JP2012144920A - Construction method for replacing railway viaduct column - Google Patents
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Abstract
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本発明は、鉄道高架橋柱の取り換え工法に係り、特に、震害などで損傷した柱だけでなく、健全な柱に対しても適用できる既設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, and more particularly, to a method for replacing an existing RC (Reinforced Concrete) ramen viaduct column that can be applied not only to a column damaged due to earthquake damage, but also to a healthy column. Is.
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 viaduct columns have a large station width, and it has been difficult to expand the space between viaduct columns by replacing the existing viaduct columns with a new column width smaller than that of existing columns. It was. 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、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 a railway viaduct column that can perform space widening under the viaduct simultaneously with replacement of a railway viaduct column damaged by an earthquake or the like.
本発明は、上記目的を達成するために、
〔１〕鉄道高架橋柱の取り換え工法において、既設鉄道高架橋柱の塑性ヒンジ区間及び柱を取り除き、新たに塑性ヒンジ区間となる位置に削孔を形成し、塑性ヒンジ区間保護キャップ（前記鉄道高架橋柱の基台側）を設置し、前記削孔に軸方向鉄筋を挿入し、モルタルを充填して固定し、対向する前記軸方向鉄筋の先端部に継手を配置し、前記軸方向鉄筋に帯鉄筋を設置し、前記継手位置に前記塑性ヒンジ区間保護キャップ（前記鉄道高架橋柱のウエブ構造体側）を移動し、前記帯鉄筋を設置した前記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 a railway viaduct column, the plastic hinge section and column of the existing railway viaduct column are removed, a drill hole is newly formed at a position that becomes a plastic hinge section, and a plastic hinge section protection cap (the railroad viaduct column Base side), insert an axial rebar into the drilling hole, fill with mortar and fix it, place a joint at the tip of the opposing axial rebar, and place a rebar on the axial rebar Installed, moved the plastic hinge section protection cap (on the web structure side of the railway viaduct column) to the joint position, and placed concrete on the axial rebar where the strip reinforcement was installed, thereby creating a new railway viaduct pillar It is characterized in that the replacement is performed.
〔２〕上記〔１〕記載の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〕記載の鉄道高架橋柱の取り換え工法において、前記塑性ヒンジ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 a railway viaduct column described in [1] above, the concrete placement width is narrower than the width of the plastic hinge section, and the space between the new railway viaduct columns is widened. To do.
[3] In the method for replacing a railway viaduct column described in [1] or [2] above, the plastic hinge protection cap is made of a steel plate or ultra high strength fiber reinforced concrete.
〔４〕上記〔１〕又は〔２〕記載の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 a railway viaduct column according to the above [1] or [2], the joint is a lap joint or a mechanical joint.
本発明によれば、震害などによる既設鉄道高架橋柱の塑性ヒンジ区間の鉄筋の損傷の有無にかかわらず、適用可能な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 construction method of a railway viaduct pillar applicable can be provided irrespective of the presence or absence of the damage of the reinforcing bar of the plastic hinge area of the existing railway viaduct pillar by earthquake damage. 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.
本発明の鉄道高架橋柱の取り換え工法は、既設鉄道高架橋柱の塑性ヒンジ区間及び柱を取り除き、新たに塑性ヒンジ区間となる位置に削孔を形成し、塑性ヒンジ区間保護キャップ（前記鉄道高架橋柱の基台側）を設置し、前記削孔に軸方向鉄筋を挿入し、モルタルを充填して固定し、対向する前記軸方向鉄筋の先端部に継手を配置し、前記軸方向鉄筋に帯鉄筋を設置し、前記継手位置に前記塑性ヒンジ区間保護キャップ（前記鉄道高架橋柱のウエブ構造体側）を移動し、前記帯鉄筋を設置した前記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 a railway viaduct column according to the present invention is to remove the plastic hinge section and the column of the existing railway viaduct column, newly form a drilling hole at a position that becomes the plastic hinge section, and to form a plastic hinge section protective cap (of the railway viaduct column). Base side), insert an axial rebar into the drilling hole, fill with mortar and fix it, place a joint at the tip of the opposing axial rebar, and place a rebar on the axial rebar Installed, moved the plastic hinge section protection cap (on the web structure side of the railway viaduct column) to the joint position, and placed concrete on the axial rebar where the strip reinforcement was installed, thereby creating a new railway viaduct pillar Replace with.
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鉄道高架橋柱の取り換え工法を示す図である。
本発明では、損傷した塑性ヒンジ区間の鉄筋を残さずに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 railway viaduct column showing an embodiment of the present invention.
In the present invention, replacement is performed without 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 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を点検する。ここでは、震害などにより塑性ヒンジ区間２，２′の軸方向鉄筋３に座屈が発生している場合〔図１（ｂ）参照〕を例に説明しているが、本発明は、塑性ヒンジ区間２，２′に損傷がない場合でも適用可能である。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。 (1) First, as shown in FIG. 1 (a), the existing RC ramen viaduct pillar 1 which is an existing railway viaduct pillar is inspected. Here, a case where buckling occurs in the axial rebar 3 of the plastic hinge sections 2 and 2 'due to earthquake damage or the like is described as an example (see FIG. 1B). This is applicable even when the hinge sections 2 and 2 'are not damaged. 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）次に、図１（ｃ）に示すように、元の柱４を切断して取り除くとともに、塑性ヒンジ区間２，２′を軸方向鉄筋３も含めて全て除去する。そして、新たに塑性ヒンジ区間となる位置に削孔５，５′を形成する。
（３）次に、図１（ｄ）に示すように、塑性ヒンジ区間保護キャップ６（基台Ａ側）の設置を行い、削孔５，５′に軸方向鉄筋７，７′を挿入して、モルタル８，８′を充填して固定する。
(2) Next, as shown in FIG. 1 (c), the original pillar 4 is cut and removed, and the plastic hinge sections 2 and 2 ′ including the axial rebar 3 are all removed. And the drilling holes 5 and 5 'are newly formed in the position used as a plastic hinge area.
(3) Next, as shown in FIG. 1 (d), the plastic hinge section protective cap 6 (base A side) is installed, and the axial rebars 7 and 7 'are inserted into the drilled holes 5 and 5'. Then, mortar 8, 8 'is filled and fixed.
（４）次に、図１（ｅ）に示すように、軸方向鉄筋７，７′の先端部７Ａ，７Ａ′に継手９を配置する。ここで、継手９としては、例えば、重ね継手、機械式継手などを用いる。
（５）次に、図１（ｆ）に示すように、軸方向鉄筋７，７′に帯鉄筋１０を設置する。また、塑性ヒンジ区間保護キャップ６を継手９の位置に移動させる。
(4) Next, as shown in FIG. 1 (e), the joint 9 is disposed at the tip portions 7A and 7A 'of the axial rebars 7 and 7'. Here, as the joint 9, for example, a lap joint, a mechanical joint, or the like is used.
(5) Next, as shown in FIG.1 (f), the strip reinforcement 10 is installed in the axial direction reinforcement 7,7 '. Further, the plastic hinge section protective cap 6 is moved to the position of the joint 9.
（６）次いで、図１（ｇ）に示すように、帯鉄筋１０を設置した軸方向鉄筋７，７′にコンクリート１１を打設する。
（７）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を完了する。ここで、新たな塑性ヒンジ区間１２，１２′が構築されることになる。
本発明の鉄道高架橋柱の取り換え工法では、既設鉄道高架橋柱１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、柱取り換え後の高架橋柱間の空間を拡幅し、高架橋下の空間を有効に利用することができる。
(6) Next, as shown in FIG. 1 (g), concrete 11 is placed on the axial rebars 7, 7 ′ where the rebar 10 is installed.
(7) Then, as shown in FIG.1 (h), replacement | exchange of the existing RC ramen viaduct pillar is completed. Here, a new plastic hinge section 12, 12 'will be constructed.
In the method of replacing a railway viaduct pillar according to the present invention, the concrete is cast so that the width of the railway viaduct pillar 1 is narrower than that of the existing railway viaduct pillar 1, so that the space between the viaduct pillars after the pillar replacement is widened. The lower space can be used effectively.
本発明の鉄道高架橋柱は、既設のＲＣラーメン高架橋柱の塑性ヒンジ区間の軸方向鉄筋を取り換えることができるので、震害などによる軸方向鉄筋の損傷があるかないかにかかわらず、あらゆるＲＣラーメン高架橋柱の取り換えに適用することができる。
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。
The railway viaduct column of the present invention can replace the axial rebar of the plastic hinge section of the existing RC rigid frame viaduct column, so that any RC ramen viaduct column can be used regardless of whether the axial rebar is damaged due to earthquake damage or the like. It can be applied to the replacement of
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、震害などによる損傷の有無にかかわらず実施することのできる鉄道高架橋柱の取り換え工法として利用可能である。 INDUSTRIAL APPLICABILITY The present invention can be used as a method for replacing a railway viaduct column that can be carried out regardless of whether there is damage due to 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 軸方向鉄筋
４ 元の柱
５，５′ 削孔
６ 塑性ヒンジ区間保護キャップ
７，７′ 軸方向鉄筋
７Ａ，７Ａ′ 軸方向鉄筋の先端部
８，８′ モルタル
９ 継手
１０ 帯鉄筋
１１ コンクリート
１２，１２′ 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 Axial rebar 4 Original column 5, 5' Drilling hole 6 Plastic hinge section protective cap 7, 7 'Axial rebar 7A, 7A' Tip of axial rebar 8, 8 'Mortar 9 Joint 10 Reinforcing bar 11 Concrete 12, 12 'New plastic hinge section A Base of existing RC rigid frame viaduct column B Superstructure of existing RC rigid frame viaduct column
Claims (4)
（ｂ）塑性ヒンジ区間保護キャップ（前記鉄道高架橋柱の基台側）を設置し、前記削孔に軸方向鉄筋を挿入し、モルタルを充填して固定し、
（ｃ）対向する前記軸方向鉄筋の先端部に継手を配置し、
（ｄ）前記軸方向鉄筋に帯鉄筋を設置し、前記継手位置に前記塑性ヒンジ区間保護キャップ（前記鉄道高架橋柱のウエブ構造体側）を移動し、
（ｅ）前記帯鉄筋を設置した前記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鉄道高架橋柱の取り換え工法。 (A) Remove the plastic hinge section and pillar of the existing railway viaduct pillar, and form a drilling hole at a position that becomes a new plastic hinge section,
(B) Install a plastic hinge section protective cap (on the base side of the railway viaduct pillar), insert an axial rebar into the drilling hole, fill with mortar and fix,
(C) placing a joint at the tip of the opposing axial rebar;
(D) A band reinforcing bar is installed on the axial reinforcing bar, and the plastic hinge section protection cap (on the web structure side of the railway viaduct pillar) is moved to the joint position,
(E) A method for replacing a railway viaduct column, comprising replacing concrete with a new railroad viaduct column by placing concrete in the axial rebar where the band reinforcing bar is installed.
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108221648A (en) * | 2018-03-01 | 2018-06-29 | 华侨大学 | The concrete pier of steel tube for having the function of to restore of novel embedded mild steel |
| JP2020153104A (en) * | 2019-03-19 | 2020-09-24 | 株式会社奥村組 | Repair method of bridge pier |
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| 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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2011
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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 |
|---|---|---|---|---|
| CN108221648A (en) * | 2018-03-01 | 2018-06-29 | 华侨大学 | The concrete pier of steel tube for having the function of to restore of novel embedded mild steel |
| JP2020153104A (en) * | 2019-03-19 | 2020-09-24 | 株式会社奥村組 | Repair method of bridge pier |
| JP7185567B2 (en) | 2019-03-19 | 2022-12-07 | 株式会社奥村組 | Bridge pier repair method |
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