein the reinforcing means extends in the height direction of the abutment on the back side of the abutment and in the width direction of the abutment. It is characterized by inserting a steel wire into a hole formed at intervals and applying tension to the steel wire.

請求項５に記載の発明は、請求項４に記載の、橋台の補強方法において、前記鋼線材は、鉄筋またはＰＣ鋼線からなっていることに特徴を有するものである。   The invention according to claim 5 is characterized in that, in the method for reinforcing an abutment according to claim 4, the steel wire is made of reinforcing steel or PC steel wire.

請求項６に記載の発明は、請求項１から５の何れか１つに記載の、橋台の補強方法において、前記背面盛土内に地山補強材が打ち込まれ、前記地山補強材と前記橋台とが連結されてることに特徴を有するものである。   The invention according to claim 6 is the reinforcing method of an abutment according to any one of claims 1 to 5, wherein a natural ground reinforcing material is driven into the back embankment, and the natural ground reinforcing material and the abutment Are connected to each other.

この発明によれば、橋台と橋桁とがラーメン構造により連結され、橋台の背面側に背面盛土が盛られている橋梁において、橋台の背面側を補強手段により補強することにより、温度変化や地震等により生じる橋桁の変形により、橋桁を介して橋台の背面側に過大な曲げ引張り荷重が作用して、橋台が損傷することを確実に防止することができる。   According to this invention, in the bridge in which the abutment and the bridge girder are connected by a ramen structure and the back embankment is piled up on the back side of the abutment, the back side of the abutment is reinforced by the reinforcing means, so that temperature changes, earthquakes, etc. Due to the deformation of the bridge girder caused by the above, it is possible to reliably prevent damage to the abutment due to an excessive bending tensile load acting on the back side of the abutment via the bridge girder.

この発明の、橋台の補強方法により補強された橋台を示す概略縦断面図である。It is a schematic longitudinal cross-sectional view which shows the abutment reinforced by the reinforcement method of the abutment of this invention. 図１のＡ−Ａ線断面図である。It is the sectional view on the AA line of FIG. この発明の橋台の別の補強方法により補強された橋台を示す概略縦断面図である。It is a schematic longitudinal cross-sectional view which shows the abutment reinforced by another reinforcement method of the abutment of this invention. 図３のＡ−Ａ線断面図である。FIG. 4 is a sectional view taken along line AA in FIG. 3. 既設橋梁を示す概略断面図である。It is a schematic sectional drawing which shows the existing bridge. 従来改築方法により補強された既設橋梁を示す概略断面図である。It is a schematic sectional drawing which shows the existing bridge reinforced by the conventional reconstruction method. 橋台と橋桁とに作用する曲げモーメントの変化を示す図である。It is a figure which shows the change of the bending moment which acts on an abutment and a bridge girder.

この発明の、橋台の補強方法の一実施態様を、図面を参照しながら説明する。   An embodiment of the abutment reinforcing method of the present invention will be described with reference to the drawings.

図１は、この発明の、橋台の補強方法により補強された橋台を示す概略縦断面図、図２は、図１のＡ−Ａ線断面図である。   FIG. 1 is a schematic longitudinal sectional view showing an abutment reinforced by the abutment reinforcing method of the present invention, and FIG. 2 is a sectional view taken along line AA of FIG.

図１および図２に示すように、この発明の、橋台の補強方法は、橋台２と橋桁５とが頬杖補強材７等によりラーメン構造となるように連結され、橋台２の背面側に背面盛土６が盛られている橋梁において、橋台２の背面側（盛土６側）に、橋台２の高さ方向に亘り、かつ、橋台２の幅方向に間隔をあけて複数個の孔９を形成し、各孔９内に鉄筋またはＨ形鋼等からなる鋼材１０を挿入し、そして、孔９内にモルタル等のグラウト材１１を注入し、硬化させることからなる補強手段により、橋台２の背面側を補強するものである。   As shown in FIG. 1 and FIG. 2, the abutment reinforcement method of the present invention is such that the abutment 2 and the bridge girder 5 are connected so as to form a ramen structure by a cheek cane reinforcing material 7 and the like, In the bridge on which 6 is built, a plurality of holes 9 are formed on the back side of the abutment 2 (the embankment 6 side) across the height direction of the abutment 2 and at intervals in the width direction of the abutment 2. A steel material 10 made of rebar or H-shaped steel or the like is inserted into each hole 9, and a grout material 11 such as mortar is injected into the hole 9 and hardened, thereby reinforcing the back side of the abutment 2. Is to reinforce.

なお、図示しないが、背面盛土６内には、図６におけると同様に、地山補強材が打ち込まれ、地山補強材と橋台２とは連結されている。   In addition, although not shown in figure, in the back embankment 6, similarly to FIG. 6, the natural ground reinforcement material is driven in and the natural ground reinforcement material and the abutment 2 are connected.

橋台２に孔９を形成するには、ドリル等によりあける。   In order to form the hole 9 in the abutment 2, it is opened with a drill or the like.

このようにして、鋼材１０により橋台２の背面側を補強することによって、温度変化や地震等により生じる橋桁５の変形により、橋桁５を介して橋台２の背面側に過大な曲げ引張り荷重が作用して、橋台２が損傷することを確実に防止することができる。   In this way, by reinforcing the back side of the abutment 2 with the steel material 10, an excessive bending tensile load acts on the back side of the abutment 2 via the bridge girder 5 due to deformation of the bridge girder 5 caused by temperature change, earthquake, or the like. And it can prevent reliably that the abutment 2 is damaged.

この発明の橋台の補強方法は、特に、無筋の重力式橋台の補強に有効である。   The method for reinforcing an abutment according to the present invention is particularly effective for reinforcing an unreinforced gravity abutment.

上記補強手段は、図３および図４に示すように、橋台２の背面側に、橋台２の高さ方向に亘り、かつ、橋台２の幅方向に間隔をあけて複数個の孔１２を橋台２を貫通して形成し、各孔１２内に鉄筋またはＰＣ鋼線等からなる鋼線材１３を挿入し、鋼線材１３に張力を付与するものであっても良い。   As shown in FIGS. 3 and 4, the reinforcing means includes a plurality of holes 12 on the back side of the abutment 2, extending in the height direction of the abutment 2 and spaced in the width direction of the abutment 2. 2, a steel wire 13 made of a reinforcing bar or PC steel wire or the like may be inserted into each hole 12, and tension may be applied to the steel wire 13.

鋼線材１２に張力を付与するには、鋼線材１２の下端部をグラウンドアンカー１４に固定し、鋼線材１２に張力をかけた状態で、鋼線材１２の上端部を橋台２に固定する。   In order to apply tension to the steel wire rod 12, the lower end portion of the steel wire rod 12 is fixed to the ground anchor 14, and the upper end portion of the steel wire rod 12 is fixed to the abutment 2 in a state where tension is applied to the steel wire rod 12.

このようにして、鋼線材１２を橋台２の背面側内に張力をかけて張り渡して、橋台２の背面側に圧縮力を付与することにより、橋台２の背面側を補強することができる。   In this way, the steel wire 12 is stretched over the back side of the abutment 2 and tension is applied to the back side of the abutment 2, whereby the back side of the abutment 2 can be reinforced.

以上説明したように、この発明によれば、橋台２と橋桁５とがラーメン構造により連結され、橋台２の背面側に背面盛土６が盛られている橋梁において、橋台２の背面側を補強手段により補強することにより、温度変化や地震等により生じる橋桁の変形により、橋桁５を介して橋台２の背面側に過大な曲げ引張り荷重が作用して、橋台が損傷することを確実に防止することができる。   As described above, according to the present invention, in the bridge in which the abutment 2 and the bridge girder 5 are connected by a ramen structure and the back embankment 6 is built up on the back side of the abutment 2, the back side of the abutment 2 is reinforced. By reinforced by the above, it is possible to reliably prevent damage to the abutment due to excessive bending tensile load acting on the back side of the abutment 2 via the bridge girder 5 due to deformation of the bridge girder caused by temperature change, earthquake, etc. Can do.

１：基礎
２：橋台
３：桁座
４：支承
５：橋桁
６：背面盛土
７：頬杖補強材
８：地山補強材
９：孔
１０：鋼材
１１：グラウト材
１２：孔
１３：鋼線材
１４：グラウンドアンカー 1: foundation 2: abutment 3: girder 4: support 5: bridge girder 6: back embankment 7: cheek cane reinforcement 8: ground reinforcement 9: hole 10: steel 11: grout 12: hole 13: steel wire 14: Ground anchor

Claims (6)

橋台と橋桁とがラーメン構造により連結され、前記橋台の背面側に背面盛土が盛られている橋梁の前記橋台の背面側を補強手段により補強することを特徴とする、橋台の補強方法。   A method of reinforcing an abutment, characterized in that the abutment and the bridge girder are connected by a ramen structure, and the back side of the abutment of a bridge in which a backfill is piled on the back side of the abutment is reinforced by a reinforcing means. 前記補強手段は、前記橋台の背面側に、前記橋台の高さ方向に亘り、かつ、前記橋台の幅方向に間隔をあけて形成した孔内に鋼材を挿入し、前記孔内にグラウト材を注入することからなっていることを特徴とする、請求項１に記載の、橋台の補強方法。   The reinforcing means inserts a steel material into a hole formed on the back side of the abutment in the height direction of the abutment and spaced in the width direction of the abutment, and a grout material is inserted into the hole. 2. A method for reinforcing an abutment according to claim 1, characterized in that it comprises pouring. 前記鋼材は、鉄筋またはＨ形鋼からなっていることを特徴とする、請求項２に記載の、橋台の補強方法。   The method for reinforcing an abutment according to claim 2, wherein the steel material is made of reinforcing steel or H-shaped steel. 前記補強手段は、前記橋台の背面側に、前記橋台の高さ方向に亘り、かつ、前記橋台の幅方向に間隔をあけて形成した孔内に鋼線材を挿入し、前記鋼線材に張力を付与することからなっていることを特徴とする、請求項１に記載の、橋台の補強方法。   The reinforcing means inserts a steel wire into a hole formed on the back side of the abutment in the height direction of the abutment and at intervals in the width direction of the abutment, thereby applying tension to the steel wire. The method for reinforcing an abutment according to claim 1, wherein the abutment is provided. 前記鋼線材は、鉄筋またはＰＣ鋼線からなっていることを特徴とする、請求項４に記載の、橋台の補強方法。   The method for reinforcing an abutment according to claim 4, wherein the steel wire is made of reinforcing steel or PC steel wire. 前記背面盛土内に地山補強材が打ち込まれ、前記地山補強材と前記橋台とが連結されてることを特徴とする、請求項１から５の何れか１つに記載の、橋台の補強方法。   The abutment reinforcing method according to any one of claims 1 to 5, wherein a natural ground reinforcing material is driven into the back embankment, and the natural ground reinforcing material and the abutment are connected. .
JP2010124010A 2010-05-31 2010-05-31 Abutment reinforcement method Active JP5528217B2 (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
JP2010124010A JP5528217B2 (en) 2010-05-31 2010-05-31 Abutment reinforcement method

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
JP2010124010A JP5528217B2 (en) 2010-05-31 2010-05-31 Abutment reinforcement method

Publications (2)

Publication Number Publication Date
JP2011247045A true JP2011247045A (en) 2011-12-08
JP5528217B2 JP5528217B2 (en) 2014-06-25

Family

ID=45412639

Family Applications (1)

Application Number Title Priority Date Filing Date
JP2010124010A Active JP5528217B2 (en) 2010-05-31 2010-05-31 Abutment reinforcement method

Country Status (1)

Country Link
JP (1) JP5528217B2 (en)

Cited By (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2012255330A (en) * 2011-05-18 2012-12-27 Chubu Electric Power Co Inc Damper to be rigid-frame in earthquake, earthquake resistance improving construction method of dam sluice gate piers and earthquake resistance improving construction method of bridge
CN102966047A (en) * 2012-11-28 2013-03-13 华南理工大学 Reinforcing device for preventing forward tilting of light-weight abutment abutment

Families Citing this family (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN105064223B (en) * 2015-08-12 2016-09-14 苏州同尚工程设计咨询有限公司 Seismic hardening formula abutment reconstruction structure

Citations (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2000017615A (en) * 1998-06-30 2000-01-18 Prestressed Concrete Engineering Association Prestressed concrete bridge pier
JP2004092078A (en) * 2002-08-29 2004-03-25 Nippon Ps:Kk Structure and construction method for bridge
JP2007239440A (en) * 2006-02-07 2007-09-20 East Japan Railway Co Aseismatic reinforcing method for existing concrete bridge pier
JP2009121104A (en) * 2007-11-14 2009-06-04 Central Japan Railway Co Method of reinforcing plain concrete structure
JP2009256938A (en) * 2008-04-15 2009-11-05 Railway Technical Res Inst Rebuilding method for existing bridge

Patent Citations (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2000017615A (en) * 1998-06-30 2000-01-18 Prestressed Concrete Engineering Association Prestressed concrete bridge pier
JP2004092078A (en) * 2002-08-29 2004-03-25 Nippon Ps:Kk Structure and construction method for bridge
JP2007239440A (en) * 2006-02-07 2007-09-20 East Japan Railway Co Aseismatic reinforcing method for existing concrete bridge pier
JP2009121104A (en) * 2007-11-14 2009-06-04 Central Japan Railway Co Method of reinforcing plain concrete structure
JP2009256938A (en) * 2008-04-15 2009-11-05 Railway Technical Res Inst Rebuilding method for existing bridge

Cited By (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2012255330A (en) * 2011-05-18 2012-12-27 Chubu Electric Power Co Inc Damper to be rigid-frame in earthquake, earthquake resistance improving construction method of dam sluice gate piers and earthquake resistance improving construction method of bridge
CN102966047A (en) * 2012-11-28 2013-03-13 华南理工大学 Reinforcing device for preventing forward tilting of light-weight abutment abutment

Also Published As

Publication number Publication date
JP5528217B2 (en) 2014-06-25

Similar Documents

Publication Publication Date Title
Rave-Arango et al. Seismic performance of precast concrete column-to-column lap-splice connections
JP5373979B2 (en) Construction Method of Steel Composite Girder Bridge {ConstructionMethod SteelCompositeGirderBridge}
JP2007321452A (en) Construction method for bridge and bridge structure thereof
JP5528216B2 (en) Abutment reinforcement method
JP5528217B2 (en) Abutment reinforcement method
JP2011247046A (en) Bridge provided with means for absorbing bridge abutment deformation
JP6543077B2 (en) Construction method of structure
JP5509380B1 (en) Seismic reinforcement method and structure for existing buildings
Bolis et al. Experimental cyclic and dynamic in-plane rocking response of a masonry transverse arch typical of historical churches
JP5423134B2 (en) Foundation structure
JP6536895B2 (en) Concrete wall structure and construction method for reinforced embankment integrated bridge
JP6461690B2 (en) Foundation structure and foundation construction method
Mashal et al. Quasi-static cyclic testing of half-scale fully precast bridge substructure system in high seismicity
Hutchinson Application and design of segmental precast arches
JP5165546B2 (en) Installation method of bridge support
KR101215764B1 (en) A burial slab structure of an outer wall of an underground construction
JP5528218B2 (en) Abutment method for existing bridges
KR200263281Y1 (en) Apparatus for reinforcing a construction by enlarging its' size
KR20090003933A (en) Retaining wall using panel and constructing method thereof
KR20030006681A (en) Apparatus and method for reinforcing a construction by enlarging its' size
JP3857257B2 (en) Seismic reinforcement structure for bridge piers
JP6089096B2 (en) Method for suppressing twist of precast girder and method for joining precast girder
JP2015113589A (en) Ps post-introduction method of rc building and structure thereof
JP6218130B2 (en) Seismic reinforcement structure and method for reinforced concrete
KR101255047B1 (en) The assembly formwork unit and the method of supporting soil pressure in rock section for topdown

Legal Events

Date Code Title Description
A621 Written request for application examination

Free format text: JAPANESE INTERMEDIATE CODE: A621

Effective date: 20130423

A977 Report on retrieval

Free format text: JAPANESE INTERMEDIATE CODE: A971007

Effective date: 20131206

A131 Notification of reasons for refusal

Free format text: JAPANESE INTERMEDIATE CODE: A131

Effective date: 20131217

A521 Request for written amendment filed

Free format text: JAPANESE INTERMEDIATE CODE: A523

Effective date: 20140204

TRDD Decision of grant or rejection written
A01 Written decision to grant a patent or to grant a registration (utility model)

Free format text: JAPANESE INTERMEDIATE CODE: A01

Effective date: 20140408

A61 First payment of annual fees (during grant procedure)

Free format text: JAPANESE INTERMEDIATE CODE: A61

Effective date: 20140415

R150 Certificate of patent or registration of utility model

Ref document number: 5528217

Country of ref document: JP

Free format text: JAPANESE INTERMEDIATE CODE: R150

R250 Receipt of annual fees

Free format text: JAPANESE INTERMEDIATE CODE: R250

R250 Receipt of annual fees

Free format text: JAPANESE INTERMEDIATE CODE: R250

R250 Receipt of annual fees

Free format text: JAPANESE INTERMEDIATE CODE: R250

R250 Receipt of annual fees

Free format text: JAPANESE INTERMEDIATE CODE: R250