JP2012144919A - Construction method for replacing damaged railway viaduct column - Google Patents
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Abstract
Description
本発明は、震害、車両の衝突事故などにより損傷を受けた鉄道高架橋柱の取り換え工法に関するものである。また、空間拡幅を目的とした既設ＲＣ（鉄筋コンクリート：Ｒｅｉｎｆｏｒｃｅｄ Ｃｏｎｃｒｅｔｅ）ラーメン高架橋柱の取り換え工法に関するものである。 The present invention relates to a method for replacing a railway viaduct column damaged by earthquake damage, a vehicle collision accident, or the like. The present invention also relates to a method for replacing an existing RC (Reinforced Concrete) ramen viaduct for the purpose of expanding the space.
従来、橋脚の補強方法としては、例えば、橋脚の周囲に全体的に鉄筋が入った鉄筋コンクリート構造を形成するようにしたものがある（下記特許文献１参照）。
また、橋脚の建て替え工法では、図２に示すように、建て替え対象となる既存の橋脚１０１に隣接した位置に、当該既存の橋脚１０１を挟み込むように、橋軸方向両側に新規橋脚１０２，１０３を建て、それらの新規橋脚１０２，１０３によって主桁１０５及び床版１０６からなる橋梁の上部構造体１０４が支持される状態とした後に、既存の橋脚１０１を撤去するようにしていた（下記特許文献２参照）。
Conventionally, as a method for reinforcing a bridge pier, for example, there is a method in which a reinforced concrete structure in which a reinforcing bar is entirely contained around the pier is formed (see Patent Document 1 below).
In the pier rebuilding method, as shown in FIG. 2, new piers 102 and 103 are provided on both sides of the bridge axis direction so as to sandwich the existing pier 101 at a position adjacent to the existing pier 101 to be rebuilt. After the building and the new bridge piers 102 and 103 support the bridge upper structure 104 including the main girder 105 and the floor slab 106, the existing pier 101 is removed (Patent Document 2 below). reference).
鉄道高架橋柱が震害などにより損傷を受けた場合、これまでの高架橋柱の取り換え工法では、軸方向鉄筋を曲げ戻して、鋼板を巻き立てる工法などを用いていた。また、既設鉄道高架橋柱は駅部幅が大きいものが多く、これまでの高架橋柱の取り換え工法では、新しい柱の幅を既存の柱の幅より小さくして高架橋柱間の空間拡幅を行うことが難しかった。仮に柱の幅を小さくした場合には、本設構造物として十分な耐力を得ることができる高架橋柱の取り換え工法とならない可能性があった。 When a railway viaduct column is damaged due to earthquake damage or the like, the conventional method for replacing a viaduct column has been to use a method in which the steel bars are rolled up by bending back the axial rebar. In addition, many existing railway viaduct columns have a large station width, and the conventional method for replacing viaduct columns can be to expand the space between the viaduct columns by making the width of the new columns smaller than the width of the existing columns. was difficult. If the width of the column is reduced, there is a possibility that it will not be a method for replacing a viaduct column that can provide sufficient proof stress as a permanent structure.
本発明は、上記状況に鑑みて、震害などで損傷した鉄道高架橋柱の取り換えと同時に高架橋下の空間拡幅を行うことができる、損傷を受けた鉄道高架橋柱の取り換え工法を提供することを目的とする。 In view of the above situation, an object of the present invention is to provide a method for replacing damaged railway viaduct columns that can perform space widening under the viaduct at the same time as replacing railway viaduct columns damaged by earthquake damage or the like. And
本発明は、上記目的を達成するために、
〔１〕損傷を受けた鉄道高架橋柱の取り換え工法において、損傷を受けた既設鉄道高架橋柱の塑性ヒンジ区間のコンクリートをはつり、座屈した軸方向鉄筋を露出させ、前記座屈した軸方向鉄筋を残して前記既設鉄道高架橋柱を取り除き、前記座屈した軸方向鉄筋を曲げ戻し処理し、この曲げ戻し処理した軸方向鉄筋に新たな軸方向鉄筋を継手で接続し、塑性ヒンジ区間保護キャップを設置し、前記新たな軸方向鉄筋に帯鉄筋を巻き付け、この帯鉄筋を巻き付けた軸方向鉄筋にコンクリートを打設することで、新たな鉄道高架橋柱への取り換えを行うことを特徴とする。
In order to achieve the above object, the present invention provides
[1] In the method of replacing damaged railway viaduct columns, the concrete in the plastic hinge section of damaged existing railway viaduct columns is hung to expose the buckled axial rebar, and the buckled axial rebar is Remove the existing railway viaduct pillar, bend back the buckled axial rebar, connect the new axial rebar to the bent axial rebar with a joint, and install a plastic hinge section protection cap Then, a new rail viaduct pillar is replaced by winding a strip reinforcing bar around the new axial reinforcing bar and placing concrete on the axial reinforcing bar around which the reinforcing bar is wound.
〔２〕上記〔１〕記載の損傷を受けた鉄道高架橋柱の取り換え工法において、前記コンクリートの打設幅を前記塑性ヒンジ区間の幅より狭くし、前記新たな鉄道高架橋柱間の空間拡幅を行うことを特徴とする。
〔３〕上記〔１〕又は〔２〕記載の損傷を受けた鉄道高架橋柱の取り換え工法において、前記塑性ヒンジ区間保護キャップが、鋼板または超高強度繊維補強コンクリートからなることを特徴とする。
[2] In the method for replacing damaged railway viaduct columns described in [1] above, the concrete placement width is made narrower than the width of the plastic hinge section, and the space between the new railway viaduct columns is expanded. It is characterized by that.
[3] In the method for replacing a damaged railway viaduct column described in [1] or [2] above, the plastic hinge section protective cap is made of a steel plate or ultra high strength fiber reinforced concrete.
〔４〕上記〔１〕又は〔２〕記載の損傷を受けた鉄道高架橋柱の取り換え工法において、前記軸方向鉄筋の曲げ戻し処理は熱処理によって行うことを特徴とする。
〔５〕上記〔１〕又は〔２〕記載の損傷を受けた鉄道高架橋柱の取り換え工法において、前記継手が重ね継手又は機械式継手であることを特徴とする。
[4] In the method for replacing damaged railway viaduct columns as described in [1] or [2] above, the axial rebar bending back treatment is performed by heat treatment.
[5] In the method for replacing a damaged railway viaduct column described in [1] or [2] above, the joint is a lap joint or a mechanical joint.
本発明によれば、震害などにより損傷を受けた既設鉄道高架橋柱の塑性ヒンジ区間の鉄筋を利用した鉄道高架橋柱の取り換え工法を提供することができる。
また、鉄道高架橋下の空間を拡幅することができ、その空間の有効利用に資することができる。加えて、鉄道高架橋柱の性能向上を図ることができる。
ADVANTAGE OF THE INVENTION According to this invention, the replacement method of a railway viaduct pillar using the reinforcement of the plastic hinge area of the existing railway viaduct pillar damaged by the earthquake damage etc. can be provided.
Moreover, the space under the railway viaduct can be widened, which can contribute to effective use of the space. In addition, the performance of the railway viaduct pillar can be improved.
本発明の損傷を受けた鉄道高架橋柱の取り換え工法は、損傷を受けた既設鉄道高架橋柱の塑性ヒンジ区間のコンクリートをはつり、座屈した軸方向鉄筋を露出させ、前記座屈した軸方向鉄筋を残して前記既設鉄道高架橋柱を取り除き、前記座屈した軸方向鉄筋を曲げ戻し処理し、この曲げ戻し処理した軸方向鉄筋に新たな軸方向鉄筋を継手で接続し、塑性ヒンジ区間保護キャップを設置し、前記新たな軸方向鉄筋に帯鉄筋を巻き付け、この帯鉄筋を巻き付けた軸方向鉄筋にコンクリートを打設することで、新たな鉄道高架橋柱への取り換えを行う。 The method for replacing damaged railway viaduct columns according to the present invention is to hang the concrete in the plastic hinge section of the damaged existing railway viaduct columns, expose the buckled axial rebar, and remove the buckled axial rebar. Remove the existing railway viaduct pillar, bend back the buckled axial rebar, connect the new axial rebar to the bent axial rebar with a joint, and install a plastic hinge section protection cap Then, a steel bar is wound around the new axial reinforcing bar, and concrete is placed on the axial reinforcing bar around which the steel bar is wound, so that a new railway viaduct pillar is replaced.
以下、本発明の実施の形態について詳細に説明する。
図１は本発明の実施例を示す損傷を受けた鉄道高架橋柱の取り換え工法を示す図である。
本発明は、損傷した塑性ヒンジ区間の鉄筋を残して柱の取り換えを行うものである。なお、鉄道高架橋柱を切断して柱を取り除いた場合における高架橋柱の倒壊などを防ぐため、仮支柱による補強工事や仮工事が必要になるが、それらについては説明を省略する。
Hereinafter, embodiments of the present invention will be described in detail.
FIG. 1 is a diagram showing a method for replacing a damaged railway viaduct column showing an embodiment of the present invention.
The present invention replaces a column while leaving a damaged reinforcing bar in the plastic hinge section. In addition, in order to prevent the collapse of the viaduct pillar when the railway viaduct pillar is cut and removed, reinforcement work or temporary work with a temporary support column is necessary, but description thereof will be omitted.
（１）まず、図１（ａ）に示すように、既設鉄道高架橋柱である既設ＲＣラーメン高架橋柱１を点検し、損傷の発生を確認する。例えば、震害による損傷の場合、特に、塑性ヒンジ区間２，２′に軸方向鉄筋３，３′の座屈等の損傷が発生しやすい。なお、Ａは既設ＲＣラーメン高架橋柱１の基台、Ｂは既設ＲＣラーメン高架橋柱１の上部構造体である。
（２）次に、図１（ｂ）に示すように、軸方向鉄筋３，３′の座屈が発生している塑性ヒンジ区間２，２′のコンクリートをはつり、鉄筋を露出させる。この時、既設ＲＣラーメン高架橋柱１の塑性ヒンジ区間２，２′は損傷を受けているため、比較的容易にはつることができる。
(1) First, as shown in FIG. 1 (a), the existing RC rigid frame viaduct pillar 1 which is an existing railway viaduct pillar is inspected to confirm the occurrence of damage. For example, in the case of damage due to earthquake damage, in particular, damage such as buckling of the axial rebars 3 and 3 ′ easily occurs in the plastic hinge sections 2 and 2 ′. In addition, A is a base of the existing RC rigid frame viaduct pillar 1, and B is an upper structure of the existing RC rigid frame viaduct pillar 1.
(2) Next, as shown in FIG. 1 (b), the concrete in the plastic hinge sections 2 and 2 'in which the buckling of the axial rebars 3 and 3' occurs is suspended to expose the reinforcing bars. At this time, since the plastic hinge sections 2 and 2 'of the existing RC rigid frame viaduct column 1 are damaged, they can be relatively easily pulled.
（３）次に、図１（ｃ）に示すように、元の柱４を切断して取り除き、塑性ヒンジ区間２，２′の座屈した軸方向鉄筋３，３′のみにする。
（４）次に、図１（ｄ）に示すように、座屈した軸方向鉄筋３，３′を所定本数残し、それを熱処理により曲げ戻して鉄筋５，５′とする。
（５）次に、図１（ｅ）に示すように、座屈した軸方向鉄筋３，３′を曲げ戻した鉄筋５，５′に、軸方向鉄筋６を継手７，７′で新たに接続し、塑性ヒンジ区間保護キャップ８，８′を設置する。ここで、継手７，７′としては、例えば、重ね継手、機械式継手などを用いる。また、塑性ヒンジ区間保護キャップ８，８′は、鋼板や超高強度繊維補強コンクリートなどからなるものを用いる。
(3) Next, as shown in FIG. 1 (c), the original column 4 is cut and removed, leaving only the buckled axial rebars 3, 3 'of the plastic hinge sections 2, 2'.
(4) Next, as shown in FIG. 1 (d), a predetermined number of buckled axial rebars 3 and 3 'are left and bent back by heat treatment to form rebars 5 and 5'.
(5) Next, as shown in FIG. 1 (e), the buckled axial rebars 3 and 3 'are bent back to the rebars 5 and 5', and the axial rebar 6 is newly joined by joints 7 and 7 '. Connect and install plastic hinge section protective caps 8, 8 '. Here, as the joints 7 and 7 ', for example, a lap joint, a mechanical joint, or the like is used. The plastic hinge section protective caps 8, 8 'are made of steel plate or ultra high strength fiber reinforced concrete.
（６）次に、図１（ｆ）に示すように、軸方向鉄筋６に帯鉄筋９を巻き付ける。
（７）次に、図１（ｇ）に示すように、帯鉄筋９を巻き付けた軸方向鉄筋６にコンクリート１０を打設する。
（８）すると、図１（ｈ）に示すように、既設ＲＣラーメン高架橋柱の取り換えが完了する。ここで、新たな塑性ヒンジ区間１１，１１′が構築されることになる。
(6) Next, as shown in FIG. 1 (f), the band reinforcing bar 9 is wound around the axial reinforcing bar 6.
(7) Next, as shown in FIG. 1 (g), concrete 10 is placed on the axial rebar 6 around which the rebar 9 is wound.
(8) Then, as shown in FIG.1 (h), replacement | exchange of the existing RC ramen viaduct pillar is completed. Here, new plastic hinge sections 11, 11 'will be constructed.
このように、本発明の損傷を受けた鉄道高架橋柱の取り換え工法では、震害などにより損傷した塑性ヒンジ区間の軸方向鉄筋を曲げ戻して利用することにより新しい高架橋柱としてリニューアルする。また、既設鉄道高架橋柱の幅よりも狭い幅の柱とするようにコンクリートを打設することで、柱取り替え後の高架橋柱の空間を拡幅し、高架橋下の空間を有効利用することができる。 As described above, in the method of replacing a damaged railway viaduct column according to the present invention, the axial rebar of the plastic hinge section damaged by earthquake damage or the like is bent back and used as a new viaduct column. Moreover, by placing concrete so that the width of the existing railroad viaduct column is narrower than that of the existing railway viaduct column, the space of the viaduct post-column replacement can be widened and the space under the viaduct can be used effectively.
なお、本発明は上記実施例に限定されるものではなく、本発明の趣旨に基づき種々の変形が可能であり、これらを本発明の範囲から排除するものではない。 In addition, this invention is not limited to the said Example, Based on the meaning of this invention, a various deformation | transformation is possible and these are not excluded from the scope of the present invention.
本発明は、損傷を受けた鉄道高架橋柱の取り換え工法であって、震害などで損傷した鉄道高架橋柱の取り換え工法として利用可能である。 The present invention is a method for replacing damaged railway viaduct columns, and can be used as a method for replacing railway viaduct columns damaged by earthquake damage or the like.
１ 既設鉄道高架橋柱（既設ＲＣラーメン高架橋柱）
２，２′ 塑性ヒンジ区間
３，３′ 座屈した軸方向鉄筋
４ 元の柱
５，５′ 鉄筋
６ 軸方向鉄筋
７，７′ 継手
８，８′ 塑性ヒンジ区間保護キャップ
９ 帯鉄筋
１０ コンクリート
１１，１１′ 新たな塑性ヒンジ区間
Ａ 既設ＲＣラーメン高架橋柱の基台
Ｂ 既設ＲＣラーメン高架橋柱の上部構造体
1 Existing railway viaduct pillar (existing RC ramen viaduct pillar)
2, 2 'plastic hinge section 3, 3' buckled axial rebar 4 original column 5, 5 'rebar 6 axial rebar 7, 7' joint 8, 8 'plastic hinge section protective cap 9 strip rebar 10 concrete 11 , 11 'New plastic hinge section A Base of existing RC rigid frame viaduct B Superstructure of existing RC rigid frame viaduct
Claims (5)
（ｂ）前記座屈した軸方向鉄筋を残して前記既設鉄道高架橋柱を取り除き、
（ｃ）前記座屈した軸方向鉄筋を曲げ戻し処理し、
（ｄ）該曲げ戻し処理した軸方向鉄筋に新たな軸方向鉄筋を継手で接続し、塑性ヒンジ区間保護キャップを設置し、
（ｅ）前記新たな軸方向鉄筋に帯鉄筋を巻き付け、
（ｆ）該帯鉄筋を巻き付けた軸方向鉄筋にコンクリートを打設することで、新たな鉄道高架橋柱への取り換えを行うことを特徴とする損傷を受けた鉄道高架橋柱の取り換え工法。 (A) Hang the concrete in the plastic hinge section of the damaged existing railway viaduct column to expose the buckled axial rebar,
(B) removing the existing railway viaduct pillar leaving the buckled axial rebar;
(C) bending back the buckled axial rebar;
(D) A new axial rebar is connected to the bent axial rebar by a joint, and a plastic hinge section protective cap is installed.
(E) winding a rebar around the new axial rebar,
(F) A method for replacing damaged railway viaduct columns, wherein concrete is placed on axial rebars around which the belt reinforcing bars are wound to replace with new railway viaduct columns.
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109518613A (en) * | 2019-01-04 | 2019-03-26 | 张鹏 | Vibration absorber is used in bridge widening construction |
| CN113700331A (en) * | 2021-08-26 | 2021-11-26 | 湖北文理学院 | Steel pipe concrete composite column and repairing method |
Families Citing this family (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111041978B (en) * | 2019-12-11 | 2021-03-30 | 郑州第二市政建设集团有限公司 | Anti-seismic pier column structure |
Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2007177492A (en) * | 2005-12-27 | 2007-07-12 | East Japan Railway Co | Pier reinforcing method |
| JP2008303698A (en) * | 2007-05-08 | 2008-12-18 | Metropolitan Expressway Co Ltd | Bridge pier rebuilding method |
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Patent Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2007177492A (en) * | 2005-12-27 | 2007-07-12 | East Japan Railway Co | Pier reinforcing method |
| JP2008303698A (en) * | 2007-05-08 | 2008-12-18 | Metropolitan Expressway Co Ltd | Bridge pier rebuilding method |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109518613A (en) * | 2019-01-04 | 2019-03-26 | 张鹏 | Vibration absorber is used in bridge widening construction |
| CN109518613B (en) * | 2019-01-04 | 2020-10-23 | 嘉兴市金麟机械有限公司 | Vibration damper for bridge widening construction |
| CN113700331A (en) * | 2021-08-26 | 2021-11-26 | 湖北文理学院 | Steel pipe concrete composite column and repairing method |
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